BITUIVllNOUS CONCRETE FACINGS

FOR

1982

EARTH AND ROCKFILL DA/VIS

MASQUES AMONT

EN BÉTON BITUMINEUX

POUR

BARRAGES EN TERRE

ET EN EN ROCHEMEN T

BULLETtN 32 a

BITUMINOUS CONCRETE FACINGS FOR

1982

EARTH AND ROCKFILL DAMS

BULLETIN 32 a

Report prepared by P. Bertacchi and M. Puccio (ENEL - Ente Nazionale Energia Elettrica - ltaly) -Committee on Materials for Dams. Sub-Committee on New Materials, issued as Bulletin 32 in October 1 977.

Revised edition in May 1982 (Bulletin 32a)

Rapport préparé par P. Bertacchi et M. Puccio (ENEL - Ente Naziona/e Energia E/ettrica-lta/ie} -Comité des Matériaux pour Barrages. Sous-Comité des Matériaux Nouveaux, publié comme

Bulletin 32 en octobre 1977.

Edition révisée - mai 1982 (Bulletin 32a)

NOTICE – DISCLAIMER :

The information, analyses and conclusions referred to herein are the soleresponsibility of the author(s) thereof.

The information, analyses and conclusions in this document have no legalforce and must not be considered as substituting for legally-enforceableofficial regulations. They are intended for the use of experiencedprofessionals who are alone equipped to judge their pertinence andapplicability and to apply accurately the recommendations to any particularcase.

This document has been drafted with the greatest care but, in view of thepace of change in science and technology, we cannot guarantee that itcovers all aspects of the topics discussed.

We decline all responsibility whatsoever for how the information herein isinterpreted and used and will accept no liability for any loss or damagearising therefrom.

Do not read on unless you accept this disclaimer without reservation.

TABLE OF CONTENTS

FOREWORD ...... .

l.

Il.

INTRODUCTION. 7 .

EVOLUTION OF F ACING TYPES . 8

III.

IV.

V.

VI.

INVESTIGATION OF AVAILABLE INFORMATION ......... .

IIl.1 Features of the structure .. III. 2 Revetment structure . .. . III. 3 Characteristics of materials

INFORMATION ON BITUMINOUS MIX ................ . · ·

IV.1 Bituminous drainage layer ...

IV.2 Binder course layer ..... IV.3 Dense bituminous concrete IV.4 Bituminous seal coat ...

CONSTRUCTION METHODS ..

TEST METHODS

10 10 15 19

21 21

22 23 26 26 30

VII. REMARKS AND PERFORMANCE EVALUATION ............. 33

VIII. CONCLUSIONS. . . . . . . . . . . . . 34 IX. LIST OF HYDRAULIC STRUC­

TURES WITH BITUMINOUS FA­CINGS CLASSIFIED ACCORDING TO COUNTRIES . . . 36

X. ABBREVIATIONS . 41 XI. TABLES 1 TO 6. . . . . . . 43 XII. REFERENCES . . . . . . . . 73

XIl.1 Papers presented at ICOLD Congresses . . . . . . . 7 3

XIl.2 Documentation received in reply to the International Enquiries. . . . . . . . 76

XIl.3 Other documentation. . . . . . 79

3

FOREWORD

This report considers the data relating to the bituminous concrete facing of 1 07 dams and 75 reservoirs constructed since 1929 for a total surface area of over 9 million m2.

Data conceming facing connections with the foundations and at the boundaries have not been taken into account, since it has been deemed convenient to make them the subject of another investigation by the Sub-Committee on New Materials. This inquiry is already being started by the French National Committee (Le Bel) ( 1 ).

Cores and diaphragms built of bituminous materials will be investigated in particular by the German (FR) National Committee (Steffen) (2).

Note : The word "bituminous concrete" has been adopted to define all conglomerates, including natural aggregates (such as filler, sand, grave!) with a bituminous binder derived from oil distillation residus. The word "asphalt" has been used for natural rock asphalt material.

Footnote from Central Office (1982) :

1. W as issued as Bulletin 39 in May 1 9812. W as issued as Bulletin 42 in May 1982

5

1- I NT R ODUCTION

Bituminous facings are used to waterproof the upstream faces of dams or embankments, or the bottoms of reservoirs which consist of materials of inadequate water-tightness (grave! or sandy­gravel soils, morainic or alluvial soils and rock­fill), as an alternative to waterproofing by means of natural mate rials ( clay, clayey silt, etc ).

Using natural materials , the watertightness is generally provided by an impervious core, while with bituminous materials (except for a few recent applications) it is usually provided by a continuous watertight revetment on the up­stream face.

The characteristics of these facings are manifold and are strictly related to the properties of the structure on which they are applied, namely:

1) Low permeability, to allow perfect water­tightness with thicknesses between 8 and 35 cm;

2) Sufficient resistance to loading forces ;

3) Sufficient flexibility, to conform to defor­mation, if any, of the embankment withoutcracks; and, in any case, having a self-healingcapacity;

4) Good anchorage of the revetment to the em­bankment to oh tain a monolithic structure;

5 ) Sufficient drainage at the back, or loading on the surface to counteract uplift pressure, during the emptying of the reservoir;

7

6) Stability to resist flow on an inclined plane, especially with high temperatures ;

7) Resistance to ageing, due to sun, high tem­peratures, freezing, ultra violet rays, rain etc .....

Bituminous materials generally satisfy these re­quirements rather well, even if some of them are conflicting.

The different types of structures faced, the va­riety of ambient conditions, the different eva­luations of requirements, the variety of bitumi­nous materials available and different construc­tion techniques have resulted in considerable differences in the featurcs and in the design of the alternatives used for bituminous facings.

It is also sometimes difficult to find out whe­ther considerable differences in bituminous facings depended on an actual and rational in­terpretation of technical requirements or mainly on the sensitivity and the artistic inspi­ration of the designer.

With a view to finding out the different require­ments and the characteristics of the alternatives used the at lached Tables collect ail available in­formation on a large number of projects with facings (altogether 107 dams and 75 reservoirs ). The data are analysed and compared below in an attempt to obtain the most rational design criteria for these facings, and the most suitable characteristics of materials to be used for their construction.

Il - EVOLUTION O F F AC I NG TYPES

The first types (up to about 1950) were derived from road construction. The facing of some of the first dams (the first application goes back to 1 929 : Sawtelle, USA ) consisted of composite structures, in which the part treated with bitu­men, consisting of penetration macadam of the road type used at that lime, or of hot-mixes proper had the fun et ion of watertightness only, whereas the drainage and protection functions were performed by cernent concrete layers of different characteristics . The bituminous con­crete was generally placed by hand on slopes > 1 :l with the aid of suitable means to containthe mix. The most recent facing of this type was probably Radoina ( 1 959).

8

Subsequently, after having reduced the slope (max 1 : 1.5 ; 1: 1. 7 ) and improved the method of laying and compaction, the facing in hydrau­lic structures consisted of a number of bitumi­nous layers, which performed the various func­tions required and rested on a subgrade, gene­rally not treated with bitumen, consisting of a granular filter for earthfill dams, or coarse ag­gregate or rockfill of limited size (for example 8 to 15 cm) for rockfill dams.

These layers formed structures that show two trends or fondamental types of hydraulic facing :

Type A, in which a sandwich structure con-sisting of a bituminous concrete drainage layer included between two dense bitumi-nous concrete layers - the externat one being generally placed in two courses - is superimposed on a bituminous levelling and binding layer. The reason for this particular structure, used for the first time in 1952 (Genkel ), is seepage collection and measu-rement.

Type B, in which a bituminous concrete drainage layer and/or binder course , fol­lowed by two or more dense bituminous concrete im pervious la y ers with staggered joints , are superimposed on a levelling layer.

The sandwich type structure has had a fair number of applications in dams (37), but has seldom been employed in reservoirs ( 5 ).

Both types include various examples in which the externat impervious bitumi)'lous concrete is placed in a single layer (33 dams and 34 re­servoirs ). This prevents occasional blistering phenomena, due to seepage between the two closed layers, and reduces the period and costs of construction. However, il implies eithcr the tolerance of seepages, within given limits, or qui te ad vanced construction techniques, both as regards placing and compaction, and the va­rious types of joints.

9

I l l - I NVEST I GATION of AVAI LABLE I N FORMATION

( For the abbreviations see enclosed table)

111.1 - FEATURES of THE STRUCTURE (Table 1)

Chronology

Period from 192� to 1975 . Information on pre­liminary tests only is available for some dams which, in 1975, were under design or construc­tion. We may talk of early experiments during the period immediately following the second world war; improvement of types, materials and construction techniques up to about 1960; application of a more advanced technology during the last l S years approximately.

Country

The table opposite gives some information on countries having 9 or more projects. Other countries have 1 to 4 projets. The highest dams reach about 100 m height, as at "EL LIMONERO".

Type of dam

The type is specified for 1 24 projects ( 79 dams and 45 reservoirs) 51 of whicr are in rockfill, ( 48 dams and 3 reservoirs ). Sorne data are lack­ing and there is not enough uniformity in the terminology, whereby at times rockfill me ans "dumped fill" of large size hard rock and at other times simply "tout-venant" (quarry-run) with coarse elements. Comparability parameters for the fills have not been given.

Elevation above sea level

This information is particularly important, to­gether with other data, that are not available, concerning the climate of the site, since am­bient conditions have a considerable influence on the project, both during construction and in operation. Crest elcvation is given for 1 29 projects ( 76 dams and 53 reservoirs ). Of these:

IO

No. of Projects Information on particular projects Revetment surface (m 2)

Country

No. No.

No. Total No. dams Dams Total No.

dams reserv. Reservoirs (*) reserv .

Highest dams (Ht. in metres)

> 15 m

lst and last project

> 30 m

Germany ( Fed. R.) 36 24 1 2 12 Obernau (69) 7 Amecke (1934)

415.200 569.300 984.500 Kronenburg ( 1975)

Switzerland 22 4 18 3 Godey ( 35) 2 Rodi Fiesso ( 1939)

36.800 214 .100 250.900 Chatelard (CFF) ( l 976)

V illarino ( 1968) Spain 19 15 4 9 El Limonero ( 101) 4 Montana Molina (under 328 .000 485.800 813.800

construction)

-- A us tria 15 8 7 6 Oschenik (61) 3 Schwarzach ( 1 958)

98.600 128 .500 227.100 Oschenik (u. constr.)

USA 14 9 5 4 Baldwin-Hills (83) 3 Sawtelle ( 1929)

385 . 300 704.000 1 .089.300 Ludington ( 1972)

Italy 12 3 9 2 Zoccolo ( 66.5) 2 Maria al Lago (1955) 91 .700 401 .300 493.000 Sellero ( 1 9 73)

France 1 1 9 2 6 Alesani (65) 2 Kru th Wildenstein ( 1964)1 02.000 1 24.000 226.000

Revin ( 1973)

Japan 10 8 2 6 Miyama (75 .2) 2 Shiroyama ( 1967)

135 .500 200.000 335 .500 Futaba (u. construct.)

• Sibérie ( 1959)USSR 9 - 9 - -

Balakov II ( 19 7 4) - 4 71.000 471.000

(*) Not including the bottom

( 1) Before the independence of Algeria, also G H RIB, BOU HANI FIA and I RI L EMDA dams, which are among the highest, belonged to France

89 (60 dams, 29 reservoirs) have elevations lower than 1 000 m 32 (8 dams, 24 reservoirs) have elevations between 1 000 and 2000 m 5 dams have elevations between 2000 and 3000 m 3 dams have elevations over 3000 m

Maximum height

The table also includes 42 projects ( 14 damsand 28 reservoirs) whose height does not ex­ceed 15 m.

The height of 1 04 dams and 64 reservoirs (out of 182 projects listed) is known.

Of these:

41 dams and 56 reservoirs have a height ,,;;;30 m 32 dams and 7 reservoirs have a height > 30 m and < 50 m 30 dams and 1 reservoir have a height # 50 m

The highest dam;, in descending order, are:

Name No.

El Limonero 1 78

Baldwin Hills 1 2

Miyama 143

Negra tin 1 74

Shiroyama 88

El Ghrib 4

lril Emda 19

El Siberio 173

Homestake 87

Obernau 1 26

Grane 107

Zoccolo 65

Alesani 103

Cataveral 1 75

Tataragi 1 42

Year U pstream slope H(m)

u. constr. 101 1: 1.5

1951 83 1 : 2

1973 75 .2 1: 1.9

u. constr. 75 1: 1 .6

1967 73 l : 1.5

1936 72 1 : 0.7

1954 71 1: 1.6

u. constr. 70 1: 1.5

1967 69 1: 1 .6

1971 69 l: 1 .95

1969 67 1: 1 .75

1964 66.5 1:2

1969 65 1 : 1 .6

u. constr. 65 1 : 1.7

1 973 64.5 1: 1.8

12

The highest reservoir dikes, in descending order, are:

Name No.

Latschau 151

Vallon Dol 1 34

Ludington 141

Hornberg 159

Numappara 149

Schwarzach 38

Taum Sauk 60

Montana de Taco 180

Langenproz. ( lower) 161

Storage capacity

This item is given only for information, since it does not affect the facing in any way; however, it helps to indicate the importance of the pro­ject.

SI opes

The above tables show only the maximum slo­pe, which generally corresponds to the highest part of the face. This item is quite significant and representative of the technological develop­ment of this type of structure. Maximum slo­pes, over l : l, were used for some rockfill dams, namely:

Name No.

El Ghrib 4

Radoina 42

Bou Hanifia 8

The facing of these dams consists of a hitumi­nous membrane (thicknesses between 9 and 12 cm) included between two non-bituminous layers. Placing was carried out manually with the aid of movable forms.

The surface layer consists, in each case, of rein­forced concrete slabs.

The lower layer is of porous concrete for the first two dams, and of compacted coarse ma­terial for Bou Hanifia.

Year H (m)

U pstream slope

1973 50 l: l.7

1972 46 1:3

1972 40 l :2.5

1974 40 l: l.6

1973 38 l: 2.5

1958 34 l: l.75

1963 33 -

u.c. 30.5 l :l.75

1974 30 1:2

13

Slope Year

l :0.7 1936

1 :0.74 1959

l :0.8 1938

Slopes can be grouped as follows:

Type ( where specified)

Slopes R E

> 1: 1 3 -

1: 1 .3 1 -

1: 1 .5 - 1: 1 .67 7 1 3

1 : 1 . 7 - 1: 1 . 75 24 20

1: 1 .8 - 1: 1 .95 7 2

1 :2 -1: 2.5 9 31

1: 2.75 - -

1:3 - 2

1:4 - 1

Totals 5 1 69

Total

As can be seen no reservoir has a slope > than1:1,3.

The range 1 : 1 .5 -1 :2.5 includes almost ail pro­jects (1 OO dams and 64 reservoirs ).

As regards correlation between slope and type of support (no clear distinction exists between rockfill and earthfill, as mentioned in the above paragraph "Type of dam") the maximum con­ceritrations occur with 1: 1 . 7-1: 1 .75 slopesfor rockfill and 1 :2 -- 1 :2.5 slopes for earthfill types.

lt could be said that the maximum slope limit compatible with the construction of this type of facing is 1: 1 .5 which is the limit for the sta­bility of the hot mix on the inclined plane, be­fore and after compaction, and for a safe foot­hold for workers without provision of special, de vices.

Area of faced surfaca

This information is important and indicative of the extent and therefore of the cost of the structure. The major projects for which infor­mation on the faced surface is available can be classified, in descending order, as follows:

Dams Reservoirs

No. % No. %

3 2.8 0 -

- - 1 1,4

20 18.8 4 5,7

41 38.7 22 31 .4

8 7.5 3 4.3

31 29.2 35 50.0

1 1 .0 0 -

1 1 .0 4 5.7

1 1 .0 1 1 .5

106 1 00.0 70 1 00.0

14

Project No.

Dams

Glen Eider 93 Homestake 87 Valmayor 1 72 Bigge 67 Miyama 143 Iron Mountain 5 Baldwin Hills 1 2 Ponte Liscione 1 1 6 Zoccolo 65 Lower ,Stone Canyon 27

Reservoirs

Ludington 141 Brindisi 54 Montana Corda 181 Balakov li 160 Montana Molina 182 Numappara 160 Montana de Taco 180 Waldeck 150 Hornberg 159 Vallon Dol 139 Langenprozelten (lower) 161 Seneca 99 Coo (upper ) l lO Vianden li 58 Ogliastro 140

111.2 - R EVETMENT STRUCTU R E (Table 1)

Revetment or facing structure is described, starti'!g from the layer in contact with the dam body material (filter for earthfill dams, rockfill or small-size stones - 8 to 1 5 cm - for rockfill dams ) and arranged in an order which includes ail the possible layers of which the two types of structure consist.

The two types of structure A and B above men­tioned apply to 165 (97 dams and 68 reser­voirs ) of the projects mentioned. ( * ) They are:

(*) 7 projects (5 dams and 2 reservoirs ) have facing structure other than the two types mentioned above: Dams SA WTELLE -T HULSFELDER ( 1934 )- BALDWIN HILLS GLEN ANNE - LOWER STONE CANYON and Reservoirs CAMPO FRANCO - KANA­KOV. For IO projects (5 dams and 5 reservoirs ) no information has been given for the revet­ment structure.

Upstream surf . Year Slope

( 1 03 m2)

160 1 968 1:2 52 1 967 1: 1 .6 49,5 u. constr. 1 : 1 .75 46 1964 1 : 1 .75 44.7 1 973 1 : 1 .9 43.l 1937 1:2 43 1951 1 : 2 43 1970 1 : 2 4 1 1 964 1: 2 40.9 1 956 1 :2

600 1 972 1:2.5 1 70 1 962 1 : 2.5 1 59 u. cons tr. 1 : 1 .75 1 50 1 974 -149 u. constr . 1:2 140 1 973 1 : 2.5 1 38 u. constr. 1 : 1 .75 1 30 1973 1: 1 . 75 1 20 1 974 1 : 1 .6 1 1 4 1 972 1 : 3 105 1974 1 : 2 104 1 968 1 : 2 100 1 969 1:2

96 1963 1:1,75 87,3 1970 1 : 2

1 5

a) A type A structure, which aims at providinga seepage detection system. lt has been applied in 37 dams and 5 reser­voirs (*), and consists, in the most completecase, of the following:

1 ) A priming treatment with bituminous binder (hot-bitumen, eut-back bitumen, or bituminous emulsion) or cernent of the sub-grade in order to ensure adhesion of the facing to the dam body, and to fornish a wprking surface suitable to sup­port the equipment for placing the sub­sequent layer. lt is shown in the Table as: "Tackcoat or stabilization".

2) A surface levelling layer made of coatedchippings (ES ) or bituminous mix (BC ), a few cm thick. lt has also the fonctionof binding between the sub-grade andthe succeeding layer. lt is shown in theTable as: "Binding levelling course"At limes a thick BC layer replaces oroverlaps layer 2) with binding as its spe­cific fonction.

3 ) An impervious layer of dense bituminous concrete (DBC); its thickness being bet­ween 4 and 7.5 cm. Three dams only (Genkel, Silvergrund and Henne)have two l ayers of 3 cm each. Miyama dam, probably due to seismic reasons, has a 15 cm thick layer. lt is shown in the Table as "Secondary impervious course - DBC" .

4) A drainage layer generally of open grad­ed bituminous mix (BD), thickness bet­ween 5 and 15 cm, the highest valuesbeing for dams having a single imper­vious upper layer. Exceptionally, for Fu­taba dam, this layer is 22 cm thick.lt is shown in the Table under the co­lumn: "Drainage Layer".

5) A binding layer of bituminous concrete(BC ) or coated chippings (ES ), thickness 3 to 10 cm.

(*) Recognizable in Tables by the presence of a secondary impervious course.

16

lt concerns only 1 3 of the 37 dams and 4 of the 5 reservoirs. lt is shown in the Table under the co­lumn: "Binder course".

6) A second impervious facing consisting of l or 2 layers of dense bituminous con­crete. lt is shown as "Primary impervious course" DBC. 1 2 projects (8 dams and 4 reservoirs) out of 42 have a single layer 5 to 8 cm thick; 4 dams (Wahnbach, Santillana Il, El Si­berio and Aboiio) have a single layer in­cluded between 8 and 12 cm; 2 dams (Genkel and Henne) have a triple layer, each 3 cm thick. Ali the others have a staggered joint double layer, total thick­ness from 8 to 1 2 cm, excepting Valma­yor dam which has Iwo layers of 1 :l cm total thickness. lt is shown in the Table as "Primary impervious course" DBC.

7) A seal coat (SC), consisting of a thin mastic coat ( 2 to 4 mm), (with bitumen or emulsion and filler) or sand mastic coat, is used for sealing the surface pores and providing a smooth surface to mini­mize the risk of damage by ice or vegeta­tion. Normally it is applied in two opera­tions. lt is shown in the Table as: "Se al coati protection coat".

b) A type B structure, derived ffom the first Algerian experiences, which has been appli­ed altogether in 123 projects ( 60 dams and 63 reservoirs ). ln the most complete case, neglecting the unbound layers (filter or drainage) which can be considered as part of the dam body, it consists of:

l ) A prime coat or stabilization superficial treatment as for type A.

2) A superficial levelling layer, as for type A, consisting in some cases, of a cernent

concrete (Maria al Lago). " Binding-levell­ing course".

3) A drainage layer, which, when not form­ed by loose material (6 dams and 10 re­

servoÎi's) ôr hy porous cernent c;oncrnte (PCC) (El Ghrib, Maria al Lago, Ra-

17

doina ) consists of a porous bituminous mix (BD ), thickness from 3 to 1 5 cm. "Drainage layer".

4) A binder course, used when there is nota bound drainage layer, with the excep­tion of Kruth Wildenstein and Legadadi,and generally consisting of coarse bitu­minous mix (BC), thickness between 3 and 12 cm. Sometimes it consists of ce­rnent concrete (PCC ) (Iril Emda, KruthWildenstein ). "Binder course".

5 ) One or more impermeable layers of den­se bituminous mix, included in Table un­der column: "Primary impervious course DBC". 64 projects ( 40 dams and 24 reservoirs ) have the double layer, with total thick­ness of 6 to 12 cm, with the exception of V ale a de Pesti and Amecke which have lower thicknesses. 43 projects ( 1 3 dams and 30 reservoirs ) have a 4 to 8 cm thick single layer; 5 dams have a single layer 8 to 12 cm thick; 7 dams, of which Scotts Peak is the most recent, have 3 layers of 9 Io 30 cm total thickness (minimum thickness for Val d'Ambra ).

6) A seal coat (SC ) which is generally, asfor type A projects, a thin mastic coat ora sand mastic coat.

6 older dams used a protection coat system to provide thermal insulation, (El Ghrib, Bou Hanifia, Iril Emda, Maria al Lago, Radoina and Kruth Wildenstein ) which, con­sists of porous cernent concrete reinforced slabs (RPCC ), thickness 10 to 12 cm. Two dams were provided with a 10 cm thick layer of bituminous open hot mix (Trapan and Salagou ). Six projects employed a re­flecting protection coat.

