advances in rockfill structures

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dvances in Rockfill Structures


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Series E Applied Sciences - Vol. 200


3/27

dvances n

Rockfill Structures

edited by

E aranha das Neves

Geotechnical Department

National Laboratory of Civil Engineering

Lisbon Portugal

Iit AI

PRINGER-SCIENCE BUSINESS MEDIA, B.V.


4/27

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

N TCl

Advanced Study Inst i

tute on

Advances in Rockf i II

Structures (1990

l 1 ~ t o n ,

Portugal)

Aavances in

rocktl II

s t ruc tu res eOlted by E, Maranha das Neves,

p,

cm, - - NATO ASI

serles ,

Series

E,

Applied sc iences ; v,

: 00)

Proceedings

of

the NATO

Advanced

Study Inst l tute 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,

I I I ,

Serles:

NATO ASI ser ies .

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

p per

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

o 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 photo

copying 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 Structures (1990

l 1 ~ t o n , Portugal)

Aavances

in

rockt ' s tructures 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

Ins t tu te on Advances

,n

Rockfi Structures, held ,n L'sbon,

Portugal,

18-29 June,

1990,

Inc I udes

b,

b

l i

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 . Tlt le ,

111,

Ser,es: NATO ASI ser ies . 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

p per

All Rights Reserved

©

1991

Springer Science+Business Media Dordrecht

Originally published by Kluwer Academic Publishers

in

1991

Softcover reprint

ofthe

hardcover 1st edition

1991

o 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 photo

ccpying recording or by any information storage and retrieval system without written

permission from the copyright owner.


5/27

CONTENTS

LIST OF CONTRIBUTORS

XXI

FOREWORD

XXIII

CH PTER 1

ROCKFILL STRUCTURES: THE PRESENT

ND

THE FUTURE

E M R NH

das

NEVES

CH PTER 2

PHYSICAL CHARACTERIZATION

ND SSESSMENT

OF ROCK

DURABILITY

THROUGH

INDEX PROPERTIES

J . DELG DO RODRIGUES

1

1

INTRODUCTION 7

2

BRIEF PRESENTATION

OF MOST

COMMON

ROCK

TYPES 8

2.1 .

s ign i f icance

of geologica l

c l as s i f i ca t ions 8

2.2 . Rock mater ia l s

in

general c l as s i f i ca t ions

9

3

PROPERTIES

OF ROCK M TERI LS 10

3.1 .

General

10

3 .2 . Rock masses

and rock

mater ia l s 11

3 .3 .

Br ief cons idera t ions about sampling

11

4

L BOR TORY

CHARACTERIZATION

OF ROCK M TERI LS 13

4.1 . General

13

4.2 .

In t r ins i c

proper t ies

14

4.3 . Index proper t ies 15

4.3 .1 . General 15

4.3 .2 . Some common

index

proper t ies

15

4.3 .3 . Est imat ion of r o c k f i l l charac te r

i s t i c s

through

index proper t ies

2

4 .4 .

Shape and

s ize

proper t ies 22

4 .5 . Durab i l i ty

23

4 .5 .1 . General remarks 23

4 .5 .2 .

Some

methods

of

rock durab i l i ty

assessment

4 .5 .3 . Assessment

of

rock durab i l i ty

through

index proper t ies

24

25


6/27

VI

CHAPTER 3

ROCKFILL

MODELLING

A. K PARKIN

1

INTRODUCTION

2. ROCKFILL

IN

PLACE

3. TRIAXIAL TESTING EQUIPMENT

4.

M XIMUM PARTICLE

SIZE

TEST S MPLES

5.

MODEL

GR DINGS

6.

SOME

PARTICULAR

ISSUES

RELATING

TO

THE

OEDOMETER

TEST

6 1 Oedometer dimensions

6 2 Side f r i c t i o n models

6 3 E f f ec t s o f

i n i t i a l

s t r e s s

7.

