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Advances in Rockfill Structures
NATO ASI Series Advanced Science Institutes Series
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Series E: Applied Sciences - Vol. 200
Advances in Rockfill Structures edited by
E. Maranha das Neves Geotechnical Department, National Laboratory of Civil Engineering, Lisbon, Portugal
Iit.AI
" SPRINGER-SCIENCE+BUSINESS MEDIA, B.V.
Based on the NATO Advanced Study Institute on Advances in Rockfill Structures Lisbon, Portugal 18-29 June 1990
Library of Congress Cataloging-in-Publication Data
NATCl Advanced Study Inst i tute on Advances in Rockf i II Structures (1990 l1~t'on, Portugal) Aavances in rocktl II structures! eOlted by E, Maranha das Neves,
p, cm, -- (NATO ASI serles, Series E, Applied sciences; v, :"00)
"Proceedings of the NATO Advanced Study Instltute on Advances ln Rockfi II Structures, held ln L'sbon, Portugal, 18-29 June, 1990,"
Inc I udes b 1 b Ii ograph i ca I references,
1, Rockfills--Congresses, 2, Earth dams--Congresses, I, Neves, E, Maranha das (Emanuel Maranha), 1938- II. THle, III, Serles: NATO ASI series. Series E, Applied sciences no, 200. 7A709."37 1990 624.1'832--dc20 91-14610
ISBN 978-94-010-5414-0
Printed on acid-free paper
All Rights Reserved © 1991 Springer Science+Business Media Dordrecht Originally published by Kluwer Academic Publishers in 1991 Softcover reprint of the hardcover 1st edition 1991
No part of the material protected by this copyright notice may be reproduced or utilized in any form or by any means, electronic or mechanical, including photocopying, recording or by any information storage and retrieval system, without written permission from the copyright owner.
Based on the NATO Advanced Study Institute on Advances in Rockfill Structures Lisbon, Portugal 18-29 June 1990
Library of Congress Cataloging-in-Publication Data
NAT[) Advanced Study Inst i tute on Advances in Rockf i II Structures (1990 l1~t'on, Portugal) Aavances in rockt' II structures ! eo'ted by E, Maranha das Neves,
p, cm, -- (NATO ASI ser,es, Series E, Applied sciences ; v, :"00)
"Proceedings of the NATO Advanced Study Inst'tute on Advances ,n Rockfi II Structures, held ,n L'sbon, Portugal, 18-29 June, 1990,"
Inc I udes b, b li ograph i ca I references, ISBN 978-94-010-5414-0 ISBN 978-94-011-3206-0 (eBook)
DOI 10.1007/978-94-011-3206-0 1, Rockfills--Congresses, 2, Earth dams--Congresses, I, Neves,
E, Maranha das (Emanuel Maranha), 1938- Ir. Tltle, 111, Ser,es: NATO ASI series. Series E, Applied sciences no, 200. 7A709."37 1990 624.1'832--dc20 91-14610
ISBN 978-94-010-5414-0
Printed on acid-free paper
All Rights Reserved © 1991 Springer Science+Business Media Dordrecht Originally published by Kluwer Academic Publishers in 1991 Softcover reprint ofthe hardcover 1st edition 1991
No part of the material protected by this copyright notice may be reproduced or utilized in any form or by any means, electronic er mechanical, including photoccpying, recording or by any information storage and retrieval system, without written permission from the copyright owner.