18

111.3 - CHARACTER ISTICS of MATERIALS (Table 2)

Bitumen

Fundamental characteristics have been reported for bitumen, viz. penetration and softening , but other interesting information on the ducti­lity, Fraass breaking point, loss on heating etc. has been omitted, because it is available in a very limited number of cases. Little information is available on the softening point ( R and B ) but 1 04 en tries rela ting to pene­tration are reported; the y are classified as fol­lows:

Penetration ( 0 .1 mm ) Dams Reservoirs

<40 3 -

40 - 50 3 2

40 - 60 1 -

50 - 60 7 (*) 1

50 70 3 1

60 - 70 14 8

60 - 80 6 3

65 3 5

80 7 3

80 - 100 12 14

> 100 1 4

Mixes of various penet. 3 ( 1 )

fotals 63 4 1

( *) lncluding Moravka ( 49 · - 55) and Valea d e Pesti ( 5 3 - 60).

Filler

Filler is sometimes considered as being a material of size 1 00% < 0.074 mm and in other cases 80% < 0.074 mm.

( 1 ) Two types of bitumen having different penetrations were used in three dams:

- Maria al Lago - Moravka - Mackenzie

Penetration (0. 1 mm )

40 - 50 and 49- 55 60 - 70

80 - 1 00 177- 183

80 - 100

19

The type of filler is shown in the following ta hie :

Type Dams Reservoirs

Limestone /Calcaire

Cernent/ Ciment

Hydrated lime/ Chaux hydratée

Mixes ( consisting of 2 of the ab ove types

Mélanges (comprenant 2 des types suédits)

Totals / Total

lncluded in the totals are: 8 dams and 5 reser­voirs which have an addition of "asbestos fibre"; 3 ltalian projects (Zoccolo, Talvera and Val­durna ) which have an addition of "asbestos fibre" and "natural rock asphalt filler".

Asbestos fibres give better stability Io the mix on slopes, but make compaction more difficult, and may be detrimental to health.

Aggregate

Aggregates are generally crushed stone , and the information available concerns their nature and fractions. Limestone is the commonest stone used; however , some cases of siliceous rocks (granite, porphyry , diorite and gneiss ) or extru­sive rocks (basait ) are found. As Io the fractions, the number of classes, in addition to filler, is as follows :

42 26

5 -

1 2

2 7

50 35

No. of classes Dams Reservoirs

1 6 -

2 2 6 3 9 2 4 1 7 5 5 6 12 6 1 4 7 4 -

Totals 45 29

20

I V - I N FO R MATION O N B ITUM I NOUS M I X

(Tables 2 and 3)

Information on the composition of open and

semi-open graded bituminous mixes, bituminous concrete and bituminous seal coat.

IV-1 - BITUMINOUS DRAINAGE LAYER (Table 2)

Available information on open-graded bitumi­nous mix (BD) is the following:

Bitumen content ( 36 projects)

From :3 to 5% , with the exception of Er"zhau­

sen reservoir bottom (2% ).

GRADING

Filler content<< 0 .074 mm) (27 projects)

From 2 to 5 % .

Sand content (28 projects)

From 1 8 to 30% passing ASTM sieve No. 4 with few exceptions above and below these per­centages.

Maximum size (36 projects)

From about 20 to 30 mm, with the exception

of two dams: Ry de Rome, (16 mm) and Dun­

gonnell, ( 38 mm).

MAIN SPECIFICATIONS

Bulk Density ( 1 7 projects)

From 1.7 to 2.5 g/cm3.

Voids in compacted mix (VIM) (22 projects)

From 7.6 Io 30% .

Permeability ( 1 6 projects)

The k Darcy permeability coefficient is al least

l0-2cm/s, with the exception of Val d' Ambra

(10-5 cm/s).

21

l'/-2 - BINDER COU RSE LAYER (Table 2)

Available information on semi-open graded bi­tuminous mix (BC) is the following.

Bitumen content ( 40 projects)

From 3 to 6% , with the exception of Kono­yama (7.5% ) and Dungonnell (2%).

GRADING

Filler content ( 30 proje,cts )

From 2 to 1 0%.

Sand content (27 projects)

From 30 to 60% passing ASTM sieve No. 4.

M aximu m Size (31 projects)

From 1 2 to 25 mm ; however, in four dams (Alesani, Vallon Dol, Dorlay and Valea de Pesti ) only sand was used .

MAIN SPECI FICATIONS

Bulk Density ( 1 6 projects )

From 2.2 to 2.7 g/cm 3.

Voids ( 19 projects )

From 5 Io 1 0%, with the following exceptions : Tataragi ( 1.5%) Turlough Hill (3 .35% ) Valea de Pesti ( 1 9.8% ) Dungonnell (24% ) Vallon Dol (31 %).

Permeability (8 projects )

The k Darcy permeabil ity coefficient varies from l0- 2to 10-5 cm/s, with the exceptions of Wurten and Hochwürten ( 10-8 cm/s ) and Ta­taragi ( 10-9 cm/s ).

Other properties, for which little information is available, should be considered, namely: me­chanical strength, flex.ibility, friction on the contact plane with the subgi-ade. This informa­tion is required to evaluate whether the mixes comply with the requirements mentioned in the " Introduction".

IV-3 - DENSE BITUMINOUS CONCRETE (Table J) Availablc information on dense bituminous Pour les bétons bitumineux denses les informa-concrete (DBC) indudes the composition and tians disponibles comprennent leur composi-main characteristics as follows: tian et les caractéristiques principales:

Bitumen content

! Percenlage Dams Reo�•voirs

< 7.5 1 1 1 3

7.5 lu 8 ,5 5 3 2 1

> 8.5 l i 1 0

Totals 7;; 44

A large percenlage of projects shows a bitumen content between 7.5 and 8.5%.

Minimum values were rcported al Sawtelle

( S . 1 %), Iron Mountain ( 5 .7%), Venemo and F0rsvatn dams (6%), Mackenzie dam ( 6 .5%), Turlough l l ill reservoir bottom (6 ,8%).

Maximum e xcept ional value is 1 2%, for obvious

reasons of grading composition al Glen Eider

dam and also probably al Glen Anne dam (for this latter dam no information is available ).

GRADING

Filler content (Passing ASTM sieve i\o. 200)

Perre n tage Dams Reservoirs

< 1 0 1 3

1 0 to 1 5 22

> 1 5 1 2

Totals 47

Filler content is generally between 10 and 15% with a minimum of 5% for Ronkhausen reser­voir and 4% for Ninokura, Futaba and Iron

1 0

28

4

42

23

Mountain dams. Maximum values occur at Sibérie reservoir with 20,5% and to Glen Eider and V alea de Pesti dams with 20%.

Sand content (Passing ASTM sieve No. 4)

Percent age l l ams Reservoirs

< so 1 6 5ü to 80 26 1 9

> BO 1 2 5 -- - ------ ---- - ---� -- -��

Totals 39 :\0

Maximum Size

mm Dams Reservoi"

< 1 0 6 ( 1 ) 1 0 1 0 to 20 :�3 34

> 20 9 --

Totals 48 44

(1) Glen Anne and Glen lder have a maximum size of 4.76 mm.

Maximum size is generally less than 20 mm, de­pending on the layer thickness. A maximum of 38 mm is found at the Montgomery dam .

MAIN SPECIFICATIONS

Density

46 values (25 dams and 21 reservoirs), 45 of which lie between 2.1 4 and 2 .55 g/cm 3 , with one value of 1.7 g/cm3 al Glen Anne dam,

where the mix consists of sand-bitumen .

For Maria al Lago the second density value of 1.71 g/cm 3 refers to the 2nd course consist­

ing of sand-bitumen.

24

Voids

59 values ( 38 dams and 21 reservoirs), as clas­

sified in the following table:

Vides

59 valeurs des vides (38 barrages et 2 1 réservoirs, suivant la classification du tableau ci-dessous:

Percentage / Pourcentage Dams/ Barrages Reservoirs/ Réservoirs

� l 1

1 to 3 2 1

3 to 5 1 2

> s 2

Totals / Total 36

Minimum values are found at River Towy reser­

voir (O. l to 0.4% ) and at Coo dams and rcser­voir (0.7% ).

Maximum values are found al the dams of F0r­svatn (7.9% ), Julskaret (3 -6% ), Safien (5 .7'% ) and Wanna (7% ).

Permeability

5 1 values ( 32 dams and 1 9 reservoirs) are

shown for k permeability coefficient as fol­

lows :

5

1 2

5

2

24

L es valeurs minimum concernent le réservoir de River Towy (0, 1 à 0,4%) et les ouvrages de Cao (0, 1%).

L es valeurs maximum concercent les barrages de Ft/Jrsvatn (1,9%), Julskaret (3 - 6%), Safien (5, 1%) et Wanna (7%).

Permeabilité

51 valeurs (32 barrages et 19 réservoirs) sont données pour le coefficient de perméabilité k dans le tableau suivant:

k ( cm/s) Dams Reservoirs

� l0- 9 7

I0- 9 to 10-8 10

1 0- 8 to 1 0- 1 I l

I 0-6 to 1 0- 4 5

Totals / Total 33

Maximum admissible value for a dense mix should be 1 0-7 cm/s. Mixes having higher va­

lues are designed for protection purposes.

For dense bituminous concrete, the other proper­ties already mentioned for "binder course" and

"bituminous drainage layer" should also be consi­dered. Howe,·er, the flow stability on the slope should be added, as being much more significant both before and after compaction.

2 5

4

6

9

-

1 9

IV-4-B ITUM I NOUS SEAL COAT (Table 3)

Sea! coat consists generally of bitumen or bitu­minous emulsion with the addition of a filler in approx. the same proportion, and sometimes sand, as already mentioned under "RE VET­MENT STR UCTURE". (Table 1 )

COMPOS ITION

B itumen type

46 entries (25 dams and 21 reservoirs) show the type of bituminous binder used, namely : in :30 cases ( 1 5 dams and 15 reservoirs) hot bitumen, its penetration varying from 40 to 1 00 with a few exceptions ; in 5 cases (3 dams and 2 reser­voirs ) bituminous emulsion; in 3 cases ( 3 dams) eut-back ; in 8 cases blown bitumen, 3 of which have hot bitumen added. It should be mention­ed that blown bitumen is less susceptible to temperature variations.

B itumen content

As regards bitumen content, ;30 entries are avai­lable ( 1 7 dams and 1 3 reservoirs) : 1 9 cases < 40% and 1 1 co.ses ;:;,, 40% .

F iller type and content

As to the filler, 34 entries are available ( 1 9 dams and 1 5 reservoirs ), with prevalence of limesto­ne . The percentage varies generally from 40 to 60% in thin mastic coats, con�isting of a mix of filler and bituminous binder, and from 17 to 20% in sand mastic coats including the sand.

Asbestos content

It has been added in 21 dams and 12 reservoirs with a content varying from 2 to 6%.

Notes for placing

Information on quantity and temperature of placing has no appreciable meaning.

V - CONSTR UCTI O N METHODS (Table 4)

Available information on construction methods used for individual dams is rather lacking. This question is extremely important and pendinmore extensive and up-to-date documentation

26

in the Table, available information obtained

from general descriptions of the technologies used is given hereunder. /agies utilisées.

PRODUCTION

The output entries could be very useful as theyshow the working orgarùzation according to sorne characteristics of the project (dimensions, slopes, type of facing) and environment con­ditions. Unfortunately, the en tries given are incomplete: in fact, it has not been specified if they refer either to the plant capacity (in any case the working cycle is not continuous) or to the actual average or maximum output. However, we think it useful to show the available entries as informai data, of which:

2 are lower than 20 tons/h 25 are in the range 20 to 40 tons/h 24 are in the range 40 to 60 tons/h

7 are in the range 70 to 1 20 tons/h

MIXING

Mixing t�mperaturcs - 58 entries - are con­tained within the range 160 to 210°C and de­pend, fundamentally, on the grade of the bi­tumen used.

TRANSPORT OF MIX

From the production plant to the spreader this is usually done by trucks up to the loading equipment, which generally consists of a bucket, moved by means of a crane.

Usually loading is clone on the crest of the dam, after the completion of the previous spreading. If the strip length calls for mix quantities grea­ter than the capacity of the equipment's hop­per, an intermediate loading is needed, using ge­nerally a special loader which is lowered by means of a suitable winch along the face.

SPREADING

ls generally carried out by means of a road-type or special spreader, able to spread a 2 to :� m­wide strip of uniform thickness. Each course should be controlled closely in thickness and the surface regulated at ail stages from the ini­tial until the final course.

27

The spreader usually consists of a hopper tank, from which the mix is conveyed through a screw to a distributor and then levelled and smoothed by means of a gas-heated vibrating and floating screed. Sorne types of spreaders are provided, in addition to the screed for the hori­zontal spreading of the strip, with a lateral vibrat­ing screed, properly designed, for suitably shap­ing and pre-compacting the strip external edge.

An auxiliary but important element of the spreader is that for checking and controlling the layer thickness. ln the most ad vanced types it consists of vertical dcvices on both sicles of the spreader, which slide, during laying, on one side on the lower course, and on the other sicle on the strip already placed. This equipment auto­matically contrais the vertical movement of the floating screed. Another auxiliary item general­ly used in recent works is a device for pre-heat­ing the edge of the previous strip. It consists, gcnerally, of a gas-heated infrared ray plate, fix­ed to the internai sicle of the spreader so as to precede the spreading.

The spreader is towed by a winch placed on an operating platform which is also equipped with another winch for rollers and with a crane for loading. At the end of each strip the spreader is carried by the operating platform, which then moves along the crest of the dam to carry out the subsequent strip.

The spreader moves at a speed of about 1 m/min.

Spreading temperatures (53 entries are availa­ble ) vary between 120 and 18(J°C, with the ex­ception of a minimum value of 1 OOoC for Ma­ria al Lago where the spreading was clone by hand, and a range of 50-1 60 °C at Ninokura.

COMPACT ION

Is generally clone by at least two rollers or pairs of rollers: one or two connected to the spreader and towed by a small winch fixed to the sprea­der itself, which provides compaction immedia­tely after spreading ; another towed by a suita­ble winch placed, as already mentioned, on the operating platform, which allows compaction of the previous strip. Additional independent rollers, when possible, complete the number of required passes.

2 8

Compaction temperature

There are 58 entrics on compaction tempera­ture which usually is 30 Io 40 °C lower than the spreading temperature. Entries generally range from 1 00 to l <'l,0°C with the exception of 6 which are lower than l 00 °C , (minimum value: 60°C for Maria al Lago dam and Linthal re­scrvoir ), and 9 which are higher than l 40 °C .

Compaction means

En tries on me ans of compact ion cover l O;\ projects. Yibrating rollers have gerwrally been used. ln l 9 cases static rollers were used, and in l l cases static and vibrating rollers.

Roller weights (entries for 18 projects only are available) vary from about 1 to 5 tons ( vibrat­

ing rollers), with the exception of Maria al Lago dam, where, for compacting a sand­bitumen layer, very small vibrating rollers (0 .2 1 and 0 .34 t) have been used and of Legadadi dam, where a 7,5 t vibrating roller was used.

Data on unit pressures show some tens of kg/ cm of cylinder length. The number of passes re­quired for proper compaction obviously de pends on the mix composition and roller capacity. The degree of compaclion obtained is also af­frcted, however, by the mix temperature, and the consistency of the sub-grade.

JO INT TREATMENT

Treatment of joints, which is necessary for the watertightness of the facing, appears Io require further improvement in the future and various methods could be investigated, as used in diffe­rent countries. ln the case of complete treat­ment, for daily construction joints or when the temperature of the previous strip edge is lower than the limit fixed for spreading, the work stages are as follows :

l ) Profiling of the connection edge vertical or to an angle of 45 ° . When the spreader is not provided with a suitable vibrating screed for this operation, cold shaping is carried out, by hand, by means of pneumatic chisels and similar.

2) A tack coat to aid the adhesion of the subse­quent strip, which consists of applying ei­ther a hot-bitumen or bituminous emulsionor biturninous mastic coat.

3) Preheating of the previous strip edge, which helps both the adhesion and subsequent compaction. lt is carried out by meansof spe­cial slow-moving infrared heating elements fixed to the spreader already mentioned.

29

4) Spreading and compaction of suhsequentstrip.

5) Reheating and recompaction of a limitedband (30 to 50 cm) at the axis of the joint.

Reheating is carried out by infrared inde­pendcnt heating equipment ; recompaction

is carried out by special hand operated vi­

brators, with gas-heated tamping plates of small weight (about 1 0 kg) and surface (400to 500 cm2 ).

Information is available from 85 projects (52

dams and :n reservoirs). A part from treatrnentswhich differ from those descrihed abovt· , for

instance thosc indicated as ' 'hot on hot" and

"overlapping", the following information is given:

stage 1 ) was applied in 19 dams and 4 re­

scrvoirs:

stage 2) was applied in 39 dams and l l re­servoirs �

stage 3) was applied in 26 dams and 9 reser­voirs ;

stage 5 ) was applied in 27 dams and 1 3 re­

servoirs.

VI - TEST METHODS

(Table 4)

a) Tests for mix design (available information

on 46 projects ). The purpose of these tests is Io choose the most suitable materials and mixes to construct a revetmcnt which sati­sfies the requirements needed.

The tests are divided into :

l ) Tests on component materials ( lndicatedin tables as CMT).

Aggregates: soundness; absorption;

determination of chemical nature

(important for the bitumen's adhe­

sion ); frost resistance: investigation

of optimum grading ; shape. Filler: chemical nature ; fineness of

grinding ; specific surface ; bitumen

absorption capacity. Bitumen: chemical tests, su ch as de­termination of paraffin wax content

and other substances which can be dangerous beyond certain limits ; so­

lubility in carbon disulphide ; physical tests, such as determination of pene­

tration and of softening point; visco­

sity at varions tempe ratures ; loss on heating; ductility ; Fraass; adhesion

to stones.

a)

30

:.! ) Tests on mixes: Marshall test procedure

induding, besides "stability" and "flow",

density, voids, voids filled with bitumen; pnmeabilit y , immersion - compression

test ( *) ; unconfined compression test al various tcmperatures; triaxial test ; flow test 011 slope; frost and temperature l'han�e rcsistance; ageing; flexib ility ; crt·e p ; density variation with compaction

encrgy with 5 to :JO blows of the Marshall hammer (a low sensitivity to compactive

effort is desirable ). Among the design

l<'sts on mixes for which information is availabk, the most frequcnt are the fol­

lowing: Marshall test procedure ; flow stability on slope al different ternperatu­res: permeabilit y ; flexibility.

: 1 ) Tests on preliminary extensive sampling, to l'hcck the reliability of mixes undcr

different operating conditions: short­

tcrm viscous flow on slope; density after rompact ion; sliding test on separation

plane between layers. Only a lit tle infor­

mation is available for th is type of test.

b) Check tests (availahlr information on 76 projects ) . These are performed on materials, on mixes not yet placed or being placed,and on samples eut from t he varions courses af­

ter completion. They are mostly carried out at job site laboratories, to check the most important requirements contained in techni­

cal specifications.

The tests are divided into:

l) Tests on materials: These usually refer

only to grading analysis and to overall quality check. They are shown in the "Material" column.

2) Tests on mixes not yet placed: The most common ones are: mix analysis; t empe­rature check; Marshall tests, including determination of density and voids; per­meability ; flow stability on slope at dif-

(*) ln some countries it replaces, for hydraulic

mixes, the Marshall test procedure.

2) Essais sur les mélanges: essai Marshall, qui permet de déterminer en plus de la stabilité et du fluage, la densité, les vides, les vides remplis de bitume; essai de per· méabilité; essai d'immersion-compres­sion ( *), compression simple à différen· tes températures; essai triaxial; essai de fluage sur pente; résistance au gel et à la la température; vieillissement; flexibilité; retrait; la variation de la densité avec l'énergie de compactage provoquée par 5 à 30 coups du marteau Marshall; peu de sensibilité à l'effort de compactage est désirable. Parmi cette première série d'essais pour lesquels nous avons des in· formations les plus fréquents d'entre eux sont les suivants: procédures Marshall, stabilité au fluage sur pente à différentes températures, perméabilité et flexibilité.

3) Essais préliminaires sur le site portant sur un échantillonnage assez large pour véri· fier la sécurité de ces mélanges dans les différen tes conditions d'opération; flua­ge à court terme sur la pente, densité après compactage; essai de glissement sur le plan de séparation en tre les couches. Les informations disponibles sur ce type d'essais sont peu nombreuses.

b) Essais de contrôle (Informations disponibles sur 76 ouvrages). Ils sont faits sur les maté­riaux et les mélanges, soit avant leur mise en place, soit après, et sur les différentes cou­ches après leur achèvement. Ils sont généra­lement exécutés dans des laboratoires de chantier et concernent les conditions les plus importantes contenues dans les spécifi­cations techniques.

On peut les diviser en:

1) Essais sur les matériaux : ils consistent généralement en une analyse granulomé­trique et une vérification générale de qua­lité. ("Contrôle des Matériaux ").

2) Essais sur les mélanges pas encore mis en place: ceux qui sont généralement les plus utilisés sont: l'analyse du. mélange, le contrôle de la température, les essais Marshall comprenant la détermination

( *) Cet essai dans quelques Pays remplace l'essai Marshall pour les travaux hydrauliques.

3 1

ferent temperatures ( * ). They are shown

in the "Mix" column.

3) Tests on mixes being placed : Spreading and compaction temperatures are usually

checked. They are shown in the "Mix"

column.

4) Tests on laid mixes: These are carried out on a very limited number of samples

eut from the final revetment. Composi­tion; density ; voids; permeability ; flexi­

bility ; flow stability on slope; namely

the same tests as are performed on mixes not yet placed with the exception of

Marshall tests (for inadequate thickness of the samples ). A test worth mentioning

is t� permeability-flexibility test on 50 cm dia. specimens. They are shown in

the "Revetment" column.

5) 1 n situ tests The most common in situ test is a per­

meability check. lt is performed by

eq uipment which has undergone rapid

evolution, from first trials with approxi­mately lm water column permeameters ( with their seal to the surface ensured by a flange loaded with weights) to the la­test experiments with air permeameters

(vacuum tests). This la ter techniq ue is rapidly spreading owing to its speed and ease of use, even if the determination is rough. Among the tests performed less frequently at present, the following should

be mentioned: A sliding test of the struc­ture (Otsumata and Numappara) which

makes it possible to measure the tangen­fial stress needed to cause slipping of a

given section of lining on its support plane; density check by 'Y rays (Revin,

Dorlay); !ensile strength on mixes (Sa­

lagou); determination of ip angle by the Brasilian method (Salagou); resistance to wave action (St. Cecile D' Andorge, Mont­gomery).

(*) The values of these tests are not compara­

ble with those of tests on mixes being placed.

de la densité et des vides. la perméabilité, la stabilité au fluage sur pente à différen­tes températures ( *) . ("Contrôle du mé­lange")_

3) Essais sur les mélanges mis en place: con­trôle des températures au répandage et au compactage. ("Contrôle du mélan­ge").

4) Essais sur les revêtements obtenus: ils sont exécutés sur un très petit nombre d'échantillons prélevés sur le revêtement final. fis comportent: la composition, la densité, les vides, la perméabilité, la fle­xibilité, le fluage sur pente; en bref, les mêmes essais que sur les mélanges pàs encore mis en place. sauf en ce qui con­cerne les essais Marshall en raison de / 'é­paisseur inadéquate des échantillons. Un essai qui mérite d'être noté est l'es­sai de perméabilité-flexibilité sur des échantillons de 50 cm de diamètre. (Contrôle "du revêtement").