A C SE HISTORY

8. CONCLUSIONS

CKNOWLEDGEMENT

REFERENCES

CHAPTER 4

L BOR TORY

SHE R STRENGTH TESTS ND THE

STABILITY OF

ROCKFILL SLOPES

J

A. CH RLES

1

INTRODUCTION

2. L BOR TORY TESTS

3. STRAIN CONDITIONS

4.

INITIAL POROSITY

5.

CONFINING PRESSURE

35

36

36

36

39

40

40

42

45

46

8

49

49

53

54

54

55

55


7/27

5 1 Curved

f a i l u r e

envelope

5 2 Rela t ionsh ip between

~ and

cr

6 DILATANCY

6 1 A bas ic angle of shea r ing r e s i s t ance

6 2 A

component due

to d i l a t ancy

7

PARTICLE SIZE

8 SLOPE STABILITY

9 STABILITY

CH RTS FOR ROCKFILL SLOPES

10 STABILITY

OF

SUBMERGED

ROCKFILL SLOPES

11 DESIGN OF ROCKFILL SLOPES

11 1

Determinat ion

of t he r o c k f i l l

shea r s t r eng th parameters

11 2 Se lec t ion of an appropr ia te f ac to r

of

sa fe ty

11 3 Ca lcu la t ion of the magnitude of t he

s t a b i l i t y number

11 4

Determinat ion

of the s lope

angle

12 EX MPLES OF

USE

OF

STABILITY CH RTS

12 1

Example;

100

m

high

embankment

1 2 2 Example;

10

m

high

embankment

12 3 Discuss ion

13

CONCLUDING REM RKS

CKNOWLEDGEMENT

REFERENCES

CH PTER

L BOR TORY

COMPRESSION TESTS ND THE DEFORM TION OF

ROCKFILL STRUCTURES

J A

CH RLES

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

appl ied s t r e s s

1 2

Increase

in mois ture conten t

1 3

Vibra t ions

assoc ia ted with dynamic

loading

73

74

74


8/27

viii

2

L BOR TORY ONE

DIMENSIONAL COMPRESSION TESTING 74

3 FIELD PROPERTIES 80

4 FIELD MONITORING

OF

DEFORM TIONS 81

5

CONSTRUCTION DEFORM TIONS OF EMB NKMENTS

81

6

MOVEMENT

OF UPSTRE M MEMBR NE

EMB NKMENT

D MS

DUE TO RESERVOIR IMPOUNDING 83

7

MOVEMENT

OF CENTR L CORE

EMB NKMENT

D MS

DUE TO

RESERVOIR IMPOUNDING 87

8

MOVEMENT

OF

ROCKFILL STRUCTURES

DUE TO

COLLAPSE COMPRESSION

87

9 CREEP SETTLEMENT

OF

ROCKFILL STRUCTURES 89

10 CONCLUDING

REM RKS

CKNOWLEDGEMENTS

APPENDIX A

CONST NT EQUIVALENT CONSTRAINED MODULUS

APPENDIX B

STRESS

P THS DURING

CONSTRUCTION

ND

RESER

VOIR IMPOUNDING

FOR UPSTRE M MEMBR NE

D MS

REFERENCES

92

92

93

93

94

CHAPTER 6

COLLAPSE:

ITS

IMPORTANCE

FUND MENT LS

ND

MODELLING

J L JUSTO

1 INTRODUCTION

2 THE FUND MENT LS OF

COLLAPSE IN ROCKFILL

3 COLLAPSE

MODELLING

4 ONE-DIMENSIONAL COLLAPSE DURING

W TER

RISE

IN

A

GR NUL R

MATERIAL.

BUOY NCY

ND

CREEP

5 COLLAPSE

PRODUCED CR CKS

6

COLLAPSE ND POST-CONSTRUCTIVE SETTLEMENTS

OF

ROCKFILL D MS

97

99

100

121

127

132


9/27

6.1 . Centra l core

dams

6.2 .

