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Appendix function was used to calculate the necessary volume to pressurize the system exemplarily for the VCL shown in Figure 27. Volume (mm3) 0 -5000 -10000 -15000 -20000 -25000 -30000 -35000 0 100 200 300 400 Confining Pressure (kPa) Figure 25: Volume necessary to pressurize cell (neg. volume means increase in water in triaxial cell) Volume (mm 3 ) 0 -5000 -10000 -15000 -20000 -25000 -30000 -35000 0 100 200 300 400 y= 0,1549x 2 - 132,32x- 3172,8 R 2 = 0,9952 Confining Pressure (kPa) Figure 26: Regression line of one arm used to estimate a regression function for the volume response at a given pressure. (neg. volume means increase in water in triaxial cell) The influence of the water compressibility is significant as apparent from Figure 27, however as it is identical for all curves it would only shift them in total and not have an influence on their relations amongst each other. Resulting from this the water compressibility was not taken into account in the previous discussion. Ph.D. Thesis Dirk Ansorge (2007) 223
Appendix Rel. Density 2 1,9 1,8 1,7 1,6 1,5 1,4 1 10 100 1000 Pressure (kPa) System Compressibility not accounted System Compressibility accounted for Figure 27: VCL with and without compensation for water compressibility 11.1.5.2 Axial and Radial Pressure As there was poor agreement for the VCL from the soil bin gained by the tyre passes and the VCLs created with radial pressure in the triaxial test apparatus the idea rose to apply radial and axial pressure simultaneously replicating stress conditions implied by Eq. 1 which has been discussed earlier. Radial pressure has been set to 25 kPa and axial load was applied replicating a tyre pass in the soil bin. According to Eq. 1 the resulting � 1 should be approximately 130 kPa because of the relation of � 1 to the sum of � 2 and� 3 being approximately 0.38 as shown in Table 6. The resulting virgin compression line is shown in Figure 28. The density change was calculated from the change in cell volume as before and additionally from the height change of the sample assuming that the entire height is taken up by the sample and the sample does not squeeze sideways. For the 1.8 s in which axial load was applied no change in cell volume was measured and therefore measuring the height change was the only suitable measurement parameter. However, when looking at the sample afterwards it failed sideways during the test which resulted in a VCL weaker than in reality (this will be shown later). Figure 29 shows the loading cycle for the virgin compression line plotted in Figure 28 with � 1 against � 2 and� 3 , i.e. axial load vs. radial load. It can be seen that � 1 does not get close to 130 kPa and is only in the second half of the test about 4 times larger than both � 2 and� 3 . Due to the slow response time of the cell volume/pressure controller the radial pressure could Ph.D. Thesis Dirk Ansorge (2007) 224
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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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Alleviation of Soil Compaction Howe
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Alleviation of Soil Compaction not
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Alleviation of Soil Compaction in a
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Alleviation of Soil Compaction diff
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Soil Compaction Models sibilities t
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Soil Compaction Models depends on t
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Soil Compaction Models Wroth (1968)
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Soil Compaction Models however, the
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Soil Compaction Models level. Criti
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Soil Compaction Models Utilizing Ke
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Soil Compaction Models average of m
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Soil Compaction Models Depth (mm) -
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Soil Compaction Models ture content
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Soil Compaction Models with four ot
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Soil Compaction Models Predicted In
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Soil Compaction Models Depth (mm) -
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Soil Compaction Models and 13.7 % b
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Soil Compaction Models Rel. Density
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Soil Compaction Models VCL paramete
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Soil Compaction Models The approach
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Soil Compaction Models surface stay
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Soil Compaction Models This result
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Soil Compaction Models 6.6.1.3 Wate
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Soil Compaction Models σσ 1 (kPA)
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Soil Compaction Models pressure to
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Soil Compaction Models The response
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Soil Compaction Models On medium so
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Soil Compaction Models SOILFLEX tak
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Ancillary Experiments 7 ANCILLARY E
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Ancillary Experiments Average conta
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Ancillary Experiments In order to c
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Ancillary Experiments contrary, the
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Ancillary Experiments Figure 102: S
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Ancillary Experiments track and the
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Ancillary Experiments even when hav
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Ancillary Experiments 7.3.2 Influen
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Ancillary Experiments The results f
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Ancillary Experiments Figure 117: S
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Ancillary Experiments Contact Press
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Ancillary Experiments Figure 123: F
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Ancillary Experiments Sinkage (mm)
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Ancillary Experiments model which o
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Ancillary Experiments 7.3.5 The Inf
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Ancillary Experiments 7.3.7 Discuss
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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
Page 195 and 196: Bibliography 10 BIBLIOGRAPHY Aboaba
Page 197 and 198: Bibliography Defossez, P., Richard,
Page 199 and 200: Bibliography Gregory, A.S.; Whalley
Page 201 and 202: Bibliography Lamande, M., Schjonnin
Page 203 and 204: Bibliography Seig, D., 1985. Soil C
Page 205 and 206: Appendix 11 APPENDIX Ph.D. Thesis D
Page 207 and 208: Appendix Figure 32: VCL sample at t
Page 209 and 210: Appendix comparison at the deepest
Page 211 and 212: Appendix Estimated Pressure (kPa) 2
Page 213 and 214: Appendix 11.1.1.2.1 SOCOMO One of t
Page 215 and 216: Appendix by Seig (1985) who showed
Page 217 and 218: Appendix Soil water content 15 % an
Page 219 and 220: Appendix Adapting critical state so
Page 221 and 222: Appendix density is obtained by add
Page 223 and 224: Appendix Table 5: Values of constan
Page 225 and 226: Appendix choice of a concentration
Page 227 and 228: Appendix 11.1.3.1 Dense/Hard and Lo
Page 229 and 230: Appendix 11.1.3.2 Stratified Soil C
Page 231 and 232: Appendix To summarize the ability t
Page 233 and 234: Appendix In the following the predi
Page 235 and 236: Appendix concentration factor of 4,
Page 237 and 238: Appendix 11.1.5.1 Confining Pressur
Page 239: Appendix Figure 24. The VCL created
Page 243 and 244: Appendix relation of � 1 to � 2
Page 245 and 246: Appendix Rel. Density 2 1,9 1,8 1,7
Page 247 and 248: Appendix Rel. Density 1,7 1,68 1,66
Page 249 and 250: Appendix Depth (mm) 0,0 100,0 200,0
Page 251 and 252: Appendix Figure 42: Plate in cookin
Page 253 and 254: Appendix � z � � �� k c p
Page 255 and 256: Appendix Table 8: n and k depending
Page 257 and 258: Appendix to the plate sinkage equat
Page 259 and 260: Appendix with a slight deviation fr
Page 261: Appendix Table 12: DBD values for a
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