CONTENTS
LIST OF CONTRIBUTORS XXI
FOREWORD XXIII
CHAPTER 1 ROCKFILL STRUCTURES: THE PRESENT AND THE FUTURE E. MARANHA das NEVES
CHAPTER 2 PHYSICAL CHARACTERIZATION AND ASSESSMENT OF ROCK DURABILITY THROUGH INDEX PROPERTIES J. DELGADO RODRIGUES
1
1. INTRODUCTION 7
2. BRIEF PRESENTATION OF MOST COMMON ROCK TYPES 8
2.1. significance of geological classifications 8 2.2. Rock materials in general classifications 9
3. PROPERTIES OF ROCK MATERIALS 10
3.1. General 10 3.2. Rock masses and rock materials 11 3.3. Brief considerations about sampling 11
4. LABORATORY CHARACTERIZATION OF ROCK MATERIALS 13
4.1. General 13 4.2. Intrinsic properties 14 4.3. Index properties 15
4.3.1. General 15 4.3.2. Some common index properties 15 4.3.3. Estimation of rockfill character-
istics through index properties 20 4.4. Shape and size properties 22 4.5. Durability 23
4.5.1. General remarks 23 4.5.2. Some methods of rock durability
assessment 4.5.3. Assessment of rock durability
through index properties
24
25
VI
CHAPTER 3 ROCKFILL MODELLING A. K. PARKIN
1. INTRODUCTION
2. ROCKFILL IN PLACE
3. TRIAXIAL TESTING EQUIPMENT
4. MAXIMUM PARTICLE SIZE, TEST SAMPLES
5. MODEL GRADINGS
6. SOME PARTICULAR ISSUES RELATING TO THE OEDOMETER TEST
6.1. Oedometer dimensions 6.2. Side friction models 6.3. Effects of initial stress
7. A CASE HISTORY
8. CONCLUSIONS
ACKNOWLEDGEMENT
REFERENCES
CHAPTER 4 LABORATORY SHEAR STRENGTH TESTS AND THE STABILITY OF ROCKFILL SLOPES J. A. CHARLES
1. INTRODUCTION
2. LABORATORY TESTS
3. STRAIN CONDITIONS
4. INITIAL POROSITY
5. CONFINING PRESSURE
35
36
36
36
39
40
40 42 45
46
48
49
49
53
54
54
55
55
5.1. Curved failure envelope 5.2. Relationship between ~' and cr'
6. DILATANCY
6.1. A basic angle of shearing resistance 6.2. A component due to dilatancy
7. PARTICLE SIZE
8. SLOPE STABILITY
9. STABILITY CHARTS FOR ROCKFILL SLOPES
10. STABILITY OF SUBMERGED ROCKFILL SLOPES
11. DESIGN OF ROCKFILL SLOPES
11.1. Determination of the rockfill shear strength parameters
11.2. Selection of an appropriate factor of safety
11.3. Calculation of the magnitude of the stability number
11.4. Determination of the slope angle B
12. EXAMPLES OF USE OF STABILITY CHARTS
12.1. Example; 100 m high embankment 12.2. Example; 10 m high embankment 12.3. Discussion
13. CONCLUDING REMARKS
ACKNOWLEDGEMENT
REFERENCES
CHAPTER 5 LABORATORY COMPRESSION TESTS AND THE DEFORMATION OF ROCKFILL STRUCTURES J. A. CHARLES
vii
56 57
60
60 60
60
62
63
64
67
67
67
69 69
69
69 69 69
70
70
70
1. INTRODUCTION 73
1.1. Changes in applied stress 1.2. Increase in moisture content 1.3. Vibrations associated with dynamic
loading
73 74
74
viii
2. LABORATORY ONE DIMENSIONAL COMPRESSION TESTING 74
3. FIELD PROPERTIES 80
4. FIELD MONITORING OF DEFORMATIONS 81
5. CONSTRUCTION DEFORMATIONS OF EMBANKMENTS 81