Martin

Gonzalo

Rockf i l l

dam

6.3 . Post Cons t ruct ive se t t l ements

of

roc k f i l l

dams

ix

132

135

137

7. CONCLUSIONS

14

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 .

W Y 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

17

176

178

182

188

19

193


10/27

CH PTER

8

L BOR TORY

TESTING

ND QU LITY CONTROL OF

ROCKFILL

GERM N

PRACTICE

J

BR UNS

ND

K.

K ST

1 .

INTRODUCTION

195

2.

GENER L ASPECTS 195

3. ASPECTS OF

L BOR TORY

TESTING

3 1

Rock

qua l i ty and

grada t ion

3 2 True r oc k f i l l samples

3 3 Sample dimensions

3 4

Layout

of devices

fo r

oedometer

t e s t s

3 5

Layout

of

devices

f o r t r i a x i a l

t e s t s

3 6 Direc t

shear

t e s t s

4.

ASPECTS

OF QU LITY CONTROL

5. CONCLUDING

REM RKS

REFERENCES

CH PTER

9

CREEP OF ROCKFILL

A. K. PARKIN

204

204

204

207

207

209

212

213

218

219

1

INTRODUCTION

221

2. R TE METHODS

APPLIED TO

SETTLEMENT

ANALYSIS

222

3.

ROCKFILL

CREEP

IN

OEDOMETER

COMPRESSION

224

4. APPLICATION TO FIELD

SETTLEMENT

RECORDS

225

5.

CREST

SETTLEMENT

OF

D MS

228

6. LO D

TESTS ON

L RGE BORED PILES 232

7. CONCLUSIONS 234

CKNOWLEDGEMENT 236

REFERENCES

236


11/27

CHAPTER 10

FILTERS ND DRAINS

J

BR UNS

1 . INTRODUCTION

2. PRESENT PRACTICE OF

FILTER

DESIGN

2 1

Geometr ical c r i t e r i a

2 2 Sca t t e r i ng of grada t ions

2 3 Fines t

f r ac t ion in f i l t e r mate r i a l s

2 4

F i l t e r s

fo r cohes ive s o i l s

2 5 Hydrau l ic c r i t e r i a

3

RECENT INVESTIGATIONS

ON

THE PROBLEM OF

FILTER

STABILITY

4

DRAINS

5

CONCLUDING

REM RKS

REFERENCES

CHAPTER

11

STRESS STRAIN L WS ND P R METER

V LUES

D.

J

N YLOR

1 INTRODUCTION

2

HYPERBOLIC

ND

Ec Ko

MODELS

2 1

2 2

2 3

2 4

Background

Hyperbol ic

model:

formula t ion

E K model: fo rmula t ion

co

Hyperbol lc

and

Ec Ko

model:

parameters

3. K G

MODEL

3 1

Background

3 2

Formulat ion

3 3

K G

Parameters

3 4

K G Model

An

a l t e rna t ive

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


12/27

xii

4 1 Background

4 2 Basic formulat ion

4 3

Var ia t ions

on

the

theme

4 4

C S

Parameters

5 CONCLUSIONS

REFERENCES

CH PTER 12

FINITE ELEMENT METHODS FOR

FILLS

ND EMB NKMENT

D MS

D.

