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Appendix The straight lines in Figure 22 represent the virgin compression lines which are gained from tyre data as described in section 3 and from O’Sullivan et al. (1998). It is interesting to observe that the virgin compression lines determined in the triaxial cell agree very well with the full pressure curve which assumes the mean normal pressure to be equal to � 1, but is theoretically not sound and indicates a soil being too strong when its parameters are fed into the prediction model COMPSOIL. 11.1.5.1.2 Influence of Moisture and Initial Soil Density The influences of moisture content and initial soil density in Figure 23 were conducted at the fast loading range. The curves of all samples appear independent of moisture content in the range of 8.2 – 12.5 % and initial density as they merge between 100 – 200 kPa depending on their initial densities. These curves are close to the full pressure tyre data of the soil bin. Only the densest sample with 10.8 % moisture content does not to merge with the other curves at the same point, but this might be due to the denser initial state of the sample at the beginning or an anomalous soil behaviour. Rel. Density 2,1 2 1,9 1,8 1,7 1,6 1,5 1,4 1,3 1,2 1 10 100 1000 Mean Normal Pressure (kPa) VCL FAST 4th Testday 8.2 % VCL 1 DENSE 4th Testday 8.6 % VCL Fast 1 8.8 % VCL 2nd Testday 2 12.5 % VCL 2nd Testday 1 10.8 % O'Sullivan Full Pressure 0.38 Pressure Figure 23: Influence of different initial densities and moisture contents on final VCL Overall the repeatability of results only applying confining pressure is very good as can be seen from the results in both Figure 22 and Figure 23. The necessity to actually adjust a VCL for different sandy loam soils can be seen when comparing the VCLs of different authors in Ph.D. Thesis Dirk Ansorge (2007) 221
Appendix Figure 24. The VCL created in this experiment is intermediate between the ones from O’Sullivan et al. (1998) and Leeson and Campbell (1983). Relative Density 2 1,9 1,8 1,7 1,6 1,5 1,4 1,3 Common VCL O'Sullivan et al. (1999) Full Pressure 0.38 Pressure Leeson&Campbell (1983) 1 10 100 1000 Mean Normal Pressure (kPa) Figure 24: VCLs from O’Sullivan et al. (1998), Leeson and Campbell (1983), and the one gained by mere confining pressure 11.1.5.1.3 Water Compressibility All the previous curves do not take water compressibility and the elasticity of the triaxial system into account. Therefore the elastic response of the system including the water was evaluated by pressurizing the cell without a sample three times up to 350 kPa and relieving the pressure again. As the graph in Figure 25 shows there is a close agreement between pressurizing and relieving the pressure. Only leaving the total pressure applied to the system as in the last run shifts the curve slightly but on depressurizing it reaches the origin again. Compressibility has an influence on the results because approximately 25 cm 3 are necessary to reach a cell pressure of 250 kPa. With a sample volume of 538 cm 3 , 25 cm 3 represent 4.6 % of the entire sample volume. Taking the compressibility into account which has been disregarded in the previous figures, however, shifts the virgin compression line further away from the origin on the horizontal axis thereby making the soil to appear even stronger. To evaluate the influence of the water compressibility Figure 26 shows one arm of the pressurizing curves from Figure 25 including a quadratic regression function. The regression Ph.D. Thesis Dirk Ansorge (2007) 222
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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
Page 187 and 188: Ancillary Experiments Terzaghi (194
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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: Appendix 11.1.5.1 Confining Pressur
Page 241 and 242: Appendix Rel. Density 2 1,9 1,8 1,7
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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