6. MOVEMENT OF UPSTREAM MEMBRANE EMBANKMENT DAMS DUE TO RESERVOIR IMPOUNDING 83
7. MOVEMENT OF CENTRAL CORE EMBANKMENT DAMS DUE TO RESERVOIR IMPOUNDING 87
8. MOVEMENT OF ROCKFILL STRUCTURES DUE TO COLLAPSE COMPRESSION 87
9. CREEP SETTLEMENT OF ROCKFILL STRUCTURES 89
10. CONCLUDING REMARKS
ACKNOWLEDGEMENTS
APPENDIX A CONSTANT EQUIVALENT CONSTRAINED MODULUS
APPENDIX B STRESS PATHS DURING CONSTRUCTION AND RESERVOIR IMPOUNDING FOR UPSTREAM MEMBRANE DAMS
REFERENCES
92
92
93
93
94
CHAPTER 6 COLLAPSE: ITS IMPORTANCE, FUNDAMENTALS AND MODELLING J. L. JUSTO
1. INTRODUCTION
2. THE FUNDAMENTALS OF COLLAPSE IN ROCKFILL
3. COLLAPSE MODELLING
4. ONE-DIMENSIONAL COLLAPSE DURING WATER RISE IN A GRANULAR MATERIAL. BUOYANCY AND CREEP
5. COLLAPSE PRODUCED CRACKS
6. COLLAPSE AND POST-CONSTRUCTIVE SETTLEMENTS OF ROCKFILL DAMS
97
99
100
121
127
132
6.1. Central core dams 6.2. Martin Gonzalo Rockfill dam 6.3. Post-Constructive settlements of
rockfill dams
ix
132 135
137
7. CONCLUSIONS 140
REFERENCES 141
APPENDIX 1: PARAMETERS OF CONGLOMERATE IN YEGUAS DAM, ASSUMING OEDOMETRIC CONDITIONS (FIG.25 AND 26) 143
APPENDIX 2: PARAMETERS OF ROCKFILL IN MARTIN GONZALO DAM, ASSUMING OEDOMETRIC CONDITIONS 146
CHAPTER 7 TEST FILLS AND IN SITU TESTS J. L. JUSTO
1. WHY IN SITU TESTS?
2. TEST FILLS
3. PLATE LOADING TESTS
4. IN SITU DENSITY
5. PERMEABILITY TEST
6. TENSION TESTS (URIEL AND PEREZ, 1981)
7. SHEAR STRENGTH TESTS
8. CONCLUSIONS
REFERENCES
APPENDIX 1: INFILTRATION FROM A SHALLOW EXCAVATION
APPENDIX 2: INFILTRATION FROM CASED HOLES
153
154
158
167
170
176
178
182
188
190
193
x
CHAPTER 8 LABORATORY TESTING AND QUALITY CONTROL OF ROCKFILL - GERMAN PRACTICE J. BRAUNS AND K. KAST
1. INTRODUCTION 195
2. GENERAL ASPECTS 195
3. ASPECTS OF LABORATORY TESTING
3.1. Rock quality and gradation 3.2. "True" rockfill samples 3.3. Sample dimensions 3.4. Layout of devices for oedometer tests 3.5. Layout of devices for triaxial tests 3.6. Direct shear tests
4. ASPECTS OF QUALITY CONTROL
5. CONCLUDING REMARKS
REFERENCES
CHAPTER 9 CREEP OF ROCKFILL A. K. PARKIN
204
204 204 207 207 209 212
213
218
219
1. INTRODUCTION 221
2. RATE METHODS APPLIED TO SETTLEMENT ANALYSIS 222
3. ROCKFILL CREEP IN OEDOMETER COMPRESSION 224
4. APPLICATION TO FIELD SETTLEMENT RECORDS 225
5. CREST SETTLEMENT OF DAMS 228
6. LOAD TESTS ON LARGE BORED PILES 232
7. CONCLUSIONS 234
ACKNOWLEDGEMENT 236
REFERENCES 236
CHAPTER 10 FILTERS AND DRAINS J. BRAUNS
1. INTRODUCTION
2. PRESENT PRACTICE OF FILTER DESIGN
2.1. Geometrical criteria 2.2. Scattering of gradations 2.3. Finest fraction in filter materials 2.4. Filters for cohesive soils 2.5. Hydraulic criteria
3. RECENT INVESTIGATIONS ON THE PROBLEM OF FILTER STABILITY
4. DRAINS
5. CONCLUDING REMARKS
REFERENCES
CHAPTER 11 STRESS - STRAIN LAWS AND PARAMETER VALUES D. J. NAYLOR
1. INTRODUCTION
2. HYPERBOLIC AND Ec-Ko MODELS
2.1. 2.2. 2.3. 2.4.