J

N YLOR

1

INTRODUCTION

2

NUMBER

OF

L YERS CTU L ND

ANALYTICAL

3 DEFORM TION IN

A

RISING FILL

4 BASIC FINITE

ELEMENT

PROCEDURE

5 INTERPRETATION

OF FINITE ELEMENT

DIS-

PL CEMENTS

1D

C SE

6

NEW

L YER STIFFNESS

REDUCTION

7 MODELLING COMP CTION

8 FINITE ELEMENT

EFFECTIVE STRESS TECHNIQUES

8 1

Undrained

e f fec t i ve

s t r e s s

analys i s

8 2

Known

pore

pres su re

change analys i s

9

FIRST

FILLING ND

OPERATION

GENER L

10 LO DING DUE TO

IMPOUNDING

1 0 1 upst ream membrane dam

1 0 2

In t e rna l

membrane dam

1 0 3 Zoned

embankment dams

11

ANALYSIS

OF

FIRST

FILLING

ND

OPERATION

11 1

F i r s t

f i l l i n g

11 2 Steady

seepage

cond i t ion

11 3

Fin i t e element cons ide ra t ions

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


13/27

12 1 Nobari and Duncan s method

12 2 Ge neral i sa t ion

of

Nobari and

Duncan s method

12 3

One-dimensional

example

13. APPLICATIONS

13 1 cars ington dam

13 2

Beliche dam

13 3 Monasavu dam

REFERENCES

APPENDIX DERIVATION OF EQUIV LENT L YER

STIFFNESS

CH PTER 13

CONCRETE F CE ROCKFILL

D MS

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 Evolut ion 343

2 2

Embankment 344

2 2 1 General comments

344

2 2 2 Zone

1 . Impervious

blanke t 345

2 2 3 Zone 2. Processed

smal l

rock

t r ans i t i on 345

2 2 4 Zone 3.

Main

r o c k f i l l embankment 347

2 2 5

F i l l

cross sec t ion 348

2 3

Pl in th 349

2 4

Concrete

face

351

2 4 1

Slab th ickness 351

2 4 2

Concrete 351

2 4 3 Reinforcing

351

2 4 4

Jo in t s 351

2 4 5 Jo in t de ta i l s

351

3. CONSTRUCTION FE TURES 356

3 1

Embankment 356

3 2

Concrete works 359

3 3

River handl ing

aspects

363

4.

MONITORING

ND

BEH VIOUR 366

4 1 Dam movements 366


14/27

dv

4 .2 . Performance

under

se ismic load

368

REFERENCES

371

CHAPTER 14

STATIC

BEH VIOUR OF

EARTH ROCKFILL

D MS

E. M R NH das

NEVES

1 .

INTRODUCTION

2.

GEOMETRIC L

PHYSICAL

ND

MECH NIC L D T

OF

A SERIES

OF

EARTH ROCKFILL

D MS

3.

STRUCTUR L BEH VIOUR ND

EXPERIENCE

375

377

386

3.1 . Construct ion mater ia l s 388

3.2 .

Placement

t echniques

389

3 .3 . St ruc tu ra l concept ion 389

3 .3 .1 . Core

s lenderness

389

3 .3 .2 .

Inc l ina t ion of

the

dam

s lopes

390

3 .3 .3 . Ponti on

of

the core

391

3 .3 .4 . Deformabi l i ty of the

d i f f e ren t

zones of the dam

394

3 .3 .5 .

Fi l t e r s

395

3 .3 .6 .

Shape

of

the

va l ley 409

3 .3 .7 .

Configura t ion

in plan 414

3 .4 .

Final remarks

415

4. MODELLING THE STRUCTUR L

BEH VIOUR

4 .1 . Dam with a v e r t i c a l core

4.2 .

Dam with a s loping core

4.3 .

Inf luence of

the

dam height

4 .4 .

Deformations

4 .5 . Final

remarks

5. S FETY

EV LU TION ND

THE LIMIT STATES

CONCEPT

416

419

423

424

426

428

428

5 .1 . Methods fo r evaluat ing dam sa fe ty 429

5.2 . Brief notes about l imi t s t a t e s design 429

5.3 . Overal l

sa fe ty fac to r and probab i l i ty

of

f a i l u re

431

5.4 . Pa r t i a l

sa fe ty

fac to rs and l imi t s t a t e s 432

5 .5 . Use of

p a r t i a l

sa fe ty fac to r s in sa f e ty

ana lys i s

of

an

ea r th rockf i l l dam 435

5 .5 .1 .

