Compaction Importance

The volume of air in an HMA pavement is important because it has a profound effect on long-term pavement performance. An approximate “rule-of-thumb” is for every 1 percent increase in air voids (above 6-7 percent), about 10 percent of the pavement life may be lost (Linden et al., 1989{{1}}). Keep in mind that this rule-of-thumb was developed using limited project data, should be used with extreme caution and applies to air voids above 6 – 7 percent. According to Roberts et al. (1996{{2}}), there is considerable evidence that dense graded mixes should not exceed 8 percent nor fall below 3 percent air voids during their service life. This is because high air void content (above 8 percent) or low air void content (below 3 percent) can cause the following pavement distresses (this list applies to dense-graded HMA and not open-graded HMA or SMA):

  1. Decreased stiffness and strength. Kennedy et al. (1984{{3}}) concluded that tensile strength, static and resilient moduli, and stability are reduced at high air void content.
  2. Reduced Fatigue Life. Several researchers have reported the relationship between increased air voids and reduced fatigue life (Pell and Taylor, 1969{{4}}; Epps and Monismith, 1969 {{5}}; Linden et. al., 1989{{1}}). Finn et al. (1973){{6}} concluded “…fatigue properties can be reduced by 30 to 40 percent for each one percent increase in air void content.” Another study concluded that a reduction in air voids from eight percent to three percent could more than double pavement fatigue life (Scherocman, 1984{{7}}).
  3. Accelerated Aging/Decreased Durability. In his Highway Research Board paper, McLeod (1967){{8}} concluded “compacting a well-designed paving mixture to low air voids retards the rate of hardening of the asphalt binder, and results in longer pavement life, lower pavement maintenance, and better all-around pavement performance.”
  4. Raveling. Kandhal and Koehler (1984{{9}}) found that raveling becomes a significant problem above about eight percent air voids and becomes a severe problem above approximately 15 percent air voids.
  5. Rutting. The amount of rutting which occurs in an asphalt pavement is inversely proportional to the air void content (Scherocman, 1984{{7}}). Rutting can be caused by two different mechanisms: vertical consolidation and lateral distortion. Vertical consolidation results from continued pavement compaction (reduction of air voids) by traffic after construction. Lateral distortion – shoving of the pavement material sideways and a humping-up of the asphalt concrete mixture outside the wheelpaths – is usually due to a mix design problem. Both types of rutting can occur more quickly if the HMA air void content is too low (Scherocman, 1984{{7}}).
  6. Moisture Damage. Air voids in insufficiently compacted HMA are high and tend to be interconnected with each other. Numerous and interconnected air voids allow for easy water entry (Kandhal and Koehler, 1984{{9}}; Cooley et al., 2002{{10}}) which increases the likelihood of significant moisture damage. The relationship between permeability, nominal maximum aggregate size and lift thickness is quite important and can change significantly as these parameters change.

Air voids that are either too great or too low can cause a significant reduction in pavement life. For dense graded HMA, air voids between 3 and 8 percent generally produce the best compromise of pavement strength, fatigue life, durability, raveling, rutting and moisture damage susceptibility.

[[1]]Linden, R.N.; Mahoney, J.P. and Jackson, N.C.  (1989).  The Effect of Compaction on Asphalt Concrete Performance.  1989 Annual Meeting of the Transportation Research Board, Washington, D.C. [[1]]

[[2]]Roberts, F.L., Kandhal, P.S., Brown, E.R., Lee, D.Y., and Kennedy, T.W.  (1996).  Hot Mix Asphalt Materials, Mixture Design, and Construction.  National Asphalt Paving Association Education Foundation.  Lanham, MD. [[2]]

[[3]]Kennedy, T.W.; Roberts, F.L.; and McGennis, R.B.  (1984).  “Effects of Compaction Temperature and Effort on the Engineering Properties of Asphalt Concrete Mixtures.”  Placement and Compaction of Asphalt Mixtures, F.T. Wagner, Ed.  ASTM Special Technical Publication 829.  American Society for Testing and Materials, Philadelphia, PA.  pp. 48-66. [[3]]

[[4]]Pell, P.S. and Taylor, I.F.  (1969).  “Asphalt Road Materials in Fatigue.”  Proceedings of the Association of Asphalt Paving Technologists, Vol. 38.  pp. 371-464.[[4]]

[[5]]Epps, Jon A. and Monismith, Carl L.  (1969).  “Influences of Mixture Variables on the Flexural Fatigue Properties of Asphalt Concrete.”  Proceedings of the Association of Asphalt Paving Technologists, Vol. 38.  pp. 423-464.[[5]]

[[6]]Finn, F.N.; Nair, K.; and Hilliard, J.  (1973, February).  Minimizing Premature Cracking of Asphalt Concrete Pavements.  National Cooperative Highway Research Program Project 9-4.  Transportation Research Board, National Research Council.  Washington, D.C.[[6]]

[[7]]Scherocman, J.A.  (1984, March).  Guidelines for Compacting Asphalt Concrete Pavement.  Better Roads, Vol. 54, No. 3.  pp. 12-17. [[7]]

[[9]]Kandhal, P.S. and Koehler, W.C.  (1984).  Pennsylvania’s Experience in the Compaction of Asphalt Pavements.  Placement and Compaction of Asphalt Mixtures, F.T. Wagner, Ed.  ASTM Special Technical Publication 829.  American Society for Testing and Materials.  Philadelphia, PA.  pp. 93-106.[[9]]

[[8]]McLeod, N.W.  (1967).  “Influence of Viscosity of Asphalt-Cements on Compaction of Paving Mixtures in the Field.”  Highway Research Record No. 158:  Bituminous Concrete Mixes:  6 Reports.  Highway Research Board, National Research Council, Washington, D.C.[[8]]

[[10]]Cooley, L.A.; Prowell, B.D. and Brown, E.R. (2002).  Issues Pertaining to the Permeability Characteristics of Coarse-Graded Superpave MixesNCAT Report No. 02-06.  National Center for Asphalt Technology.  Auburn, AL.[[10]]