5) Essais in situ Les essais in situ les plus communs com­portent la vérification de la perméabilité et sont exécutés avec des dispositifs qui ont subi une évolution rapide depuis les premieres expériences, faites avec un perméamètre contenant un mètre de hauteur d'eau et maintenu sur la surface du revêtement à l'aide d'une bride d'é­tanchéité chargée de poids, jusqu'aux essais exécutés avec des perméamètres à air (essais au vide) qui se déve­loppent rapidement eu égard à leur rapi­dité et leur facilité d'exécution, même si la détermination est grossière. D 'autres essais méritent d'être mentionnés parmi ceux exécutés le plus fréquemment: un essai de glissement du revêtement (Otsu­mata, Numappara) qui permet de mesu­rer les contraintes tangen tiel/es nécessai­res pour provoquer le glissement d'une section déterminée du masque sur son support; contrôle de densité par les rayons 'Y (Revin, Dorlay); résistance à la tension sur les mélanges (Salagou); détermina­tion de l'angle ip par la méthode Brési­lienne (Salagou); résistance à l'action du bati//age (St. Cecile d'Andorge, Montgo­mery).

( *) Ces essais n 'ont guère de correspondance avec les résultats des essais sur les mélanges mis en place.

3 2

VI I - R E MA R KS and P E R FORMANCE EVALUAT ION

Tables 5 and 6 provide notes of interest and in­formation on the behaviour of the linings with time.

In the latter case available information is small, although this could be the most signifi­

cant and interesting data gathered to indicate

trends in new structures.

From an examination of the limited available information concerning 58 projccts, the follow­

ing may be noted:

Composite structures - e.g. cement concrete and bituminous mix - caused some dangerous accidents (1 ), probably owing to the great diffe­rence in deformability of the two types of ma­terials. In our opinion, this type of structure is tu be formally advised against.

Fundamental conditions for a satisfactory fac­

ing life are a correct composition of mix, both

from the viewpoint of aggregate grading and in respect of bitumen and filler content, and good

construction, especially regarding compaction methods and temperatl,Lfes.

Langenprozelten revetment has been notified as

a single example where the spreading was carri­ed out with longitudinal movement of the fi­

nishing machine rather than in the direction of maximum slope, which system is more aP.pro­

priate to canais and to river or sea banks. This

latter method favours the use of one layer "watertight bituminous concrete ".

An impervious double layer, when ail seepages

through joints are not carefully avoided, can

give rise tu blistering.

The seal coat is very useful ; however, its mix

must be well proportioned in the ratio of bin­der to minerai if cracks are to be avoided, espe­

cially in facing dry areas.

Reflective paints are liable to peel when the

material used has not a sufficient affinity for

bitumen.

( 1 ) See table 6: EL GHRIB (n. 4), BOU HANIFIA (n. 8), K RUTH WILDENSTEIN (n. 62).

Vil - NOTES et I N D I CATI O NS de COMPORT E M E NT

Les Tableaux 5 et 6 sont faits pour donner une meilleure conn{Jissance du travail, et des infor­mations sur le comportement du masque avec le temps.

Sur ce point, les informations disponibles sont limitées, alors que ces indications pourraient constituer le travail le plus significatif et le plus intéressant pour indiquer /'évolution des nou­vel/es structures.

Par /'examen des renseignements limités dispo­nibles que nous avons reçus concernant 58 bar­rages, on peut noter ce qui suit:

Les structures composites - béton de cimen t et béton bitumineux - ont donné lieu à des facheux incidents (1 ). probablement eu égard à la grande différence de déformabilité des deux types de matériaux. A notre avis, ce type de structure devrait être formellement déconseillé.

L es conditions fondamentales pour une vie sa­tisfaisante d'un masque son t une composition correcte du béton bitumineux tant du point de vue de la granulométrie des agrégats que pour la qualité du bitume et le contenu en fi/Ier et au surplus un bon mode de construction, notam­ment concernant les méthodes de compactage et les températures.

Un seul exemple a été donné concernant le re­vêtement de Langenprozelten où le répandage a été effectué par avancement longitudinal de la machine de finissage plutôt que suivant la direc­tion de pente maximum, système qui est adopté plus proprement pour les canaux et les rives des fleuves et de la mer. Cette dernière méthode fa­cilite /'utilisation de revêtements monocouche étanches.

Un revêtement imperméable en double couche, quand toutes les infiltrations à travers les joints

ne sont pas soigneusement évitées, peut donner lieu à "claquage".

La couche de fermeture est très utile; cepen­dant, elfe doit être bien composée en "liants et additifs minéraux si on veut éviter une. fissura­tion des revêtements notamment au dess11s du niveau normal de la retenue.

L es peintures réfléchissantes sont sujettes à des détériorations quand les matériaux utilisés n 'ont pas une affinité suffisante avec le bitume.

( 1) Voir tableau 6: EL GHRIB (n. 4), BOU HAN/FIA (n. 8), KRUTH WIL DENSTEIN (n. 62).

33

VI I I - CONCLUS I O NS

This review of available informations, and the comparison of diffexent alternatives adopted make possible a first critical investigation of bituminous facing types, characteristics of ma­terials used, design and construction methods and check tests.

Each structure should be designed in a rational way, in accordance with the type of facing se­lected, the characteristics of the materials to be used, and the construction equipment proposed for the facing itself, and must be checked at the design stage, under construction, and finally in operation, by means of purposely defined and suitable tests.

From examination of the information collected, with particular reference to the structures built in the last 15 years, indications may be deduced on present trends in bituminous concrete facing for hydraulic structures.

Two main designs appear to be in use for the facings (cf page 5) :

Type A: "sandwich " type where a drain is built between two watertight bitumi­nous structures. This type is found mainly in Federal German y, J a pan and Spain ( 42 facings belong to this type - page 1 2 ).

Type B : where only one bituminous structu­re, either in two layers or in one only, is laid on the surface of the dam carefully levelled and treated (filters, tackcoat, etc . . . ). lt appears that the tendency is in favour of type B, which is much simpler for con­struction.

lt may be said, in general, that the rapid deve­lopment of construction techniques, by making possible an easier and more rigorous observance of specifications, acts as a stimulus to evolution in project design.

This applies both to plans and cross seetions (slopes, radii of connecting sections, boundary arrangements), and to the fonn of facing sec­tion. As regards face slopes, for instance, the trend iB towards values of around 1: 2 - basically for convenience in construction. Compliance with compaction temperatures, layer thicknes­ses, and evolution in the treatment of joints, also makes it possible, under certain conditions, to apply a bituminous concrete facing in one single watertight upper layer, as it was done in the case of 66 of the projects referred to in the report, whereas ail the others have at least two watertight upper layers with staggered joints.

VI I I - CONCLUSIONS

La revue des informations disponibles et les comparaisons des différentes variantes adoptées permettent un premier jugement des types de masque, des caractéristiques des matériaux uti­lisés, des méthodes de construction et des essais au niveau du projet et en cours de réalisation.

Chaque ouvrage devrait être étudié d'une ma­nière rationnelle conformément au type de mas­que choisi, aux caractéristiques des matériaux à utiliser, au matériel de construction proposé pour le masque même et doit être vérifié au ni­veau du projet au moment de la construction et en exploitation au moyen des essais conve­nables.

L 'examen des informations recueillies, en ce qui concerne particulièremen t les ouvrages réalisés pendant les 15 dernières années, permet d'ob­tenir des indications sur la tendance actuelle dans la technique des masques bitumineux pour ouvrages hydrauliques. Deux types de revêtements paraissent préva­loir (cf page 5):

Type A : Structure sandwich où un drain est compris entre deux revlitements bi­tumineux étanches. Le type est rencontré surtout en Allemagne Fédérale, au Japon et en Espagne.

34

Type 8: Un seul revlitement amont bicou­che ou monocouche, repose sur le parement amont du barrage convenablement préparé (filtre, couche d'accrochage, etc . . . ). La tendance parait favoriser ce type plus facile à construire.

En général, on peut dire que l'évolution rapide des technologies permettant plus facilement le respect rigoureux des prescriptions stimule l'évolution de la conception des ouvrages.

Cela a valeur soit pour le dessin altimétrique et planimétrique (pentes, rayons de courbure des raccordements, aménagements au contour), soit pour la définition de la coupe du revêtement. Pour la pente des parements, par exemple, on s'oriente vers des valeurs de l'ordre de 1 : 2 es­sentiellement en vue d'une exécution plus con­venable. Le respect le plus étroit des tempéra­tures de compactage, de /'épaisseur des couches ainsi que l'évolution du traitement des joints qui a a tteint un niveau technologique assez satisfaisant, permettent en outre de réaliser dans des situations données des revêtements avec une seule couche supérieure d'étanchéité, ce qui a été fait pour 66 ouvrages parmi ceux indiqués alors que les autres ont au moins deux couches supérieures d'étanchéité.

The thickness of the single layer, and conse­quently the maximum size of the aggregate, is limited by the power of the compaction equip­ment, whose further development would signify a big step forward.

As regards the definition of mixes, the present trend is to obtain given characteristics through the optimizing of the composition, where each component plays its own part, and not by relying mainly on the bitumen mix proportion laid down by specifications.

As regards the laboratory tests on mixes, some interesting attempts have lately been made to break away from the Marshall test, originally designed for road conglomerates, and rely on other more appropriate types of test, such as the triaxial and direct-shear tests.

As regards on-site facing tests, the vacuum per­meability test has become commonly accepted, since it is particularly suitable for very dense layers, such as watertight hydraulic conglome­rates, quickly and easily laid . Another test worth mentioning is the "sliding test", for checking shear stability on the contact plane between the facing and the eubgrade.

lt is essential to collect further information on the behaviour. of individual structures to ascer­tain whether design forecasts have actually been realised. Indeed, il is necessary to improve

knowledge of the behaviour of these water­proofing works, so as to detennine better the performance required of them, and relate it to design criteria having the most general validity.

L 'épaisseur d'une seule couche et par consé­quent la taille max des agrégats sont influencées par la puissance des moyens de compactage, dont une évolution ultérieure permettrait un progrès considérable.

Pour la définition des mélanges on a aujourd'hui

tendance à obtenir des caractéristiques don­nées par une composition optimale, où chaque composant joue son rôle, et ne comptant pas principalement sur le dosage de bitume fixé par les spécifications pour obtenir l'étanchéité.

Pour les essais en laboratoire des mélanges, quelques intéressantes tentatives ont été faites pour se dégager de l'essai Marshall, créé pour les enrobés d'emploi routier, en s'appuyant sur

d'autres types d'essais plus convenables, comme l'essai triaxial et /'esssi de cisaillement direct.

Pour les essais sur revêtement en oeuvre, l'essai de perméabilité sous vide a été accepté, s'adap­tant particulièrement à des couches très fermées comme les couches d'étanchéité, et d'exécution très pratique et rapide. Un autre essai qui méri­te d'IJtre signalé est "l'essai de glissement" pour le contrôle de la stabilité au cisaillement sur le plan de contact entre revlJtement et fondation.

// est de la plus grande importance de recueillir des renseignements sur le comportement des différents ouvrages pour s'assurer si les prévi­sions du projet ont bien été réalisées. En effet, il est nécessaire d'améliorer les connaissances

sur la tenue réelle des masques en vue de mieux déterminer ce qu'on peut leur demander et de permettre de fixer des caractéristiques ayant la validité la plus générale.

3 5

I X - LIST OF H Y D R A U L I C STR UCTU R E S WI T H BITUMI N O US F AC I NGS C LASSI F I E D ACCOR DI NG TO COUNTR lES

I X - LISTE D E S O U V R AG ES HYDRAU L I QUES AVEC REVETEME NTS BITUMI N E U X , C LASSE S PAR PAYS

Country

Pays

Aige ria

Australia

Au stria

Belgium

Czechoslovakia

Denmark

Ecuador

Eire

Ethiopia

N .

N.

Name

Nom

4 EL GHRIB

8 BOU HANIFIA

1 4 OUED SARNO

19 JRIL EMDA

1 70 MACKENZIE

171 SCOTTS PEAK

36 ROSSWIESE

38 SC HWARZACH

59 HIEFLAU

61 DIESSBACH

90 HASELSTEIN

98 INNERFRAGANT

1 1 1 RIFA

1 1 2 FELDSEE

127 WURTEN

151 LATSCHAU

155 HOCHWU RTEN

156 G ROSS

1.64 GALGEN BICHL

165 GOSS

168 OSCHENIK

105 COO Lower downstream

106 COO Lower upstream

1 10 COO U pper

1 1 7 R Y DE ROME

78 MORAVKA

76 HAVNARDAL

1 34 POZA HONDA

152 TURLOUGH HILL

1 15 LEGADADI

36

Type

Type

Dam

Reservoir

Dam

Reservoir

Dam

Reservoir

Dam

Reservoir

Dam

Reservoir

Dam

Year of completion

Année achèvement

1 936

1 938

1 952

1954

1 958

1 958

1963

1 964

1967

1 968

1969

1970

1971

1973

1 974

1 974

1 975

1 975

1976

1969

1969

1969

1970

1 966

1965

1971

1973

1970

Country N. Name Type Year of completion

Pays N. Nom Type Année achèvement

France 62 KRUTH - WILDENSTEIN Dam 1 964

82 St. CECILE D'ANDORGE 1 967

83 TRAPAN 1967

101 SALAGOU 1 969

103 ALESANI 1 969

109 PLAN D'AREM 1 969

1 1 3 CARBONNE 1970

1 35 DORLAY 1 972

1 39 V ALLON DOL Reservoir 1 972

1 40 V ALLON DOL Dam 1972

147 REVIN Reservoir 1 973

German y, Democratic Republic 66 SILVERGRUN D Dam 1 964

79 OHRA 1 966

1 25 SCHOMBACH 1971

German y ,Federal Republic 2 AMECKE 1 934

3 THÜLSFELDER 1934 - 1 967

10 SCHEVELIN GER 1 940

1 1 DREILAGERBACH 1 950

15 GENKEL 1952

1 7 REISAC H - RABENLEITE Reservoir 1953

18 PERLEN BACH Dam 1954

21 HENNE 1955

22 RIVE RIS 1 955

26 WAHN BACK 1 956

33 GEESTHACHT Reservoir 1 957

47 LEITZACH 1 960

48 MARIENT AL 1 961

63 KESSENHAMM 1 964

64 STEIN BACH 1 964

67 BIGGE 1 964

7 1 ERZHAUSEN Reservoir 1 964

72 GLEMS 1 964

74 ULM BACH Dam 1965

77 EGGBERG Reservoir 1965

81 INNERSTE Dam 1 966

84 RON KHAUSEN 1 967

86 N AGOLD 1 967

9 1 RONKHAUSEN Reservoir 1 967

107 GRANE Dam 1 969

1 1 8 NID DA 1970

37

Country N. Name Type Year of completion

Pays N. Nom Type Année achèvement

Germany Federal Republic 1 26 OBERNAU Dam 1 971

1 46 BOST AL 1973

150 WALDECK Reservoir 1973

157 WEHRA Dam 1 974

158 WEILERBAD 1 974

159 HORN BERG Reservoir 1 974

LANGENPROZELTEN

161 Lower Reservoir 1 974

162 Upper Reservoir 1 974

163 Retention Reservoir 1 974

166 KRONENBURG Dam 1 975

Great Britain 30 SHOTTON Reservoir 1 956

52 LEAM INGTON 1961

114 DU NGONNELL Dam 1 970

128 RIVER TOWY Reservoir 1 971

Italy 20 MARIA AL LAGO Dam 1955

37 CAMPO FRANCO Reservoir 1958

43 VALDURNA 1959

44 TAL VERA 1 959

5 1 VILLANUOVA 1 96 1

5 3 R I O C ARLINO 1 962

54 BRINDISI 1 962

65 ZOCCOLO Dam 1964

92 LIGONCHIO Reservoir 1 967

1 16 PONTE L ISCIO NE Dam 1 970

121 OGLIASTRO Reservoir 1970

148 SELLERO 1 973

Japan 88 SHIROYAMA Dam 1 967

89 MAGOSAWA 1 967

97 OTSUMATA 1 968

122 KONOYAMA 1971

123 NlNOKURA 1971

1 29 H IGASH IFUJI Reservoir 1971

142 TATARAGl Dam 1 973

1 43 M IY AMA 1973

149 NUMAPPARA Reservoir 1 973

1 69 FUTABA Dam 1977

Kenya 85 K lNDARUMA 1 967

38

Country N . Name Type Year of completion

Pays N. Nom Type Année achèvement

Luxembourg 55 V IANDEN I Reservoir 1 962

58 VAINDEN II 1 963

Malaysia 108 PED!J Dam 1969

Norway 50 F0RSV ATN 1 961

57 V EN EMO 1 963

70 JU LSKARET 1964

Po land 7 TU RAWA 1 937

Portugal 6 MA GOS 1937

Rumania 136 V ALEA DE PEST! 1 972

Spain 94 V ILLARINO 1 968

95 ALMENDRA C i l 1 968

96 ALMENDRA CII I 1968

102 MANZAN ARES EL REAL 1 969

104 SANTILL AN A II 1969

1 1 9 A BON O 1 970

124 CERV ATOS 1971

1 37 GUAJARAZ 1972

1 72 V ALMAYOR

173 EL S I BERIO

174 NEGRA TIN

1 75 CATAVERAL

1 76 ESTANDA

177 CAN SAMADA

178 EL LIMONERO

179 EL SALT AD ERO Reservoir

180 MONTANA DE TACO

181 MONTANA CORDA

182 MONTANA MOLINA

South Africa 49 HARDAP Dam 1961

Switzerland 9 RODI FIE.SSO Reservoir 1939

23 SAHLIBODEN 1 955

24 PIANO D l P ECCIA 1955

25 WANNA 1 956

28 CROIX Dam 1 956

29 SAFIEN Reservoir 1956

31 FIONNA y· ( FMM) 1 956

34 EGGEN 1 957

39

Country N. Name Type Y ear of completion

Pays N. Nom Type Année achèvement

Switzerland 35 FIONNAY (GD ) Dam 1 957

39 P ALLAZUIT Reservoir 1 958

40 MOTEC 1 958

41 MATTSAND 1 958

45 VISSOIE 1 959

56 TIERFEHD 1 962

68 FRIED 1 964

69 ZERMEIGGERN 1 964

73 LINTHAL 196·1

75 VAL D'AMBRA Dam 1 965

1 44 LES ESSERTS Reservoir l 97:l

1 45 CHATELARD (ES A ) 1 973

1 54 GODE Y Dam 1 974

1 67 CHATELARD (CF F ) Reservoir 1 976

USSR 46 SIBERIE 1 959

1 00 KANAKOV 1 968

1 20 LOUKOML 1 970

1 30 RE FTINSK 1 97 1

1 3 1 SREDNE -OURALSK 1 97 1

1 32 IRIKLA 1 97 1

1 33 K A RMANOVSK 1 971

153 BALAKOV I 1 97 :�

1 60 BAL AKOV II 1 974

USA 1 S AWTELLE Dam 1 929

5 IRON MOU NTAIN 1 937

1 2 BALDWIN HILLS 1 95 1

1 3 BONNY Reservoir 1 95 1

1 6 GLEN ANNE Dam 1 95 3

2 7 LOWER STONE C ANYON 1 956

32 MONTGOMERY 1 957

60 TAUM SAUK Reservoir 1 963

80 UPPER BLU E RIVER Dam 1 966

87 HOMESTAKE 1 967

93 GLEN ELDER 1 968

99 SENECA Reservoir 1 968

1 38 L AU REL CREEK 1 97 2

1 4 1 LlJDINGTON 1 972

Yugoslavia 42 R ADOINA Dam 1 959

40

X - ABBR E V I ATIONS - L E G E N DE DES ABR E V I ATIONS

General - Général D Re S) B)

Dam - Barrage Reservoir - Réservoir Slope - Pente Bottom - Fond

Table 1 ( Dam features) - Table 1 (Caractéristiques du barrage) E R

B BC BD BE BHM BM BMx C - B cc es ES M ND Pen B Pen B E Pen C B PCC RPCC RT SB se ST

EarthfiU - Terre ou alluvions Rockfill - Enrochements

( R evetment structure) - (Structure du masque) Hitumen - Bitume Binder course - Couche. de liaison Bituminous drainage layer - Couche bitumineuse de drainage Bitumen emulsion - Emulsion de bitume Bituminous hot mix - Enrobés bitumineux chauds Bituminous mix - Enrobés bitumineux Bituminous mastic - Mastic bitumineux Cut-back bitumen - Bitume fluidifié Cernent concrete - Béton de ciment Cernent stabilization - Stabilisation au ciment Blinding with coated chippings (einstreu) - Couche de régularisation en enrobés Macadam - Macadam Non bituminous drainage layer - Couche de drainage non bitumineuse Penetration with bitumen - Pénétration avec bitume Penetration with bitumen emulsion - Pénétration avec émulsion de bitume Penetration with eut-back bitumen - Pénétration avec eut-back Porous cernent concrete - Béton de ciment poreux Reinforced porous cernent concrete - Béton armé de ciment poreux Reflective treatment - Traitement anti-solaire Sand bitumen - Sable bitume Bituminous seal coat - Couche de fermeture en bitume Surface treatment - Traitement de surface

Table 2 (Characteristics of Mater ia ls ) - Table 2 (Caractéristiques des Matériaux) AF AS c CrB CrG Cr LS CrS os G GS HL LS NS RS

Natural rock asphaltic filler - Fi/Ier de roche asphaltique naturelle Asbestos fibre - Fibre d'amiante Cernent - Ciment Crushed basait - Basalte concassé Crushed grave! - Gravier concassé Crushed limestone - Calcaire concassé Crushed sand - Sable (je concassag_e Dune sand - Sable de dune Grave! - Gravier Grave! sand - Sable graveleux Hydrated lime - Chaux hydraulique Limestone - Calcaire Natural sand - Sable naturel River sand - Sable de rivière

4 1

(B ituminous drainage o/binder course layer) - (Couche de drainage bitumi­neuse /couche de liaison)

BC BD M PenB

Binder course - Couche de liaison

Bituminous drainage layer - Couche en enrobés de drainage

Macadam - Macadam

Penetration with bitumen - Pénétration avec bitume

Table 3 (B ituminous seal coat ) - Table 3 (Couche de fermeture) BB BE c

CrS LS SS

Blown bitumen - Bitume soufflé

Bitumen emulsion - Emulsion de bitume

Cernent - Ciment

Crushed sand - Sable concassé

Limestone - Calcaire

Sea sand -Sable de mer

Table 4 (Construction methods) - Table 4 (Méthodes de construction) BE Bitumen emulsion - Emulsion de bitume

1 R lnfrared rays - Rayons infrarouges

SR Static roller - Rou leau ordinaire

VP Vibrating plate - Plaque vibrante

VR Vibrating roller - Rou leau vibrant

VT Vibrating tender- Tender vibrant

1 ) Cutting - Coppage

2) Spreading - Répandage

3) Preheating - Chau ffage préalable

4) Normal compaction · Compactage normal

5) Re-heating and re-compaction (hand operated vibrators) - Réchau ffage et recom·

pac tage (vibrateurs à main)

(Test methods) - (Méthodes de Contrôle) AD AT CnC CnDM CnMA CMT Creep Flex Flow FT G BC HT 1 - C Marsh Perm Perm/FI ex STS TC Triax uc