Linear e l a s t i c model

435

5 .5 .2 . Non l inear

e l a s t i c model

437

5.6 . Final

remarks

439


15/27

6. CONCLUSIONS

CKNOWLEDGEMENTS

REFERENCES

CH PTER 15

DYN MIC

BEH VIOUR OF ROCKFILL D M

E.

Y N GIS W

x

439

440

441

1 .

INTRODUCTION

449

2.

D M GE

TO

FILL D MS

DUE TO

STRONG

E RTHQU KES 450

2 .1 .

Damage

to ill dams by s t rong

shaking

450

2 .2

Soi l

l i que f ac t i on 451

3 .

DYN MIC PROPERTIES OF

FILL

D M M TERI LS 452

3 .1 . Dynamic deformat ion c ha r a c t e r i s t i c s

of ill dam

mater ia l s

452

3 .2 . Dynamic s t r eng th of

s o i l s

455

4 .

RESPONSE N LYSIS OF FILL D MS 456

4 .1 .

Shear beam theory 456

4 .2 .

Response

analyses o f

r o c k f i l l

dam 458

5 . LIQUEF CTION N LYSIS 461

5 .1 .

The cons t i t u t i ve

equat ion fo r un

dra ined shear

behavior

of sands 461

5 . 2 . Pore pressu re

genera ted dur ing

ea r th

quake

463

6 . E RTHQU KE

RESIST NT DESIGN

OF FILL

D MS

IN J P N 466

6 . 1 . Factor o f sa fe ty 466

6 . 2 . Dynamic analyses

466

7. CONCLUSIONS 467

CKNOWLEDGEMENT

468

REFERENCES

468


16/27

XVI

CH PTER

16

MONITORING ND S FETY

EV LU TION

OF

ROCKFILL

D MS

A. VEIGA PINTO

1 INTRODUCTION

2 TYPE

OF ME SUREMENTS

3 MONITORING SCHEME DESIGN

3 1

Select ion

of

moni tor ing equipment

3 2 Se lec t ion of ins truments

loca t ions

3 3 Ins t a l l a t i on

plans

and procedures

subsequent

to

cons t ruc t ion phase

3 4

Monitoring

f requencies

3 5 Plan of f i r s t f i l l i n g

4 MONITORING

EQUIPMENT

4 1 Triangula t ion and t r i l a t e r a t i o n

networks

4 2

Precis ion

l eve l l i ng

4 3

Inc l inometer

4 4 Fluid l eve l se t t l ement gauge

4 5 Horizonta l displacements device

4 6

Tota l

pressure

c e l l s

4 7 Piezometer

4 8

Seepage moni tor ing

4 9 Earthquake

e f fec t monitoring

471

473

475

475

477

479

479

479

481

482

483

483

487

488

490

492

495

497

5

READINGS PROCESSING ND ANALYSIS

OF

RESULTS

497

5 1 Data co l lec t ion 497

5 2 Data t ransmiss ion 499

5 3

Data

process ing and information s to rage

499

5 4 Data

presen ta t ion

500

5 5 Performance evaluat ion 500

6

VISUAL INSPECTION

7 S FETY

EV LU TION

B SED ON DETERIORATION

7 1 In t roduct ion

7 2 s t a t i s t i c a l

ana lys i s

7 3 Remedial measures

501

502

502

503

503


17/27

8.

D M

S FETY REGUL TIONS

9 . STR INS OBSERVED IN ROCKFILL D MS

9 .1 . In t roduc t ion

9 .2 . Cons t ruc t ion phase

9 .3 . After

cons t ruc t ion

9 .4 . After ear thquakes

10.

CONCLUSIONS

REFERENCES

CH PTER 17

PRINCIPLES OF ROCKFILL HYDR ULICS

R. M RTINS

1. INTRODUCTION

1 .1 . Def in i t ion of r oc k f i l l hydraul ics

1 .2 .

