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

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end of the test as shown in figure 4.57. The elastic deformation was much smaller than the permanent deformation and was less than 10% of the permanent deformation at the end of the test. Permanent deformation (mm.) Figure 4.56 The permanent deformation versus the number of loading cycle for the 30 cm thick geocell-reinforced RAP base section Elastic deformation (mm.) 30 25 20 15 10 5 0 -5 0 2000 4000 6000 8000 10000 5 4 3 2 1 0 Number of liading cycle Figure 4.57 The elastic deformation versus the number of loading cycle for the 30 cm thick geocell-reinforced RAP base section 94 Surface at center Surface at 25 cm Surface at 50 cm Surface at 75 cm 0 2000 4000 6000 8000 10000 Number of loading cycle
Figures 4.58 and 4.59 show the measured maximum strains on the top geocell and bottom geocell wall at different locations during the cyclic plate load test. The symbols, orientations, and locations of strain gauges affixed on geocell wall are shown in figure 4.3. The maximum strains were recorded manually during the test. For the top geocell, it is shown that the tensile strains developed at all of horizontal strain gauges GH1T, GH2, and GH3 while the compressive strains occurred at strain gauges GV1 and GV2 respectively. The strain gauge GH1B of the top geocell was broken during the preparation of the RAP base. For the bottom geocell, it is shown that the tensile strains developed at all of horizontal strain gauges GH1T, GH2, and GH3 while the compressive strains occurred at strain gauges GV1 and GV2 respectively. Compressive strain with a very small magnitude developed in the strain gauge GH1B in the bottom geocell. Strain on geocell (%) 0.6 0.4 0.2 0 -0.2 -0.4 -0.6 -0.8 -1 0 2000 4000 6000 8000 10000 Number of loading cycle Figure 4.58 The measured strains on the geocell wall in different locations for the 30 cm thick geocell-reinforced RAP base section (top geocell) 95 GH1T GH2 GH3 GV1 GV2
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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
Page 59 and 60: Chapter 4 Experimental Data Analysi
Page 61 and 62: 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: The profiles of the HMA surfaces as
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 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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