Hydro-Mechanical Properties of an Unsaturated Frictional Material

More documents

Recommendations

Info

CHAPTER 10. BEARING CAPACITY OF A STRIP FOOTING ON UNSATURATED 200 HOSTUN SAND accuracy of the applied load is 0.05%. A maximum load of 40 kN can be applied when using the loading system. When tensiometer sensor measurements were carried out during testing procedure adequate data logging system was used to compute pore-water pressure. 10.3 Experimental Program Bearing capacity tests include the loading of a strip footing model, that is placed on the surface of the saturated sand specimen (i.e. either fluid or air saturated) as well as the unsaturated sand specimen (ψ = 2, 3 and 4 kPa). The footing was loaded at a constant rate of 0.002 mm/s. Also during loading procedure the footing is not fixed to vertical deformations (i.e. horizontal deformations occur). In a depth of 50 mm the pore-water pressure (i.e. matric suction) was measured using tensiometer sensor when bearing capacity of unsaturated specimen was investigated. The dry specimen with a height of about 36 cm was prepared by uniformly pluviating oven dry sand with a funnel (500 ml capacity) into the bearing capacity box in several layers. After each layer the specimen was compacted using a 2 kg hand compactor. The water saturated and unsaturated specimen with a height of about 36 cm were prepared by uniformly pluviating oven dry sand with a funnel (500 ml capacity) into the bearing capacity box filled with deaired water. The box was filled with water successively using a water tank, that was connected at one side to the water supply during specimen preparation. The deaired water was stepwise injected into the box from the tank. During the specimen preparation the water level was always kept above the sand specimen to avoid occlusion of air. Similar to the preparation of the dense specimen in the sand column device I the falling height of the sand specimen was approximately 30 cm. To reach unsaturated condition, a matric suction was then induced to the initially fluid saturated specimen by using hanging water column technique. Therefore the connection to the water tank was replaced by a connection to a burette. For preparation of an unsaturated specimen the height of water in both burettes (one at the right hand and one on the left hand side) was set 200, 300 and 400 mm below the surface of the sand specimen. The bearing capacity tests were performed on specimen with a void ration e = 0.70. Denser specimen was not achieved during specimen preparation. When the bearing capacity was tested on the unsaturated specimen pore-water pressure was measured in the vicinity of the expected stress bulb near the model footing using tensiometer. 10.4 Experimental Results Fig. 10.6 shows the failure pattern observed for the present study undertaken with a smooth footing. The failure pattern is consistent with Gussmann’s study showing a smooth surface footing. Some horizontal deformation and sliding occurs (also because the footing is not vertically fixed during loading) along with vertical deformations when a footing has a smooth
