Onsite Use of Recycled Asphalt Pavement Materials and Geocells to ...

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Figure 4.61 The vertical stress at the interface between subgrade and base versus the number of loading cycles for the 30 cm thick geocell-reinforced RAP base section Stress distribution angle (°) Vertical stress (kPa) 60 50 40 30 20 10 0 100 80 60 40 20 0 -20 Center 12.5 cm 25 cm 50 cm 75 cm 0 2000 4000 6000 8000 10000 Number of loading cycle 0 2000 4000 6000 8000 10000 Number of loading cycle Figure 4.62 The stress distribution angle versus the number of loading cycles for 30 cm thick geocell-reinforced RAP base section 98
4.4 Analysis of Test Data Six cyclic plate load tests were conducted following the same construction (except the test section with the harder subgrade) and testing procedures on unreinforced and geocell- reinforced pavements with RAP bases in the large geotechnical testing box. The test data for all the experiments are analyzed together in this section in terms of subgrade and base CBR values, dynamic deformation moduli, percent of air voids of the HMA surface, permanent deformations, elastic deformations, strains at the bottom of the HMA, and strains on the geocells, vertical stresses at the interface between subgrade and RAP base, and stress distribution angles. 4.4.1 CBR Values of Subgrade and Base Course Figure 4.63 presents the average CBR profiles of all six test sections from the DCP tests in the subgrade and the bases. It is shown that all the test sections had consistent average CBR profiles except the 15 cm thick geocell-reinforced RAP base section with the hard subgrade as discussed earlier. The test results in table 4.7 indicate that the average CBR values of the subgrade obtained from the DCP tests were higher than those obtained from the vane shear tests. The reasons for the higher CBR results from the DCP tests were additional compaction of the subgrade during the preparation of RAP bases and the DCP tests performed at 24 hours after the preparation of the base layer. 99
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Report # MATC-KU: 462 Final Report
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Technical Report Documentation Page
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4.3.4 15 cm Thick Geocell-Reinforce
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Figure 4.11 Profiles of the HMA sur
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Figure 4.48 The permanent deformati
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List of Tables Table 2.1 Percentage
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Acknowledgements This research was
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Abstract Asphalt pavements deterior
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1.1 Background Chapter 1 Introducti
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On-site use of RAP materials has re
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Chapter 2 Literature Review Recycle
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Protection. Geosynthetics are somet
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wet weather conditions. Webster and
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subgrade can be improved in terms o
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annually in the early 1990s (FHWA-H
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Figure 2.2 Usage and potential of v
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Table 2.1 Percentage of use of RAP
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Type of Property Physical Propertie
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permeability values. The addition o
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Chapter 3 Material Properties and E
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Table 3.1 Properties of the RAP bas
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3.3 Asphalt Concrete Figure 3.4 Sta
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Table 3.2 Basic Properties of NPA g
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Earth pressure cells were installed
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central pocket, and one at the top
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plate on one end was buried at the
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loading plate to simulate the rubbe
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3.6.7 Dynamic Cone Penetration Test
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Figure 3.15 Light weight deflectome
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Chapter 4 Experimental Data Analysi
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The quantity of RAP placed in each
Page 63 and 64: Geocell infilled with RAP Geocell i
Page 65 and 66: Figure 4.4 Prime coat on the RAP ba
Page 67 and 68: 4.2 Cyclic Plate Load Tests Figure
Page 69 and 70: dynamic deformation moduli from LWD
Page 71 and 72: Depth (cm.) 0.00 5.00 10.00 15.00 2
Page 73 and 74: Depth (cm.) 10 14 18 22 26 Before t
Page 75 and 76: surface at the center was under ten
Page 77 and 78: 4.3.3 15 cm Thick Geocell-Reinforce
Page 79 and 80: Depth (cm.) 0 10 20 30 40 50 60 0 5
Page 81 and 82: The permanent deformation was obtai
Page 83 and 84: Strain on geocell (%) Figure 4.23 T
Page 85 and 86: Stress distribution angle (°) 50 4
Page 87 and 88: Figure 4.28 The calculated dynamic
Page 89 and 90: Elastic deformation (mm.) 3 2.5 2 1
Page 91 and 92: Strain (%) 0.15 0.1 0.05 0 -0.05 -0
Page 95 and 96: The profiles of the HMA surfaces as
Page 97 and 98: Figure 4.41 shows the measured maxi
Page 99 and 100: Figure 4.43 The vertical stress at
Page 101 and 102: Table 4.5 The average CBR values of
Page 103 and 104: at the distances of 25 and 50 cm aw
Page 105 and 106: Strain (%) 0.014 0.012 0.01 0.008 0
Page 109 and 110: The profiles of the HMA surfaces as
Page 111 and 112: Figures 4.58 and 4.59 show the meas
Page 113: Strain (%) 0.04 0.02 0 -0.02 -0.04
Page 117 and 118: Table 4.7 Average CBR values of tes
Page 119 and 120: The percentages of air void of the
Page 121 and 122: Table 4.10 Number of loading cycles
Page 123 and 124: Table 4.11 Elastic deformation and
Page 125 and 126: HMA surface compression (mm.) Base
Page 127 and 128: strain was higher for the geocell a
Page 129 and 130: Vertical stress (kPa) 250 200 150 1
Page 131 and 132: Stress distribution angle ( ̊) 80
Page 133 and 134: 6. The subgrade contributed to most
Page 135 and 136: Berthelot, C., R. Haichert, D. Podb
Page 137: Pokharel, S. K., J. Han, D. Leshchi
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Onsite Use of Recycled Asphalt Pavement Materials and Geocells to ...

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