Background Hyperbolic model: formulation E -K model: formulation co. Hyperbollc and Ec-Ko model: parameters
3. K-G MODEL
3.1. Background 3.2. Formulation 3.3. K-G Parameters 3.4. K-G Model - An alternative
4. CRITICAL STATE MODEL
xi
239
241
241 242 246 247 248
252
261
265
266
269
271
271 271 272 273
274
274 274 275 275
279
xii
4.1. Background 4.2. Basic formulation 4.3. Variations on the theme 4.4. C.S. Parameters
5. CONCLUSIONS
REFERENCES
CHAPTER 12 FINITE ELEMENT METHODS FOR FILLS AND EMBANKMENT DAMS D. J. NAYLOR
1. INTRODUCTION
2. NUMBER OF LAYERS - ACTUAL AND ANALYTICAL
3. DEFORMATION IN A RISING FILL
4. BASIC FINITE ELEMENT PROCEDURE
5. INTERPRETATION OF FINITE ELEMENT DISPLACEMENTS - 1D CASE
6. NEW LAYER STIFFNESS REDUCTION
7. MODELLING COMPACTION
8. FINITE ELEMENT EFFECTIVE STRESS TECHNIQUES
8.1. Undrained effective stress analysis 8.2. Known pore pressure change analysis
9. FIRST FILLING AND OPERATION - GENERAL
10. LOADING DUE TO IMPOUNDING
10.1. upstream membrane dam 10.2. Internal membrane dam 10.3. Zoned embankment dams
11. ANALYSIS OF FIRST FILLING AND OPERATION
11.1. First filling 11.2. Steady seepage condition 11.3. Finite element considerations
12. COLLAPSE SETTLEMENT
279 280 285 286
289
290
291
292
292
292
294
296
300
302
302 305
306
308
308 308 312
312
312 314 314
314
12.1. Nobari and Duncan's method 12.2. Generalisation of Nobari and
Duncan's method 12.3. One-dimensional example
13. APPLICATIONS
13.1. carsington dam 13.2. Beliche dam 13.3. Monasavu dam
REFERENCES
APPENDIX: DERIVATION OF EQUIVALENT LAYER STIFFNESS
CHAPTER 13 CONCRETE FACE ROCKFILL DAMS NELSON L. DE S. PINTO
xili
317
319 320
323
323 325 330
335
332
1. INTRODUCTION 341
2. CURRENT DESIGN PRACTICE 343
2.1. Evolution 343 2.2. Embankment 344
2.2.1. General comments 344 2.2.2. Zone 1. Impervious blanket 345 2.2.3. Zone 2. Processed small rock
transition 345 2.2.4. Zone 3. Main rockfill embankment 347 2.2.5. Fill cross section 348
2.3. Plinth 349 2.4. Concrete face 351
2.4.1. Slab thickness 351 2.4.2. Concrete 351 2.4.3. Reinforcing 351 2.4.4. Joints 351 2.4.5. Joint details 351
3. CONSTRUCTION FEATURES 356
3.1. Embankment 356 3.2. Concrete works 359 3.3. River handling aspects 363
4. MONITORING AND BEHAVIOUR 366
4.1. Dam movements 366
dv
4.2. Performance under seismic load 368
REFERENCES 371
CHAPTER 14 STATIC BEHAVIOUR OF EARTH-ROCKFILL DAMS E. MARANHA das NEVES
1. INTRODUCTION
2. GEOMETRICAL PHYSICAL AND MECHANICAL DATA OF A SERIES OF EARTH-ROCKFILL DAMS
3. STRUCTURAL BEHAVIOUR AND EXPERIENCE
375
377
386
3.1. Construction materials 388 3.2. Placement techniques 389 3.3. Structural conception 389
3.3.1. Core slenderness 389 3.3.2. Inclination of the dam slopes 390 3.3.3. Ponti on of the core 391 3.3.4. Deformability of the different
zones of the dam 394 3.3.5. Filters 395 3.3.6. Shape of the valley 409 3.3.7. Configuration in plan 414
3.4. Final remarks 415
4. MODELLING THE STRUCTURAL BEHAVIOUR
4.1. Dam with a vertical core 4.2. Dam with a sloping core 4.3. Influence of the dam height 4.4. Deformations 4.5. Final remarks