10.4. EXPERIMENTAL RESULTS 201 Figure 10.6: Mechanism of failure below footing surface during the loading of the footing. Experimental results derived from the bearing capacity tests on water and air saturated as well as unsaturated specimen are presented in Fig. 10.7, where the load is plotted versus settlements and the stress is plotted versus Load (kN) Stress (kPa) 25 20 15 10 5 0 600 500 400 300 200 100 0 kPa ψ=4 kPa S=1.0 dry ψ=3 kPa ψ=2 kN Fmax=19.1 Fmax=14.7 kN Settlements (mm) Fmax=8.1 kNFmax=14.1 kN Fmax=4.9 kN σmax=517 kN/m² 20 15 10 5 0 σmax=397 kN/m² Settlements (mm) σmax=221 kN/m² kN/m² σmax=132 kN/m²σmax=378 20 15 10 5 0 Figure 10.7: Experimental results of bearing capacity tests
Page 1:
Hydro-Mechanical Properties of Part
Page 5:
Acknowledgement The present dissert
Page 8 and 9:
3.2 Steps of Model Building . . . .
Page 10 and 11:
11 Summary and Outlook 205 11.1 Gen
Page 12 and 13:
2.16 Influence of Brooks and Corey
Page 14 and 15:
6.2 Experimental results of soil-wa
Page 16 and 17:
7.17 Unsaturated hydraulic conducti
Page 18 and 19:
B.6 Experimental results and best f
Page 20 and 21:
8.3 Constitutive parameters for the
Page 22 and 23:
E ref ur Oedometer reference stiffn
Page 24:
ρ Density (g/cm 3 ) ρd ρs Dry de
Page 28 and 29:
2 CHAPTER 1. INTRODUCTION Figure 1.
Page 30 and 31:
4 CHAPTER 1. INTRODUCTION - Model b
Page 32 and 33:
6 CHAPTER 1. INTRODUCTION
Page 34 and 35:
8 CHAPTER 2. STATE OF THE ART condu
Page 36 and 37:
10 CHAPTER 2. STATE OF THE ART soil
Page 38 and 39:
12 CHAPTER 2. STATE OF THE ART the
Page 40 and 41:
14 CHAPTER 2. STATE OF THE ART Figu
Page 42 and 43:
16 CHAPTER 2. STATE OF THE ART - Su
Page 44 and 45:
18 CHAPTER 2. STATE OF THE ART - Re
Page 46 and 47:
20 CHAPTER 2. STATE OF THE ART Volu
Page 48 and 49:
22 CHAPTER 2. STATE OF THE ART Drai
Page 50 and 51:
24 CHAPTER 2. STATE OF THE ART wher
Page 52 and 53:
26 CHAPTER 2. STATE OF THE ART drai
Page 54 and 55:
28 CHAPTER 2. STATE OF THE ART Tabl
Page 56 and 57:
30 CHAPTER 2. STATE OF THE ART Tabl
Page 58 and 59:
32 CHAPTER 2. STATE OF THE ART by W
Page 60 and 61:
34 CHAPTER 2. STATE OF THE ART proc
Page 62 and 63:
36 CHAPTER 2. STATE OF THE ART - Im
Page 64 and 65:
38 CHAPTER 2. STATE OF THE ART auth
Page 66 and 67:
40 CHAPTER 2. STATE OF THE ART 2.5.
Page 68 and 69:
Page 70 and 71:
Page 72 and 73:
46 CHAPTER 2. STATE OF THE ART fitt
Page 74 and 75:
48 CHAPTER 2. STATE OF THE ART Satu
Page 76 and 77:
50 CHAPTER 2. STATE OF THE ART when
Page 78 and 79:
52 CHAPTER 2. STATE OF THE ART Degr
Page 80 and 81:
54 CHAPTER 2. STATE OF THE ART 1. T
Page 82 and 83:
56 CHAPTER 2. STATE OF THE ART 0.2
Page 84 and 85:
58 CHAPTER 2. STATE OF THE ART meth
Page 86 and 87:
60 CHAPTER 2. STATE OF THE ART When
Page 88 and 89:
62 CHAPTER 2. STATE OF THE ART Vert
Page 90 and 91:
64 CHAPTER 2. STATE OF THE ART a) S
Page 92 and 93:
66 CHAPTER 2. STATE OF THE ART - Ja
Page 94 and 95:
68 CHAPTER 2. STATE OF THE ART
Page 96 and 97:
70 CHAPTER 3. INTRODUCTION TO PROCE
Page 98 and 99:
Page 100 and 101:
Page 102 and 103:
76 CHAPTER 4. EXPERIMENTAL SETUPS s
Page 104 and 105:
78 CHAPTER 4. EXPERIMENTAL SETUPS 1
Page 106 and 107:
80 CHAPTER 4. EXPERIMENTAL SETUPS D
Page 108 and 109:
82 CHAPTER 4. EXPERIMENTAL SETUPS d
Page 110 and 111:
84 CHAPTER 4. EXPERIMENTAL SETUPS b
Page 112 and 113:
86 CHAPTER 4. EXPERIMENTAL SETUPS t
Page 114 and 115:
Page 116 and 117:
90 CHAPTER 4. EXPERIMENTAL SETUPS D
Page 118 and 119:
Page 120 and 121:
94 CHAPTER 4. EXPERIMENTAL SETUPS T
Page 122 and 123:
96 CHAPTER 5. MATERIAL USED AND EXP
Page 124 and 125:
98 CHAPTER 5. MATERIAL USED AND EXP
Page 126 and 127:
100 CHAPTER 5. MATERIAL USED AND EX
Page 128 and 129:
Page 130 and 131:
Page 132 and 133:
Page 134 and 135:
Page 136 and 137:
Page 138 and 139:
Page 140 and 141:
Page 142 and 143:
116 CHAPTER 6. EXPERIMENTAL RESULTS
Page 144 and 145:
Page 146 and 147:
Page 148 and 149:
Page 150 and 151:
Page 152 and 153:
Page 154 and 155:
Page 156 and 157:
Page 158 and 159:
Page 160 and 161:
Page 162 and 163:
136 CHAPTER 7. ANALYSIS AND INTERPR
Page 164 and 165:
138 Observed values (-) Observed va
Page 166 and 167:
Page 168 and 169:
Page 170 and 171:
Page 172 and 173:
Page 174 and 175:
Page 176 and 177: 150 CHAPTER 7. ANALYSIS AND INTERPR
Page 190 and 191: 164 Stiffness modulus (kPa) Stiffne
Page 198 and 199: 172CHAPTER 8. NEW SWCC MODEL FOR SA
Page 212 and 213: 186 CHAPTER 9. NUMERICAL SIMULATION
Page 222 and 223: CHAPTER 10. BEARING CAPACITY OF A S
Page 230 and 231: 204 CHAPTER 10. BEARING CAPACITY OF
Page 232 and 233: 206 CHAPTER 11. SUMMARY AND OUTLOOK
Page 240 and 241: 214 APPENDIX A. DETAILS ZOU’S MOD
Page 242 and 243: 216 APPENDIX A. DETAILS ZOU’S MOD
Page 244 and 245: 218 APPENDIX B. SOIL-WATER CHARACTE
Page 256 and 257: 230 APPENDIX C. COLLAPSE POTENTIAL
Page 258 and 259: 232 Vertical strain (-) Vertical st
Page 260 and 261: 234 APPENDIX E. NEW SWCC MODEL - DE
Page 266 and 267: 240 40 50 30 APPENDIX E. NEW SWCC M
Page 268 and 269: 242 Observed Values Number of obser
Page 270 and 271: 244 BIBLIOGRAPHY Aubertin, M., Mbon
Page 272 and 273: 246 BIBLIOGRAPHY Campbell, J. D. (1
Page 274 and 275: 248 BIBLIOGRAPHY Davis, J. L. & Ann
Page 276 and 277:
250 BIBLIOGRAPHY Ferré, P. A. & To
Page 278 and 279:
252 BIBLIOGRAPHY Grozic, J. L. H.,
Page 280 and 281:
254 BIBLIOGRAPHY Janbu, N. (1969),
Page 282 and 283:
256 BIBLIOGRAPHY Lawton, E. C., Fra
Page 284 and 285:
258 BIBLIOGRAPHY Mualem, Y. (1977),
Page 286 and 287:
260 BIBLIOGRAPHY Phene, C. J., Hoff
Page 288 and 289:
262 BIBLIOGRAPHY Rojas, J. C., Sali
Page 290 and 291:
264 BIBLIOGRAPHY Stoimenova, E., Da
Page 292 and 293:
266 BIBLIOGRAPHY Vanapalli, S. K. &
Page 294 and 295:
268 BIBLIOGRAPHY Unsaturated Geotec
Page 296 and 297:
Schriftenreihe des Lehrstuhls für
Page 298:
Herausgeber: Th. Triantafyllidis 32
show all

Hydro-Mechanical Properties of an Unsaturated Frictional Material

Create successful ePaper yourself

Delete template?

Save as template?