UMA VIM VT WA WT

Adhesion test - Essai d'adhéi;ivité

Ageing test - Essai de vieillissement

Compaction checking - Contrôle de compactage

Compacted mix density - Densité du mélange compacté

Compacted mix analysis - Analyse du mélange compacté

Component material test - Essai du ma tériau composan t

Creep-test . Essai au fluage

Flexibility - Flexibilité

Slope stability -Stabilité sur la pente

Freeze -thaw durability - Résistance au gel et dégel

Grading bitumen content - Teneur en bitume

Hydrophilic test - Essai tension superficielle

Immersion compression test - Essai d'immersion-compression (essai Duriez)

Marshall test - Essai Marshall

Permeability - Perméabilité

Permeability/Flexibility - Perméabilité/Flexibilité

Sliding test of structure - Essai au glissement de la structure

Temperatures checking - Contrôle des températures

Triaxial test - Essai triax ial

Unconfined compression test . Essai de compression simple

Uncompacted mix analysis - Analyse du mélange chaud pas encore compacté

Voids in compacted mix - Vides dans le mélange compacté Vacuum test - Essai de perméabilité au vide

Wave action - Ac tion du ba tillage

Workability test - Essai de maniabilité

42

N" NAME

tl'

1 SAWTELLE

21 AMECKE

3 THULSFELDER

4 EL GHAIB

5 IAON MOUNT AIN

6 MAGOS

7 TURAWA

8 BOU HANIFIA

9 RDDI FIESSO

10 SCHEVELINGER

11 DAE I LAGERBACH

12[ BALDWIN HILLS

1 13� BONNY 1 ' 141 OUED SARNO

15 GENKEL

16 GLEN ANNE

XI - TABLES 1 to 6 - TAB LEAU X 1 à 6 TABU: 1 Tableau /

COU NT A Y

Pa�s

0 19291 USA

l 0 1934 1 Germany F A

0 1934 1' Germany F A.;

1967

( apatll•

1 ,3

1,0

1 1936 j Algena 280

0 1937 : USA 0.1 '

0 1937 : Portugal

0 1937 ! Poland 107

D 1938 Al11er1a 73

I Re 1939 Sw1uerland 0,09

! D 1 1940 Germany F A 0,3

1 D 1950 Germany F .A 4,3

ID 1951 USA " ' R e 1951 USA 210

0 1952 Algeria 70

0 19521 Germany F A 1

1

9.75

0,6

1 E 1

DAM FEATURES

Caractrnst1quedu barrage

1 2

1 2 1 2

12

435 72 1 0, 7

12

27 1 2.5 1

13 1 3 1

Surface

d"

2,5 :

al 3.4 b) 3,9

3,9

13

43,1

8,5

300 55 1 0,8 23

946

427

330

6,5 1 1 ,5 7,5

15 1 1 ,75 3,5

1 2,5

83 1 2

12

28 1 2

43 1 ' .25

0,6

43

10,5

1 1

E , 122 30 1 4 18,1

Reser

Tackcoat

stab1lizat

REVETMENT STRUCTURE (cm thtckness)

Bindmy levelling

Secondary

D BC Oramage Layer

Binder i:;�::Vus Seal coati protection

D BC Surjm' '------'-'rn_'_'"'-' _d"_m_"c_'"-

' ('-''P_"_"'_"'_'"_'_mc_J _

regii/a

ST

CB

C B

ST

39

es

Pen BE

1 3 5

a) Stones grou ted w1th BMx b) Pen 8 Macadam 3 1ayers

1 1 ' 1 Repa1r b) area

PCC 8

ND ' 20

ND

10

12

3 !ayer1 • lot 30

Coucfœ

menlpn f�ture

protec/1un

S8 7.5 SC

2x2,5 SC

BE

2'6 APCC 10

S8 1 5 S C

SC

12 RPCC

SC

SC

SC

5 10

RT

SC ! D 19531 USA

17 REISACH RABENLEITHE I Ae 1953: Germany F .R 1,5 586.7 16 1 2 30 88 SC

18 PERLENBACH

19 IAIL EMOA

20 MARIA AL LAGO

21 HENNE

22 AIVERIS

23I SAHLIBOOEN

241PIANO Dl PECCIA

1 25 WANNA

26 WAHNBACK

0 1954 Ge1many F R

, 0 1954 Algeria 1 DD

1955 ltaly

1955 Ge1many F.R

0 1955 Germany F A

Re 1955 Sw1tierland

Ae 1955 Sw1tzerland

Ae 1956 1 Sw1tzerland ! D 1956 i Germany F

0,8

160

10,2

39

467 18 1 1 ,75 2,6

536 7 1 1 1 ,6 6,5

E 2056

327

18

58

45

1 2 1 7.7

1 2,071

29

1 2 ! 12

0,06 E 1 137 1 2,5 0,9

0.12

0,3

43.2

E 1033

E 172 1

1 1 1 1 ,5 9,9

14 12 19,5

48 1 1 ,6 25

PCC 5

h3,5

24,5

2,5 2 1ayers 101 6 SC

PCC 12 2di RPCC 8· 1 2

PCC 12

10 ES

1 SI ND 15 IPoo BI 1 Bl l 20

1 1

2x5 •• RPCC 1 2

3x3 BMx 2x0,5

2x4 se

"'

SC

SC

SC

27 LOWER STONE CANYON 0 1956 Usa 1,2

E 1 55 1 2 40,9 7,5

29 SAFIEN

30 SHOTTON

31 FIONNAY (FMM)

32 MONTGOMERY

33 GEESTHACHT

0 1956 Swttzer\and

Re 1956 Sw11lerland

0.09 E i 920

0,23

15 1 · 1 , 5

12 1 2 19,7 18,8 ND 12 Pen BE 2x3 SC E 11296

: :: : ,

1

:::1::.::.:::::" : :� : 1 1494 ,: 5 : : :7 :: , 8,1 M IS I "'

SA 2,5

SC

D 1 1957 ÜSA 6,3 A 1 3300 34 1 ·u 22 Pen 3 NO 1 3.7 1 0 · 9 • 7 ,5 .. 11. 1957 1 G11many F R 3 E 1

92,6 1 2 layers 3, 26 1 2,5 1 80,0 220,0 SB ':J 1 101 7 cm :

SC

351, FIONNAY (GD}

', Re' li 1957 i Sw1llerland 0

0

.

.

0

3

5

0

E 1

1

5

4

9

8

8

6

10 1 2,0 :1 5.7 5,0 N

N

D

D

1

1

5

0

Pen BE ! �"4 ! SC 1 1, 0 1957 1 Sw1tmland 3 1 1 · 1,5 1,9 ' 2\4

LJ_6_._ l •_D_ss_w_IE_SE ___ _L_"_' L1_95_8j_ l •_"_"'_" _ __j__o_.2-"-_E_jj_1_19_6 _c_2_2 _,_1_1_.75_,_ i'_1s_.5__j__1 ._s ,__ _ __j_ __ ,__ __ _,___ _ _il_,__J_I 2x4.<:.i se

34 EGGEN

• proteçt1ve re�etment revt'/rrmm/ Jt' p!ote11w11

43

•• sand b1tumen tayer 'owhr1 Je ;ah/t' h1111111�

N" NAME

37 CAMPO FRANCO

38 1SCHWARZACH

39 PALLAZUIT

40 1 MOTEC

4 1 !MATISAND " I RAOOINA

43 VALOURNA

44 TALVERA

45 VlSSOIE

46 SIBERIE

47 LEITZACH

48 MARIENTAL

49 HAROAP

50 F I RSVATN

51 VILLANUOVA

52 lEAMINGTON

53 RIO CA RU NO

S4 B R INDISI

55 VIANDEN 1

56 TIERFEHO

57 VENEMO

58 ! VIANOEN I l

59 H I EF LAU

60 TAUM-SAUK

61 O I ESSBACH

62 KRUTH-WILDENSTEIN

63 1 KESSENHAMM

64 STEINBACH

65 \ZOCCOLO

66 SILVERGRUNO

67 BIGGE

68 F R I E O

6 9 ZERMEIGGERN

70 JULSKARET

71 ERZHAUSEN

7 2 GLEMS

73 LINTHAL

COUNTRY

I Re l 1 958 ! 1 taly 1 '

'IR • 1 1 958 1 A"'""

, Re j 195B ! Sw1tzerland l'R• j 1958 1 Sw'1ml•cd , Re ! 1958 ! S11.1Uerland

1 0 1 1959 i Yugoslav1a ,Re l 1959 1 1taly

IR• 1 959 1 1 taly

1 Re 1959 '1 Sw1tmland

I Re 1959 1 URSS

St orage Capac1ty 1o�m'

(iipa< 1t1·

DAM F EAT URES

Crest m a.s i "" "" He1ght Slope

A1Nel

Reser

Bottom Revet

0,76 i E 1 1 6 1 1 0 1 2 I' 3 0

1 , 5

0,10

0,15

0,21

1,6

0,04

0. 12

E 1 740

E 1329

34

20

1 1 ,75 40

12 8.1

E 1 1562 11 : 1 1 ,8 12 , 1 l 14

E 1232 ! 9,5

815 i 42

12

1 0 74 1 1

E 1202,6 6,5 i 1 1 .75

E 1221,8o i 5.0 1 1 1 ,75 1

'

10,5

i 6 1

12,0 1

32,0

3 1

0.05 , E 1 1 2 1 1 1 .5 B,6

0,25

0,6

14 1 '

6,5 1 1 1 . 75 1

70,0

19601 G"mocy F R 1

10 1 1961 1 G"m•cy F R 250

' E 1 1 1 39

1

32 ' 1 1 7 40 0 1. 1961 South Afnca 1 0 1961 No�•v

l '· 1 1961' 1uly

! Re i 1961 Great Br 1tam

1Re ' 1962 l!aly

) ,, 1962 1 '""

252

850

0,1 12 E

' 0,08 1 E 1 1853

0.15 1 E

32 1 1 ,7 40

1 1 .7 0,3

1 2

!1 3

9 1 1 2 1 0 1 0

6 , 5 1 2.5 170 120

19 1 1 .75 75 147

Tackcoat

stab1li1at

S l 5 Bl ES

M 10

.Pen B

I Re 1962 Luxembourg

Re 1 962 [ Sw1tzerland 3,1 ! 1

0.21 1 E j 813 1 2 1 1 , 6 3 1 5 ! Pen BE

, D i 1963 1 Norway

1 1 963 1 Luxembourg 1

' ., 706 : 51 1 1 1 ,7 1 2

1963 , Austr1a 1

1963 1 USA 1 0 , 19641 Austria

'

3,9

1,65 161

5.3 i R 485 1

4,B A

1 4 1 8

1 2 548,5 0 1

19641 France 0 1964 1 G"m•cy F R 0,3 1 309,5

1 O

O 1 1

19

9

64

64 ,1 G1t,

•l'y

many F R ! R 1 468.5

33.5 ! E : 1 144,5

, D j 1954 , Germany O.R 0,19

! R 310.5

E 1742

'11 O 1 1964 1 G"m•cv F R li 162

Re : 1964, Sw111er\and 0,06

: R• 1 1964 '! Sw'1ml•cd 1 0, 10 1 E 1 739

460.5

19 1 1 ,75 96

12 1 1 ,75 1 40

33 1 1 1 , 3

1 37 1 1 .7

1 38 ! 1 1 ,5 1 1 3

1 B 1 2 3,8

42 1 1 1 .75 j 1 6

66,5 1 2 41

12 1 1 .7

5 5 � 1 1 .7 5 i 4 6

12 1 1 1 ,75 1 9,0

14 : 1 2.5 17 ,5

1 1 .7 1 , 1 1

/ 0 ', 1964 1 No�•v ! 1 Re l 1964j Germany F R

1 Re1i 1964

1i Germany F R !

1,5 395,10 18 1 2 1 65

756,5 1 2 1 j 1 1 ,751

37 ' 1

Re l 1964 Sw1tze1land

0,81 1 R

0,21 E 677 12 16,8

Pen B

195

142 S ) Pen B

158

Pen BE

Pen BE

Pen BE

Pen BE

105 Pen B

33 1 Pen B

19.3 Pen BE

• protect1ve revetmen1 re11e1ement J;· pro1t"1 //on

•• levelling and drainmglayer 1 01« /ie Jt" regulawm e1 Jram

44

continue TABLE: 1

REV�TMENT STRUCTURE 1cm th1ckne�) - -+- -1 - -- -----Pr1mdry Seal coatJ Drarnage Binôer 1mpef\110la protect1011 Layer cou rse �o�r�e coat

10 Pen B Macadam "

ES 15 1

SB 1,5

ES 10

30-60 60

NO 1 2

N D 1 2 Pen B E

N O 12

PCC l !J

N 0 20

1 ND 20

Sl Pen CB 8 1 4 BI Pen CB 20 ,

I ES J

BC

' Pen BE

1 0 l 5 Pen B or B E Macad.im­I

NO 10 ! 1 Pen B 6

ES 1 0

B) ES

ES 3

ES 5

BC 3 7 !

1 ES 2.5 ,

1 ES 3

Sl 9 ES 3 Bl 3 S) M 8 1 i BI

S) 9 81 3

Il

8 9

10

1 1 1 Pen B

M G

1 0

Sl 6 B l l <;1 M 8 BI -

Pen B E

E S 3

CC 1 5

ES

ES

2'6 2'6

2d

2x4,5 SJ 2x3.':i Bl 2x3 SJ 2x3.5

I B l 2x3

10

'" 3 . 3

,,, hl

3 1ayers tot 1 8

2x3,5

2 1ayers 101 1 0 2 1ayers

tot B

S i i 8 1 6 "' 2d

SC se

se

se 1 RPCC

se se se se

E 100 NO 20

SC

SC

se

se

se

SA 2,5

se

BE BB

SC se

se se se se se

se

RPCC 1 2

S C

se

SC

se

0.5 BMx

SC

SC

se

N" NAME

.if Nom

14 ULMBACH

75 VAL O'AMBRA

76 HAVNARDAL

771

EGGBERG

78 1 MORAVKA

1

T"RA

80 UPPER BLUE R IVER

81 1 INNERSTE

82 �St CECILE O"ANDORGE

s3 1T RAPAN

8411 R Ô N KHAUSEN

85 KINDARUMA

86 NAGOLD

87 HOMESTAKE

88 SHIR OYAMA

89 MAGOSAWA

90 HASELSTEIN

91 R Ô NKHAUSEN

92 LIGONCHIO

93 GLEN ElOER

94 VILLARlNO

95 ALMENORA Cii

96 ALMENORA Clll

91 lorsuMATA

98 1NNERF RAGANT

99 SENECA

100 KANAKOV

101 SALAGOU

102 MANZANARES E l REAL

103 ALESANI

104 SANTILLANA Il

105 1 COD Lo-• dow<Ul<Hm

106 COQ lowtr upstrum

1071

GRANE

108 PEOU

109 PLAN O'AREM

1 1 0] COQ Upp1r

" COUNTRY

0

� q s Pan

t �

D 1965 Germany F . R

D 1965 Sw1tzerland 1 0 1 1965 Doom•<k /

/ Ro 1965 1 Ge1m1ny F R !

D 1966 1 Czechoslovak1aj D 1966 1 Gumooy D R

D 1966 USA

0 1966 Germany F R

D 1967 France

1 : 1967 Fiance

1967 Garmany F.R

0 1967 K1nya

D 1967 Gtrmany F R

1 D 1967 USA

D 1967 Jap1n

D 1967 Jap1n

"' 1967 Austna

"' 1967 G11many F R

R• 1967 lt1ly

D 1968 USA

D 1968 Spam

D 1968 Spam

D 1968 Spam

D 1968 Japan

I R• 1968 Austna

"' 1969 USA

"' 1968 URSS

D 1969 France

D 1 1969 i Sp•m

D 1969 1 '"""

D 1969 Spam

D 1969 1 Belg1um

D 1969 l 8olg'"m

D 1969 Garmany F R j D ' 1969 1 M•l•Y'" i 1 D 1 1969 i '""" Ro t 1969 i 8olo'"m 1

Stora(lll Capac1ty

106m.l

Capatllt'

reservmr /06ml

D.8

0.48

0.25

2.0

1 1.2

19,6

2.6

20

16.7

1.3

1.4

170

5.6

55

4,7

0,96

0.043

1,0

0,165

1480

1400

1.8

0,115

3.3

0,18

125

92

1 1 ,4

91.2

8.5

8.5

45

880

10)

4.0

DAM FEATURES

Cien M" Revel

� El He1ght M" ment

m a s l m Slope Area

JOlml

Caractemuquedu ba"age

CMede Si..rjuCt' !laul Pente � /a,retl.' max ma.t

"" .< Ill QU J

m amont masqut'

" m /Olml

R 19 1 1 .B 1)

1 : ! 605 1 31 1 1 .5 23 1

163 1 1 2 1 1 .7 3.8 1 . 1 703.0 25.5 1 1 ,75 72.3 1 E 1 38 1 · 1,75 25

1 1 59 1 2 22.3

! R 3585 i

22 1 1 .7 6.2

E 264 45 1 . 1 ,75 38,5

R 267 45 1 1 .7 8

E 51 24 1 2,5 J

R 307,5 26 1 1 .8 9

R 185.0 28 1 .7 14,5

R 552.1 30 12 8

R 3131 69 1 1 ,6 52

R 73 1 : 1,5

E 69 15.8 12 8

E 1472 12 1 1 ,75

572.0 18 1 . 1,8 35,0

E 929,5 21 1 2.5

E 35 1 . 2 160

23 1 ,76 8

733 30 1 1}5 19.5

733 29 1 1}5 22.5

R 972 52 1 · u 1 1

E 1203 16 1 1 ,75

22 12 104

12 35

R 145 57 1 1 ,5 1 9

29 , , 1,75 23,1

R 165 65 1 : 1,6 13

896.5 40 1 1}5 40

R 249 30 1 . 2 13

R 249 2 1 1 . 2 1 2

E 313 67 1 1 .75 38,5 1 R 1 60 1 1 .7 16 1 E 1 205 1 14 1 2,5 6

1 1 5 \ 0 [ 21 1 · 2 100

4 5

"''" voir

Boltom Rl'let

Tackce1t ment " Area

stab1hzat 103m1

S1<rfu< 1 "'

Tl!V(/t'

men/ Ta< k.,·var "" ""

fond uab1hsa1 /Olml

Pen Tar

40 Pen B

Pen 8

Pen BE

Pen BE

P1n BE

P1n B

70,0 Pen BE

'5 P1n B

P1n BE

P1n B

1 1 1

M 4,5

1 8

P1n BE

1 1 0

continueTABLE 1 JI.Hie Tableau 1

REVETMENT STRUCTURE (cm th1cknessl ----

Bmdm11-Secondary Pnmary

Sealcoatl levethng

1mperv1ous Oramage Bmdtr 1mp1rv1ous prottct1on

cours.e couru layer COUrta COUJW

COit O.B.C D BC

Structure du masqut' (ep;imeur t'n cm) Cuu<"ht' C<>ucht' Coucht'

Coucht' dt' de lw1son J"e/and1e Couchr J"etanche

el Je ment Dra1m de ml.'ntpr1 ftrrTU!tu.re

regula se<vndalfe iwWJn ma.,,,. ou dt

nsotion O H C O JJ C proUction

ES 1 J "' se

5 "'

1 ES "' se

1 5 S I S

S C 81 6

1 0 2'4

1 5 4 ID "' se 3 1ay1B tot 25

ES 8 s 10 "' SC

ND 1 0 " ' SC-RT

10 M

ES 5 J SC

ES6 4 8 M SC

ES 6 4 J "' SC

35 2 1ayeB tot. 7,5

ES 7 . 5 5 se

5 8 M RT

3 6 SC

10 S • 4 SC

ES 4 6 J SC

4 6 7 MX

4 6 J MX

7 5 8 "' SC

Sl 6 "' 8) 6 J

S) 80 7,5 "' se

ES 1 5 5 SC

ES 10 "' BHM 10

3 5 8 , . , S C

E S 1 0 2•6 SC-RT

3.5 6 9 10 M<

15 6 6 SG-RT

15 6 6 SC-RT

ES 8 2'6 SC

5 7,5 "' SC

12 5•4,5

Sl 8 2.5 6 SC

B) NO 20 4.5 5

• OAM FEATURE.S

1 " Storage � No NAME E COUNTRY C•pac1ty Crest M" Rev•t

• a 10i>ml ! M" ment

! El Height Slo� AfH � m.u.l. m 101m1

Canutentttque du btlrrage

f d Capac1te Côte de Surface

N" Nom ! Pays rn,ervu" la crttt

Haut Pente d" ll � � lO"mJ !: m au-d

m� '"� � m amont

m11$qUe " m /Ol;-nl

1 1 1 RIFA •• 1969 Austria 0.1 E 1001 .. 1 :1 ,7 33

i ï 2 FELDSEE 0 1 1970 Au5tri1 '" E 2216

1 13 1 · u 3

113 CARBONNE 1 0 ' 1970 Fr ante 1 0.5 E 150 16 1:2,5 6

114 DUNGONNELL 0 1910 Grt1t 8ritam 1.1 R 291 17 1 : 1,7 4.2

1l5 LEGAOADl 0 1970 Ethîop1a 39 R lZ 1 : 1 ,5 1 1

116 PONTE USCIONE 0 1970 1t1ly 173 E 13-1 .5 60 "1 43

1 1 1 fl Y O E flOME

1 : 1'970 Btlgium 2.2 27,5 1 : 1,75 7.5

ll8 NIOOA 1970 Gtrmtnyf.R 7 35 i:l,6 18 '

1 19 ABO�O 1

0 1970 Spain 12,5 15 "2,35 13

120 LDUKOML Rt 1970 URSS 0.15 1 2 30

1 2 1 OGLIASTRO Rt 1970 ltaly 4,55 E 140 21 1 :2 81,3

1 1U KONOYAMA D 1971 J1p1n il,578 R 380 33 " 1 ,8 15,4

123 NINOl<URA 0 1911 J1plfl 2,8 e 281 37 1 : 2 7,3

124 CERVATOS

10 1971 S111in 25 30 1 : 2,75 12,5

125 SCH4MBACH i

D 1971 Gttmtny O.R. 14 1:2,5 30

126 OBERNAU 0 1971 Gtrm1ny F R . 15,6 69 1 : 1.95 28

127 WURTEN 0 1971 1 Auttri1 2,7 ! E·R 1699 .. 1: 1,65 13

128 RIVER TOWY Rt 1971 I G•HI S"";n 0,14 131 9 1•2 10,2

t29 HIGASHlfU.H Rt 1971 1'''"" 1.2 E 678 22 1

12,5 60

tJO REFTINSK Ro 1971 URSS 0,05 l:2 15 : 131 SREONE-OURALSK Rt 1911 URSS 0.04 1 · 2 28

132 IRIKlA Rt 1911 URSS 0,22 60

133 KARMAHOYSK •• 1971 URSS 0,16 33

134 POZA HONOA 0 1911 Etul4ot 95 E 114 39.J "2,S 23.5

135 DORLAY a- ] 1912 FtMct 3 R 512,5 .. 1 :1 ,7 16

136 VALEA OE Pf.STI 0 l •972 Rum1nd: s R 55 1: 1.7 15

t3J GUAJARAZ 0 1972 Sp•in 0,25 A 607,6 48 M.75 13,8

1381 LAUREL CREEK l"I'"' USA

139 VALLOJt DOL R1 1972 '""" 3 258 46 "3 1 1 4

140 VALLON DOL D 1 1912 Franct 1 3 R 255 48 1:2 14 1

1 2,5 141 lUOINGTON Rt i \972 USA 102 40 600

1•2 TATARAGI 0 1973 Japan 19,44 R 232,5 64.5 1:1,8 31,1

143 MtYAMA 0 1973 J•pan 25,B R 756,5 75,2 1 :1 ,9 44.7

144 LES ESSERTS Rt 1973- Sw,tarl•nd 0,22 E 1 5 1 1 2 9 1 · 1,15 11,3

145 CHATELARD IESAI [•· 1973 Switztrhw1d 0.09 E 1123 "

146 BOSTAL 1 0 1973 Gttmtny F.R 7.5 402,75 22.51 u 23

147 REVIN I R• 1973 Fr•ntt '" 408,5' 24,5 J 1,3 242

46

R .... VOlf

Bo11om Revet Tackcaat ment Am "

