Post on 04-Jul-2020
TROPICAL RESIDUAL SOILS as dam foundation and fill material
SOLS RÉSIDUELS TROPICAUX UTILISÉS pour la fondation de barrages et comme matériau de remblai
Bulletin 151
2017
INTERNATIONAL COMMISSION ON LARGE DAMSCOMMISSION INTERNATIONALE DES GRANDS BARRAGES
61, avenue Kléber, 75116 ParisTéléphone : (33-1) 47 04 17 80 - Fax : (33-1) 53 75 18 22
http://www.icold-cigb.org./ 151
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CouvertureIllustration en couverture : Barrage Punchina en
Colombie
Texte original en anglais Traduction en français par le Comité des Grands Barrages du Burkina Faso
Mise en page par Nathalie Schauner
1
INTERNATIONAL COMMISSION ON LARGE DAMSCOMMISSION INTERNATIONALE DES GRANDS BARRAGES
61, avenue Kléber, 75116 ParisTéléphone : (33-1) 47 04 17 80 - Fax : (33-1) 53 75 18 22
http://www.icold-cigb.org./
TROPICAL RESIDUAL SOILS as dam foundation and fill material
SOLS RÉSIDUELS TROPICAUX UTILISÉS pour la fondation de barrages et comme matériau de remblai
2
Chairman/Président
Vice Chairman/Vice-Président
Members/Membres
3
Chairman/Président
Vice Chairman/Vice-Président
Members/Membres
4
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18
18
18
18
1820
2222
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26
32
34
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38
40
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42
56
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64
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68
68
72
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80
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92
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92
5
15
19
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33
35
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57
59
65
65
69
69
73
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77
81
81
81
83
83
85
87
87
93
93
93
6
Slab
lift thickness
92
94
96
96
98
98
102
104
108
108
112
112
114
116
118
132
134
136
138
140
142
144
146
148
150
152
156
158
160
162
164
166
168
170
172
174
7
93
95
97
97
99
99
103
105
109
109
113
113
115
117
119
133
135
137
139
141
143
145
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149
151
153
157
159
161
163
165
167
169
171
173
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8
9
10
11
12
13
14
15
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18
2.1.1. Processus d’altération 2.1.1. Weathering Processes
2.1.2. Les facteurs affectant les processus d’altération
2.1.2. Factors affecting weathering processes
19
2.1.1. Weathering Processes
2.1.2. Factors affecting weathering processes
20
2.1.2. Les facteurs affectant les processus d’altération 2.1.2. Factors affecting weathering processes
21
2.1.2. Factors affecting weathering processes
22
2.2.1. Les latérites et les sols latéritiques
2.2.2. Les saprolites
2.2.1. Laterites and lateritic soils
23
2.2.1. Laterites and lateritic soils
24
2.2.2. Les saprolites 2.2.2. Saprolites
25
2.2.2. Saprolites
26
27
28
29
30
31
32
33
34
Classifications sur la base des critères chimiques, pédologiques et morphologiques
Classifications Orthodoxes
Classifications basées sur des tests non-orthodoxes
35
36
Classifications based on chemical, pedological and morphological criteria
Orthodox Classifications
Classifications based on non-orthodox tests
Classifications sur la base des critères chimiques, pédologiques et morphologiques
Classifications Orthodoxes
Classifications basées sur des tests non-orthodoxes
37
Classifications based on chemical, pedological and morphological criteria
Orthodox Classifications
Classifications based on non-orthodox tests
38
39
40
5.4.1. Natural Moisture Content
5.4.1. Teneur en eau naturelle
5.4.2. Les limites d’Atterberg
41
5.4.1. Natural Moisture Content
42
5.4.1. Natural Moisture Content 5.4.1. Teneur en eau naturelle
5.4.2. Les limites d’Atterberg
43
5.4.1. Natural Moisture Content
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
6.2.1. Écroulement
67
68
6.2.1. Collapsibility 6.2.1. Écroulement
69
6.2.1. Collapsibility
70
,
6.2.2. Indices de Compression
71
72
,
6.2.2. Indices de Compression
,
6.2.2. Indices de Compression 6.2.2. Compression indexes
% Settlement at 700 kPa load
73
6.2.2. Compression indexes
% Settlement at 700 kPa load
74
% Tassement sous un chargement de 700 kPa
6.2.3. Soulèvement
6.2.4. Considérations pour un Projet de Compressibilité
% Settlement at 700 kPa load
6.2.3. Heave
6.2.4. Compressibility Design considerations
75
% Settlement at 700 kPa load
6.2.3. Heave
6.2.4. Compressibility Design considerations
76
% Tassement sous un chargement de 700 kPa
6.2.3. Soulèvement
6.2.4. Considérations pour un Projet de Compressibilité
6.2.3. Heave
6.2.4. Compressibility Design considerations
77
6.2.3. Heave
6.2.4. Compressibility Design considerations
78
Pad-foot rollers
6.4.1. Stress history
6.4.2. Bonding between particles
