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Soil Compaction Models According to Eq. 6 the resulting � 1 should be approximately 130 kPa because of the relation of � 1 to the sum of � 2 and� 3 being 0.38 as shown in Appendix 11.1.2.2. These experiments resulted in a VCL less strong (details given in Appendix11.1.5.2) compared to soil bin VCL. Therefore the idea followed to apply axial load by moving the pis- ton a known distance in a given amount of time while recording the resulting axial force. As now the axial load is applied slowly, radial pressure can be well maintained and the cell volume change is equal to the compacted soil volume. Using the parameters of the VCL created only from cell volume change resulted in a closer agreement between the predicted and measured soil displacement using COMPSOIL. However, as shown with the loading cycle in Figure 91 the relation of � 1 to � 2 and� 3 was never larger than three which means that the stress state expected from Eq. 6 in the soil bin was not reached in the triaxial cell. At first a confining pressure of 25 kPa was applied to the sample. When axial load was applied the cell pressure dropped due to the contracting sample and became stable at about 19 kPa when the compaction of the sample was in equi- librium with the rate of water being pumped into the cell. Axial load increased up to a threshold value of 68 kPa and then slowly decreased whereby the stress difference between major and minor principal stress cannot become larger because the sample started to fail in shear. The influence of differences in � 1 to � 2 and � 3 can be seen in Figure 92 where the VCLs differ significantly if � 1 is bigger than � 2 and � 3 . The VCLs with different confining pressure than axial load are much closer to the in-situ VCL than if only radial pressure is taken into account. The axial-radial loaded VCL was repeated five times and corrected vor water compressibility and is shown in Figure 92. The standard deviation was 6kPa for the pressure and 0.03 for the rel. density. Ph.D. Thesis Dirk Ansorge (2007) 128
Soil Compaction Models σσ 1 (kPA) (kPA) Sigma 1 Figure 91: Rel. Density 2 1,9 1,8 1,7 1,6 1,5 80 70 60 50 40 30 20 10 0 0 5 10 15 20 25 30 σ 2 = σ 3 (kPa) Sigma 2 = Sigma 3 � 1 in relation to � 2 and � 3 during the virgin compression test loading 1,4 1 10 100 1000 Mean Normal Pressure (kPa) VCL Confining PressureRadial Average VCL Confining and Axial Load in-situ VCL Figure 92: Virgin compression lines for radial and averaged radial-axial loading with sandy loam soil at 9 % moisture content; water compressibility taken into consideration 6.6.3 Implications of Triaxial VCLs on predicted Soil Displacement After Section 6.3 derived and validated an in-situ VCL for predicting soil displacement with COMPSOIL, Section 6.5 validated the in-situ VCL approach with small scale plate sinkage tests, now this Section investigates the ability to predict soil displacement caused by the 900/10.5/1.9 tyre from triaxally gained VCL parameters. The slope and intercept of the triaxially gained VCLs in Sections 6.6.1 and 6.6.2 is used with COMPSOIL and the results are compared in Figure 93 to the real data for the different approaches. Ph.D. Thesis Dirk Ansorge (2007) 129
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Cranfield University School of Appl
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Abstract Ancillary experiments show
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Table of Contents TABLE OF CONTENTS
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Table of Contents 4.1.3 Analysis of
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Table of Contents 11.1.1.1 Comparis
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List of Figures and Tables Figure 3
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List of Figures and Tables Figure 1
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Nomenclature NOMENCLATURE Abbreviat
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Introduction 1 INTRODUCTION 1.1 Bac
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Introduction � Ansorge, D. and Go
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Introduction 1.2 Aim To elucidate t
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Introduction a) the soil compaction
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Experimental Methods 2.1.1.1 Test F
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Experimental Methods had been mount
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Experimental Methods track; the loa
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Experimental Methods 800/10.5/2.5 t
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Experimental Methods term. In the m
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Experimental Methods Soil Surface F
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Experimental Methods Depth (cm) 0 1
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Experimental Methods ence surface c
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Experimental Methods chine derives
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Experimental Methods depth. The dat
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Experimental Methods with water and
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Experimental Methods 2.4 Statistica
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Laboratory Studies Into Undercarria
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Field Study With Full Size Combine