103m1 stabilizat

St.Jfftu:r d'

revtte ment Trukcoal

d" w fond Jtabl/1SG( /01m1

" Pon B

Pen 8

Pen CB

Pen BE

M 8

M 4

14,2

82 Ptli BE

1'1n 8E

66 ... ,

Pin 8

SB 5

Pen BE

M

12,7

Pen BE

continue TABLE 1 swl#' Tablerm I

REVHMENT STRUCTURE km 1h«:kneul

8ind1ng- Secondary Pnmarv Seal coat/ 1mp.tMou1 Oram• 8indar !ffip9Nl0t.1$ htvt!l!fli cou rie laytr courw cou nt p!Otectmn course 0.8.C. O 8.C C011

Structure du masquefepaineur en <m}

Couche Couche Couche Cuudzt dt

de lumo11 d"etan("he Col.lthe d"eta11cht· fermew.rt et de ment Dra ms d< mentpri ou de

reguW Jltt'Oll<Ûlt!e lia1wn moire rua/ion D B C IJ B C

protumm

10 6 "'

8 2'6

12 "'

BC 7,5 12,5 2'5 SC

15 3 M SC

SC 6 6 10 "' se

5 6 8 2>6 SC

ES4 : J,5 2x4,5 se

1 ES·8M 3 6 12 12 SC

ES 1 5 5 5 se

8 6 se

8 5 UJ.1 5 S C

5 10 2<4 SC

8 4 8 M se

6 4 10 ES 2)(4,5 se

8·10 7-11

10 6 6 se

E S > Sl 1 0 5} 4 S } S RT Sl NO Bl 4 Bl 5 RT

ES 15 5 5 se

ES 1 5 s 5 se

ES 15 5 5 se

ES 1 5 5 5 SC

ES 4 5 8 2x5 SC

12 "6 SC

<.5 3 M se

M 3 "6 Mx

10 2•6

10 2'6

N0 45 5 M SC

8 s 8 "6 SC

ES J.5 6 8 2,s SC

M s 7

6 6 se

B J,S• S,5

N" NAME

148 SELLERO

149 NUMAPPARA

150 WALDECK

! 151 1 LATSCHAU

152 ! TURLOUGH H ILL

ISJ 1 BALAKOV 1

1&4[ GOOEY

155 HOCHWURTEN

156 G ROSS

157 WEHRA

158 WEILERBAO

159! HORNBEAG

1601 BALAKOV Il

1 LANGENPROZEL TEN

161 ' Lower Reservoir

162 Upper Reservoir

163 Retent1on Reservo11

164 GALGENBICHL

1651 GOSS

1661 KRONENBURG

1671 CHATELARD (CFF)

168 OSCHENIK

169 FUTABA

170 MACKENZIE

111 scons PEACK

172 VALMAYOR

173 E L SIBEAIO

174 NEG RATIN

175 CATAVEAAL

176 ESTANOA

177

1

CAN SAMADA

178 EL LIMON ERO

179 EL SALTAOERO

180 MONTM.iA DE TACO

181 MONTA�A GOR DA

IB11 MONT MA MOLINA

COUNTRY

! Re 1973 ltaly

1, Re 1973 Japan

i Re i 1973 [ Germany F R I Ae ; 1973 i Aumia ! 1 i

1 ,. 1973 1 ''" ! 1 ' Re 1973

1 URSS 1

1 : : ::p:"'

\li :o

:::: 1' :::::,, F A

1974 Ge1many F R

Re 19741

Germany F A

R• 1974 i URSS

1 I

R• 1974

1

1 Gumooy f R

Re 1 1974 G1rmany F A

1''

11974 Germany F R

0 1975 Austna

D 1975 Austna

0 "1975 Germany F A

Re 1976 Sw1tzerland

0 1976 Aum1a

0 1977 ! Japan

D Austraha

: 1 Austraha

Spam

Spam

Spam

Spam 1

l s'''" Spam

Spam

,, Sp.;un

,, Spam ,, Spam ,, Spam

* over 280m 1.s.I. 3 OBC layer undtr 280 m u.I 2 OBC layer

contrnue TABLE 1 su11e fableau J

DAM FEATURES Raser REVETMENT STRUCTURE (cm thtcknes.s) voir Storage --� ---�-r-�---l eottom �-··--�--�--�-�---�---->

Crest ! El m a s l

Revel ment Are a

lO·'m'

Revet ment Tackcoat Brndmg

levelling course

Secondary 1mperv1ous

D.B C

Dramage Layer

Bmder i::��Yus Seal coati

course course protect10n

D BC

Car11, 1eris11q1 . .e Ju barrage Surfa< • Srruuure Ju masqw: (epam.eur err cm)

Je ---�-�---�-�-�---�--;

11abilnat rel(l•la <e<nnJa1rt'

0.6 E 385.8 1 9.7 1 2 50

4,34

4.4 Il 2.1

2.3

! 1 240.3 38 1 1 2.s 140

992 1 :: 26

1 1 .75 130

I l} ! 110

1 us I 86,6

90 1 Pan BE30l

57 Pen BE

Pen B 10

66,6 Cat1on1c ' emuls1on 1

0,22 12 1 50,0

35 1 1 1.75

1

9.0

1 ES 20 1

0,85 E 1 1401

7,6 E i 2408

4,0 420,5

43 : 1 1,651' 10

34 1 1 ,5 14

40

9.2 E

:

1

1

2408

� ,:: 1 : : : :

5

ll

1

: Il 1 1 ,6 120 67

150

1,82 E 238 30 1 .2

1.5 R 534 20 1 2

0,05

4,8

1.8

E 187

E 1706

E 1707

13

50 1 1 ,6

1 1 .6

105 58

48 79 :::

: 1

10.6

Pen BE

Pen BE

Pen BE

Pen B

Pen BE

2.7 R 492 20 1 1 .75 13 Pen BE

0,21 E 1 1 1 8 28 1 1 ,75 22

25.1 E ! 2378 61 l 1.5 27

10,5 R 1 418.J 1 :: ' 1 1 ,85 18

R .

: R

124 R

4,3 R

546 R

'" 1, 41

834 60 1

277 70

645 75

1 1 .7

1 1 .75 49,5

1 1}5 16,1

1 · 1,6 20,3

170 R 254 65 1 1,7 28

7.0 R 255 42 1 1 .75 9,2

2.75 A 86 49 1 : 1,75 17,5

45 125 101 1 : 1,5 35

0,44 110 21,5 1 1,75 39.8

2,43

2.43

2,52

265 30,5 1 1,75 138

545 28 1 1,75 159

355 29 1 ·2

4 7

149

4,5

P1m BE

Pen BE

Emulsion 1, c"""" Ptn CB

ES 3

BHM 3 -:-]

1

Sl 6 Bl 6

Cou<hl' J'etarrc/U' Orams de menlpn

1 1

6 1

10

Sl 10 ! J.6 Bl ND 20) 3 5

5 1 6

M S

N O 22

10

10

15 12

10

2'4

S) B 8) 6

6 5 5

69

8-12

10

8,5-10.5

Sl 6 Bt 7 S) 5 Bl 7

5

6·9

7,5·10

7 · 6

9·12

2•6

Couche de

fermeture

pro/eclwrr

SC

SC

S) SC

SC

SC

se

SC

SC

SC

se

SC

Mx-RT

SC

TABLE 2

CHARACTERISTlCS OF MATERIALS 81TUMlNOUS DRAINAGE LAYER (8Dl 81NOER COURSE LAYER ŒCJ

BITUMEN NAME

Panetrat Softenmg (0,1 mm) A B (°C)

N°

1 SAWTELLE

2 tAMECKE

3 THULSFHOER

4 El GHRIB

5 IRON MOUNT AIN

6 MAGOS

1 TU RAWA

8 BOU HANIFIA

9 AOOI flESSO

10 SCHEVELINGER

1 1 OREILAGERBACH

12 BALDWIN HILLS

13 BONNY

0 1929

1

Penurat

(0. l mml

SC1

! 0 1934

1 0 1934

1967 65 0 1936 20·30 0 1937 SC 2

D 1937

[ 0 1 1937

D 1938 20·30

Re 1939 120·150

0 1940

i D 1950

0 j 1951 6070

40.50 •• 1 1951

14 OUEO SARNO 0 1

1952 80.100 1 16 GENKEL 1 O 1952

16 GLEN ANNE 1 0 1 1953

1 7 REISACH RABENLEITHE Ro 1 1953

18 PERLENBACH 0 1954

1 9 IRIL EMOA D 1954

5060 1 10·20

20 MARIA AL LAGO o 1955 40.50 . ao.100

21 HENNE

22 RIVERIS

23 SAHUBOOEN

24 PIANO 01 PECC1A li : 1 :::: 1 Re 1955 ' '

R• 1955

25 WANNA R1 1956 80·100

26 WAHNBACK 0 1956

27 LOWER STONE CANYON

28 CROIX

29 SAFIEN

30 SHOTION

J I FIONNAY (FMM)

32 MONTGOMERY

33 GEESTHACHT

J4 EGGEN

35 FIONNAY (GO)

0 1 1956 1 1 1 D 1 1956 .

\ Ri , 1956

Re 1956

•• 1956 0 1957

Re 1957

1 •• 1957 1

60·70

80-100

60.70

120 150

50·60

80.120

120 150 !

Sl

F I L LER (Nature)

fines

(.Vawrl')

CS

LS

LS

LS

LS

LS

LS

! LS

1

1's) Sl1teasbestos l \8) Lmitstone

1 LS ,

1 36 ROSSWIESE

1 0 I "" 1 1 •• 1 1958 7383 1 4449 i LS

AGGREGATE GRAO!NG Passmg ""

MAIN SPECIFICATIONS OR CHECKING

Type (Nature)

Fractions (mm)

� cont (ASTM SI EV El MaK

N° 200 N° 10 N" 4 mm mm

0,074 2,00 4,76

me Dens1ty mm COM (llicmJJ

Cauche de dramo.ge b1tumuuuse ( /J IJ 1 Couche de lla1son IBC)

Agregats uu ' """"'"'

$011

LS

LS

CLS·OS

So1I

CrLS

Categur1es

/mm/

1 l '1 40120·20/10·15/5·

18/12 1215·5/2· I 1 210 1

25/1 2 12/S.S/0 1 1 1

1 1 1 CrLS 8/5 5/J.3/0.1/0

1 1 1 1 1 1 1 1 1 c l 4 S l 14 l 15 3J4) 19

CrLS.OS 25/5 13/5·6/0

Sand

16/8·8/3·3/0

1 25/15·15/5

C'G 8/3 3/0

c

'

"""' "'"·I c,G 1 B/3·3/0

LS 1

CrG i 16/lQ.lQ/6-6/3 1 3/0·1/0

38/1 2 1 2/5·5/0

Il 15/8·8/3.3/o. 0,2/0

CrG ���.1,�� O/S.S/3

CrLS 1 30112·12/8

8/4.4/0

48

1 1 1 1 1 '•0 1 5 1 s ' 1 1 1 i 1 1 ' 1•c l 15 1 1 4 l " l 100 ] 476

1 I 1 ' 1 1 ' 1 . i 1 1 1 1 ·0 1 5 1 1 1

[ .. ,�J i 1 1 ! " I 4S l 14 1535 1 44 56 19

1 1 1 60

1 1 1 1

," 4 i

! 1 7 11

17 16

11.22

Permeab K

(cm/s)

rem/si

NAME

Nom

31 ! CAMPO FRANCO "'I SCHWARZACH

39' PAllAZUll

40 ,MOTEC

4 1 IMATTSANO

42/ RADOINA 1

<J IVALOURNA 1 44 lTALVERA

45 1· VISSOIE

46 SIBÈAIE

47 1 lEITZACH

48 j MAfllENTAL

49 ] HAROAP 1

50 FtRSVATN:

51 VILLANUOVA

52 l-EAMINGTON

5J !R 1 0 CARUN0

54 l 8RiNDISI

55 11' VIANDEN 1

56 TtERFEHO

11l vENEMO ! sa! VIANDEN Il ss l H1€FLAU

60 ,TAUM·SAUK

" I OIESSBACH

62 1 KRUTH·Wil0ENSTE1N

63 1 KESSENHAMM

64 STEINBACH

65 ZOCCOlO

66 Sil VEAGRUNO

1·· 1958

I A• 1958

Ra 1958

I ·· 1958

0 1959

Ra 1959

' ,, 1959

Rt 1959

R1 1959

1. 0 1 1961

0 1 1961 1

0 1961

R1 1961

At 1961

Rt l 1962

Rt 1962

1 Rt HIS2

At 1962

0 1963

Rt 1963

Ra 1963

:l: 0 1 1954

D ! 1964

1 0 1 196< ' 0 l 1964

0 1964

CHARACTERfSTICS OF MATER!AlS

BITUMEN -----�---<

f>a:n-1tr1t. Softanlng lO,l mm) R B l"Cl

Bitumt

FILLER (Nitlurel

AGGREGATE

Type: iNa1ure)

fraction1 {mmi

Agrip!$

' ?: Bit � cont.

� fln.t$ r--·-�----�- �

Pt11ttrat

/ù, J mm!

ao.100

80-100

50·11

80·100

90.100

B0-100

SlHO

80.100

80.100

80. 100

80·100

80-100

8!;100

Ramo//J· (Nature)

�tment ('CJ

50

45>50

44-52

i LS•AS 1

1 " 1 l LS·HL j Naturai rockasphl

-··

Natutal rock ar.pj l1muton1 asbntl

1 " LS

lS·HL

LS

lS·AS

LS

LS

LS·AS

LS

Tyf" fNatuu/

LS

CrlS

CrlS

GS

LS

C<S-GS

25/40·1015

18112· 1218·814 1 4,5 1 410-0/1 ,.c 5.0

16/10-10/S.6/3· . 3/1).1/() If [

813-310

20/15-15/H/3· 1 1 3/0

1s1s-s1s.s12.210 l'e 5

1515.5/5.112-210 •ci 5

16/16-10/S.6./3· M

1 3/01/0

1

1 < ••

1 I M I Hoim'

lac ! 10/8-613-310-1/0 r 4.0

< 19

1 LS crulhflt J fraction1 > 2 la:or 3 0 1 2 fractioM < 2 · 1 '

Gunitt

micllthist

l 30/15,f5n3/0 B01

15/S.1210.3/0

1 1

20/ll-1216-15/� 80 6/1-610.211>1/0

49

4,5

8.3

2.B 3.5

continua: TABlf 2 U11/1· Tabfeau :?

8!TUMINOUS ORAIN.AGE LAYER îBO) 8!NDER COURSE LAYER !BCi

GRAOING MAIN SPECIFICATIONS r---p;;;;�g:;:----r- OR CHECKING

!ASTM SIEVE) Malil

C<Jud1e de dtli1rw:g1: b1tummeuse f BD)

Cou(ht: dt liaison (BC)

Voidt Penm:ab VIM K (.._,) km/1)

Granulomelr1e

frHS4nftn �

Sf}('nfk11flllm pnnnpaln ou .-ontrôltts

/1am1f ASTMJ frarflt

N" 200 ,.,, 10 N" 4 mm mm mm

0,(}74 :::,oo 4.7()

30

60

17l4X Dt11s1tt

mm CDM

1 5 1 15 1 60

30

fg/cmJ}

2,28

23 31 30

2 21 •o ts,1 2.1

5.4

1_s.19 I

Pnmtob '

{<mfs}

10"

con1mu1 TABLE 2 suuc Tableau 2

CHARACTERISTICS OF MATERIALS BITUMINOUS DRAINAGE LAYER (BO) BINOER COURSE LAYER (BC)

NAME BITUMEN

P1n1tral Sohenmg (0.1 mm) R.B. {°C)

F ILLE R (Nature)

AGGREGATE 1--������---< �

Type (Nature)

Fractions (mm)

?: S.t ,.

GRAOING Passmg %

(ASTM S!EVE) Mu N° 200 N° 1 0 N ° 4

mm mm mm 0,074 2,00 4.76

MAIN SPECIFICATIONS OR CHECKING

Dens1ty Vo1ds Permeab CDM VlM K

(Q/'cm1) (%) (cm/s)

Cara1 temflqud dt's Maur1aw: CoUi·he de drainage buummtuse {BD)

Couchedt' lumon (BC)

74 ULMBACH

75 VAL O'AMBRA

76 HAVNAROAL

77 EGGBERG

78 MORAVKA

79 OHRA

80 UPPER BLUE RIVER

81 INNERSTE

0 1965

0 1965

0 1965

Re 1965

0 1966

0 1966

0 1966

0 1966

Pi'netra/ (O. l mmj

60·80

50·60

49.55 117-183

82 St. CECILE O'ANOORGE 0 1967 60-70

83 TRAPAN

84 RÔNKHAUSEN

85 KINOARUMA

86 NAGOLO

87 HOMESTAKE

88 SHI ROYAMA

89 MAGOSAWA

90 HASELSTEIN

91 RÔNKHAUSEN

92 LIGONCHIO

93 GLEN ELOER

94 VlllARINO

95 ALMENORA Cii

96 ALMENORA Clll

97 OTSUMATA

98 INNERFRAGANT

99 SENECA

100 KANAKOV

101 SALAGOU

D 1967 60·70

0 1967

0 1967

0 1967

0 1967

0 1967

0 1967 60-70

Re 1967

R1 1967 65

R1 1967 80·100

0 1968 50·60

0 1968

0 1968

0 1968

0 1968 60-70

R1 1968

R1 1968 60-70

R1 1968

0 1969 S0.70

102 MANZANARES El REAL 0 1969

103 ALESANI 0 1969

HM SANTILLANA Il D 1969

105 COD Lowtr downstrum 0 1969

1(16 COD loMr upstmm 0 1969

107 GRANE 0 1969

60·70 40.50

80

80

108 PEOU O 1969 40-SO

109 PLAN O'AREM

110 COD UPC*

0 1969 60-70

R• 1969 80

Ramolu

130-150

47-49 37 55

47-56

50-56

68 ..

52-60

43.55

Fines (N<J.ture)

LS

CrLS

LS

LS

LS

LS

LS

Hl

LS-AS

LS

LS

LS

LS

LS

C AS

LS

LS

Agregats � 1--������--< 1 '

J, Type

{Nature)

LS

Na1ur1l rock

Cauiories

(mm)

� � buumt

i:

16/10-10/6 6/3 3/0- 1/0

15/1 0-0,2/0.02

,,. 1 4

BC , 5-6

1 1 2/8·8/J.5/0 3/0 ' 1

Passanli'n % (tamis ASTMJ

N" :!OO N" 4

U,074 :!,OO 4,76

35 20

13

Spenf1r:at1ons pnnnpaln ou r:onlrôli'i'S

Di'm11e Pumeab CDM VIM

(g/cm1) (%} (cm/si

10

�%lO·l2/B-S/l BC 7,8 10· 18 38-46 50-58 20 2,4 4x 10-�

CrG·CrS

15/10·10/5·512,5 "'"'

BO 4,5

Gr111 Wackl 1 118·8/5·5/2-2/0 BC

BO 3-4

CrG·CrS ��5��2�:· l S/tO BO 3,5

CrLS

CrS 25/0

BO 2-5

5.fi

1515-4/0·0,3/0 SC 5.9

CrLS..DS·CrS ���l5·l5/B-8/0· BC 4,2

CrlS

CrLS

121a.an.210 ac 5,2

12/8-8/2-2/0 BC 5,2

12 25

2,6 1 1 ,8 19,1 30 2,2

35 47 12

2,4 21,4 19

2,8

10

17,7 30 2,1

5.13 15·25 25

60

10-1

7,6 1,2x10-1

8,4 0,5x101

>20 > l x l0-1

4D SO 25 2.21-2,25 8,5-10,3 5 .. 10-s

13 20 22 2,040

32 47 18 2,27

32 47 18 2,27

10-l

5,2 1,5x10-l

5,2 1,5)(10-3

BC 5·5,5 0,5 21 38 75

CrLS

50

BD 3,25

12/8·8/i.2/0 ac 5.2

7,5 12 20 1,95

32 47 18 2,27

30

5.2 1,51110-1

N" NAME

1 1 1 RIFA

1 12 FELOSEE

113 CARBONNE

1 14 OUNGONNELL

115 LEGAOAOI

1 16 PONTE LISCIONE

1 1 7 RY OE ROME

1 18 NIOOA

1 19 ABOl'llO

120 LOUKOML

121 OGLIASTRO

122 KONOYAMA

123 NINOKURA

124 CERVATOS

125 SCHÔMBACH

126 OBERNAU

127 WURTEN

128 RIVER TOWY

129 HlGASHIFUJI

130 REFTINSK

131 SREONE-OURALSK

132 I R IKLA

133 KARMANOVSK

134 POZA HONOA

135 OORLAY

136 VALEA O E PESTI

137 GUAJARAZ

138 LAUREL CREEK

139 VALLON OOL

140 VALLON O O L

141 LUOINGTON

142 TATARAGI

143 MIYAMA

144 LES ESSERTS

145 CHATELARD (ESA)

146 BOSTAL

147 REVIN

CHARACTERISTICS O F MATERIALS

l - BITUMEN

� r-----.---1

>-P1n1trat Softtmng (0,1 mm) R B. (°C)

FtllER (Natllral

AGGAEGATE

Type {Natur1)

Fractions (mm)

::i cont

Caraatnstiquts des Matenawc

Re 1969

0 1970

D 1970

0 1970

0 1970 '

0 1 1970

0 1970

0 1970

0 1970

R1 1970

Prnetrat (0,1 mm)

60-70

80

60·70

60-80

60.70

6G-70

65

Re 1970 50-60

D 1971 60-70

0 1971 1 0 1971

i 0 1971

0 1971

D 1971

Re 1971

Re 1971

Ra 1971

Re 1971

Re 1971

Re 1971

0 1971

60-80

80

60-80

0 1972 60.70

0 1972 53·60

0 1972

Re 1972

R1 1972 60.70

0 1972 6().70

Re 1972

0 1973 60.80

0 1973 6().80

R1 1973 60-70

R1 1973

D 1973 65

R1 1973 60- 70

Rllmo/u 5tmtnl (ol')

50

43-56

3691

52-60

50

50-56

49

50

47·56

5052

51

51

43-53

43-53

fine5 (Naturt')

Agregats � 1-������-"1

Tvpe (.'Varurej

Catégories (mmJ

i bitume

"'

HL RS ���1 0- 1017 7/3 8 0 4

LS

LS

C·LS

LS

LS

L�C

LS

AS

LS

LS

LS

LS

LS

LS

LS

NS-CrS·CrB

3010. 1010 1ao 3,5

38125-25112,5 iao 3,64_3 ��;��6,J-6.3/3, 1

BC 2,0

CrB-NS 20/6-6/0-3/0-0,J/O B D 1 5

CrLS-NS BD 3

Porphyry CrS I 16/8-8/3 Sand ,BD 4,5

1 LS 1 18/8-11/8-8/5.st2 18C 5

5 6

S- CrB· OS-CrS ���o�:;��:B-S

/2 :�

3 4 6 7

CrLS ��.155�1

.���0- l 0/5-BC 7,5

BO 4,5

CrG·CrS 30/25-5/0,074 :� ::� 6

CrLS �;0

5/G,J-Sf2.3/0- BC 4,5

RS-CrS

CrLS

01ont1

CrG·CrS

Gneiss

CrLS-Sand

5 1

4/0.0,6/0,1 25/10-12/8-8/4 4/0.0,6/0, 1

180

0 3,2 � 3 2

1 :

25/5-2012,5. 'fB o 4,0 13/0,6 BC 5,0

25/20-20/10- 0 4,0 :::�:��::��; BC 4.0

3/0-1/0

18/1 1 1 1/B·B/5 5/2 2/0 ac 5

continu1 TABLE 2 suiu Tabl- 2

BITUMINOUS DRAINAGE LAYER (BD) BINOER COURSE LAYER (BC)

GRAOING

Passmg ""

MAIN SPECIFICATIONS OR CHECKING

(ASTM SIEVE) Max

W 200 N° 10 N° 4 mm

0,074 2,00 4,76

s1z1 Oensity mm CDM (g/cml)

Couche dl.' drarnagt b1tum111euJI' (BD) Couche de liauon (BC)

Voids VlM l•I

Ptnn11b.