79
6.4.1. Stress history
6.4.2. Bonding between particles
80
Pad-foot rollers
6.4.1. L’historique de la contrainte
6.4.2. Liaisons entre particules
6.4.3. Résistance au cisaillement drainé ou non drainé
6.4.1. Stress history
6.4.2. Bonding between particles
6.4.3. Drained vs. Undrained shear strength
6.4.4. Influence of Mineralogy on shear strength
81
6.4.1. Stress history
6.4.2. Bonding between particles
6.4.3. Drained vs. Undrained shear strength
6.4.4. Influence of Mineralogy on shear strength
82
6.4.3. Drained vs. Undrained shear strength
6.4.4. Influence of Mineralogy on shear strength
6.4.5. Relic structures and discontinuities
Material Macro-structure Parallel Perpendicular Remarks
6.4.1. L’historique de la contrainte
6.4.2. Liaisons entre particules
6.4.3. Résistance au cisaillement drainé ou non drainé
pore
6.4.4. Influence de la minéralogie sur la résistance au cisaillement
platey
instrument the foundation
pore
6.4.4. Influence de la minéralogie sur la résistance au cisaillement
platey
instrument the foundation
83
6.4.3. Drained vs. Undrained shear strength
6.4.4. Influence of Mineralogy on shear strength
6.4.5. Relic structures and discontinuities
Material Macro-structure Parallel Perpendicular Remarks
84
pore
6.4.4. Influence de la minéralogie sur la résistance au cisaillement
platey
instrument the foundation
6.4.5. Structures reliques et discontinuités
schistosités
Matériaux Macrostructure Parallèle Perpendiculaire Remarques
framework and remaining nucleuses
6.4.6. Saturation Partielle
6.4.5. Relic structures and discontinuities
Material Macro-structure Parallel Perpendicular Remarks
6.4.6. Partial Saturation
6.4.7. Determination of shear strength parameters
85
6.4.5. Relic structures and discontinuities
Material Macro-structure Parallel Perpendicular Remarks
6.4.6. Partial Saturation
6.4.7. Determination of shear strength parameters
86
6.4.5. Structures reliques et discontinuités
schistosités
Matériaux Macrostructure Parallèle Perpendiculaire Remarques
framework and remaining nucleuses
6.4.6. Saturation Partielle
6.4.7. Détermination des paramètres de la résistance au cisaillement
Back-calculating
index properties
foundation competence
6.4.6. Partial Saturation
6.4.7. Determination of shear strength parameters
87
6.4.6. Partial Saturation
6.4.7. Determination of shear strength parameters
88
Foundation-Horizon IC (SM)
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90
Foundation-Horizon IC (SM)
index properties
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92
7.1.1. Compétence de la fondation
7.1.2. Traitement de la fondation
shell
pinhole et crumb testsDouble hydrometer tests
toe slab
water stop
shell
7.1.1. Foundation competence
7.1.2. Foundation Treatment
93
7.1.1. Foundation competence
7.1.2. Foundation Treatment
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water stop
shell
slab
Slab
95
96
slab
Slab
transverse cold joints
adjacent connecting slab
quarry volumes
7.3.1. Exigences de compaction
7.3.1. Compaction requirements
97
7.3.1. Compaction requirements
98
7.3.1. Compaction requirements
transverse cold joints
adjacent connecting slab
quarry volumes
7.3.1. Exigences de compaction
transverse cold joints
adjacent connecting slab
quarry volumes
7.3.1. Exigences de compaction
99
7.3.1. Compaction requirements
100
pore
pore
sinkholes
, lift thickness
pads
lifts
101
102
7.3.2. Instrumentation
pore
pore
sinkholes
, lift thickness
pads
lifts
pad-foot rollers
pad-foot roller
pad-foot roller
7.3.2. Instrumentation
pore
pore
103
7.3.2. Instrumentation
104
pad-foot rollers
pad-foot roller
pad-foot roller
7.3.2. Instrumentation
pore
pore
calibrated with the lesat precise
double fluid settlement devices
105
7.3.2. Instrumentation
106
calibrated with the lesat precise
double fluid settlement devices
107
108
trial berms
trial berm
Pressions de Pore Développées au Barrage de Troneras Un Mois après sa Construction
pore
Voir les Case d’Expérience).
shell
pore
shell
pore
109
110
Voir les Case d’Expérience).
shell
pore
shell
pore
pore
pore
111
112
pore
pore
113
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115
116
CAS D’EXPERIENCES PASSEES
117
118
Slope Stability in Residual Soils, Proceedings
Proceedings of the ASCE Specialty Conference on Engineering and Construction in Tropical and Residual Soils
Three-dimensional stability analyses of four embankment failures
Proceedings of the International Symposium on Laterisation Processes, Trivandrum
Compressibility and Settlement of Residual Soils
A Case Record of Tailings Dam Construction Using Residual Soils
Origin and formation of residual soils
Case Histories of Shear Strength - Controlled Aspects of Residual Soils
Slopes and excavations in residual soils
Site investigation and geotechnical engineering practice in Hong Kong
Sampling and Testing of Residual Soils: A Review of International Practice.