5. SAFETY EVALUATION AND THE LIMIT STATES CONCEPT
416
419 423 424 426 428
428
5.1. Methods for evaluating dam safety 429 5.2. Brief notes about limit states design 429 5.3. Overall safety factor and probability
of failure 431 5.4. Partial safety factors and limit states 432 5.5. Use of partial safety factors in safety
analysis of an earth-rockfill dam 435 5.5.1. Linear elastic model 435 5.5.2. Non-linear elastic model 437
5.6. Final remarks 439
6. CONCLUSIONS
ACKNOWLEDGEMENTS
REFERENCES
CHAPTER 15 DYNAMIC BEHAVIOUR OF ROCKFILL DAM E. YANAGISAWA
xv
439
440
441
1. INTRODUCTION 449
2. DAMAGE TO FILL DAMS DUE TO STRONG EARTHQUAKES 450
2.1. Damage to fill dams by strong shaking 450 2.2 Soil liquefaction 451
3. DYNAMIC PROPERTIES OF FILL DAM MATERIALS 452
3.1. Dynamic deformation characteristics of fill dam materials 452
3.2. Dynamic strength of soils 455
4. RESPONSE ANALYSIS OF FILL DAMS 456
4.1. Shear beam theory 456 4.2. Response analyses of rockfill dam 458
5. LIQUEFACTION ANALYSIS 461
5.1. The constitutive equation for un-drained shear behavior of sands 461
5.2. Pore pressure generated during earth-quake 463
6. EARTHQUAKE RESISTANT DESIGN OF FILL DAMS IN JAPAN 466
6.1. Factor of safety 466 6.2. Dynamic analyses 466
7. CONCLUSIONS 467
ACKNOWLEDGEMENT 468
REFERENCES 468
XVI
CHAPTER 16 MONITORING AND SAFETY EVALUATION OF ROCKFILL DAMS A. VEIGA PINTO
1. INTRODUCTION
2. TYPE OF MEASUREMENTS
3. MONITORING SCHEME DESIGN
3.1. Selection of monitoring equipment 3.2. Selection of instruments locations 3.3. Installation plans and procedures
subsequent to construction phase 3.4. Monitoring frequencies 3.5. Plan of first filling
4. MONITORING EQUIPMENT
4.1. Triangulation and trilateration networks
4.2. Precision levelling 4.3. Inclinometer 4.4. Fluid level settlement gauge 4.5. Horizontal displacements device 4.6. Total pressure cells 4.7. Piezometer 4.8. Seepage monitoring 4.9. Earthquake effect monitoring
471
473
475
475 477
479 479 479
481
482 483 483 487 488 490 492 495 497
5. READINGS, PROCESSING AND ANALYSIS OF RESULTS 497
5.1. Data collection 497 5.2. Data transmission 499 5.3. Data processing and information storage 499 5.4. Data presentation 500 5.5. Performance evaluation 500
6. VISUAL INSPECTION
7. SAFETY EVALUATION BASED ON DETERIORATION
7.1. Introduction 7.2. statistical analysis 7.3. Remedial measures
501
502
502 503 503
8. DAM SAFETY REGULATIONS
9. STRAINS OBSERVED IN ROCKFILL DAMS
9.1. Introduction 9.2. Construction phase 9.3. After construction 9.4. After earthquakes
10. CONCLUSIONS
REFERENCES
CHAPTER 17 PRINCIPLES OF ROCKFILL HYDRAULICS R. MARTINS
1. INTRODUCTION
1.1. Definition of rockfill hydraulics 1.2. Complements to the former definition 1.3. Scope of rockfill hydraulics
1.4. Subjects dealt with in this chapter
2. CHARACTERIZATION OF ROCKFILL
2.1. Preliminary hypotheses 2.2. Size 2.3. Shape 2.4. Disposition 2.5. Specific gravity 2.6. Friction angle 2.7. Final comments on sources of uncer
