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

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3.6 Test Devices and Instrumentation Figure 3.6 Non-woven geotextile used in this research To ensure the consistency of test sections and to evaluate the performance of the pavements, a series of test devices and instrumentation was utilized in this research. Vane shear tests were carried out in the subgrade to check the undrained shear strength of the subgrade for quality control proposes during the preparation of test sections. Dynamic cone penetration tests were carried out from the top of the base course to a depth of 30 cm into the subgrade to obtain the CBR profile of each test section. Light-weight deflectometer tests were carried out on the top of subgrade, base course, and HMA surfaces to check the quality of work of each test section in terms of average surface deformation, degree of compactability, and dynamic modulus. 30
Earth pressure cells were installed at the interface between subgrade and base course. Strain gauges were placed on the geocell and at the bottom of the HMA surface. Tell-tales were installed at the interface between subgrade and base and the interface between HMA surface and base. Data acquisition software was configured to record the above-mentioned information on full time-history of response for prescribed maximum load cycles and maximum surface deformations. 3.6.1 Earth Pressure Cells The earth pressure cells used in this research were strain gauge-type soil pressure gauges manufactured in Japan by Tokyo Sokki Kenkyujo Co., Ltd. They had two capacity ranges: 200 (Model: KDE-200KPA) and 500 kPa (Model: KDE-500KPA). These pressure cells are made of stainless steel and are suitable for measuring earth pressure under dynamic loading. Each cell had an external diameter of 50 mm, a diameter of the sensing area of 46 mm, a thickness of 11.3 mm, and a total weight of 160 g. This type of pressure cell can function at a temperature range of -20 to 60 o C. In this research, the earth pressure cells were used to measure the vertical stresses at the interface between subgrade and base course. Five earth pressure cells were installed on the subgrade before the RAP base course was placed. They were installed at five distances from the center of the loading plate at 0, 12.5, 25, 50, and 75 cm The earth pressure cells with the capacity of 500 kPa were installed at distances of 0, 12.5, 25, and 50 cm, because higher vertical stresses were expected. The earth pressure cell with the capacity of 200 kPa was installed at the farthest distance from the center, at 75 cm. Figure 3.7 shows a picture of two earth pressure cells placed on the top of the subgrade. 31
Page 1 and 2: 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: Table 3.2 Basic Properties of NPA g
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 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 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
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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