In-situ direct shear tests on Hong Kong residual soils
Review of international practice for the sampling and testing of residual soils
Shear Strength Behaviour and Measurement of Shear Strength in Residual Soils
Case history Saprolite as Foundation soil and Filling Material for Dams
Effect of Compaction on the Behavior of Residual Soils
Field Compaction of Residual and Colluvial Gneiss Derived Soils
Dam foundations on tropical laterites and saprolites. General Report
Peculiarities of in situ behavior of tropical lateritic and saprolitic soils in their natural conditions.- dam foundations
Mechanical and Hydraulic Properties of Tropical of Tropical, Lateritic and Saprolitic Soils, Particularly as Related to their structure and Mineral Components - Hydraulic Properties
Peculiarities of in situ behavior of tropical lateritic and saprolitic soils in their natural conditions.- erosion
Tropical Residual Soils
Classification and Index Tests
Theoretical context for understanding unsaturated residual soil behaviour. Proceedings
Permeability
Laterite Soil Engineering
Laterite Soil Engineering
Increase in strength due to suction for two Hong Kong soils. Proceedings
119
Slope Stability in Residual Soils, Proceedings
Proceedings of the ASCE Specialty Conference on Engineering and Construction in Tropical and Residual Soils
Three-dimensional stability analyses of four embankment failures
“Proceedings of the International Symposium on Laterisation Processes, Trivandrum”
“Compressibility and Settlement of Residual Soils
“A Case Record of Tailings Dam Construction Using Residual Soils”
“Origin and formation of residual soils”
Case Histories of Shear Strength - Controlled Aspects of Residual Soils
Slopes and excavations in residual soils
Site investigation and geotechnical engineering practice in Hong Kong
Sampling and Testing of Residual Soils: A Review of International Practice
In-situ direct shear tests on Hong Kong residual soils.
Review of international practice for the sampling and testing of residual soils.
Shear Strength Behaviour and Measurement of Shear Strength in Residual Soils
Case history Saprolite as Foundation soil and Filling Material for Dams
Effect of Compaction on the Behavior of Residual Soils
Field Compaction of Residual and Colluvial Gneiss Derived Soils
120
Shear Strength Behaviour and Measurement of Shear Strength in Residual Soils
Case history Saprolite as Foundation soil and Filling Material for Dams
Effect of Compaction on the Behavior of Residual Soils
Field Compaction of Residual and Colluvial Gneiss Derived Soils
Dam foundations on tropical laterites and saprolites. General Report
Peculiarities of in situ behavior of tropical lateritic and saprolitic soils in their natural conditions.- dam foundations
Mechanical and Hydraulic Properties of Tropical of Tropical, Lateritic and Saprolitic Soils, Particularly as Related to their structure and Mineral Components - Hydraulic Properties
Peculiarities of in situ behavior of tropical lateritic and saprolitic soils in their natural conditions.- erosion
Tropical Residual Soils
Classification and Index Tests
Theoretical context for understanding unsaturated residual soil behaviour. Proceedings
Permeability
Laterite Soil Engineering
Laterite Soil Engineering
Increase in strength due to suction for two Hong Kong soils. Proceedings
Automatic production of the matic maps of slope stability
Slope failure in colluvium overlying weak residual soils in Hong Kong
Assessment of the effectiveness of corrective measures in relation to geological conditions and type of slope movement
Relict joints in completely decomposed volcanics in Hong Kong
The mass strength of jointed residual soils
Mechanical and Hydraulic Properties of Tropical of Tropical, Lateritic and Saprolitic Soils, Particularly as Related to their Structure and Mineral Components - Compressibility Properties of Lateritic and Saprolitic Soils
Laterites”. Actes de Conférence, 3ème Conférence Régionale Asiatique sur la Mécanique de Sols et l’Ingénierie des Fondations
The engineering classification of residual tropical soils
Laterite as a Dam Construction Material and its Placement Water Content
The properties of decomposed granite
The residual soils of Hong Kong
Principles for description and classification of weathered rocks for engineering purposes
Foundation Treatment for Control of Seepage at the Guri Embankment Dams
121
Slope Stability in Residual Soils, Proceedings
Proceedings of the ASCE Specialty Conference on Engineering and Construction in Tropical and Residual Soils
Three-dimensional stability analyses of four embankment failures
“Proceedings of the International Symposium on Laterisation Processes, Trivandrum”
“Compressibility and Settlement of Residual Soils
“A Case Record of Tailings Dam Construction Using Residual Soils”
“Origin and formation of residual soils”
Case Histories of Shear Strength - Controlled Aspects of Residual Soils
Slopes and excavations in residual soils
Site investigation and geotechnical engineering practice in Hong Kong
Sampling and Testing of Residual Soils: A Review of International Practice
In-situ direct shear tests on Hong Kong residual soils.
Review of international practice for the sampling and testing of residual soils.
