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

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Table 4.6 The average CBR values of subgrade and base from the vane shear and DCP tests Test method CBR Value (%) Subgrade at different locations Base Layer Vane Shear Test 1 5.4 2 5.6 3 4.8 4 5.1 5 5.5 Average 5.3 - DCP Test 6.1 8.9 The calculated dynamic deformation moduli (Evd) of the subgrade, base, and HMA surface versus the size of the loading plate of the instrument from the LWD tests result are shown in figure 4.54. The test results show that the Evd values decreased from the HMA surface, the RAP base to the subgrade. Dynamic Modulus (MN/m 2 ) 120 80 40 0 Subgrade Layer Base Layer HMA Layer 5 10 15 20 25 30 35 Size of loading plate (mm.) Figure 4.54 The calculated dynamic deformation modulus versus the size of loading plate for the 30 cm thick geocell-reinforced RAP base section 92
The profiles of the HMA surfaces as shown in figure 4.55 were measured from the reference beam before and after the cyclic plate load test. It shows that a depression (equivalent to rutting under traffic) developed under the loading plate and some heaving occurred away from the loading plate after the test. Depth (cm.) 0 1 2 3 4 5 6 -100 -80 -60 -40 -20 0 20 40 60 80 100 Distance from center (cm.) Figure 4.55 Profiles of the HMA surface before and after the test for the 30 cm thick geocellreinforced RAP base section The permanent deformation was obtained after unloading of each cycle. Figure 4.56 presents the measured permanent deformations of the pavement at the surface, at the top of the base, and at the top of the subgrade. The surface deformations at different distances from the center were obtained by the displacement transducers. It is shown that the surface permanent deformation was higher at the center and decreased with the distances of 2, 50, and 75 cm away from the center. However, the permanent deformation at 50 and 75 cm away from center were very lower than center. The elastic deformation (i.e., the rebound during the unloading of each cycle) was higher at the beginning of loading and then decreased slightly at a small rate until the 93 Before Test After Test
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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
Page 57 and 58: 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 93 and 94: 4.3.5 23 cm Thick Geocell-Reinforce
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 107: 4.3.7 30 cm Thick Geocell-Reinforce
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 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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