Sensitivity of Untreated Reclaimed Asphalt Pavement to Moisture, Density, and Freeze Thaw

Attia, Mohamed; Abdelrahman, Magdy

doi:10.1061/(asce)mt.1943-5533.0000135

Cited by 25 publications

(28 citation statements)

References 8 publications

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“…The value of an optimum water content increases for all tested mixtures with an increase in the recycled asphalt content. Such results are in accordance with earlier studies made by Alam et al [21], Attia and Abdelrahman [22], and Taha et al [23], and they may be the consequence of the change in particle size distribution. During compaction an increase in the number of small particles with an increase in the recycled asphalt content in the mixtures occurred which resulted in higher optimum water content.…”

Section: Figure 7 Proctor Test Resultssupporting

confidence: 93%

Svojstva mješavina za izradu nevezanih nosivih slojeva s dodatkom recikliranog asfalta

2016

JCE

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The possibility of using recycled asphalt as replacement for natural aggregate in unbound base course mixes is explored in the paper. The mixes in which a certain proportion of natural aggregate (limestone, gravel) was replaced with recycled asphalt were analysed. The testing program involved analysis of the grading, compaction parameters, physicomechanical properties and bearing capacity of mixes. The results show that recycled asphalt can be used, in some proportions, as a suitable replacement for natural aggregate.

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Section: Figure 7 Proctor Test Resultssupporting

confidence: 93%

Svojstva mješavina za izradu nevezanih nosivih slojeva s dodatkom recikliranog asfalta

2016

JCE

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“…Therefore, based on the data it is concluded that there is negligible effect of relative compaction on the resilient modulus. This is consistent with Attia and Abdelrahman (2010) who also found negligible difference in the measured resilient modulus at relative compactions of 90% and 100% for a 50/50 RAP to aggregate blend.…”

Section: Fig 4 Resilient Modulus Plotted With Relative Compaction (supporting

confidence: 92%

“…Numerous studies have looked at the resilient modulus behavior of RAP/aggregate blends (e.g., Kim et al 2007, Hamzah et al 2008, Attia and Abdelrahman 2010, and Puppala et al 2011. These investigations have shown that the resilient modulus is influenced by the RAP content, temperature, moisture content, dry density, and age.…”

Section: Introductionmentioning

confidence: 99%

Resilient Moduli of a Naturally Aged RAP and Aggregate Blend

Costa

Bradshaw

Snyder

2014

Geo-Congress 2014 Technical Papers

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This paper presents the results of a study performed to characterize the resilient moduli of an unbound subbase material containing Reclaimed Asphalt Pavement (RAP) that was placed in the 1980s. The Rhode Island Department of Transportation (RIDOT) is moving toward the use of the Mechanistic-Empirical Pavement Design Guide (MEPDG) for pavement design. This study characterizes the resilient moduli of a RAP/aggregate blend sampled from the existing roadway subbase layer along a segment of Route 165 in Rhode Island. The RAP/aggregate blend was placed during a previous resurfacing project performed in the 1980s and therefore has been in service for approximately 30 years. The material is a wellgraded mixture of sand and gravel-sized particles. Reconstituted test specimens were compacted at their optimum water content and to a relative compaction between 91% and 97%. The RAP content of the samples ranged from approximately 15% to 40%. The test results showed that the resilient modulus increased with bulk stress, yielding resilient modulus values of 120 MPa to 513 MPa. Resilient modulus was not affected by changes in relative compaction within the range tested. An increase of RAP content from 15% to 40% increased the resilient modulus by approximately 15%.

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“…e permeability and CBR tests are used frequently to identify drainage and strength characteristics of base courses. Several authors have performed laboratory studies of RAP material, focusing on tests of interest to base course construction, including Proctor compaction, CBR, and resilient modulus to assess the suitability of RAP material as a base course material [1][2][3].…”

Section: Introductionmentioning

confidence: 99%

Investigation of the Effect of Recycled Asphalt Pavement Material on Permeability and Bearing Capacity in the Base Layer

Seferoğlu

Akpınar

2018

Advances in Civil Engineering

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e purpose of this research was to investigate the effects of recycled asphalt pavement (RAP) and cement content on the permeability and bearing capacity characteristics of aggregate base courses. Mixtures containing untreated RAP ranging between 0 and 100 percent and 1, 2, and 3% cement-treated RAP were subjected to laboratory tests (bitumen content, sieve analysis, modified proctor, soaked California bearing ratio (CBR), and constant-level permeability tests). e results showed that, as the RAP percentage in the mixture increased, CBR values decreased considerably. Moreover, there is a linear increase in the CBR values with cement treatment. Optimum moisture contents (OMC) and maximum dry densities (MDD) showed a decreasing trend. Increasing the cement percentages in 100% RAP blend increases the OMC and MDD values. e permeability of RAP showed a decrease as the percentage of RAP and cement increased in blends. e study showed that the CBR value of the 20% RAP blend is also obtained in the 100% RAP/3% cement-treated blend. us, it has been understood that cement is a suitable material in order to increase the use of RAP. In addition, the increase in the percentage of RAP and cement made the base course more impermeable.

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Sensitivity of Untreated Reclaimed Asphalt Pavement to Moisture, Density, and Freeze Thaw

Cited by 25 publications

References 8 publications

Svojstva mješavina za izradu nevezanih nosivih slojeva s dodatkom recikliranog asfalta

Svojstva mješavina za izradu nevezanih nosivih slojeva s dodatkom recikliranog asfalta

Resilient Moduli of a Naturally Aged RAP and Aggregate Blend

Investigation of the Effect of Recycled Asphalt Pavement Material on Permeability and Bearing Capacity in the Base Layer

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