Shear Strength Behaviour and Measurement of Shear Strength in Residual Soils
Case history Saprolite as Foundation soil and Filling Material for Dams
Effect of Compaction on the Behavior of Residual Soils
Field Compaction of Residual and Colluvial Gneiss Derived Soils
Dam foundations on tropical laterites and saprolites. General Report
Peculiarities of in situ behavior of tropical lateritic and saprolitic soils in their natural conditions.- dam foundations
Mechanical and Hydraulic Properties of Tropical of Tropical, Lateritic and Saprolitic Soils, Particularly as Related to their structure and Mineral Components - Hydraulic Properties
Peculiarities of in situ behavior of tropical lateritic and saprolitic soils in their natural conditions. - EROSION
Tropical Residual Soils
Classification and Index Tests
Theoretical context for understanding unsaturated residual soil behavior
Permeability
Laterite Soil Engineering
Laterite Soil Engineering
Increase in strength due to suction for two Hong Kong soils
Automatic production of the matic maps of slope stability
Slope failure in colluvium overlying weak residual soils in Hong Kong
Assessment of the effectiveness of corrective measures in relation to geological conditions and type of slope movement
Relict joints in completely decomposed volcanics in Hong Kong
The mass strength of jointed residual soils
Mechanical and Hydraulic Properties of Tropical of Tropical, Lateritic and Saprolitic Soils, Particularly as Related to their Structure and Mineral Components - Compressibility
122
Automatic production of the matic maps of slope stability
Slope failure in colluvium overlying weak residual soils in Hong Kong
Assessment of the effectiveness of corrective measures in relation to geological conditions and type of slope movement
Relict joints in completely decomposed volcanics in Hong Kong
The mass strength of jointed residual soils
Mechanical and Hydraulic Properties of Tropical of Tropical, Lateritic and Saprolitic Soils, Particularly as Related to their Structure and Mineral Components - Compressibility Properties of Lateritic and Saprolitic Soils
Laterites”. Actes de Conférence, 3ème Conférence Régionale Asiatique sur la Mécanique de Sols et l’Ingénierie des Fondations
The engineering classification of residual tropical soils
Laterite as a Dam Construction Material and its Placement Water Content
The properties of decomposed granite
The residual soils of Hong Kong
Principles for description and classification of weathered rocks for engineering purposes
Foundation Treatment for Control of Seepage at the Guri Embankment Dams
Characterization, identification and classification of tropical lateritic and saprolitic soils for geotechnical purposes
Stability of slopes in residual soils
Peculiarities of the Design of Corumbá I Earth Core Rockfill Dam
Sampling and testing of granitic residual soils in Japan
Properties of Compacted Granite Saprolites
Peculiarities of Tropical Lateritic and Saprolitic Soils used as Construction Materials: Selection, Control and Acceptance Criteria.- Roads
Landslides in weathered rocks and residual soils in Japan and surrounding areas
Mouvements de Masse
Sampling and testing of residual soils in Hong Kong
Design Construction and Performance of Large Dams on Residual
Mineralogy and Microstructure
Geotechnical aspects of residual soils in Australia
123
Dam foundations on tropical laterites and saprolites. General Report
Peculiarities of in situ behavior of tropical lateritic and saprolitic soils in their natural conditions.- dam foundations
Mechanical and Hydraulic Properties of Tropical of Tropical, Lateritic and Saprolitic Soils, Particularly as Related to their structure and Mineral Components - Hydraulic Properties
Peculiarities of in situ behavior of tropical lateritic and saprolitic soils in their natural conditions. - EROSION
Tropical Residual Soils
Classification and Index Tests
Theoretical context for understanding unsaturated residual soil behavior
Permeability
Laterite Soil Engineering
Laterite Soil Engineering
Increase in strength due to suction for two Hong Kong soils
Automatic production of the matic maps of slope stability
Slope failure in colluvium overlying weak residual soils in Hong Kong
Assessment of the effectiveness of corrective measures in relation to geological conditions and type of slope movement
Relict joints in completely decomposed volcanics in Hong Kong
The mass strength of jointed residual soils
Mechanical and Hydraulic Properties of Tropical of Tropical, Lateritic and Saprolitic Soils, Particularly as Related to their Structure and Mineral Components - Compressibility Properties of Lateritic and Saprolitic Soils
Laterites. Proceedings, 3rd Asian Regional Conference on Soil Mechanics and Foundation Engineering
The engineering classification of residual tropical soils. Proceedings, Specialty Session on Lateritic Soils
Laterite as a Dam Construction Material and its Placement Water Content
The properties of decomposed granite
The residual soils of Hong Kong
Principles for description and classification of weathered rocks for engineering purposes
Foundation Treatment for Control of Seepage at the Guri Embankment Dams
Characterization, identification and classification of tropical lateritic and saprolitic soils for geotechnical purposes
Stability of slopes in residual soils
Peculiarities of the Design of Corumbá I Earth Core Rockfill Dam
Sampling and testing of granitic residual soils in Japan
Properties of Compacted Granite Saprolites
Peculiarities of Tropical Lateritic and Saprolitic Soils used as Construction Materials: Selection, Control and Acceptance Criteria.- Roads
Landslides in weathered rocks and residual soils in Japan and surrounding areas
Mass Movements
Sampling and testing of residual soils in Hong Kong
124
Characterization, identification and classification of tropical lateritic and saprolitic soils for geotechnical purposes
Stability of slopes in residual soils
Peculiarities of the Design of Corumbá I Earth Core Rockfill Dam
Sampling and testing of granitic residual soils in Japan
Properties of Compacted Granite Saprolites
Peculiarities of Tropical Lateritic and Saprolitic Soils used as Construction Materials: Selection, Control and Acceptance Criteria.- Roads