tainty in rockfill hydraulics
3. FRICTION HEAD LOSSES IN OPEN CHANNELS
3.1. Preliminary remarks 3.2. Resistance laws 3.3. Function f (£) in case of high
relative roughness 3.4. Data for the use of the Gauckler
-Manning expression 3.5. Conclusions
xvii
508
510
510 511 512 515
518
520
523
523 524 525
525
526
526 526 527 529 530 531
532
533
533 535
536
537 538
XVllI
4. STABILITY OF ROCKFILL SUBJECT TO FLOW
4.1. Preliminary remarks 4.2. Stability in bidimensional channels
with horizontal or quasi-horizontal bed and non-high relative roughness
4.3. Case of high relative roughness 4.4. Channels with non-horizontal bed 4.5. Stability in trapezoidal channels 4.6. Stability in bends 4.7. Effects of lining thickness, grada
tion, shape and specific gravity 4.8. Conclusions
5. SEEPAGE FLOW
5.1. Preliminary remarks 5.2. Mean hydraulic radius of the voids
and mean velocity in the voids 5.3. Turbulent seepage flow 5.4. Transition zone 5.5. Conclusions
539
539
540 542 543 544 545
545 547
549
549
552 553 555 557
ACKNOWLEDGEMENTS 558
REFERENCES 558
ANNEX 1: EXAMPLES OF CALCULATING THE CARACTERISTIC. DIMENSIONS OF BLOCK SETS. 564
ANNEX 2: HIDRAULIC GRADIENT 565
ANNEX 3: A REASON FOR APPARENT NON-LINEARITY IN LAMINAR SEEPAGE FLOW (CONCEPTUAL EXAMPLE) 567
ANNEX 4: TESTS FOR THE QUADRATIC ZONE 568
ANNEX 5: COMPARISON OF RESULTS FROM EQ. 35 AND FROM THE EXPRESSIONS OF WILKINS AND JAIN ET AL. 570
CHAPTER 18 THROUGH AND OVERFLOW ROCKFILL DAMS A. K. PARKIN
1. INTRODUCTION 571
2. EARLY DEVELOPMENTS IN FLOOD-PROTECTED ROCKFILLS
3. THE SELF-SPILLWAY (THROUGHFLOW) DAM
4. LABORATORY STUDIES
4.1. Equations of Flow 4.2. Hydraulic control points 4.3. Analysis of flow fields 4.4. Stability
5. OVERFLOW ROCKFILLS
6. MESH-PROTECTED ROCKFILLS
6.1. Bar spacing and configuration 6.2. Performance 6.3. Protection of cohesive or impervious
fills 6.4. Permanent flood protection
7. CONCLUSION
ACKNOWLEDGEMENT
REFERENCES
CHAPTER 19 SPECIFICATIONS AND CONTROL OF NATURAL ROCKFILLS H. EVRARD
1. INTRODUCTION
1.1. The technical context 1.2. The economic context
2. SCALING ROCKFILL REQUIREMENTS
3. RECOMMENDATIONS FOR SPECIFICATIONS
3.1. Rockfill density 3.2. Rockfill properties
4. CONTROL OF THE INTRINSIC PROPERTIES OF THE ROCK
5. INSPECTION AND CONTROL OF SUPPLIES
6. PREPARATION CONTROL
XIX
572
573
574
575 576 577 579
580
583
587 587
587 588
589
590
590
593
593 593
594
598
599 600
603
607
607
xx
7. CONCLUSION
BIBLIOGRAPHY
CHAPl'ER 20 ASPHALTIC CONCRETE FACE DAMS J. L. JUSTO
l. INTRODUCTION
2. REVETMENT STRUCTURE
3. CONSTRUCTION
4. THE DEFORMABILITY OF ASPHALTIC CONCRETE RELATED TO THE STRAINS SUFFERED BY THE FACING
5. PLINTHS
6. FINITE ELEMENT COMPUTATIONS
7. UPSTREAM SLOPE
8. PERFORMANCE OF ASPHALTiC CONCRETE FACING ROCKFILL DAMS
9. THE FUTURE OF ASPHALTIC CONCRETE FACINGS
REFERENCES
CWSING SESSICN
LIST OF PARTICIPANTS
608
609
6ll
623
625
629
633
638
642
642
646
648
65l
657
LIST OF CONTRIBUTORS
A. PARKIN
Senior LeclIIrer, Monash Universiry Clayton, Melbourne, \lic((Jria 3168, Australia.