•

(cm/s)

(;ranulomerne

Pas:;an/en % Spec1ficatw1U pnnc!pllk1

ou contrô/ÜJ

(ram1J ASTM) aille

N" 200 N" 10 N" 4

0,074 2,00 4 , 76

1 0 l 1a 25 2,3

4,5 1 1 13 ,, 1 2,0

" 18 38,1 40

:: 1 :: 1:: 1 I " ! 33 4 1 l is i 1

60

10-15 35 7 1 3 32-47 18

2� l 3o-5o 45-65 15

2,07

1.7

2,28

0-4 5-20 15·35 25 2,04

40 55 25

17 22 18

2,5

G-4 10-30 JO 2,0 2-8 20-35 35-55 20 2,31

10 60

1 0 60

10 60

10 60

Vides Penni4b VIM K (.,.) (cmbJ

1 0

30

22,6 "

29

30

4x10-1

20-25 5-Jx JO-I

20 :t 3 6

11 10-•

2,083 16, 1 1,2.10-J

3,5 15 20 20

3,5 15 20 20

4-0 20-5 35-15 25 8·2 35-20 55-35 25 1 5 10-24 16·36 25 2-8 20-35 33-55 20

6 35

1 5 1

2.66

1�2

1,92

1,9 2,2 2,05 2,3

" 10-1

30 1,5

19

> 10 '

N" NAME

148 SELLERO

149 NUMAPPARA

150 WALDECK

151 LATSCHAU

152 TURLOUGH HILL

153 BALAKOV 1

154 GOOEY

155 HOCHWURTEN

156 GROSS

157 WEHRA

158 WEILERBAO

159 HORNBERG

160 BALAKOV I l

LANGENPROZELTEN

161 Lower Reservoir

162 Upper Rnervo1r

163 R1t1nt1on Reservoir

164 GALGENBICHL

165 GOSS

166 KRONENBURG

Re 1973

Re 1973

Re l 1973

Re 1973

Re 1973

Re 1973

0 i 1974

0 1974

D 1974

0 1974

D i 1974 Re 1974

Re 1974

1

'' ] "" '· 1· 1974 Re 1974

D 1975

0 1975

0 1975

167 CHATELARD (CFF) D 1976

168 OSCHEN1K 0 1976

169 FUTABA 0 1977

170 MACKENZIE

111 scons PEAC K

172 VALMAYOR

173 El SIBERIO

174 NEGRATIN

175 CATAVERAL

176 ESTANOA 0

177 CAN SAMAOA 0

178 EL UMONERO D

179 E L SALTAOERO Re

180 MDNTAf:IA DE TACO Re

181 MONTAf:IA GOROA Re

182 MONTAfilA MOU NA Re

continue TABLE 2 swl<' Tableau ::

CHAAACTERISTICS OF MATERIALS BITUMINOUS DRAINAGE LAYER (BD) BINOEA COURSE LAYER (BC)

�··�����-.����������--j--,�-�,--�-G�R-A-0 1-N G��-,-c-MA-1-N �SP�E�Cl�F l�CA�Tc�ID�N�S--j BITUMEN FILLER AGGREGATE OR CHECKING

Penetrat Soften1ng (0,1 mm) A B (°Cl

(Nature) Passing ""

Type Fractions (Nature) (mm)

_ Bit (ASTM SIEVE) Max N° 200 N° 10 N° 4 �� O��s�y � cont mm mm mm 0,074 2,00 4.76

(�cm'J

Vou:ls Permeab VIM K (%) (cm/s)

( ari1< 1enst1q1.e' desMurenau< Cuuche de dr111rtllge b11Um1neuse ((m( h e Je //a1son (8<"1

Penelral (O / r•1m1

80 100

60.80

60 70

6070

60 70

100

80 1 00

50 70

50 70

50-70

65

65

65

84

B4

80 100

60-70 50.100

60-70

60-80

40-60

45 53

49

51

50

45 50

47

47

46-52

fines (.Vature i

LS C HL AS

LS HL AS

H L

L S HL

LS

LS

LS

LS

LS

LS

LS

LS

LS

LS

LS

LS

LS

LS

HL

C-As

·1gregars � -�- ---� 1 Tl'pe

(.Vatuif)

1 CrG CrS

� Ca::::ies !

!��12 1218·8/4

IBC

30/15 15/10 10/5 1BO 5/2,5 5/0 2,5/0

Paswnt en ""

J: f---1-'","''-' <_S_TMr1--l:��e /)ensile /Jlfume !v"" }()() V' 10 .\"' 4

3,5 4.5

4.0

mm mm mm 0.074 :! OO 4. lt>

1 5 1 3 13 1 1 17 15

3,0 16 30 2,0

Vides V/M 1 •1

10

i 1 , 1, Rs 25/12,5 12,5/8 BO i, 5

: 1 1

l Bl44/0 ' 6 ' 24 1 3B 15 1,37 10

NS-Crushed 1 35/25 25/12 1 218 BD 11 2,9 2 3 11 13 21 , 16 26 1' 35

"'"" IB/4410 8C ! 5,1 4 5 5 5 1 19 35 40 50 18 2,455 1 3,35

! 10 i LS 11 ���.1,�-�0/fi.6/3 l sc l' 4.4 4 1

10 39 1 16 1 1 1

25/18 18/12· 12/8 ll BC 't 1 Oolom1t 815 512410 l/O 4,5 1, 5 40 55 25 2,5 !

Dolom11 l 15/8·8/5-5/3 3/0 lac i 5,1 3 5 25 35 40 50 15 2,3 2,35 1 6-8

,,, 1 ::· .,,,,,, j" 1 . . i • ,, .. .. " 1 ' l crn<h•d j' 16/1 1 1 1 /8-8/5 lac l S) 4 7 a 32 16 2.32 I' 7,0 i ." .. , ,,. .. , : 5/1110 l I B) 4 3 , 31 16 1.31

1 7.0

: LS 32/16 16/ 1 1 11/8 'BC 1 SI 6 4 35 1 44 1[ 16 1 8/5 5/2-2/0 , B) 6 4 39 48 11

LS ���-15�21���

1 1 1/B ac :; � : 35 44 16

LS :��':,;�,:1 1 1/B BD 3

:: : ' :: CrB 12/B-8/5·5/2·2/0 BC 5,1 0 25-44 38 63 18

CrB 12/8·8/5-5/2 2/0 BC 5

CrG-CrS

Calizz

52

Mali 2 5

40/21J.20/15-12/4 BO 4/0·0/0,09

4,5 04

1544 ," " I "

12 19 38

2,02 19,9

{cm/s/

1 ? J . 10 '

N' NAME

DENSE BITUMINOUS CONCRETE (DBC) BITUMINOUS SEAL COAT (SC)

TABLE 3 TablMU J

___ _ ___ , �, _______ _ _ - - --- --- - - -- ------GRADING MAIN SPECIFICATIONS COMPOSITION NOTES F O R PLACING

Passlf\g 9'. (ASTM SIEVEl

O R CHECKlNG

,____'-"-"�"'-'-+---" ";" C .. , ..... :" . ,:. 0,074 2,00 4.76

Permeab

(cm/s) Typ• ' Typil' kg/m' °C

(<iu<flt'Je fermf'lur<' IS( 1--�----------� ---------- �------ -- - - ---'�

1 ] sAWTELLE

2 ! AMECKE

D i 1929 i 5,1 ! D 1934

3 1 T H U L S F E L O E R o ,111 934 1 4 , El G H R I B

5 1 I R O N MOUNT AIN

1967 1 0 !1 1936

' 8

0 1937 1 5,7

6 1 MAGOS 1

7 [ TU RAWA

0 1 1937 '

8 1 BOU HAN!FIA

9 1 RODI F I ESSO

0 ' 1937 1 1 D .1 1938

' 8

', ,, 1939 1 8,5

10 1 S C H E V E L I N G E R

1 1 ! D R E I LAGERBACH

1 2 1 BALDWIN HILLS

Il D 1940 1 ' 0 1950 1 1 D 1 9 5 1

1 1 3 1 BONNY

1 4 1 O U E D SARNO 1 '• 1 1951

D 1 1952

1 5 1 G E N K E L 1 0 1 1952

1 6 1 GLEN ANNE 1 0 1 1953

1 7 R E ISACH RABENLEITHE 1 R• 1953

181 PEALENBACH 1 D 1954

1 911 IRIL EMDA 0 1954

78

8,8

20 MARIA Al LAGO 1 0 1955

2 1 1 HENNE D 1 1955 1

8·7 9,2

22 1 R I V E R I S 0 1955

231 SAHL1BOOEN Re 1955

24 i PIANO D\ PECCIA Re 1955

25 1 WANNA ,i Re •1 1956 7.3 i

26 '� WAHNBACK 1 D ! 1956

2 7 l LOWER STONE CANYON 1 0 1 1956

28 j C R O ! X 1

0 1 1956

29 : SA F I E N 1 Re1

1 9S6 7,3

30 SHOTTON Re l t9S6

3 1 ! FION NAY (FMM)

32 1 MONTGOMERY !

3 3 , GEESHIACHT

1 34 ' EGGEN

: 35 ', F IONNAY !GD)

1 J6 1 R OSSWIESE

1 '

! Re j 19s6 1 1 D !, 1 9S7 1 8,5 i ' 1 1 Re l 19S7 I 1 R e ; 1951 i 8.B

1 ' 1 1 0 ' 1957 1 1

1 ,, 1 1958 ', 7 29,1 [

15

9J

19,6

1 1

10

1 1 ,5

10

1 0

7-15

1 1

58 20 10 1 !

1 1 1 1 3

i 1 1 1 8 1 1

1

1 '" : ·+ 1 : ·;;:

· w u 1

84,5

57

55

90 1

1

88 8

" 1

2,31 1 5 7

1

40-60 i 75 38,1 1 2,3 2,0

1 1 i 2,3 1

23 68 ' 16 2,34 5 ! i i 1 1 :

1 ! 1 5065 1 65 90 i 12 i 2,37 1 < 1.0

53

1 x 1 0 - l l/s

3� 10 °

1 150 200 i

i 1 160-200

BE

40-50 80 100

60-70

1 i 0 200 1 1

1

20 80

1 3

1 i 1

1 1 i

1

Sand LS

1

1 Slate : ' S•od0/1 1 1 ' 1

1

70 "

Quanf1/e Tonperat Kg, m1 0(

1)

2,4

2,4 1 7 0

N" NAME

37 CAMPO FRANCO

38 SCHWARZACH 1

39 '1. PALLAZUIT

40 MOTEC

41 1 MATTSANO

42 AAOOINA

43 VALOURNA

44 TALVERA 1

45 1v1sSOIE

46 SIBÈRIE

47 LEITZACH

48 MARIENTAL

49 HAROAP

50 F0RSVATN ' 51 i VILLANUOVA

51 1 LEAMINGTON

53 r· RIO CARLINO

54 B R I N DISI

55 IVIANOEN 1

56 TIERFEHO

57 IVENEMO

58

1

VIANOEN I l

59 HIEFLAU

1 ·· 1 1958 1 Re 1958 i �.5

1 •• 1 1958 1 1 Re 1 1958 7.6

1 : 1 ::: I :; ! Ae : 19!"!9 1 8.0 !

i Re 1. 1959 : 8,0 1 H 1959 1 1 1I A1 ! 1959 10-12 1

Re 1960 D 1961 D 1961 1

68

7,5 i 7 ï 8,5

1 ° l 19"

J A1 1 1961 IR• 1 1961

l"i"" ! R, 1 1962 ! ·· 1 1961 j' I R• 1962 8,5 0 j 1963 6·8 1 ·· 1 1963 7 ,5 ·· 1 1963 8,5

I Re,

1963 7.5

D 1964 8

60 TAUM·SAUK

61 j OIESSBACH 8,5 " 'I K R UTH-WtLDENSTEIN

1 o 1964 8,5

63 KESSENHAMM 0 1964 64 ISTEINBACH

65 ZOCCOLO

661SILVERGRUNO

67 BIGGE

68 F R I E D

6 9 ZERMEIGGERN

70 JULSKARET

71 ERZHAUSEN

72 GLEMS

73 LINTHAL

• J cm th1ckrim l1y1r .. 4 cm th1clrnm l1y11

0 1 1964 7,8

1 : 1 ::: :: 1 0 1 19� 1

0 1 1964 1 1 D i 1964 8,2 1: •• l 1964 7

'' 1 1964 1 •• 1964 1 8,0 i

1 1 1 1 1 1

1 2 50 75 2,3 1 1

1 i e so i 50 ! sand 0/41so

1 1 111 ,27

! 8 1 0 • 5 otm 1 1

8,5

8,5

20+5

7,5

8,6

12.18 10-14 10 14

14 20

18 8·15

16

LS 12 AS0,5

8

16 1 40

52 1 65 1 1 32,2

1 6z.68 81 ·91 9,5 1 68 78 20 1,37 1 3,9 1 47 54

6580

45 55

56 4J.57 5 1 50

1,35 1 1,5 1 2.28

Il

90-97 9,5 1 l 'o

j 60-70 . 19 1 2.4 04 1

1 1 72 1 8 1 2.4 ..... 1

60·80 I " 1 1,5

s2 1 12.5 1 70 13 1 2.4

12.7 2,4 1

1,4

1 3

19,6 1 80.4

1 1

1 1

1 63 1 50 i 64

85

1 1 1 54 1 81

16 16 10 2.42,5 3 6 11 1 . 3

Il

10 l 1,JO 1 4,3

54

:� ��a ! 25 1 1 1 1 1,

85 30 1, 80 100 25 1 1

Cut back 40 50 60 70 80 100 100

5) 25·90 BI 80100 1 '"' '"' 1

i

80 100 i BE

BE

i i Fliritk'lte

! 1

��n�a�J !��3s 1 LS 18,75 ·, Sand0/1 137,5 Sil Sand l \8,75 LS 118.75 1

NRA

I Sarid LS l7 1 1 7 1 ' 1 1 1

1 LS 1

i 1

c 1

1 1 1 Cut back :1 65 17 ! LS 140

'1 1

1 1

y., i

continue TABLE 3 1w1.· fohlnm 1

11 130 1 ,5

0,5 0,6 10

Cold

1 ,7

N' NAME

'"

DENSE BITUMINOUS C O N C R E T E IOBC)

GRADING

Passmg '»

(ASTM SIEVE)

N''200 N° 1 0 W 4

MAIN SPECIFICATIONS

O R CHECKING

Dens1ty Vo1tJs Permeab

COM VIM

(g/c m 1) hl (crn.'s)

., f---.---------l è:>/>t'<l/l< llil<'lll/lrl!l<l/ldh\

74 , ULMBACH

75 1 VAL O'AMBAA

1 76 i HAVNARDAL

77 1 EGGBERG

7B I M O RAVKA

1 79 1 0 H R A

BO' UPPEA B L U E R I V E R

81 lNN ERSTE

82 St CECILE D'ANOORGE

83 T RAPAN

84 RÔNKHAUSEN

85 KINOAAUMA

86 NAGOLD

87 IHOMESTAKE

88 SHI ROYAMA

89 1 MAGOSAWA

90 1 HASELSTEIN

91 R O N KHAUSEN

92 1 LIGONCHIO

93 i G L EN E L D E R

94 1 VILLARIND

95 1 ALMENDRA C11 1 96'1' ALMENORA Clt1

97 OTSUMATA 1

98 1 INNER FRAGANT

99 SENECA

100 KANAKOV

0 ' 1965

0 1 1965 1 8

0 1965 1 6,5

I Re 1965 1

0 1966 1 7.7 I o 1966 1

o 1966 1 1 0 1 1966

,1. o0 � 1967 1 1967 7,9

1

1 : 1967 !

1

1 0 1967 1 0 1967 i 1

.

0 1967 1 1 0 1967 �·�:i 6:7

'' 1' 1967 1 ,, 1967

Re 1967 ;:�

I o 1968 1 2

1 D 1968

1 0 i 1968

1 D ! 1968

0 1 1968 8,5

I Re \ 1sss 1

1 R• 1 1968 i ! R1 1 1968 ' 1

101 SALAGOU ! 0

1 1969 ! 9,2

102 MANZANARES EL REAL 1

D ! 1969 1 IOJ 1 ALESANI 1 0 1 1969 '1

1 1 ' 1 04 SANTILLANA 1 0 1969 !

� 1 105 COD Lower downstream i 0 ' 1969 i 8 1

1 0 1 1969 1

106 COD Lowtr upSl!eam

107 I GRANE

108 i PEDU

109 PLAN D'A REM

1 10 COD Upper

i 0 1969 I 1 1 7,8 Il Q

1 1969 : 8,5

1 0 1 19" I 7.5

,, 1 1969

8,3

10 16

Pa1s.u111 "" "" 11111111' J.Sl.\/1

56

/.it//,

13

78 1 2

44 52 5 4 6 2 12 2.4

12 i 44 1

55 1 12, 5 1 2.3

5,9 5,3 2.6

13.3

52,6 7 1 . 71

1 0 4 1 ,4 55,9 1 20 26,3 39,5 : 20

52 66 1 1 1 1

13 59.2 r

2,16 2,12 2.24

12 20 95 100 1 100 4,16 , 2 , 17

12 .6 76,1 1 5

i 1

10,5 12.5 1 57 65 1 JO.BO 19 1

1 1 40 41 1 5

2.3 1

2,55

3,3

4.3 3,5 2,8 1

3,8

2,5

2.1

12,4 4B 70 1 5 2.383 ! 1 ,5

20

20

11

1 1

20

1 64

64

1

1 ! 78 1 12.5 2,32

78 12.5 2.32

60 1 89 19

0.7

0.7

< 4

43 9 1 9 2.37 i 2.5

64 78 12,5 2,32 0.7 Fine

** Dense *** Coarse

( l ) wmpacted b v S R 1 5 kg/cmi ' ""'/'<l< lc 'lk / i �!. , ,,,i

5 5

1 0 '

10 '

.._ 1 0 1

3,3KlQ-1 1 .0:t 10 -�

< hlO "

< 1 0 - '

< 10-8

< h10-�

/ l /'•

SE

80 100 20 , 88 85/25 20 1

65 27

1 Flmtkote : 1 38 1 !

60 70 1 37

1 1 5060 1 4050

LS 60

1 LS 1 40

1 LS 60 1

60·70

1 ! CrS0,5 1 30

5.2 1� Sand 0,4

, 20

15/8 ! 50

1 60-70 20

1 BB 85 25 j 20

1 Mast1�

Murn.

Mast1)( 1

1 LS i 60

contmueTABLE 3 w11.· TuM1 u11 1

111>< <'" /'I"' ' '

lh;�11/ll< /c'llJ/}( '"'

f..1. 111 '

3 5 200

Cohl

> 3,5 > 1 60

140

3 5 180

N° 1 NAME

Nom

1 1 1 RlfA

1 1 2 ! FELOSEE

113 ICARBONNE

114 IDUNGONNEll

115 l lEGAOADI

1 16 IPONTE USCIONE

117 RY OE ROME !

118 1NIOOA

119 ABp�O

120 l lOUKOMl

121 O GLIASTRO

122 , KONOYAMA

123 NINOKURA

U4 CERVATOS

1� SCHÜMSACH

126 OBERttAU

121 WURTEN

12-8 RlV€R TOWY

129 1, HIGASHIFUJI

130 flHTINSK

131 11 SREOHE-OURALSK

132 1RIKLA

1331 KARMANOVSK 1

134 POZA HONOA

135 O ORLAY

136 VALEA OE PEST!

!37 GUAJARAZ

138 LAU RH CREEK

us lvALLoNnot

140 VALLON OOL

14 1 ! LUDINGTON

142 TAT ARAGI

143 MlYAMA

144 LES ESSERTS

t•s! cHATElARO {ESAl

146 1 BOSTAl

W j REVIN

• ?assmg mm 0,09

i Re l t969 7.S

1 0 l 1970 7.7 ' 1 1 0 1 1970 7,8

1 0 ! 1970 i

1 0 1 1910 1 9.5 1 1 1 0 \ 1910 1' 8,4

1 ' 1 0 1 1970 i 8,5

1 1 1 0 1 1970 1 8 1 1 0 1 1970 1 \! Re 1 1970 i 9.0

•• l l970) !'� 1 ' ' 1,, 0 �

.

1971 1 S,0 1 1

0 i !971 1 ' 1 1 1 0 1 1911

1 1 o I "" 1 i 0 1 197 ! ' 1 l 0 1 1971 7.1

1 Ra J l911 !,s

1 •• 1 197 !