Complements

to the

former de f in i t i on

1 .3 . Scope of r o c k f i l l hydraul ics

1 .4 .

Subjec ts

d e a l t

with

in

t h i s

chap te r

2.

CH R CTERIZ TION OF ROCKFILL

2 .1 . Pre l iminary hypotheses

2 .2 .

Size

2 .3 . Shape

2 .4 .

Dispos i t ion

2 .5 .

Spec i f i c grav i ty

2 .6 .

Fr ic t ion

angle

2 .7 .

Fina l comments

on sources

of uncer -

t a i n t y

in

r o c k f i l l hydrau l ic s

3. FRICTION HE D LOSSES IN OPEN CH NNELS

3 .1 .

Pre l iminary remarks

3 .2 .

Resis tance

laws

3 .3 . Funct ion

f

£ )

in

case

of

high

r e l a t i ve roughness

3 .4 . Data fo r

the

use

of

the Gauckler -

Manning

express ion

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


18/27

XVllI

4.

STABILITY

OF

ROCKFILL SUBJECT

TO

FLOW

4 .1 . Prel iminary remarks

4.2 .

S t a b i l i t y

in

bid imens ional channels

with

hor i z on ta l

o r

qua s i -ho r i z on ta l

bed and

non high r e l a t i ve roughness

4.3 . Case

of

high

r e l a t i ve

roughness

4.4 . Channels

with

non-hor izon ta l

bed

4.5 . S t a b i l i t y

in

t r apezo ida l channels

4.6 .

S t a b i l i t y

in bends

4 .7 . E f fec t s of

l i n ing

th ickness

grada

t i o n shape and spec i f i c gr av i t y

4 .8 . Conclus ions

5.

SEEPAGE

FLOW

5 .1 . Prel iminary remarks

5 .2 . Mean hydrau l ic

r ad ius

of

t he

voids

and mean

ve loc i t y

in

the

voids

5.3 . Turbulent seepage f low

5.4 . Trans i t ion zone

5.5 . Conclus ions

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

-

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


19/27


20/27

xx

7 CONCLUSION

BIBLIOGR PHY

CHAPl ER 20

SPH LTIC CONCRETE F CE

D MS

J L

JUSTO

l

INTRODUCTION

2

REVETMENT

STRUCTURE

3 CONSTRUCTION

4

THE

DEFORM BILITY

OF

SPH LTIC

CONCRETE

REL TED TO THE STR INS SUFFERED BY

THE

F CING

5 PLINTHS

6

FINITE ELEMENT

COMPUT TIONS

7 UPSTRE M SLOPE

8

PERFORM NCE

OF SPH LTiC CONCRETE F CING

ROCKFILL

D MS

9

THE

FUTURE OF SPH LTIC CONCRETE F CINGS

REFERENCES

CWSING

SESSICN

LIST

OF

P RTICIP NTS

608

609

6 l l

623

625

629

633

638

642

642

646

648

65l

657


21/27

LIST OF CONTRI UTORS

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, Single

ton 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


22/27

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.


23/27

FOREWOR

On

1990 June

18-25,

an Advanced s tudy In s t i t u t e ASI) on

Rockf i l l

s t ruc tu re s

was held

in

Lisbon PORTUGAL a t the

Laborator io Nacional

de

Engenharia c i v i l

LNEC),

having the

NATO

S c ien t i f i c

Affa i r s

Divis ion

as

main

sponsor,

and

the

LNEC the Junta

de

I n v e s t i g a ~ a o

Cient i f ica

e Tecnologica, and

the u n d a ~ a o do

Oriente as co-sponsors .

The objec t ive of t h i s ASI was

the d iscuss ion and updat ing

of

concepts r e l a t ed

to

the

design, cons t ruct ion, operat ion, and

monitoring

of

r ock f i l l

s t ruc tu res .

