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

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Table 4.2 The average CBR values of subgrade and base from the vane shear and DCP tests Test method Vane Shear Test CBR Value (%) Subgrade at different locations Base Layer 1 2 3 4 5 Average 5.9 5.6 5.4 5 5.4 5.5 DCP Test (before) 5.9 10.2 DCP Test (after) 9 13.8 The scheduled placement of the HMA surface over the RAP base was 24 hours after the preparation of the base course. In this test, however, there was a long delay (seven days of the preparation of RAP base) in the delivery of the HMA from the local asphalt plant. The actual CBR values of the test section were re-evaluated after the cyclic plate load test and removal of the HMA surface. Figure 4.18 shows the CBR profiles from the DCP tests after the cyclic plate load test. The average CBR values of the subgrade and RAP base were 9.0 % and 13.8 % respectively, which are higher than those determined at seven days earlier. The increase of the CBR values resulted from the loss of moisture in the RAP base and the subgrade during the 7- day waiting period. The harder subgrade and base course resulted in a much stronger response of this test section, which will be discussed later. This test was repeated and the repeated test based on the original design will be discussed in section 4.3.4. 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 are shown in figure 4.19. The test results show that the Evd values decreased from the HMA surface, the RAP base to the subgrade. 62 -
Depth (cm.) 0 10 20 30 40 50 60 0 5 10 15 20 Figure 4.18 CBR profile obtained from the DCP tests for the 15 cm thick geocell-reinforced RAP base section after the test (hard subgrade) 63 CBR (%) L1 L3 L5 L7 Average
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Report # MATC-KU: 462 Final Report
Page 3 and 4:
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
Page 27 and 28: subgrade can be improved in terms o
Page 29 and 30: annually in the early 1990s (FHWA-H
Page 31 and 32: Figure 2.2 Usage and potential of v
Page 33 and 34: Table 2.1 Percentage of use of RAP
Page 35 and 36: Type of Property Physical Propertie
Page 37 and 38: permeability values. The addition o
Page 39 and 40: Chapter 3 Material Properties and E
Page 41 and 42: Table 3.1 Properties of the RAP bas
Page 43 and 44: 3.3 Asphalt Concrete Figure 3.4 Sta
Page 45 and 46: Table 3.2 Basic Properties of NPA g
Page 47 and 48: Earth pressure cells were installed
Page 49 and 50: central pocket, and one at the top
Page 51 and 52: plate on one end was buried at the
Page 53 and 54: loading plate to simulate the rubbe
Page 55 and 56: 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: 4.3.3 15 cm Thick Geocell-Reinforce
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 and 108: 4.3.7 30 cm Thick Geocell-Reinforce
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 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
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Stress distribution angle ( ̊) 80
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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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