9,0 1 R• : r Re ! 1971 9,0

! •• ! 1911 9,0 1 Re l 1971 9,0 ' 1 l 0 i "11 \ o l 1m 0.1

1 0 1 19721 8,5

1 1 S,5

1 o [ 1971 1

1 •• l m2

1

i 1 1 1 "' [ 1977

1 a.a

f o \ 1m I 0.s 1 1 i "' i "11 ; i 0 j 1973 1 S,75

1 o l 1sn 1 8,5 1 1 i i Re i 1913 1 1}

i ·· ! 1973 i i \ 1 : 0 [ 1973

1 7,0

1 •• 1 1973 i 8.5

connnueTASLE 3 T1.1Me11u 3

Ta:tie !---.---,------+----- ·,--·----,-- ---j--·--,----·1 Den me (DM

10

12

55

mm fg/.-mJ"

73 1 16 ! 1,38 1 1

50 i 65 : 1 1 1,5

44 1 60 1 8,5 1.35

i 9 11 47.55 1 60·70 [ 15.4 1,43 i "' : 7t. 0,15AS 1 63 : 79 � 12,7 i 1 16 1 64 7[J ! 8 1 1 1 1

i 16

60 j t2

1

11 1 38

1.5 1 < 7,5 1

1 1 1 53 64 1 1 1 7 5 1 2,35

5575 1 65851

15 2,3 1 '

12

1 5

15

15

20

1 3

13

lH 7

32-46

50

57

1 47 1 � 41

55 n l 15 2,4& \

65

67

25

15

15

1

1 1

1 1

12 1 18

1

! 1 1 i

2,5 1 2

2.35 J uo.•

1 0 2,35

1

2,294 1 3,1 1 1 1

65 1

17,51

1,3 2,8 1

65 t 12,5 l 2,3 7,S

1

50 70 6565 I 10 2,4 1 < 1 5 1 '

Sl hlO � BJ l:dO s

10-15 2,3 1 < J 1 2x1o·x 1

15

10 48 1 67 l 11

1 2

1,35 1

2,0

1

56

6080 40 1

1

lS [ 60 l 1

1 50 ! c 1 47 l 3

so.10

1 8 6' ! 36

lS 1

IS 1 s1 1 1

i 1

1 lS 1 1 7 1 5060 " , 5s I 1: 1

2,18

1 i 4

l 1 1

1 1 3

40·60 38 1 LS 60 1 1 1

1 1 ;>3,5

�0-80 j 37 tS j 60 \ 3 1 3

60·70

1 1 1

40 lS

1

1 !

1

56 i 4 1

1

60·80 36 LS SO [ 4 6,0

1

1 ! 39 1 lS l 56 1 5

1 1

I BS 1 40 LS 58 1 'l \ >3,5 i

SB 40 l LS 58 1 2 1 "'3.6

1 1

8 65 35 1 l..S 61 1 3,0

> 160

160

160

190 + 10

j i N" NAME � '

'"

! con!

>-

� �

1 ,.. Nom ! '

� j d•

ç buume

7,5 148 SELLERO ,, 1973 8,5

149 NUMAPPARA ,, 1973 8,6

150 1WALDECK .. 1973

151 LATSCHAU ,, 1973 7,6

152 TURLOUGH HILL ,, 1973 Sl 7,2 Bl 6,8

153 BALAKOV 1 ,, 1973 1

154 GOOEY 0 1974 7,5

155 HOCHWURTEN 0 1974 7,7

156 GROSS 0 1 1974 6,6 1

157 WEHRA 0 1974 8,2

158 WEILERBAO 0 1974

7 159 HORNBERG ,, 1974 1 7,4

160 BALAKOV Il ,, 1974

LANGENPROZELTEN

161 Lower R•rvoir RI 1974 7

162 Upper R1Mrvo1r R1 1 1974 7

163 R1tantion R•rvo1r 'T" 7

164 GALGENBICHL 0 1975 7,1

165 GOSS D 11975 7

166 KRONENBURG : 1 :::: 1 167 CHÂTELARD (CFF)

168 OSCHENIK D ' 1976

169 FUTABA D 1977 8,0

170 MACKENZIE D 6,5 8,5

111 scons PEACK

: 1 8

172 VALMAYOR

173 EL SIBERIO

174 NEGRATIN D

175 CATAVERAL [ : 1 176 ESTANOA

177 CAN SAMAOA 1 1 : i 178 EL LIMON ERO

179 El SALT AD ERO '· I 1 180 MONTA�A OE T ACQ ,,

181 MONTA�A GOROA

H 182 MONTA�A MOLINA 1 * 10.14 • Asbntos 0,5-1

DENSE BITUMINOUS CONCRETE (DBC)

GRAOING MAIN SPECIFICATIONS

Passmg % OR CHECKING

-- -

continu1TABLE 3 suiu TablNU J

BITUMINOUS SEAL COAT (SC)

COMPOSITION NOTES FOR PLACING

(ASTM SIEVE) M" BITUMEN FILLER

N" 200 N" 10 N° 4 SIZI! OanJity Vo1ds P1rrn1ab Asbtstos Ouantity Ttmp1nt

mm mm mm mm CDM VIM K

Type ' Typa ' ' klll'm1 "C (!ll'cml) l•I (crn/s) 0,074 2,00 4.76

Beton Bitummeux Dense {DBC) Couche de fermetw? (SC)

Granulomeme Spécijicatwm prmnpales Compos1twn M1se enplaa

P1:u:sun1 en 'Il. ou ,·onrrôlees

Taille (tamuASTM) � De mue Vides Permeab Bitume Fm es

Am.:znte QuanhU Tempera/

N" 200 N" JO N" 4 mm CDM VIM K Type ' I'ypt ' ' Kt/m1 "l

(g/cm 1) I•! (cm/si 1

. j 50.60 66-78 15 2-3 5x10-1 Flintk.ota

14 1 57 15 2,3 2,5 hlO-e 60-80 37 LS 57 6 3,5 160 !

i 1 16 S) < h: IO-e 10 55 73 2,43 1 B) < h.10-1 1 1 ,5-13,5 50.56 66-76 1 12 2,395 1 3 h:l0-9 60·70 28 LS 37 3 3 200 1 1,5-12,5 50·56 66 76 , 12 2,41 1-3 Jx JO-Y SS 32

1 3 46 69 12 2,4 <3 hto-q

12 50 65 12 2,5 2 h: lO-e

13·16 45.50 58-63 15 2,5 0,8·2 1 16 56 1 1 2,35 1,6-2,0 0 1 8 65 32,5 LS 65 2,5 2-3 200

1 1

14 50,6 1 1 2.38 1,6 0 1 8 80 38 LS 69 3 2 3 180.200

6 52 68 1 1 i < 0 8 65 36 LS 6 1 3 4

6 52 68 1 1 I < 0 8 65 36 LS 61 3 4

6 52 68 1 1 I < 0

45-60 65·80 12,5 2,48 2,2 ix10-?

45·60 65-80 12,5 2,48 2,2 1x10_., i

1 1

1 2 ix10-1

4-10 ! 3550 55-75 13 2,35 <3 1x10_., BB 40 LS 58 2 >3,5

6,5 .. .. 19.1

10 58 72 19 , 1 .;3

14·20 ..... 60-70 9-13 c

1 4 10-e

1

1 1 1 1

' 1 1 1

57

l � � E

No NAME B Production

!!. (t/hl � �

� t � N° Nom � Production � � l (t/hJ

1 SAWTELLE 0 1929

2 AMECKE D 1934

3 THULSFELDER 0 1934

1967

4 EL GHRIB D 1936

5 IRON MOUNT AIN D 1937

6 MAGOS D 1937

1 TURAWA D 1937

8 BOU HANIFIA D 1938

9 RODI FIESSO •• 1939

10 SCHEVELINGER D 1940

1 1 DREILÀGERBACK D 1950

12 BALDWIN HILLS 0 1951

13 BONNY •• 1951

14 OUED SARNO 0 1952

15 GENKEL D 1952

16 GLEN ANNE D 1953

17 REISACH RABENLEITHE •• 19'3

18 PERLENBACH D 1994

19 IRIL EMOA 0 1994

20 MARIA Al LAGO D 1955

21 HENNE D 1955

22 RIVERIS D 1955

23 SAHUBOOEN •• 1955

24 PIANO Dl PECCIA •• 1955

25 WANNA .. 1956 20

26 WAHNBACk D 1956

21 LOWER STONE CANYON D 1956

28 CROIX D 1956

29 SAFIEN .. 1956

30 SHOITON •• 1956

31 FIONNAY (FMM) •• 1956 30

32 MONTGOMERY D 1957 80

33 GEESTHACHT •• 1957 Sl 25·30 8) 45·50

34 EGGEN •• 1957 30

35 FIONNAY (GO) D 1957

36 R OSSWI ESE •• 1956

CONSTRUCTION METHOOS

TEMPERATURES (°C) Comp11ttion

Mixmg Spreading Compachon m11ns

Methode de Co11Jt"'ctwn

Tem�ratureJ (°CJ Moyens de

'" '" '"

me/linge répandal' compactage

compactage

SR

SR

SR

160-180 VA

163 82,2 VA

VP

VR·SR

160 100·130 60-100 VR-SR

160-180 VR·VP

VR·VP

180 170 80 SR 6 ton VR 12 ton

SR 4,5 ton

180 110 80 VA

VR 2.5 ton

180 140 130 VA

150.160 VR

180 VP

180 140 130 VR 2,2 ton

160 VA

5 8

JOINT TREATMENT M1x ilnign

Defmwon

Tra11emen1 des1omts J,

meiDnge

No tr11tmtnt

11 11 31

11 31 51

l·C; FlowWA

Over l•pping

11 31 11

11 31 51

8it. paint co1I

Hot on hot

Hot bitum1n spreadmg 1 C, Perm; Flow Creep,Fl1x W/l

Hot on hot

11 31 J:'low-Perm·CMl

TEST METHOOS

CHECKING ON

Material Mix

Methodes de Crmtrôle

Contrôle

d" d"

1714/enar.u me/ange

VIM CnDM

Fill1r Analysi1 UMA·VIM

UMA·TC

1

VIM

VIM; P1rm; VT

CMT v1M.fl1x

TABLE 4 Tableau 4

Revetment

d"

re�ltement

Tatspecim1n

CnMA CnOM VIM

CnMA·CnDM· VIM·P1rm·fl1X Flow-UC

nMA·VIM·Ptrm

Tnt apecim1n

Tnt ap1tim1n

Perm

P"m

Flow-CnDM

continut TABLE 4 tu1te T11bJto11 4

i � f-������c

_o•

_s_TR_

u_

cT_

10_

•�

• •,

T_Ho

_o_s--,,-����-+���,---�-T-

ES_T_

M_

E_T

H_o

_os

_____ _,

[ l !

.. NAME TEMPERATURES (°C)

Pro(�;�:'°" f----,------,-------j Compact1on

JOINT TREATMENT Mut design Mn,mg Spraading Compact1on

31 CAMPO FRANCO

38 SCHWARZACH

39 PALLAZUIT

40 MOTEC

41 MATISANO

42 RAOOINA

43 VALDURNA

44 TALVERA

45 VISSOIE

46 SIBERIE

41 LEITZACH

48 MARlENTAl

49 HAROAP

Ml Fll RSVATN

51 VILLANUOVA

52 LEAMINGTON

53 RIO CAR LINO

54 BRINDISI

55 VIANDEN 1

56 TIERFEHO

57 VENEMO

58 VIANDEN tl

59 HIEFLAU

60 TAUM·SAUK

61 OI ESSBACH

.- !

Produc11on

(1/hj

Ra 1958

Ra 1958

Re 1958 30

Re 19S8

Re 1958

0 1959

Ra 1959

Ra 1959

Re 1959 30

R• \959

Ra 1960

0 1961

0 1961

0 1961

Re 1961

Re 1961

Re 1962

Re 1962

Ra 1962

Re 1962 50

0 1963 40

Re 1963

Rt 1963 60

Ra 1963

0 1964

62 KRUTH-WILDENSTEIN D 1964

63 KESSENHAMM 0 1964

64 STEINBACH D 1964

65 ZOCCOLO 0 1964 40·60

66 SIL\/ERGRUNO 0 1964

67 81GGE

68 FRIEO

69 ZERMEIGGERN

70 1 JULSKARET

71 ERZHAUSEN

72 i GLEMS

n luNTHAL

D 1964

0 1964 40

D 1964

0 1964

Ra 1964

Re 1964

i Re 1964

40

20-60

15

Methode de Construcnon

TtmpuatureJ (°C)

me�nge repandage cumpaclage

180_

180

155

170-190

180

165

170-190

180 > 140

140 130

1 1 0-140

140 130

70-145

145 130

130-170

> 180 > 160 > 160

200 140-190 > 120

Moyens de

compactage

VR

VR

V R 1,7 ton

VR

SR VR

SR-VR

V R 1,6 ton

SR

VR

VR

V R 1,25 ton

VR-SR

VR

VR

V R

V R

S R

VR

VR

Tra11ement des1omls

Hot on hot

Cuttmg

2) 3)

21 31

Hot on hot

Bit pamt co1t

Hot on hot

Ruber llll)halt

Pr1tr11tment with bitu minous emulsmn

De/imtum

me/ange

Maflh; Flow; CnOM; VIM Perm: CMT

Flex; Flow; AD

UC·FT-Marih

Flow-Marih· UC·IC-Perm

Pum-Flow ""'"

TC

Pretrutmentwith P1rm-M11lh-IC-bitumen Flow-Flex

Welding 5)

Wtldmg 5)

160-180 ac 120 ac 100 DBC 150 OBC 1 10-130 1

V R l ,3 ton 1) 3) 2) Bit lB0-200 ��;�����:� 5l

UC-FT

160-180

180 140 130

180 140 130

190 140

150 1 140 60-120

VR 2) 3) 5)

VR Hot on hot

VR Hot on hot

VR ICotbKk woth blowo ""

'" ::... 1 "�:'. 59

Flow.Marih VJM-Parm

CHECKING ON

Mater1al Mix

Methodes de Con"ôle

me/ange

Rwetment

CMT UMA: Mtrsh; VIM, CnMA; VIM

CMT-AT

CMT

CMT

Sand 1qu1vll1nt Grtding

CnDM; TC CnOM; TC

Flow-LIMA

Flow-UMA

TC-CnDM·VT Perm-LIMA

TC

IC-Plrm-Flow

UMA-M1rsh.f1nn Flow-Flex

UMA

CnOM;VIM; GBC

CnDM·YIM-P,nn

Plrm-CnDM­VIM

CnOM-VIM­GBC

PM!n-in situ

P,nn

VT

VT

Plrm in situ

VT

VT

CONSTRUCTION METHOOS

N" NAME TEMPERATURES (°C)

Pro���;100 t----�-�----< Compaction JOINT TREATMENT M1x drsign

M1xmg Spreadmg Compact1on

74 U LMBACH 0 1965

75 VAL O'AMBRA 0 1965

76 HAVNAROAL 0 1965

71 EGG8ERG R1 1965

18 MORAVKA 0 1966

79 OHRA 0 1966

80 UPPER BLUE RIVER 0 1966

81 l lNNERSTE

82 St CECILE O'ANOORGE

0 1966

0 1967

83 TRAPAN 0 1967

84 RÔNKHAUSEN 0 1967

85 KINOARUMA 0 1967

8ô NAGOLO 0 1967

87 HOMESTAKE 0 1967

88 SHIROYAMA 0 1967

89 MAGOSAWA 0 1967

90 HASELSTEIN R1 1967

(1/h!

60

30

30

91 RÔNKHAUSEN R1 1967 25-60

92 LIGONCHIO R1 1967

93 GLEN ELOER 0 1968

94 VlllARINO 0 1968

95 ALMENORA Cii 0 1968

96 ALMENORA Clll 0 1968

97 OTSUMATA 0 1968

98 INNERF RAGANT R1 1968

30

99 SENECA R1 1968 190

100 KANAKOV

101 SALAGOU

R1 1968

0 1969 30

102 MANZANARES EL REAL 0 1969

103 ALESANI 0 1969 35

104 SANTILLANA Il 0 1969

1 05 COD Lower downst.-.m 0 15169 30

1(16 COD Lower upstrum 0 1969 30

107 GRANE 0 1969

108 PEOU 0 1969 30

109 PLAN O'AREM 0 1969 40

1 10 COO Upper Re 1969 30

Tempenllurn (0C)

mt'/;inge re/>'lnikg compactage

180±10 ;<;> 140

180 140

180 140

160-175 1 50-160

160±15 > 130

160

130

100

> 120

> 1 1 0

1 1 0

180-200 150-200 > 130

Moyens de

com(J(lcloge

VR

V R

V R

VA

VR

V R

V A

VR-SR

VR

VR

VA

VR

SR

VT VR

7"ra1temen1 de> 101nu

Weldmg5)

Hot on hot

Welding 5)

1) 3) 2) bit. 60-70 5)

2) Jf

Weldmg 5)

Weldi ng5)

Treatment w1th hot bitumen

SI 2) 3) I R

Defm11um

melilnge

CMT Hl Marin Flow-Tnax-WT

CMT Perm Marsh-Flow Flex·VT

CMT-Mar1h Triax AD CnOM

Flow-Marin VIM

Marsh·flow­\/ I M Perm

CMT·Marih ll Hot b1tum1n 2) 3) rrnax-Flow·AD

CnOM-F lex FT

1 ) 2) BE

M1nh-VIM

AD·UC·VIM· CnOM-Flow CMT

190-210 180-200 120-135 VR 1,5 ton Cold 2) Bit. mast1x

180 160 120 VR

180 160 120 V A

VR

Max 190 > 140 > 1 00 VR

180 160 140 SR

180 160 120 VR

60

3) 1 R 5)

3) 1R 5l

Weldmg 5)

CMT-CnOM VIM Flow

CMT CnOM VIM Flow

1 1 31 11 "" '" 1 "'" 1 CMT CnOM

2) 5) Al sp1mal romt Flow VIM

con11nue TABLE 4

TEST METHOOS

CHECKING ON

meliln�e

1 VT

CMT AO-HT Flow-Perm·flex 1 VIM Mmh

I Flo�P"m-VIM

CMT

CMT

CMT

CnOM·l·C Creap-WA

CMT

CMT

CMT

CMT

CMT

IC-Marsh-Flow Flex UC

CMT

TC

UMA

UMA-M1r1h CnOM·VIM

UMA

1 UMA-Marsh-Perm Flow-Triax-TC

i CnOM

IC

UMA

MaBh-Perm

1 �

Perm

VT

Perm

VT

VT

CnOM

VT-Perm·tot CnOM-CnMA VlM-TC

cc

CnOM·Perm

VIM-CnOM CnMA

UMA VIM-Perm TC Perm VT

UMA·VIM-Perm·TC Perm·VT

UMA-Marsh-CnDM VIM-Perm Flow

UMA

VT

VT

VIM-CnMA CnOM-Perm·AD

UMA VIM-Perm TC I P1rm

N" NAME

N" Nom

1 1 1 RIFA

112 FELOSEE

1 13 CARBONNE

114 OUNGONNELL

1 1 5 LEGAOAOI

116 PONTE LISCIONE

117 RY DE ROME

1 18 NIOOA

119 ABORD

120 LOUKOML

121 OGLIASTRO

122 KONOYAMA

123 NINOKURA

124 CERVATOS

125 SCHÔMBACH

126 OBEANAU

127 WURTEN

128 RIVER TOWY

129 HIGASHIFUJI

130 REFTINSK

131 SREONE·OURALSK

132 IR1KLA

133 KARMANOVSK

134 POZA HONOA

135 DORLAY

136 VALEA D E PESTI

137 GUAJARAZ

138 LAUREL CREEK

139 VALLON DOL

140 VALLON DOL

141 LUOINGTON

142 TATARAGI

143 MlYAMA

144 LES ESSERTS

145 CHÀTELARO (ESAI

146 BOSTAL

147 REVIN

continue TABLE 4 1u11t" T11b/œu 4

i � >---��----'_0N_s_r_R u_c_r_1 o_N_•,E_T H_o_o_s ��-------1-----.---T E_s_r _M_E T_H_o_os ______ ----t

[ l TEMPERATURES (°C) Product1on;----�--�--_,Compact1on JOINT TREATMENT

(t/h) � ;

Produ< flun

1 t/h)

Re 1969

0 1970

0 1970 40

D 1970 60

D 1970 40

0 l 1970 1 D 1970

40

10

D 1970 20

D 1970

RI 1970

D 1971 40

0 1971 30

D 1971

0 1971

D 1971

0 1971 15

Re 1971

Ra 1971 60

At 1971

Re 1971

Re 1971

Re 1971

0 1971

0 1972 40

0 1972 35

0 1972

Re 1972

Re 1972 120

D 1972 120

Re 1972

D 1973 60

0 1973 60

Re 1973 60

R1 1973

D 1973 30

Re 1973 90

M1lllng Spread1ng Compactrnn

Mt'thode de Cons/nu rron

me/ange

170 150

190 180

180 160

162·190 1 � 190 160±20

180 160

< 200

160 120

160-200 50-160

190 180175

m 165

m

140

120

140-180

1 10

1 10

175

120

1 70-180 120-130 110-120

160-180

180

180

BO 160±10 BC oec 180:t10

170-190

160

185-195

130

160 160

155

170

145

145

> 1 1 0

> 140 > 1 10

130

120-140

Moyl'mde

compactage

VR

VR

SR

VR

Traitement des 1omn

3) 2) 5)At sptml jomt

2) 3)

2) 3) tnfrared 5)

VR 75 1) 2) 3) lntrared 5)

VR

VR

VR

SR

VR 1.3 "

VR

VR

VR

VR

VR

SR

SR

SR

SR

SR

VR 0,8 4,5t

SR-VT

SR-VT

VR

VR

VR

VR

SR

6 1

1) 2) 3) 1nfr1nd 5)

3) 1R 5)

51

2) 3)

11 31

51

11 31

IR 5)

2) 3)

1) 2) 3)

1) 3) 2)

1) 2)

1 ) 3)

Hot on hot

51

1 ) 2) 3)

Vefinwvn

J"

mekmge

Flow

Marsh-AO

Marsh-AD CnOM-CMT

CMT

Flow-Marsh

Marsl1 Perm

CMT

Marsh-Flow Perm-CnDM­CnMA-IC

fltx-CMT Marsh·flow Marsh-Flow­Plrm·CnDM­CnMA IC

flow-M1rsh

CHECKING ON

R1Yelm1nt

Methodes de ConfTo/t'

ContrO/e

des du

CnDM

CMT

IC-.Marsh f\ow­Flex UC

CMT

CMT

CMT

CMT

CMT

CMT

CMT-TC

CMT

TC-CMT

mr/1mge

flow-Fl1x·UMA

UMA

UMA .�arsh-Flow CDM-VIM-Perm

UMA-CnDM-VIM

CnDM-VIM

VT

Perm-VIM· CnOM

VIM-CnMA CnOM-Plrm-AO

Perm

VT

VT-STS-Parm

VT-Perm-Flow

VT

Manh-Perm flow-VIM-VT

UMA-flex-Plrm- VT-Pwm-AT­Flow-Triax-Marsh TC-VIM in a.tu

UMA-Flow-Flu

CMT-VIM

CnOM-TC-VT

CnOM-VIM­Pmn

P-enn-11>ot tem with V.::uum ng

CnDM-hrm­TC-VT-CnMA

CMT·Ptnn-UMA fllx-Flow

UMA-TC

CMT-TC

UMA

UMA-Plfm-Flow­Manh·Tnax

UMA

TC-LIMA

J;rm m situ

CnOM-hrm VIM CnDM-Parm VIM

VT-RI

CnDM-P.rm TC-VT-CnMA

VT

TC-Plfm­CnDM-CC

CONSTRUCTION METHOOS

N" NAME Prod uction, ._ __ TE

_M_

P�ER_

A_T

_UR_

E�S

_l "_

G_I

--Compact1on JOINT T REATMENT

Nom

148 SELLERO

1'9 . NUMAPPARA

150 WALDECK

151 LATSCHAU

152 TURLOUGH Hill

1Sl BALAKOV 1

1 &4 GOOEY

155 HOCHWÜRTEN

1&6 GROSS

157 WEHRA

158 WEILERBAO

159 HORNBERG

160 BALAKOV Il

LANGENPROZELTEN:

