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

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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 4.10. The test results show that the Evd values decreased from the HMA surface, the RAP base to the subgrade. Dynamic Modulus (MN/m 2 ) 75 60 45 30 15 0 Subgrade Base Surface 5 10 15 20 25 30 35 Figure 4.10 The calculated dynamic deformation modulus versus the size of loading plate for the 15 cm thick unreinforced RAP base section The profiles of the HMA surfaces as shown in figure 4.11 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. Size of loading plate (mm.) 56
Depth (cm.) 10 14 18 22 26 Before test AfterTest 30 -100 -80 -60 -40 -20 0 20 40 60 80 100 Figure 4.11 Profiles of the HMA surface before and after the test for the 15 cm thick unreinforced RAP base section The permanent deformation was obtained after unloading of each cycle. Figure 4.12 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 difference in the permanent deformations between the HMA surface and the base is the compression of the HMA surface while that between the base and the subgrade is the compression of the base course. At the end of the test, the permanent deformation of the subgrade was approximately 50% of the total permanent deformation. The surface deformations at different distances from the center were obtained by the displacement transducers while the deformations at the top of the base and subgrade were obtained by the tell- tales. It is shown that the surface permanent deformation was higher at the center and decreased at the distances of 25, and 50 cm away from the center. The elastic deformation (i.e., the rebound during the unloading of each cycle) as shown in figure 4.13 increased up to 40 cycles of loading and then decreased slightly at a small rate until the end of the test. 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. Distance from center (cm.) 57
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Report # MATC-KU: 462 Final Report
Page 3 and 4:
Technical Report Documentation Page
Page 5 and 6:
4.3.4 15 cm Thick Geocell-Reinforce
Page 7 and 8:
Figure 4.11 Profiles of the HMA sur
Page 9 and 10:
Figure 4.48 The permanent deformati
Page 11 and 12:
List of Tables Table 2.1 Percentage
Page 13 and 14:
Acknowledgements This research was
Page 15 and 16:
Abstract Asphalt pavements deterior
Page 17 and 18:
1.1 Background Chapter 1 Introducti
Page 19 and 20:
On-site use of RAP materials has re
Page 21 and 22: Chapter 2 Literature Review Recycle
Page 23 and 24: Protection. Geosynthetics are somet
Page 25 and 26: 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: Depth (cm.) 0.00 5.00 10.00 15.00 2
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 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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