Landslides in weathered rocks and residual soils in Japan and surrounding areas
Mouvements de Masse
Sampling and testing of residual soils in Hong Kong
Design Construction and Performance of Large Dams on Residual
Mineralogy and Microstructure
Geotechnical aspects of residual soils in Australia
Sampling and Testing of Residual Soils: A Review of International Practice
“Design Features of Salvajina Dam”. Concrete Face Rockfill Dams- Design Construction and Performance
Construction and Performance of Salvajina Dam
Compaction
Profile Description and Sampling Methods
Introductory Soil Mechanics and Foundations
Engineering properties of residual soils derived from igneous and metamorphic rocks
Landslides in weathered volcanics in Puerto Rico
Residual soils in the United States
Progress Report of the ISSMFE Committee on Tropical Soils
Peculiarities of Tropical Lateriric and Saprolitic Soils used as Construction Materials : Selection, Control and Acceptance Criteria - Dams
Soil Mechanics in Engineering Practice
Geotechnical characteristics of Residual Soils
125
Properties of Lateritic and Saprolitic Soils
Laterites. Proceedings, 3rd Asian Regional Conference on Soil Mechanics and Foundation Engineering
The engineering classification of residual tropical soils. Proceedings, Specialty Session on Lateritic Soils
Laterite as a Dam Construction Material and its Placement Water Content
The properties of decomposed granite
The residual soils of Hong Kong
Principles for description and classification of weathered rocks for engineering purposes
Foundation Treatment for Control of Seepage at the Guri Embankment Dams
Characterization, identification and classification of tropical lateritic and saprolitic soils for geotechnical purposes
Stability of slopes in residual soils
Peculiarities of the Design of Corumbá I Earth Core Rockfill Dam
Sampling and testing of granitic residual soils in Japan
Properties of Compacted Granite Saprolites
Peculiarities of Tropical Lateritic and Saprolitic Soils used as Construction Materials: Selection, Control and Acceptance Criteria.- Roads
Landslides in weathered rocks and residual soils in Japan and surrounding areas
Mass Movements
Sampling and testing of residual soils in Hong Kong
Design Construction and Performance of Large Dams on Residual
Mineralogy and Microstructure
Geotechnical aspects of residual soils in Australia
Sampling and Testing of Residual Soils: A Review of International Practice
Design Features of Salvajina Dam
Construction and Performance of Salvajina Dam
Compaction”, in Mechanics of Residual soils
Profile Description and Sampling Methods
Introductory Soil Mechanics and Foundations
Engineering properties of residual soils derived from igneous and metamorphic rocks
Landslides in weathered volcanics in Puerto Rico
Residual soils in the United States
Progress Report of the ISSMFE Committee on Tropical Soils
Peculiarities of Tropical Lateriric and Saprolitic Soils used as Construction Materials: Selection, Control and Acceptance Criteria - Dams
Soil Mechanics in Engineering Practice
Geotechnical characteristics of Residual Soils
126
Sampling and Testing of Residual Soils: A Review of International Practice
“Design Features of Salvajina Dam”. Concrete Face Rockfill Dams- Design Construction and Performance
Construction and Performance of Salvajina Dam
Compaction
Profile Description and Sampling Methods
Introductory Soil Mechanics and Foundations
Engineering properties of residual soils derived from igneous and metamorphic rocks
Landslides in weathered volcanics in Puerto Rico
Residual soils in the United States
Progress Report of the ISSMFE Committee on Tropical Soils
Peculiarities of Tropical Lateriric and Saprolitic Soils used as Construction Materials : Selection, Control and Acceptance Criteria - Dams
Soil Mechanics in Engineering Practice
Geotechnical characteristics of Residual Soils
Design and construction of large cuttings in residual soils
Some engineering properties of residual clay soils occurring in southern Brazil
Residual soil and rock slides in Santos (Brazil)
Residual Clay Dams in the state of Sao Paulo, Brazi
Key note paper. Characterizing the mechanical properties of residual soils
Mechanical and hydraulic properties of in-situ residual soils
Remedial Works at Troneras and Miraflores Dams in Colombia
Classification of Residual Soils
Influence of Structure and Composition on Residual Soils
Tjipanundjang Dam in West Java, Indonesia
127
Design Construction and Performance of Large Dams on Residual
Mineralogy and Microstructure
Geotechnical aspects of residual soils in Australia
Sampling and Testing of Residual Soils: A Review of International Practice
Design Features of Salvajina Dam
Construction and Performance of Salvajina Dam
Compaction”, in Mechanics of Residual soils
Profile Description and Sampling Methods
Introductory Soil Mechanics and Foundations
Engineering properties of residual soils derived from igneous and metamorphic rocks
Landslides in weathered volcanics in Puerto Rico
Residual soils in the United States
Progress Report of the ISSMFE Committee on Tropical Soils
Peculiarities of Tropical Lateriric and Saprolitic Soils used as Construction Materials: Selection, Control and Acceptance Criteria - Dams
Soil Mechanics in Engineering Practice
Geotechnical characteristics of Residual Soils
Geotechnical characteristics of residual soils
Design and construction of large cuttings in residual soils
Some engineering properties of residual clay soils occurring in southern Brazil
Residual soil and rock slides in Santos (Brazil)
Residual Clay Dams in the state of Sao Paulo, Brazil
Key note paper. Characterizing the mechanical properties of residual soils
Mechanical and hydraulic properties of in-situ residual soils
Remedial Works at Troneras and Miraflores Dams in Colombia
Classification of Residual Soils
Influence of Structure and Composition on Residual Soils
Tjipanundjang Dam in West Java, Indonesia
128
129
130
131
132
133
134
135
136
137
CASE STUDY No. 2 Quebradona Scheme
General Data
Location Antioquia, Colombia. Construction Period 1956 - 1958. Purpose River regulation and hydroelectric power generation.
