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

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4.4.5 Elastic Deformation at the Surface of HMA Layer Elastic deformation was the surface rebound of the pavement when the applied load was unloaded from 40 kN to 0.5 kN. The percent of elastic deformation is defined as the percent of the elastic deformation to the total deformation in each load cycle. Figure 4.66 shows the percent of elastic deformation varied with the number of load cycles. The general trend is that the percent of elastic deformation increased with the number of load cycles. The elastic deformation and percent of elastic deformation at the 25 mm permanent deformation at the center are presented in table 4.11. It is shown that the percent of elastic deformation ranged from 55 to 92%. Percent of elastic deformation (%) 100 80 60 40 20 0 15 cm unreinforced 30 cm unreinforced 15 cm reinforced (hard subgrade) 15 cm reinforced 23 cm reinforced 30 cm reinforced 0 2000 4000 6000 8000 10000 12000 14000 16000 Number of loading cycle Figure 4.66 The percentage of elastic deformation versus the number of loading cycles 106
Table 4.11 Elastic deformation and percentage of elastic deformation at 25 mm permanent deformation at the center Test 15 cm 15 cm (hard subgrade) 107 15 cm 23 cm 30 cm 30 cm Reinforcement Unreinforced Reinforced Reinforced Reinforced Unreinforced Reinforced Elastic deformation (mm) Percentage of elastic deformation (%) 4.4.6 Permanent Deformations of Pavement Layers 3.87 1.96 2.40 2.24 2.93 0.80 68 92 67 82 55 57 Tell-tales were used to measure the deformations on the top of the subgrade and the base course for all the test sections except the 15 cm thick geocell-reinforced base section (hard subgrade) and the 30 cm thick geocell-reinforced base section. The compression of the HMA surface was determined by subtracting the measured deformation on the top of the RAP base from the measured deformation on the HMA surface at the center of the loading plate. Similarly, the compression of the RAP base was determined by subtracting the deformation on the top of the subgrade from the deformation on the top of the RAP base at the center under the loading plate. The vertical compressions of the HMA surface, the RAP base (unreinforced or geocell- reinforced), and subgrade with the number of loading cycles are shown in figures 4.67, 4.68, and 4.69 respectively. The vertical compressions of these layers at the 25 mm permanent deformation at the center are shown in table 4.12. Figure 4.67 shows that the compressions of the HMA surfaces in the two unreinforced RAP base sections were much higher than those in the reinforced base sections. Two explanations for this result are: (1) the density of the HMA surfaces in the unreinforced base
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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
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Geocell infilled with RAP Geocell i
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Figure 4.4 Prime coat on the RAP ba
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4.2 Cyclic Plate Load Tests Figure
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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 and 114: Strain (%) 0.04 0.02 0 -0.02 -0.04
Page 115 and 116: 4.4 Analysis of Test Data Six cycli
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: Table 4.10 Number of loading cycles
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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