In

recent years , an increas ing use has been

made

of

r ock f i l l s in the cons t ruct ion indus t ry . This

t r end r e su l t s

from the grea t progress

made

in a l l technologies

re la ted to

the

quarrying,

t r anspor ta t ion , and

placement

of rock

mater ia l s , from the s ign i f i can t advances

in

the performance

shown

by

r ock f i l l

s t ruc tu res ,

and,

l a s t

but not

l e a s t ,

from

the

abundance

and low cos t of

the

rock mater ia l s .

The ch a rac t e r i s t i c problems

of

r ock f i l l

cons t ruct ions

have

been occas ional ly dea l t

with

a t

some

meetings

conferences ,

symposia, workshops, e t c . and

in

odd

chapters

of books

devoted to several types of works.

I t was

there fore f e l t t ha t

the mat ter should

be

tackled on an overa l l

bas i s ,

covering the

var ious poin t s of view from which r ock f i l l s may be regarded.

The ASI was at tended by 57 par t i c ipan t s ,

from

18 d i f f e r en t

count r i es ,

and the l essons given are the bas i s of the 20

chapters of

t h i s

book. A s t a t e -o f - a r t of the concerned

subjec t s

has thus been obtained. All these r esu l t s were only

poss ib le due

to

the highly

esteemed

suppor t of the NATO

S c ien t i f i c

Affa i rs

Divis ion which i s s t rongly acknowledged and

thanked.

xxiii

The organiz ing Committee

E. Maranha

das

Neves

Direc tor)

J .

Andrew Charles

J . L.

Jus to

Alpanes

A. Veiga Pinto


24/27


25/27

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

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


26/27

OP NING

SESSION

E MARANHA

das

NEVES

As

was

announced

in

the f i r s t

bul l e t in

of t h i s

N TO Advanced

s tudy

In s t i t u t e i t s aim i s the dissemination of advanced

s c i e n t i f i c knowledge

concerning

r ock f i l l

s t ruc tu re s

which has

not found i t s way in to un ivers i ty

cur r i cu la

and to

fos t e r

in te rna t iona l

contac t s among s c i e n t i s t s .

This i n i t i a t i ve i s the consequence of a grea t e f fo r t as

regards research in to r ock f i l l s made by

LNEC

the r esu l t s of

which

became evident when prac t i ca l

appl icat ions

were

envisaged in Portugal . Mill ions

of cubic meters of

r ock f i l l

have

been used

in dams,

motorways,

a i rpor t s

harbours

and

embankments

in

genera l

and

cer ta in ly

in

the fu ture

we

wil l

see an increas ing

use

of t h i s mater ia l with

which

Por tugal

has been so well provided by Nature.

Rockf i l l s t ruc tu re s are

used a l l o v e r

the world,

but

t he i r

ro l e and

importance are

not genera l ly

recognised. For

ins tance

when re ference i s made to

dams, the publ ic in

genera l immediately th inks

in

terms of

concre te dams,

ignorant

of the fac t

t ha t

embankment

dams

are

by

fa r the most

numerous; and the su rp r i se i s t o t a l when t i s sa id t ha t the

h ighes t dams

in

the world

more

than

th ree

hundred meters)

are

ear th - rockf i l l dams.

Never theless , progress in t h i s area i s r e l a t i ve l y recent

and

i s centered

in th ree

domains:

- cons t ruc t ion technology,

where

compaction by vibra t ion

has

a leading

ro le ;

- cons t i tu t ive laws, subjec t to

which fundamental

research on

p a r t i cu l a t e

media, l abora tory

and

f i e l d

t e s t s

as

well

as monitoring, have

made important

cont r ibut ions;

numerical

methods, because they

al low

the appl i ca t ion

of

cons t i tu t ive

laws, and thus the

forecas t ing

of

r ock f i l l

s t ruc tu re

behaviour.

xxvii


27/27

xxviii

It

i s important

to

s t r e s s t h a t r o c k f i l l s ,

when compared with

s o i l s , presen t addi t iona l d i f f i cu l

t i e s ,

when

a

t heo re t i ca l

approach

to t h e i r

behaviour

i s at tempted.