Technical Aspects Type of structure 34 m high earth dam with a fill volume of 331.000 m3. Embankment materials:
decomposed rock to non-plastic sand soil with water content between 15 and 28% and natural unit weight of 1.7 g/cm3. Silts with an average PI of 6%, natural water contents between 27 to 35% and average natural unit weight of 1.53 g/cm3. Embankment material average properties: LL=35%, PI=4%, 30% passing #200 sieve, wnat=26%, wopt=23%.
Geology "Antioqueño Batholith": Lower Cretaceous intrusion with an approximate extension of 8000 km2. The predominant rock varies from granodiorite to quartz diorite, fine to coarse grained, constituted by plagioclase, quartz biolite and hornblende.
Foundation materials Low permeability residual soils. Average thickness: 10 – 20 m of low compressibility silty sands (ML). Brownish red color, low to medium plasticity (wL= 40 - 50%, PI= 7 - 12%), medium to high compressibility, high water content (25 - 40%), low unit weight (1.5 - 1.6 g/cm3) and internal friction angle 30° in natural state.
Foundation treatment Horizontal filter at downstream foundation contact. Instrumentation Installation of piezometers and settlement measuring devices. Construction issues Designs were based on Piedras Blancas Dam experience (Case Study No.
1). More gentle slopes were designed to avoid failures during construction stages due to excessive pore pressures. However due to the type of material used, the pore pressures generated during construction dissipated faster than predicted causing a rapid consolidation process. It is estimated that about 5% of the total settlement occurred during construction.
Operational issues The performance of the dam has been satisfactory.
References Villegas, Fabio. "Experiences in Earth Dam Construction in Antioquia". III Colombian Geotechnical Seminar, Bogota, August 6-10, 1984. Villegas, Fabio. "Dynamic Stability Analyses of some Earth Dams in Residual Soils". III Colombian Geotechnical Seminar, Bogota, August 6-10, 1984.
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ETUDE DE CAS No. 7 Punchina Section
Données générales
Localisation Antioquia, Colombie. Période de constuction 1978 - 1983. But visé Réglementation de la rivière Guatape et production d’énergie
hydroélectrique à la station de San Carlos Station. Aspects Techniques
Type de structure Barrage de 75 m de haut avec un volume de remblai de 6 million m3. Propriétés moyennes du matériau de remblai: LL=45 %, PI=14 %, 42 % passage à travers un tamis #200, wnat=24 %, wopt=20 %.
Géologie "Antioqueño Batholith": Intrusion du crétacé inférieur avec une extension approximative de 8 000 km2. La roche prédominante varie entre le granodiorite et le diorite quartzifère, grains fins à grossiers, constitué de plagioclase, biolite quartzitique et l’hornblende.
Matériau pour la fondation
Faible perméabilité des sols résiduels. Épaisseur moyenne: 10 – 20 m de faible compressibilité des sables silteux (ML). Couleur marron-rouge, plasticité faible à moyenne (wL= 40 – 50 %, PI= 7 – 12 %), compressibilité moyenne à élevée, teneur en eau élevée (25 – 40 %), poids unitaire faible (1.5 - 1.6 g/cm3) et angle de friction interne de 30° à l’état naturel.
Traitement de la fondation
Filtre et collecteurs de drainage en aval de l’axe du barrage pour contrôler la fissuration de la fondation et la migration fine pendant un tremblement de terre. Construction de galeries de drainage à travers la saprolite pour capturer l’eau de percolation ainsi qu’un système pour mesure la percolation à travers la fondation. Des rideaux d’étanchéité ont été construits pour réduire l’écoulement à travers la fondation.
Instrumentation 88 piezomètres, 57 points de contrôle superficiels, 63 points de contrôle le long de la crête, 1 inclinomètre, 1 appareil de mesure des mouvements horizontaux, 2 accélérographes et 8 appareils pour mesurer l’arrivée de l’eau.
Problèmes rencontrés lors de la construction
De 3,5H:1V à 2H:1V pour accélérer la progression de la construction. Pour compenser pour la pente plus raide, des drainages horizontaux ont été installés et les pressions de pore ont été surveillées de près pour assurer la stabilité de la pente. Parce que la saison des pluies était proche, le taux de placement du remblai a été augmenté entrainant une augmentation dangereuse des pressions de pore et un début de rupture du batardeau. La pente en aval a bougé de 1,5 m horizontalement en 11 jours. Pendant la construction, il a été décidé d’installer un remblai contrepoids au pied en aval de la pente pour augmenter la stabilité sous une charge sismique.
Problèmes rencontrés après la mise en service
La performance du barrage a été satisfaisante.
Références Villegas, Fabio. "Experiences in Earth Dam Construction in Antioquia" (Expériences avec la Construction d’un Barrage en terre à Antioquia). IIIème Séminaire Géotechnique Colombien, Bogota, Août 6-10, 1984. Villegas, Fabio. "Dynamic Stability Analyses of some Earth Dams in Residual Soils" (Analyse de ka Stabilité Dynamique de certains Barrages en terre construits avec des sols résiduels. IIIème Séminaire Géotechnique Colombien, Bogota, Août 6-10, 1984.
