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

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Subgrade compression (mm.) 40 32 24 16 8 0 Figure 4.69 Vertical compression of subgrade layer versus number of loading cycles Table 4.12 Vertical compressions of the HMA surface, base, and subgrade at 25 mm permanent deformation at the center Test 15 cm 15 cm 23 cm 30 cm Reinforcement Unreinforced Reinforced Reinforced Reinforced HMA compression( mm) 4.80 0.52 1.12 4.82 Base compression (mm) 9.80 7.30 4.06 9.88 Subgrade compression (mm) 10.40 17.18 19.82 10.30 4.4.7 Maximum Strain on the Geocell 15 cm unreinforced 15 cm reinforced 23 cm reinforced 30 cm unreinforced 0 2000 4000 6000 8000 10000 12000 14000 Number of loading cycle Tensile strain, compressive strain, and tensile strain were developed at the top gauges, middle gauges, and bottom gauges of the geocell wall respectively for almost all of the experiments. However, there was compressive strain at the top gauge of the central geocell in the 23 cm thick geocell-reinforced RAP base section and at the bottom gauge of the central geocell of the lower layer in the 30 cm thick geocell-reinforced RAP base section. The magnitude of 110
strain was higher for the geocell at the center and lower for the geocell at the distances 25 cm and 50 cm away from the center respectively. Table 4.13 shows the maximum tensile and compressive strains developed on geocell. Base thickness (cm) Table 4.13 Maximum strain on geocell wall Geocell height (cm) 111 Strain (%) Tension Compression 15 10 0.49 0.63 15 (hard subgrade) 10 0.25 0.44 23 15 1.88 0.86 30 (top geocell) 10 0.41 0.80 31 (bottom geocell) 10 0.66 0.35 4.4.8 Maximum Strain at the Bottom of the HMA Surface Figure 4.70 shows the strains at the bottom of the HMA surfaces at the center under the loading plate increased with the number of loading cycles. Tensile strains developed at the bottom of the HMA surfaces in the 15 cm thick unreinforced base section, the 15 cm thick geocell-reinforced base sections (normal and hard subgrade), and the 23 cm thick geocell- reinforced base section. However, there was no strain developed at the bottom of the HMA surface at the center in the 30 cm thick unreinforced base section.
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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
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Depth (cm.) 0.00 5.00 10.00 15.00 2
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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 and 122: Table 4.10 Number of loading cycles
Page 123 and 124: Table 4.11 Elastic deformation and
Page 125: HMA surface compression (mm.) Base
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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