Geotechnical Engineering of Dams

GEOTECHNICAL ENGINEERING OF DAMS......Page 3
Table of Contents......Page 5
About the Authors......Page 19
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2.6.3.2 Susceptibility of rock substances to chemical weathering......Page 43
2.6.4 Weathered rock profiles and their development......Page 44
2.6.4.1 Climate and vegetation......Page 45
2.6.4.2 Rock substance types, and defect types and pattern......Page 46
2.6.4.3 Time and erosion......Page 50
2.6.4.5 Features of weathered profiles near valley floors......Page 53
2.7 CHEMICAL ALTERATION......Page 54
2.8 CLASSIFICATION OF WEATHERED ROCK......Page 55
2.8.1 Recommended system for classification of weathered rock substance......Page 56
2.9.1 Slaking of mudrocks......Page 58
2.9.4 Oxidation of sulphide minerals......Page 59
2.9.4.1 Sulphide oxidation effects in rockfill dams – some examples......Page 60
2.9.4.3 Sulphide oxidation – implications for site studies......Page 61
2.10 LANDSLIDING AT DAM SITES......Page 62
2.10.1.1 Reactivated slides......Page 63
2.10.3.1 Talbingo Dam......Page 64
2.10.3.2 Tooma Dam......Page 65
2.10.3.3 Wungong Dam......Page 70
2.10.3.4 Sugarloaf Dam......Page 72
2.10.3.5 Thomson Dam......Page 75
2.11 STABILITY OF SLOPES AROUND STORAGES......Page 78
2.11.1 Vital slope stability questions for the Feasibility and Site Selection Stages......Page 80
2.11.1.2 Currently active or old dormant landslides? – Questions 2 and 4 to 7......Page 81
2.11.1.3 Areas where first-time landsliding may be induced (Questions 3 to 7)......Page 82
2.11.1.4. What is the likely post failure velocity and travel distance?......Page 83
2.12.1 Models for watertightness of storages in many areas of non-soluble rocks......Page 87
2.12.2 Watertightness of storage areas formed by soluble rocks......Page 89
2.12.4 Watertightness of storages underlain by soils......Page 90
2.12.5.1 Storages in non-soluble rock areas – assessment of watertightness......Page 91
2.12.5.2 Storages in soluble rock areas – assessment of watertightness......Page 92
2.12.6 Methods used to prevent or limit leakages from storages......Page 93
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3.7.1.1 Rock masses composed of dense, fine grained rock substances comprising more than 90% of carbonate (usually Category O)......Page 130
3.7.1.2 Rock masses composed of dense fine grained rock substance containing 10% to 90% of carbonate (usually Category O)......Page 131
3.7.1.3 Rock masses composed of porous, low density carbonate rock substance (usually Category Y)......Page 132
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3.7.4 Potential for continuing dissolution of jointed carbonate rock in dam foundations......Page 138
3.7.5 Potential for continuing dissolution of aggregates of carbonate rock particles, and of permeable carbonate substances (Category O carbonate, in each case)......Page 140
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3.7.12 Carbonate rocks – check list of questions......Page 148
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4.1.1 Geotechnical engineering questions......Page 178
4.1.2 Geological questions......Page 179
4.1.2.2 Questions relating to geological processes, i.e. to the history of development of the site......Page 180
4.2 GEOTECHNICAL INPUT AT VARIOUS STAGES OF PROJECT DEVELOPMENT......Page 181
4.3 AN ITERATIVE APPROACH TO THE INVESTIGATIONS......Page 182
4.4 PROGRESSION FROM REGIONAL TO LOCAL STUDIES......Page 183
4.4.2.2 Activities......Page 184
4.6 FUNDING OF GEOTECHNICAL STUDIES......Page 185
4.7 THE SITE INVESTIGATION TEAM......Page 186
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5.5.1.2 Self potential......Page 201
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5.16 COMMON ERRORS AND DEFICIENCIES IN GEOTECHNICAL INVESTIGATION......Page 243
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6.1.2 Development of drained residual strength…......Page 251
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6.1.4.4 Comparison of field residual with laboratory residual strength obtained from direct shear and ring shear......Page 266
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8.1 HISTORIC PERFORMANCE OF EMBANKMENT DAMS AND THE LESSONS TO BE LEARNED......Page 336
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8.2.2 The general principles of control of seepage pore pressures and internal erosion and piping......Page 340
8.2.3 Taking account of the likelihood and consequences of failure in selecting the type of embankment......Page 341
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9.1.3 Critical and non critical filters......Page 363
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9.2.3 Review of available methods for designing filters with flow parallel to the filter......Page 379
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10.2 SOME PARTICULAR FEATURES OF ROCK AND SOIL FOUNDATIONS WHICH AFFECT SEEPAGE AND SEEPAGE CONTROL......Page 413
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10.4.5 Diaphragm wall using rigid or plastic concrete......Page 428
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10.7 FACTORS INFLUENCING THE LIKELIHOOD OF INTERNAL EROSION AND PIPING......Page 441
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10.7.4 How to apply this information......Page 458
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11.4.2.3 Estimation of construction pore pressures from drained and specified undrained strengths......Page 482
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11.4.3.2 Estimation of drawdown pore pressures, excluding the effects of shear-induced pore pressures......Page 485
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12.4.3.5 Evaluation of the Cyclic Resistance Ratio for M7.5 earthquake (CRR7.5) from Cone Penetration Tests......Page 527
12.4.3.6 Evaluation of Cyclic Resistance Ratio for M7.5 earthquake (CRR7.5) from shear wave velocity......Page 530
12.4.3.7 Earthquake magnitude scaling factors and factor of safety against liquefaction......Page 531
12.4.3.8 Corrections for high overburden stresses, static shear stresses and age of deposits......Page 532
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12.5.2 Method for estimating Su(LIQ)......Page 535
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12.6.3.2 Pells and Fell empirical method for estimating settlement, damage and cracking......Page 541
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15.3.2.2 Reinforcement......Page 635
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15.6.2 Post construction crest settlement......Page 656
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FURTHER READING......Page 681
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16.6.2.1 Effects of geological features and deformations on foundation uplift pressures......Page 705
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17.1.2 Concrete dams......Page 720
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17.2.3 General foundation under horizontal filter drains......Page 724
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17.5 SELECTION OF CUTOFF FOUNDATION CRITERIA FOR EMBANKMENT DAMS......Page 731
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17.8.3.1 Dental treatment of localised weak/compressible features extending into acceptable foundation rock......Page 739
17.8.3.2 Rock found to contain weak defects which provide kinematically feasible failure surfaces......Page 740
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18.2.3 Effect of cement particle size, viscosity, fracture spacing and Lugeon value on the effectiveness of grouting......Page 757
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18.3.5 Water cement ratios......Page 768
18.3.6 Grout pressures......Page 770
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20.2.4 Time for development of piping failure of embankment dams and ease of detection......Page 844
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