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ETUDE DE CAS No. 8 San Lorenzo
Section
Données générales
Localisation Antioquia, Colombie. Période de constuction 1980 - 1984. But visé Diversion de la Rivière Nare pour augmenter l’écoulement de la Rivière
Guatape pour permettre la production d’énergie hydroélectrique aux Stations de San Carlos et Las Playas Stations.
Aspects Techniques Type de structure Barrage de 63 m de haut avec un volume de remblai de 5.4 million m3.
Matériaux de remblai: silts et saprolites avec des some rock wedges. Géologie "Antioqueño Batholith": Intrusion du crétacé inférieur avec une extension
approximative de 8 000 km2. La roche prédominante varie entre le granodiorite et le diorite quartzifère, grains fins à grossiers, constitué de plagioclase, biolite quartzitique et l’hornblende.
Matériau pour la fondation
Faible perméabilité des sols résiduels. Épaisseur moyenne: 10 – 20 m de faible compressibilité des sables silteux (ML). Couleur marron-rouge, plasticité faible à moyenne (wL= 40 – 50 %, PI= 7 – 12 %), compressibilité moyenne à élevée, teneur en eau élevée (25 – 40 %), poids unitaire faible (1.5 - 1.6 g/cm3) et angle de friction interne de 30° à l’état naturel. Les sols de la fondation sont composes de 60 % sable, 27 % silt et 13 % argile
Traitement de la fondation
Excavation de matériaux inadéquats (jusqu’à 6 m d’excavation à certains endroits). Filtre et collecteurs de drainage en aval de l’axe du barrage pour contrôler la fissuration de la fondation et la migration fine pendant un tremblement de terre.
Instrumentation 152 piezomètres, 102 points de contrôle superficiels, 58 points de contrôle le long de la crête, 3 inclinomètres, 3 extensomètres, 4 accélérographes et 10 appareils pour mesurer l’arrivée de l’eau.
Problèmes rencontrés lors de la construction
Les considérations suivantes ont été prises en compte lors de la conception du projet et de la construction pour augmenter la stabilité sous chargement sismique: pentes douces, crêtes épaisses, franc-bord très conservateur, utilisation d’une zone de matériau non cohésif dans une section plus haute de la pente en amont pour faciliter la dissipation de la pression de pore après un tremblement de terre, filtre de cheminé épais pour empêcher la migration de particules fines en cas de fissuration. Villegas, Fabio.
Problèmes rencontrés après la mise en service
La performance du barrage a été satisfaisante.
References Villegas, Fabio. "Experiences in Earth Dam Construction in Antioquia" (Expériences avec la Construction d’un Barrage en terre à Antioquia). IIIème Séminaire Géotechnique Colombien, Bogota, Août 6-10, 1984. Villegas, Fabio. "Dynamic Stability Analyses of some Earth Dams in Residual Soils" (Analyse de la Stabilité Dynamique de certains Barrages en terre construits avec des sols résiduels. IIIème Séminaire Géotechnique Colombien, Bogota, Août 6-10, 1984.
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ETUDE DE CAS No. 10 Guri (étape finale)
Section
Données générales
Localisation Venezuela. Période de constuction 1984 (année de finalisation). But visé Energie Hydroélectrique.
Aspects Techniques Type de structure L’étape finale de la réalisation du projet de Guri a compris la construction d’un
barrage en remblai de terre et de roche de 5 500 m avec des remblais de terre et de roche de 100 m de haut et de 2 km de long du côté gauche et de 4 km de long du côté droit, avec une digue du réservoir dont le rebord a une longueur d’à peu près 20 km de pour un volume total de remblai d’environ 72 million de mètres cubes. Le barrage en remblai est divisé en barrages gauche et droit. Matériaux de remblai : ruissellement de la pente et sols résiduels. Matériaux du filtre et des drains obtenus en écrasant la gneiss granitique.
Géologie Roche précambrienne consistant principalement de gneiss. granitique parsemé de bandes de quartzite ferrugineux variant en épaisseur de quelques mètres à plus de 100 m. La structure géologique dominante est le Bolivar Fault System. Les preuves sur le terrain suggèrent que les failles n’ont pas connues d’activité récente. Il y a une faille d’environ 60m de large et 100m de profondeur sous une section du remblai gauche du barrage
Matériau pour la fondation
Le lessivage des éléments solubles pendant l’altération a produit une densité faible, des sols résiduels poreux (effondrables) dérivés de la décomposition des gneiss granitiques et des quartzites avec une épaisseur variable allant de quelques mètres à plus de 70 m. Les sols présentent un effondrement soudain sous une charge et avec une saturation à l’état in situ. Lorsqu’ils sont remodelés, aucun tassement important brusque ne se produit si les sols sont chargés ou saturés.