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Page 93 and 94: Field Study With Full Size Combine
Page 99 and 100: Alleviation of Soil Compaction Howe
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Page 107 and 108: Soil Compaction Models sibilities t
Page 109 and 110: Soil Compaction Models depends on t
Page 111 and 112: Soil Compaction Models Wroth (1968)
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Page 115 and 116: Soil Compaction Models level. Criti
Page 117 and 118: Soil Compaction Models Utilizing Ke
Page 119 and 120: Soil Compaction Models average of m
Page 121 and 122: Soil Compaction Models Depth (mm) -
Page 123 and 124: Soil Compaction Models ture content
Page 125 and 126: Soil Compaction Models with four ot
Page 127 and 128: Soil Compaction Models Predicted In
Page 129 and 130: Soil Compaction Models Depth (mm) -
Page 131 and 132: Soil Compaction Models and 13.7 % b
Page 133 and 134: Soil Compaction Models Rel. Density
Page 135 and 136: Soil Compaction Models VCL paramete
Page 137 and 138: Soil Compaction Models The approach
Page 139 and 140: Soil Compaction Models surface stay
Page 141 and 142: Soil Compaction Models This result
Page 143: Soil Compaction Models 6.6.1.3 Wate
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Page 149 and 150: Soil Compaction Models The response
Page 151 and 152: Soil Compaction Models On medium so
Page 153 and 154: Soil Compaction Models SOILFLEX tak
Page 155 and 156: Ancillary Experiments 7 ANCILLARY E
Page 157 and 158: Ancillary Experiments Average conta
Page 159 and 160: Ancillary Experiments In order to c
Page 161 and 162: Ancillary Experiments contrary, the
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Page 165 and 166: Ancillary Experiments track and the
Page 167 and 168: Ancillary Experiments even when hav
Page 169 and 170: Ancillary Experiments 7.3.2 Influen
Page 171 and 172: Ancillary Experiments The results f
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Page 175 and 176: Ancillary Experiments Contact Press
Page 177 and 178: Ancillary Experiments Figure 123: F
Page 179 and 180: Ancillary Experiments Sinkage (mm)
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Page 183 and 184: Ancillary Experiments 7.3.5 The Inf
Page 185 and 186: Ancillary Experiments 7.3.7 Discuss
Page 187 and 188: Ancillary Experiments Terzaghi (194
Page 189 and 190: Ancillary Experiments contact area.
Page 191 and 192: Ancillary Experiments soil forward
Page 193 and 194: Conclusions � The longitudinal so
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Bibliography 10 BIBLIOGRAPHY Aboaba
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Bibliography Defossez, P., Richard,
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Bibliography Gregory, A.S.; Whalley
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Bibliography Lamande, M., Schjonnin
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Bibliography Seig, D., 1985. Soil C
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Appendix 11 APPENDIX Ph.D. Thesis D
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Appendix Figure 32: VCL sample at t
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Appendix comparison at the deepest
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Appendix Estimated Pressure (kPa) 2
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Appendix 11.1.1.2.1 SOCOMO One of t
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Appendix by Seig (1985) who showed
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Appendix Soil water content 15 % an
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Appendix Adapting critical state so
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Appendix density is obtained by add
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Appendix Table 5: Values of constan
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Appendix choice of a concentration
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Appendix 11.1.3.1 Dense/Hard and Lo
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Appendix 11.1.3.2 Stratified Soil C
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Appendix To summarize the ability t
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Appendix In the following the predi
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Appendix concentration factor of 4,
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Appendix 11.1.5.1 Confining Pressur
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Appendix Figure 24. The VCL created
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Appendix Rel. Density 2 1,9 1,8 1,7
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Appendix relation of � 1 to � 2
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Appendix Rel. Density 2 1,9 1,8 1,7
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Appendix Rel. Density 1,7 1,68 1,66
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Appendix Depth (mm) 0,0 100,0 200,0
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Appendix Figure 42: Plate in cookin
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Appendix � z � � �� k c p
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Appendix Table 8: n and k depending
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Appendix to the plate sinkage equat
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Appendix with a slight deviation fr
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Appendix Table 12: DBD values for a
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