A. VEIGA PINTO
Senior Research Officer, Lab. Nac. Eng. Civil, Av. do Brasil 101, 1799 Lisboa Codex, Portl.g,i/.
D. NAYLOR
Senior Leclllrer, University College of Swansea, Depart. of Civil Engineering, Singleton Park, Swansea, SA2 8PP, U. K.
E. ivlARANHA das NEVES
Head Geotechnical Department, Lah. Nac. Eng. Civil, Av. do Brasil 101, 1799 Lisboa Codex, PorIl/gal.
E. YANAGISAWA
Professor, To/wku University, Depart. of Civil Engilleering, FaCility of EnRineerillg, Aoha, Sendai 980, Japan.
If. EVRARD
Head of the Rock Mechanics Group, Laboratoire Regional des Ponts et Chaussee, CETE de Lyon ]()9, Avenue Salvador-Allende CSE No.1 - 69674 Broil Cedex, France.
J. BRAUNS
Head of Section of Soil and Rock Mechanics, Karlsruhe University, Post/llcll 6980 D - 7500 Karlsruhe, Germany.
xxi
xxii
J. CHARLES
Geotechnics Division, Building Research Establishment Garston Watford WD2 7JR, U.K.
1. DELGADO RODRIGUES
Principal Research Officer, Lab. Nac. Eng. Civil, Av. do Brasil 101, 1799 Lisboa Codex, Portugal.
1. JuSTO ALPANES
Senior Lecturer, E. T. S. Arquitecture, Av. Reina Mercedes sin, 41012 Seville, Spain.
N. SOUSA PINTO
Consulting Engineering, Av. Vicente Machado, 2340 , 80430 Curitiba - PR, Brasil.
R. MARTINS
Principal Research, Lab. Nac. Eng. Civil, Av. do Brasil 101, 1799 Lisboa Codex, Portugal.
FOREWORD
On 1990 June 18-25, an Advanced study Institute (ASI) on Rockfill structures was held in Lisbon PORTUGAL, at the Laboratorio Nacional de Engenharia civil (LNEC), having the NATO Scientific Affairs Division as main sponsor, and the LNEC, the Junta de Investiga~ao Cientifica e Tecnologica, and the Funda~ao do Oriente as co-sponsors.
The objective of this ASI was the discussion and updating of concepts related to the design, construction, operation, and monitoring of rockfill structures.
In recent years, an increasing use has been made of rockfills in the construction industry. This trend results from the great progress made in all technologies related to the quarrying, transportation, and placement of rock materials, from the significant advances in the performance shown by rockfill structures, and, last but not least, from the abundance and low cost of the rock materials.
The characteristic problems of rockfill constructions have been occasionally dealt with at some meetings (conferences, symposia, workshops, etc.) and in odd chapters of books devoted to several types of works. It was therefore felt that the matter should be tackled on an overall basis, covering the various points of view from which rockfills may be regarded.
The ASI was attended by 57 participants, from 18 different countries, and the lessons given are the basis of the 20 chapters of this book. A state-of-art of the concerned subjects has thus been obtained. All these results were only possible due to the highly esteemed support of the NATO Scientific Affairs Division which is strongly acknowledged and thanked.
