Hydro-Mechanical Properties of an Unsaturated Frictional Material

More documents

Recommendations

Info

164 Stiffness modulus (kPa) Stiffness modulus (kPa) CHAPTER 7. ANALYSIS AND INTERPRETATION OF THE EXPERIMENTAL RESULTS 70000 60000 50000 40000 30000 20000 10000 0 Stiffness modulus (kPa) 70000 60000 50000 40000 30000 20000 10000 results Model Experimental specimen Initial void ratio = 0.66 Applied suction: ψ=1.5 kPa Applied suction: ψ=3.0 kPa Dense Assumption: ϕ=45° Applied suction: ψ=20.0 kPa 0 50 100 150 200 70000 60000 Vertical net stress (kPa) 70000 60000 50000 40000 30000 20000 10000 0 Stiffness modulus (kPa) 0 50000 40000 30000 20000 10000 0 50 100 150 200 Vertical net stress (kPa) 0 Vertical net stress (kPa) Applied suction: ψ=50.0 kPa 200 150 100 50 0 0 50 100 150 200 Vertical net stress (kPa) Figure 7.22: Comparison of experimental results and predicted results (dense specimen) as in Fig. 7.22 for dense Hostun sand specimens. From the comparison can be concluded that the simple approach of replacing the cohesion c with the suction ψ leads to good results. It seems the model fits good to the experimental results for the loose specimen, but not so good for the dense specimen. The fit was found to be not so good for the specimens with high applied suction values (here ψ = 50 kPa). 7.5.2 Collapse Potential Results of oedometer tests for estimation of collapse potential are presented for loose samples in Fig. 7.23 for Method 1 (results for Method 2 are given in Fig. C.1 in Appendix C). All dia- grams show, that the collapse potential of Hostun Sand is very small. Results from Method 1 show differences in void ratio of ∆e = 0.0031 for saturation at σ = 5 kPa, ∆e = 0.0020 for saturation at σ = 12 kPa and difference in void ratio of ∆e = 0.0020 for saturation at σ = 25 kPa. Results from Method 2 show differences in void ratio of ∆e = 0.0015 for saturation at σ = 5 kPa, ∆e = 0.0022 for saturation at σ = 12 kPa and difference in void ratio of ∆e = 0.0009 for saturation at σ = 25 kPa. Using Eq. 2.26 collapse potentials between 0.08% and 0.17% were calculated that is negligible small. Reason for that are the equal grains (it
7.5. VOLUMETRIC BEHAVIOR 165 Void ratio (-) Void ratio (-) Void ratio (-) 0.900 0.895 0.890 0.885 0.880 0.875 0.870 0.865 0.860 0.900 0.895 0.890 0.885 0.880 0.875 0.870 0.865 0.900 0.895 0.890 0.885 0.880 0.875 0.870 0.865 0.860 kPa S=1.00 ψ=5 Cc=0.0104 Cc=0.0094 Δe= 0.0031 1 10 100 Spannung [kPa] ψ=5 kPa S=1.00 Cc=0.0091 Cc=0.0105 0.0020 Δe= 1 10 100 Vertical net stress (kPa) ψ=5 kPa S=1.00 Cc=0.0116 Cc=0.0200 0.0020 Δe= 1 10 100 Vertical net stres (kPa) Figure 7.23: Experimental results of collapse potential test including results of compression index- Method 1 (loose specimen)
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: 114 CHAPTER 5. MATERIAL USED AND EX
Page 142 and 143: 116 CHAPTER 6. EXPERIMENTAL RESULTS
Page 162 and 163: 136 CHAPTER 7. ANALYSIS AND INTERPR
Page 164 and 165: 138 Observed values (-) Observed va
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 246 and 247:
Page 248 and 249:
Page 250 and 251:
Page 252 and 253:
Page 254 and 255:
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 262 and 263:
Page 264 and 265:
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

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?