Traitement de la fondation
L’excavation de sols poreux pour recouvrir les roches dures altérées et server de remplacement avec le remblai compacté. Avant la construction du remblai, les canaux d’irrigation ont été utilisés pour pré-mouiller les sols résiduels que n’étaient pas excavés et se trouvaient au-dessus de la nappe phréatique. Il avait é convenu que pré-mouiller dans certaines zones et excaver dans d’autres pourraient causer une fissuration du fait des tassements différentiels de la fondation. Des filtres épais (1,1 m) ont été installés pour empêcher la migration des particules fines en cas de fissuration. À l’emplacement de la faille, un barrage en enrochement avec un noyau central imperméable a été construit. Le matériau dans la faille a été excavé jusqu’à une profondeur pratique (environ 30 m en dessous du noyau). En amont du noyau, la faille excavée a été couverte d’un tapis imperméable avec deux couches de filtre en plus de cela. En aval du noyau, deux couches de filtres ont été utilisées (chacune allant jusqu’à 4 m d’épaisseur en dessous du noyau).
Instrumentation Des piezomètres et des inclinomètres ont été installés dans la fondation et le remblai
Problèmes rencontrés après la mise en service
La performance du barrage a été satisfaisante.
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Références Prusza Z., Kleiner D.E., Sundaram A.V. "Characteristics of Guri Soils"(Caractéristiques des sols de Guri), Présenté à la session annuelle de l’ASCE, Houston, Texas, 1983. Medina J., Liu Bernard."The Influence of a Collapsible Foundation on the Design of Guri Embankment Dams" (Influence d’une foundation effondrable sur le projet du Barrage en remblai de Guri), Quatorsième Congrès International sur les grands barrages, Rio de Janeiro, Brésil, 3-7 Mai, 1982. Medina J., Liu Bernard."Foundation Treatment for Control of Seepage at the Guri Embankment Dams" (Traitement de la Fondation pour Contrôler la Percolation des Barrages en Remblai de Guri), Quinzième Congrès International sur les grands barrages, Lausanne, Suisse, 24-28 Juin, 1985
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COLORED FIGURES/FIGURES EN COULEUR
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COLORED FIGURES/FIGURES EN COULEUR
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Fig. 5
Weathering Profile found at the Goro Nickel Project – New Caledonia Profil d’Altération du projet Goro Nickel en Nouvelle Calédonie
Fig. 10
Plasticity Chart Average Plot of the Residual Soils (Limonite) found at the Goro Nickel Mine Tailings Dam
Diagramme de Plasticité des Sols Résiduels (Limonite) du Barrage de Résidus Miniers de Goro Nickel
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Fig. 11
Natural Water Content and Atterberg Limits with Depth for the Limonite found at the foundation of a Tailings Dam in an island in the Pacific Rim
Teneur en Eau Naturelle et Limites d’Atterberg en fonction de la Profondeur pour le Limonite à la Fondation d’un Barrage de Résidus Miniers sur une ile du pourtour du Pacifique
Fig. 15(*)
Percentage (%) of sand and clay of lateritic soils for Brazilian Dam sites (Texeira et al, 1985) Pourcentage (%) de sable et d’argile des sols latéritiques pour les sites du Barrage Brésilien
(Texeira et al, 1985)
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Fig. 16(*)
Percentage (%) of sand and clay of saprolitic soils for Brazilian Dam sites (Texeira et al, 1985) Pourcentage (%) de sable et d’argile des sols saprolitiques pour les sites du Barrage Brésilien
(Texeira et al, 1985)
Fig. 18(*) Particle Size Distribution for Quebradona, Troneras and Miraflores Dams
Distribution Granulométrique des Barrages de Quebradona, Troneras et Miraflores
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Fig. 19
Particle Size Distribution for Santa Rita, La Fe, Punchiná and San Lorenzo Dam Distribution Granulométrique des Barrages de Santa Rita, La Fe, Punchiná et San Lorenzo
Fig. 28
Residual Soils Found at the Right Abutment (Far Left) at Salvajina Dam that mandated special treatments at the Plinth and Foundation
Sols Résiduels au niveau de l’Appui Droit (Extrême Gauche) du Barrage de Salvajina qui ont nécessité des traitements spéciaux au niveau de la Plinthe et de la Fondation
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Fig. 30
Corumbá I Earth Core Rockfill Dam, Brasil Barrage Corumbá I en Enrochement avec Noyau en Terre, Brésil
Fig. 31
Guri Dam, Venezuela Barrage Guri, Venezuela
Fig. 36
General Overview of Punchiná Dam Aperçu Général du Barrage de Punchiná
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Fig. 30
Corumbá I Earth Core Rockfill Dam, Brasil Barrage Corumbá I en Enrochement avec Noyau en Terre, Brésil
Fig. 31
Guri Dam, Venezuela Barrage Guri, Venezuela
Fig. 36
General Overview of Punchiná Dam Aperçu Général du Barrage de Punchiná
Fig. 37
Reservoir’s Slope Instabilities Experienced at Punchiná Dam Due to Rapid Drawdown (INGETEC S.A., 2002)
Instabilités de la Pente du Réservoir du Barrage de Punchiná causé par un Rabattement Rapide (INGETEC S.A., 2002)
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ISSN 0534 – 8293Imprimé en France
TROPICAL RESIDUAL SOILS as dam foundation and fill material
SOLS RÉSIDUELS TROPICAUX UTILISÉS pour la fondation de barrages et comme matériau de remblai
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