xxiii
The organizing Committee
E. Maranha das Neves (Director)
J. Andrew Charles J. L. Justo Alpanes A. Veiga Pinto
1 - A. CHARLES 2 - D. NAYLOR 3 - J. ALPANES 4 - E. MARANHA DAS NEVES 5 - R. OLIVEIRA 6 - A. VEIGA PINTO 7 - J. MATEUS DA SILVA 8 - C. QUADROS 9 - B. SIYAHI
10 - A. 9ELEBI 11 - P. SECO E PINTO 12 - M. EMILIA BORRALHO 13 - A. PARKIN 14 - J. BARROS GOMES 15 - J. DELGADO RODRIGUES 16 - J. LOUREIRO 17 - F. FEDERICO 18 - A. CORREIA 19 - A. TAN 20 - F. ALMEIDA 21 - H. YILDIRIM 22 - M. SIYAHI 23 - o. FILHO 24 - L. ALMEIDA 25 - F. LUCAS 26 - RUI MARTINS 27 - M. CEDERSTROM 28 - N. JOHANSSON 29 - DA-MANG LEE 30 - C. SANTOS PEREIRA 31 - D. GUIMARAES 32 - A. SILVA 33 - V. JESUS 34 - L. CARTAXO 35 - L. VIRGEN 36 - J. COUTO MARQUES 37 - J. CAVILHAS 38 - ERNESTO DOMINGUES 39 - N. KOLFF 40 - J. AZANEDO 41 - M. PACHAKIS 42 - J. CORDOVA 43 - M. ZACAS 44 - D. MATTAR JUNIOR 45 - J. MATEUS DE BRITO 46 - A. MOFFAT 47 - E. YANAGISAWA 48 - 1. PYRAH 49 - ARMINDO FERREIRA 50 - Mrs. B. FILHO 51 - MOZART B. FILHO
OPENING SESSION E. MARANHA das NEVES
As was announced in the first bulletin of this NATO Advanced study Institute, its aim is the dissemination of advanced scientific knowledge concerning rockfill structures which has not found its way into university curricula, and to foster international contacts among scientists.
This ini tiati ve is the consequence of a great effort as regards research into rockfills made by LNEC, the results of which became evident, when practical applications were envisaged in Portugal. Millions of cubic meters of rockfill have been used in dams, motorways, airports, harbours and embankments in general, and certainly in the future we will see an increasing use of this material, with which Portugal has been so well provided by Nature.
Rockfill structures are used allover the world, but their role and importance are not generally recognised. For instance, when reference is made to dams, the public in general, immediately thinks in terms of concrete dams, ignorant of the fact that embankment dams are by far the most numerous; and the surprise is total when it is said that the highest dams in the world (more than three hundred meters) are earth-rockfill dams.
Nevertheless, progress in this area is relatively recent and is centered in three domains:
- construction technology, where compaction by vibration has a leading role;
- constitutive laws, subject to which fundamental research on particulate media, laboratory and field tests, as well as monitoring, have made important contributions;
numerical methods, because they allow the application of constitutive laws, and thus, the forecasting of rockfill structure behaviour.
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It is important to stress that rockfills, when compared with soils, present additional diff icul ties, when a theoretical approach to their behaviour is attempted.
One of the most significant, is that for the range of stresses found in civil engineering problems, particles of granular materials undergo important breakage, even for very low stress levels. This means that when travelling along their stress paths, rockfills are continuously changing not only the void ratio - as is the case with soils - but also the grain size. For each new step in this path, a new material is obtained. It therefore becomes clear how hard it is to design a rockfill structure when we aim to tackle all the safety problems involved. Nevertheless, it is our hope that at the end of this Course a contribution will have been made towards a clarification of these problems.
Though this Course is intended primarily for NATO countries, technicians non-NATO countries may also attend it.
We therefore have lecturers and participants from such different countries as Angola, Australia, Brazil, Cape Verde, France, Germany, Greece, Italy, Japan, Mexico, Mozambique, Spain, Sweden, Turkey, the united Kingdom, the united States and, of course, Portugal.
The total number of lecturers is twelve, and the number of participants is about seventy.
The course lasts for two weeks, with forty-two hours of lectures, and discussions periods devoted to the contributions of participants; a panel on discussion of the future of rockfills an editorial meeting, and two technical visits: one to the LNEC (next Wednesday) and the other, to a section of the Lisbon-oporto motorway, where rockfills are being used in road embankments.
The objective of this course is not only to contribute to the advancement of science and dissemination of advanced knowledge, but also to encourage the creation of professional and personal links among the scientists in this international meeting.
Keeping this objective in mind, we have tried hard - and we vJi11 try in the next two weeks - to achieve an atmosphere which will help to attain this goal. certainly we will have the valuable help of the lecturers, the participants, the LNEC staff and also of all those very many aspects with which our country and our people, always surprise those who come from abroad and wish to know us.
On the behalf of the Organizing Committee I wish to thank the Lecturers coming from abroad for their efforts and good will, and the NATO Scientific Affairs Division and the LNEC, for their logistical support.
To everyone taking part, we offer our best wishes for a profitable course and a pleasant stay in Portugal.
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