Hydro-Mechanical Properties of an Unsaturated Frictional Material

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194 CHAPTER 9. NUMERICAL SIMULATION OF COLUMN TEST BY FEM Saturation (-) Saturation (-) 1.0 0.8 0.6 0.4 0.2 0.0 Results simulation Results experiment Depth 70 mm Saturation (-) Saturation (-) 1.0 0.8 0.6 0.4 0.2 0.0 0.8 0.6 0.4 0.2 0.0 Results simulation Results experiment Depth 160 mm 0 1000 2000 3000 4000 5000 0 1000 2000 3000 4000 5000 1.0 1.0 Suction (Pa) Results simulation Suction (Pa) Results simulation 0.8 0.6 0.4 0.2 0.0 0 1000 2000 3000 4000 5000 Suction (Pa) Results experiment Depth 260 mm 0 1000 2000 3000 4000 5000 Suction (Pa) Results experiment Depth 70 mm Figure 9.8: Comparison of suction-water content measurements and simulation including hysteresis model from Parker and Lenhard (1987) - steady state test
Chapter 10 Bearing Capacity of a Strip Footing on Unsaturated Hostun Sand 10.1 General Most of the shallow foundations are typically located above the groundwater table that re- quires an understanding of bearing capacity and settlement behavior of soils under unsaturated conditions. The influence of soil suction is however not addressed in conventional design of foundations and a framework for interpreting these results is not available. The foundations are conventionally designed assuming saturated conditions for the soil. To investigate the influence of suction on the bearing capacity, a series of model footing tests was carried out to determine the ultimate bearing capacity of the Hostun sand respectively under both unsaturated (ψ = 2, 3 and 4 kPa) and saturated (S = 0 as well as S = 1) conditions. A box was specially designed to load model continuous (i.e. strip) footings under plane strain condition. The experimental results show that ultimate bearing capacity increases up to a certain suction value and then decreases with an increase in the suction value. Further the soil-water characteristic curve as well as saturated shear strength parameter are used to predict unsaturated bearing capacity. Therefore the model proposed by Vanapalli & Mohamed (2007) is used. The bearing capacity is the key parameter required when designing foundations. The bearing capacity theory on saturated soil has been investigated in the last century by many researchers. Prandtl (1921) was one of the first author, who studied the behavior of a strip footing. The author loaded the strip footing until it penetrated into the soil. Prandtl (1921) introduced the ultimate bearing capacity qu of a soil, that is the stress applied for reaching failure in the tested soil. Bearing capacity analysis was developed by Terzaghi (1943), Meyer- hof (1951), Vesic (1973), Bolton (1986). Based on the assumption, that a soil is either in fluid saturated condition or dry condition several researchers as for instance Prandtl (1921), Terza- ghi (1943), Meyerhof (1951) proposed approaches for the estimation of the bearing capacity. 195
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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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30 CHAPTER 2. STATE OF THE ART Tabl
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32 CHAPTER 2. STATE OF THE ART by W
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34 CHAPTER 2. STATE OF THE ART proc
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36 CHAPTER 2. STATE OF THE ART - Im
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38 CHAPTER 2. STATE OF THE ART auth
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40 CHAPTER 2. STATE OF THE ART 2.5.
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46 CHAPTER 2. STATE OF THE ART fitt
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48 CHAPTER 2. STATE OF THE ART Satu
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50 CHAPTER 2. STATE OF THE ART when
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52 CHAPTER 2. STATE OF THE ART Degr
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54 CHAPTER 2. STATE OF THE ART 1. T
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56 CHAPTER 2. STATE OF THE ART 0.2
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58 CHAPTER 2. STATE OF THE ART meth
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60 CHAPTER 2. STATE OF THE ART When
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62 CHAPTER 2. STATE OF THE ART Vert
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64 CHAPTER 2. STATE OF THE ART a) S
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66 CHAPTER 2. STATE OF THE ART - Ja
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68 CHAPTER 2. STATE OF THE ART
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70 CHAPTER 3. INTRODUCTION TO PROCE
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76 CHAPTER 4. EXPERIMENTAL SETUPS s
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78 CHAPTER 4. EXPERIMENTAL SETUPS 1
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80 CHAPTER 4. EXPERIMENTAL SETUPS D
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82 CHAPTER 4. EXPERIMENTAL SETUPS d
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84 CHAPTER 4. EXPERIMENTAL SETUPS b
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86 CHAPTER 4. EXPERIMENTAL SETUPS t
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90 CHAPTER 4. EXPERIMENTAL SETUPS D
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94 CHAPTER 4. EXPERIMENTAL SETUPS T
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96 CHAPTER 5. MATERIAL USED AND EXP
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98 CHAPTER 5. MATERIAL USED AND EXP
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100 CHAPTER 5. MATERIAL USED AND EX
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116 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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Page 190 and 191: 164 Stiffness modulus (kPa) Stiffne
Page 198 and 199: 172CHAPTER 8. NEW SWCC MODEL FOR SA
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Page 258 and 259: 232 Vertical strain (-) Vertical st
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Page 268 and 269: 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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