Hydro-Mechanical Properties of an Unsaturated Frictional Material

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80 CHAPTER 4. EXPERIMENTAL SETUPS Domain Reflectometry Sensors Time TDR3 TDR2 TDR1 Tensiometers Dial gauge T2 T1 Datalogger PC 1 PC 2 T4 T5 T3 TDR4 TDR5 Multiplexer Trase Water reservior Soil specimen Cylinder Pump Figure 4.4: Set up of column testing device I the plexiglas plate as well as between the plexiglas plate and the water reservoir sealing rings are placed to ensure leakproof connection. A highly permeable geotextile is placed between the soil specimen and the perforated plexiglas plate to avoid flushing soil grains to the water reservoir. Several openings (6 openings on one side and 5 openings on the opposite side) along the column enable to connect sensors to the column. Five miniature tensiometers (UMS Umweltanalytische Mess-Systeme GmbH) and 5 miniature Time Domain Reflectometry probes (Soil Moisture Equipment Corp.) are placed in a row along the height of the column in a distance of about 100 mm between measurement points. The tensiometers are pressure transducer tensiometers which are horizontally installed into the soil specimen. The TDRs are three rode sensors, which are also horizontally installed into the soil specimen. One couple of TDR sensor and tensiometer sensor is installed at the same height. This procedure allows directly to link suction to the volumetric water content in the soil in different layers during drainage and imbibition of the specimen. An electronic pump is connected to the reservoir at the bottom of the column to facilitate the injection and withdrawing of water at a constant rate. In this study a membrane pump of type KNF FM 15KT18 (LAT Labor- und Analysentechnik GmbH) was used. By changing the stroke of the membrane, the flow rate can be changed from 10 to 150 ml/min. The motor of the pump has a constant speed of 75 revolutions per minute. Thus the pump is able to withstand 6 bar back-pressure and the flow rate is not depending on a hydraulic head up to 6 bar back-pressure. Because in the transient state test a constant flow rate is applied to the soil specimen, it was carefully checked that the flow rate is constant (see Fig. 4.6). The diagram shows that there is no influence of the hydraulic head on the flow rate. The flow rate is constant. Atmospheric pressure was acting at the top of the column. Volume changes
4.3. SAND COLUMN I 81 80 670 10x50 2 x 50 10 90 305 (0mm) Layer1 (70mm) (160mm)T2 TDR1 T1 TDR2 (160mm) (70mm) (210mm) Layer2 Layer3 (115mm) Layer4 (310mm) TDR3 (260mm)T3 (360mm) (260mm) (405mm) (360mm)T4 TDR4 Layer5 TDR5 (450mm)T5 (450mm) Dial gauge Cover for sensors Supply tube Filter/ geotextile PVC plexiglas Perforated Water reservoir (steel) Water reservior Soil specimen Figure 4.5: Cross sectional area of column testing device I (all dimensions in mm) pump for Supply 10 Flow rate (ml/min) 160 120 80 40 0 0.0 0.5 1.0 1.5 2.0 Hydraulic Head (m) ml/min 50%=75 ml/min 100%=150 ml/min 22%=33,75 Figure 4.6: Calibration of the electronic pump
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Hydro-Mechanical Properties of Part
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Acknowledgement The present dissert
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3.2 Steps of Model Building . . . .
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11 Summary and Outlook 205 11.1 Gen
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2.16 Influence of Brooks and Corey
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6.2 Experimental results of soil-wa
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7.17 Unsaturated hydraulic conducti
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B.6 Experimental results and best f
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8.3 Constitutive parameters for the
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E ref ur Oedometer reference stiffn
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ρ Density (g/cm 3 ) ρd ρs Dry de
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2 CHAPTER 1. INTRODUCTION Figure 1.
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4 CHAPTER 1. INTRODUCTION - Model b
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6 CHAPTER 1. INTRODUCTION
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8 CHAPTER 2. STATE OF THE ART condu
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10 CHAPTER 2. STATE OF THE ART soil
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12 CHAPTER 2. STATE OF THE ART the
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14 CHAPTER 2. STATE OF THE ART Figu
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16 CHAPTER 2. STATE OF THE ART - Su
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18 CHAPTER 2. STATE OF THE ART - Re
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20 CHAPTER 2. STATE OF THE ART Volu
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22 CHAPTER 2. STATE OF THE ART Drai
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24 CHAPTER 2. STATE OF THE ART wher
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26 CHAPTER 2. STATE OF THE ART drai
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28 CHAPTER 2. STATE OF THE ART Tabl
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130 CHAPTER 6. EXPERIMENTAL RESULTS
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136 CHAPTER 7. ANALYSIS AND INTERPR
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138 Observed values (-) Observed va
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164 Stiffness modulus (kPa) Stiffne
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172CHAPTER 8. NEW SWCC MODEL FOR SA
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186 CHAPTER 9. NUMERICAL SIMULATION
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CHAPTER 10. BEARING CAPACITY OF A S
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204 CHAPTER 10. BEARING CAPACITY OF
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206 CHAPTER 11. SUMMARY AND OUTLOOK
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214 APPENDIX A. DETAILS ZOU’S MOD
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216 APPENDIX A. DETAILS ZOU’S MOD
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218 APPENDIX B. SOIL-WATER CHARACTE
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230 APPENDIX C. COLLAPSE POTENTIAL
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232 Vertical strain (-) Vertical st
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234 APPENDIX E. NEW SWCC MODEL - DE
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240 40 50 30 APPENDIX E. NEW SWCC M
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242 Observed Values Number of obser
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244 BIBLIOGRAPHY Aubertin, M., Mbon
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246 BIBLIOGRAPHY Campbell, J. D. (1
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248 BIBLIOGRAPHY Davis, J. L. & Ann
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250 BIBLIOGRAPHY Ferré, P. A. & To
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252 BIBLIOGRAPHY Grozic, J. L. H.,
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254 BIBLIOGRAPHY Janbu, N. (1969),
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256 BIBLIOGRAPHY Lawton, E. C., Fra
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258 BIBLIOGRAPHY Mualem, Y. (1977),
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260 BIBLIOGRAPHY Phene, C. J., Hoff
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262 BIBLIOGRAPHY Rojas, J. C., Sali
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264 BIBLIOGRAPHY Stoimenova, E., Da
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266 BIBLIOGRAPHY Vanapalli, S. K. &
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268 BIBLIOGRAPHY Unsaturated Geotec
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Schriftenreihe des Lehrstuhls für
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Herausgeber: Th. Triantafyllidis 32
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Hydro-Mechanical Properties of an Unsaturated Frictional Material

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