One of the

most

s ign i f i can t ,

i s

t h a t

fo r t he

range

o f

s t r e s s e s

found

in

c i v i l engineer ing problems, p a r t i c l e s o f

granular

mate r i a l s undergo important

breakage,

even fo r very

low

s t r e s s l eve l s . This

means

t h a t when

t r a v e l l i n g

a long t he i r

s t r e s s paths , ro ck f i l l s a re

cont inuous ly

changing not only t he

void r a t i o

-

as

i s

t he case with so i l s

-

but

a l so

the g ra in

s i ze .

For each

new s t ep in

t h i s

path , a new mate r i a l i s

obta ined . It therefore

becomes c lea r

how hard it

i s

to

des ign

a ro ck f i l l

s t ruc tu re when

we

aim to t ack le

a l l

t he sa fe ty

problems involved. Never the less , it i s our hope

t h a t a t

t he

end of t h i s Course a con t r ibu t ion wi l l have

been

made

towards

a

c l a r i f i c a t i o n

of

these

problems.

Though

t h i s

Course i s in tended pr imar i ly

for N TO count r ies ,

t echnic ians

non-NATO

coun t r i e s may

a l so

a t t end it

We

t he re fo re have

l ec tu re r s

and

par t i c i pan t s

from

such

d i f f e ren t coun t r i e s as Angola, Aust ra l i a , Braz i l , Cape

Verde,

France,

Germany, Greece,

I t a l y , Japan, Mexico,

Mozambique,

Spain,

Sweden, Turkey,

t he un i t ed Kingdom,

the un i t ed

Sta t e s

and,

of course , Por tugal .

The t o t a l number of l ec tu re r s i s twe lve , and t he number of

par t i c i pan t s

i s about

seventy.

The course

l a s t s

fo r

two

weeks, with fo r ty - two hours of

l ec tu res , and

discuss ions

per iods devoted to t he

con t r ibu t ions

of

par t i c i pan t s ;

a

panel

on discuss ion of t he

fu ture

of

ro ck f i l l s

an

e d i t o r i a l meet ing , and two t echn ica l

v i s i t s : one

to

t he LNEC

next

Wednesday and

the

o the r , to a sec t ion o f

the Lisbon-opor to motorway, where ro ck f i l l s a re be ing used

in

road embankments.

The ob jec t ive of t h i s course i s not only to con t r ibu te

to

the

advancement of sc ience and dissemina t ion of

advanced

knowledge, but a l so

to

encourage t he c rea t ion

o f

pro fess iona l

and persona l

l inks among t he

sc i en t i s t s

in t h i s

i n t e rna t i ona l

meet ing .

Keeping t h i s ob jec t ive

in

mind,

we

have t r i e d hard

-

and

we

vJi

t r y

in the

next two weeks

-

to

achieve an atmosphere

which wi l l he lp to

a t t a i n

t h i s

goal . ce r t a in ly we

wi l l

have

the

valuable he lp of t he l e c tu re r s , t he pa r t i c ipan t s , t he LNEC

s t a f f

and a l so of a l l those very many aspects

with which our

count ry

and

our

people, always

su rp r i se

those who

come

from

abroad and wish to know us.

On t he behal f

o f

the Organizing Committee I wish

to thank

t he Lecturers coming from abroad for t he i r e f f o r t s and good

w i l l ,

and t he N TO Sc ien t i f i c Affa i r s Divis ion and

the LNEC

fo r

t h e i r

l o g i s t i c a l

suppor t .

To

everyone t ak ing pa r t , we

of fe r our bes t wishes fo r

a

p r o f i t a b l e course

and

a p leasan t

s t ay

in Por tugal .

advances in rockfill structures

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