161 Low.r Rewvoir

162 Upptt R...-voir

163 Rmntîon R•rvoir

164 GALGENBICHL

165 GOSS

166 KRONENBURG

167 CHÂTELARD (CFF)

168 OSCHENIK

169 FUTABA

170 MACKENZIE

171 SCOTTS PEACK

172 VALMAYOR

173 El SIBERIO

174 NEG RATIN

175 CATAVERAL

176 ESTANOÂ

177 CAN SAMAOA

178 E L LIMONERO

(t/hl

Producrwn

{1/hJ

R1 1973

Rt 1973 61J.120

Rt 1973

Rt 1973

At 1973 70

R1 1973

D 1974 25

D 1974 20

0 1974

0 1974 20

D 1974

R1 1,974 50

R1 1974

R1 1974

At 1974

R1 1974

0 1975

D 1975

0 1975

0 1976

0 1976

SI 60

BI 40

SI 60

81 40

SI 60

81 40

0 1977 40

>70

179 E L SALTADERO R1

180 MONTAAA DE TACO R1

'81 MONTANA GOROA R1

182 MONTAllllA MOLINA R1

Mnung Spreading Compact1on

Methode de Conitructwn

melan� repandaw compactage

170 130 120

180±15 130 110

170 150

180 160 130-160

180±10 165 130

190 17S·l80 175

171J.190 151J.170 121J.160

190 170 130

Moyens de

compactage

V R

SR

SR·VR

SR+VR

VR 4,5 ton

VR

VR

VR

180 170 12IJ.170 VR 4,8 ton

180 130 120

180 130 120

141J.160 135-145 > 1 1 0

176 ;;. 150 ;;. 1 05

S R + V R

SR-VR

VR

V R

V R

62

Th11remenr des ;omu

11 11 31 51

31 11 51

31 2) 5) 11 spei:11l jo1nt

1 1 31 51

1 ) 2) 3) 4)

21 31

2) 3) 5)

51

51

51

51

11 • 51

1) 3)

1) 2) Hot bitumtn

M1l( design

Def1m11on

d"

me/ange

CMT-Marlh· Perm.Flow

M1rlh·Flow· P1rm·Tnax·AD· CnOM·CMT· Fltl(·Fî·IC

F:ow

CMT·Marsh· VIM

CMT·COM Marsh·Flow VIM·AO

Flow-Minh

Ftow·VlM Molsh

Flow·VIM·

Molsh

Flow·VIM·

Molsh Flow, P1rm,

CMT·Mlrlh

CMT·M1rsh­

Flow

Flow-CMT· Mtnh-P1rm· Triax Minh-Flow· Fltx·Plrm· WT·VT

TEST METHODS

continu1 TA8LE 4 surie Tableau 4

CHECKING ON

Mateml M1l(

Methodes de Conm'Jle

Con trole

des du

GMT

CnOM

G"T

GMT

GMT

GMT

GMT

GMT

CnMA

CnOM-CnMA

GMT

GMT

me/ange

UMA·Parm·Marsh Flow

Marsh.YIM

UMA·TC

Fledlow·UMA

Fl1x·UMA·Flow· UG

UMA

UMA

UMA

UMA

UMA

Molsh

Revetment

revirement

CnMA·Ptrm· P1rm/Fltl(· Marsh·Flow

VT·TC

VT

VT·CMA· TC·VIM

Parm·VIM·

CnOM

Perm·VIM·

CnOM

VT

VT

VT

VT

VT

Ptrm (Vî), CnOM, Flow

VT·VIM· Flow·CnDM

CnDM·VIM­Ptrm in situ

VT

N" NAME

N" NOM

1 SAWTELLE

2 AMECKE

3 THULSFELOER

4 EL GHRIB

5 IRON,MOUNTAIN

6 MAGOS

1 TU RAWA

8 BOU HANIFIA

9 ROOI FIESSO

tO SCHEVELINGER

1 1 DREILÀGERBACH

12 BALDWIN HILLS

13 BONNY

14 OUED SARNO

t5 GENKEL

16 GLENN ANNE

a 1929

0 1934

D 1934

REMARKS

Mi11.·m·plac1lm1r

Tackco1t cut·b1tk w1th 25'11. 10.20 pin. 11r1d11 b1tum1n

al Stones grouted w1th bltuminous mast1x b) 3 1ay1rsb1tum1n p1n1tr1t1on Macad1m

1967 Area b) cov1r1d bya new type B structure

D 1936 Tackcoat between two DBC laym. hot 20·30 pen. grades bitumen

0 1937

0 1937

0 1938

Ri 1939

D 1S40

a 1950

D 1951 Porous bituminous mi11. lm1r on impervious soli

Re 1951

0 1952 Hand spr1.clmg

D 1952 Thitkl'llll of sand mestuc: w-. too grut

0 1953 1968: Appliution of SC

REMARQUES

R1111t1tmt11/ mtlangé m pklct

TABLE 5 T11bleau $

Tackcoal avtc cut·back. conttltlltH 25'11. dt buu� dt pinitratwn J().20

a) Pltrrts coirnatts avtc masti» b1tum111tuX b) 3 couchts dt Macadam a ptnttrarron dt bitumt

Arta b) a ttt rtcouvtrtt par unt Jfni.cturt dt typt B

Tackcoat entrt dtuX couchtJ DBC /ntume de pénttrunon chaud 20-JO

Rtvttemtnt mé/angt 111 pkJct

Répandait à la mam

L ëpaw� dt mattrc bit11mintuX ét;i1t trop f'Jlndt

1968· Appl1c:arion dt se

17 REISACH RABENLEITHE Re 1953

18 PEALENBACH 0 1954

19 IRIL EMDA D 1954

20 MARIA A l LAGO D 1955

21 HENNE D 1955

22 RIVERIS a 1955

23 SAHUBOOEN Re 1955

24 PIANO D l PECCIA Re 1955

25 WANNA Re 1956

26 WAHNBACK D 1956

Hand spr1.cling; the uncorrect grlded mix (ltcking of mtdium) caused soma Réptllldqt a la main, lt milanir avtC fNllulomitrit lllCOrrec:tt f'"""'liu dt diffitutts in spre.cling rntdium) aw• qutlqiu1 diflicultiJ 1D1 ri�.

Cr1tk.s treauid by hNting and tomp1ttion through hHttd plain. FWW�s tra1téts ""' ichlR'ffap 11t comp«'4p par der pl«qua èchllu/fia. Aftlr tr11tm1nt trtcks reopened. Apri1 lt tralltmtnt lt1fluw"ts 1t wnt rouvertes

21 LOWER STONE CANYON D 1956 Porous bituminous mix liner on impervious soil Rt�etémtnt tn nu:lanir b1tMm111eia portuX mr fond 1�miablt

28 CROIX

29 SAFIEN

30 SHOTION

31 FIONNAY (FMM)

32 MONTGOMERY

33 GEESTHACIH

34 EGGEN

35 flONNAY !GO)

36 ROSSWIESE

D 1956

Re 1956 Ro1d fin11hin11 m1thm1 on the bonom · M111u1l sptuding on the 1dges. Moch111t pow· lt fininap rw lt fond. Ré� a la ""'in - ln bonis.

Re 1956 Ro1d finilhing m1thin1 on the bottom Manull spruding on the edges. MJlchmt pour lt finwa,t IUT lt fond. Riptmdap à Ill 1"lllll rur la bonis.

R1 1956

D 1957

Re 1957

Re 1957

a 1957

Re 1958

1t would be bitter to h1111 1 sub* and filt1r large bitwnn wid dem 1nd //suait mlau d'avoir unt 1ow-coucht 11t /iltrt lturrs tntrt lt .,,. � débit flow and blanket tt hi CQl.lcht.

63

NAME

NOM

37 CAMPO FRAN CO Re 1958

lB SCHWARZACH Re 1958

39 PALLAZUIT Re 1958

40 MOTEC Re 1958

4 1 MATTSANO Re 1958

REMARKS

The h111h conttnt of bitum1n 1nd the emb1ent 11mper1ture h111e supsted 10 uu 40-50 bitumet1. The surf1te coone 1hus obteined h11 aaentielly protechVI 1nd not 1mpermubilitv function

continue TABLE �

REMARQUES

la luzwtt ttn.nv t11 b1rumt tt "1 ltmptrarurt ambœnte ont suggtrt d'rm ployer b1tumt 40-50 la couche dt surface airu1 obtenue a un.t fonctwn es stnhtUtmtnt prottct1�t paJ d'tranclttllt

42 RAOOINA D 1959 Sh11r 1111 on •p1t1hon pl1ne bltwlen PCC-OBC r = 0,2 k!Wc:m1 (•) �:�' au c=illtmtnt :nu lt plant dtu:paratwn tntrt PCC-D8C T "" 0.2 kg/cm

43 VALDURNA Re 1959

44 TALVERA Re 1959

45 VISSOIE Re 1959

46 SIBÈRIE Re 1959

47 LEITZACH Re 1960

48 MARIENTAL 0 1961

49 HAROAP 0 1961

50 FIRSVATN 0 1961 Som1 l11klgt dut to high 11r porasity, 1. 1. h1gh permub1htv Quelques fi,i1tts düts a "1 hilutt poroutt a /'av. c 'ut-il-dvt haute permt4b1 litt

51 VILLANUOVA Re 1961

52 LEAMINGTON Rt 1961

53 RIO CARLINO R1 1962

54 BRINDISI Rt 1962

55 VIANDEN 1 Re 1962

ft6 TIERFEHO Re 1962

Mixtng pl1nt 11 32 km. Road f1msh m1ehine on tnt bottom. MWlull sprudmg Mtlatwrw à J2 km Machmt pour le jinwage :t:ur lt fond RepandaJt à la on th1 ed1191 mam nu les bords 20/30 roundtd llllf'IQWI w.r1 pr1trHted with 1tid BE (80-100 kw'ml). Some Ayépts tmvndu 20/JO jurent preaùlbltmtnt tnmtJ a�tc acui BE (80-100 111ggins Il the •11 (B 80-100) /cg/mJ) Qutlquts tcoultmt/'1./1 à I'ttacht1/t ( 8 80-JOOJ

Adhaion COii betwMn thl two laytn; hot bitumtn (1 ka/m1) S8f11111S lt tht Traittmtnt d'adht11011 tntrr les deux couches, b1tumr ch.alJd ( J kg/m1) Ecou u1I. Apphe1tion of hmtwuh 1nd vmlYtl ( 1,5 kw'm1) /tmmtJ à L 'ttanchiiti A.pp/1cahon d'tn�lt t1 �man./ ( 1,5 kg/m1)

57 VENEMO D 1963 Ah11 1 y11r: 1xcm c:ut-bm:k slid1ng on tht slo1>1. Somt blitttrt. A.pris un an giiDtmmt du cuf.llQck tn rxciJ AV "1 pttl/t Quelques cloques

58 VIANDEN 11 Rt 1963

59 HIEFLAU Rt 1963 Nitghgibl1 lo1U1 1fttr W1t1doldin11 1111 Pvte1 ntfillf!ablts aprn / 'nsa1 dt mur tn c/uurl'.

60 T AUM-SAUK Re 1963

61 OIESSBACH 0 1964

62 KRUTH-WILDENSTEIN D 1964

63 KESSENHAMM 0 1964

64 STEINBACH D 1964

65 ZOCCOLO 0 1964

66 SILVERGRUND 0 1964

67 BIGGE 0 1964

68 FRIEO 0 1964

69 ZERMEIGGERN 0 1964

70 JULSKARET D 1964

71 ERZHAUSEN Rt 1964

12 GLEMS Rt 1964

73 LINTHAL Rt 1964

Afttr 1 ynr: h1trtr11:ks A.pris un a11 flUW"t1 alpdi4uti

lnsptCtion Pletv tmpmn11bll Calme dt v1.1Utt 1mpurniob/t

C1Y1tt1 .,.. IXCl'llt1ng 2 m r111l1eing 111d compctmg in 2 laytn r11nforc:e- Zone1 dt al�1tir 2 m d'txctrn11wn rtmpl«tmtnt et compaaqr tn 2 mll'lt with T revir1 mit couches rtnforcin avrc "Trtv1rt1 mat"

i-1 O.tormmon crck 9t 1° W1ter·loadmg EL & Il.y 806 6,1 9,9 813 29,8 18,5

64

NAME REMARKS

i .•

[ i � ! �

NOM t Ë

! � � � � �

�

74 ULMBACH 0 1965

75 VAL O'AMBRA 0 1965

76 HAVNAROAL 0 1965

77 EGGBERG Rt 1965 lnspect1on �H1ry

78 MORAVKA 0 1966

79 OHRA 0 1966

80 UPPER BLUE RIVER 0 1966

81 INNERSTE 0 1966

82 S. CECILE O'ANOORGE 0 1967 The facmg 11const1ntly 1xpoud to v1ry htrdWltthtr conditions.

83 TRAPAN 0 1967

84 RÔNKHAUSEN 0 1967

85 KlNOARUMA 0 1967

REMARQUES

GalUJt dt vuitt

continue TABLE 5 suitt Tebl,_ j

Le rtllilt'11.tnt ni opo1i en ptmwnenct à d-tJ coruJ/tlol'!D c/inwttqua /t1 plulstllif(J

86 NAGDLO 0 1967 A block of toi waU WIS hhtd by grounding cr11:k1; subuqu1ntly 1t w11 cov1rtd Un bloc dt la ptUOI dt pitcl fut swilevt ptU •11fecflon da Jùsure1, tna.ite il with plmtic d'tfft. 111101! éti revltu de ftuillti pmsr1qu-r1

87 HOMESTAKE 0 1967

88 SHIROYAMA

89 MAGOSAWA

0 1967 ! Tht tarthquakn in Marth 1966 uu•d 1 crack on tht slopt of d11n. ln Junt 1966 1 htavy storm occurrtd and ra111d wattr IMI of tht r•rYOir with madt

0 1967 tht dam $Ufttrtnt from blov. out la1lufl b.

'. pipmg. ln rtpamng the dam

.

urth w11 comp11:ttd wlmt blowouts occurred and bituminous concr1t1 wa plactd

Rt 1967 on th1 upstr1111m slope of th1 dam. R1p1mn11 works wtrt compleœd in 1967

90 HASELSTEIN

91 RÔNKHAUSEN Rt 1967

92 UGONCHIO Rt 1967

93 GLEN ELOER 0 1968

94 VILLARINO 0 1968

95 ALMH.IORA Cii 0 1968

96 ALMENDRA C111 0 1968

97 OTSUMATA 0 1968

98 INNERF RAGANT Rt 1968

99 SENECA Rt 1968

100 KANAKOV Rt 1968 T� multi-l1y1_r rw1tment is conncttd to 1 l1rg1 thitknns (1,25 m) diaphrtgm !

.

�ullt of bitum�ous m11:rot0Rglom1r1t

.

• mcarpor1ttd 1n the cof-rdwn. "Blind· 0 1969 •nt" and lf'lfjhng cou111 conaist of 20/40 silitt0us-cttc1r10U1 crushtd rock.

with bitumen impr'IP\llian. The ltvtlhno rtltl on 80/2&0 cruthtd bastlt which 101 SALAGOU

102 MANZANARES El REAL a 1969 '" 111 tum tilhl up tht vaids bttwetn tht 11r111 baalt blacks of 1tructur1.

103 ALESANI 0 1969

HM SANTILLANA lt 0 1969

105 COD lawtr dOWNtrum 0 1969 N111ltgiblt lams atttir W9ttr IDlding ttlt.

106 COO Lower upstrllm D 1969 Nlfl'Riblt la- alter •tir la«iing ttlt.

107 GRANE D 1969

108 PEOU 0 1969

109 PLAN O'AREM 0 1969

110 COD Upper R1 1969 Negligiblt Ica. afttr W9llr lolding ttst.

65

ltJ trtmb/emtnt! dt te"t tn Man 1966 ctn.11bent u11t fiulue iur la pente du barrait Lt mou dt J1.1111 1966 U y tut un fort orqe qui tleve le nlvffll d'NM du rt1tr110,, cau•nt un écroultmlnl ptr éclatement de Io cortdwte. Penlillnt la rtparohon du bamJtt Io te"t f!Jl compoctét où /tJ klot-rml!nn tw"tfll litu tl du btton bf1'1lm111ew: fut pl.oct sur Io pent amont du /Jrorrop. Lt1 trwllOlil de rtptUrUlon furtnl oche�tl en 1967

Lt maque mult1-couchtJ tst ,.cconU à un dillphmJrne tle fNndc éptmlGll ( 1,2j m) C01U11U1t tn macro·btton bil'llmil'tftlX � Clol bGMl'd..,_ LA .. blll'ldlfll"' et Io coucht dt finitlon-cobnaltlp consiJttnt en rodie � uiico-CIÛCQ1n 10(40 avec 1mP"rW1tu.m eu bitllm� La coudlt d1 jfnition-co/­matait repose wr ""-ltt conCftJi 80/2j0, qw .J wn towr comble 111 vida tl'ltre lei pand.J b/ocJ de baaltt de 1 0...vN,p'.

1

N 1 NAME

NOM

1 1 1 RIFA Re 1969

112 f E LDSEE D 1970

113 CARBONNE 0 1970

114 OUNGONNELL 0 1970

1 15 LEGADAOt 0 1970

1 16 PONTE LISCIONE a 1910

111 RY DE ROME a 1910

1 1 8 NIOOA a 1910

1 19 ABOl';IQ a 1910

120 LOUKOML Re 1970

121 OGLIASTRO R• 1970

122 KONOYAMA 0 1971

123 NINOKURA 0 1971

124 CERVATOS 0 1971

125 SCHOMBACH 0 1971

126 OBERNAU 0 1971

127 WURTEN D 1971

128 RIVER TOWY Re 1971

129 HIGASHIFUJI Re 1971

130 REFTINSK Re 1971

131 SREONE-OURALSK R• 1971

132 IRIKLA Re 1971

133 KARMANOYSK R1 1971

134 POZA HONOA 0 1971

135 DORLAY a 1912

136 \IALLEA DE PESTI a 1972

137 GUAJARAZ a 1912

138 LAUREL CREEK Fi• 1972

139 VALLON DOL Rt 1972

REMARKS

RtMAR{}L'tS

continue TAB LE 5 mile Taf>l�aP.J 5

See lnst11ut1on of Civil Engineers Pro.cedmgs March 1972 ''The Asphaltic 1 Voir "/nst1tu11on of Civil bigineers Prviedmgs " Man 1 9 72 "The Asphalt1c lm mg of Oungonnell Dam" and November 1972 d1scus:s1on i limng of Dungvnnell dam " et la d1scwswn dl' .'Vovrmbre 19 72

A double l•v•r lbout 6 cm thicknns and 6 m luge. treeted w1th glass liber Uni' doubJ,. ,·ouche de 6 cm J 'épa1u,.ur ,., 6 m de large envtron 1ra11u avec

t11S1Je. connett the rBVetment to concrete cofferdam. 1mit de verre ra<'corde le revê1tmen1 au baterdeau en beron

T wo ptrmelble 1r1• tound on test. Rehuttd recompacttd 1nd recoated 1111 Dtux zone1 ,,,.rméabln 1rouvùJ par tuai Coucht de protection réchauffée

coti · Io- negligiblt tfttr tr11tment. rtwmpactee tt enrobee dt nouvemi Prute1 nq/11eabln apre1 tra1teme111

S..I coet m1d1 in thrM month1 with same ltOppings for: mixing plant f90U· l1tion; Mather. Somt difficultin to obt1in 1 lttblt compaction t•mpe11tur1 (Optimum 111lu1 1 IO"C). Som1 trea of irrtgUI• width nndtd htnd sp11ading.

MaJqUI' d'i1anche1tt exeOJté f'n J mou O'l'ec quf'kjues interruption pow n tlilie dt /.a centrait d 'tnrobj1. mtempéfleJ. Difficu/teJ à obte11rr 1.111e tempéro­

turt de compaclqr co11Jtlllllf! do111 la WÙf!IU opn'"'1ir s 'rit l't'Vtlù '� de 110

°C Des ba11dt1 de /Jurf!IU 11011 co111ta11tl' 0111 nf!cl'U1tê le riptmd4Jr à l'1 mai11

140 VALLON DOL 0 1972 Total ltak• 1,51/s. Dtb1t dl'fu11e total 1.5 1/s

141 LUOINGTON

142 TA.TARAGI

143 MIYAMA

144 LES ESSERTS

145 CHATELARD (ESA)

14i BOSTAL

147 REVIN

Rt 1972

a 1913

0 1973

Rt 1973

Rt 1973

a 1973

R1 1973 Entnn "8ntrally correspond 1o spec1fie1t1on1, no1 to 1ttu1l vtlues, esp1eially • t1prds sprtadmg t1mp11tlure tnd p1rm1tb1lity 849 coti bormgs htve bnn 1tmpl1d

66

/.f's donnù1 r1-awmt corN!spondf!nl /,. plu1 wuvent aux prttcnpt1on1 lrs

vaieun nelll't on/ tté bien au-drl.a dl's /1m1tts 1mposf!f!S par11cu11éremen1 pour /es ltmpéroturf'S dt mue en pl.ace f'f /.a ptt'meab1J11e (et Wmpac//é) On a el fectue 1149 carottaies dans le novau pour prelever des t�·hant11Jom

148 SELLERO

149 1 NUMAPPARA

1'0 IWALOECK

151 1 LATSCHAU

152 1 TURLOUGH Hill

1 15J 1 BALAKOV 1

154 1 Goo'v

155 HOCHWURTEN

156 GROSS

157 WEHRA

158 WEILERBAO

159 HORNBERG

160 BALAKOV I l

LANGENPROZEL TEN·

161 Lower R111rvmr

162 Upp1r Rtstrvoir

163 Rttenuon Raervou

164 GALGENBICHL

165 GÔSS

166 KRONENBURG

i ,, [ e 8

! �

Re 1973 1 A• 1 1973 1

< < Re 1 1973

'' 1'1973

Re 1973

Re 1 1973 1 0 ] 1974 1 D 1974

0 ,,,.1-:.i::;: I Re l 1974

1 1 '' 1

.

1974

Re 1974

R1 j 1974

0 1 1975 1 0 1 1975 1 0 1 1975

167 CHATELARD (CFF) 0 1976

168 OSCHENlK D 1976

169 FUTABA D 1977

170 MACKENZIE

111 scons PEACK

172 VALMAYOR

173 EL SIBERIO

174 NEGRATIN

175 CATAVERAL

176 ESTANOA

117 CAN SAMAOA

178 EL LIMONERO

179 E L SALTAOERO R1

180 MONT MA DE TACO R1

181 MONTAIQA GOROA R1

182 MONTAililAMOLINA Ra

01ff1cult1es ar1st m placmg densa layer �nd Sealmg coat m cold, wat. windy or loggv weathercondiflons

contmu1 TABLE 5 JUl/t> Tableau 5

1

1

Rf \IARf.jLt.'\

1------��

1 Des d1J/1mllt's uni surgi pt>11dan1 la mue en p/a..e de la cuudie fermee t'f du ma1que d"e1a11che1/e en cu11duwns c/1ma11qut>s de frmd s«hauu. vent nu bruU11/ard

Jomt to mspect1on gaUerv w1th copper s.heet and synthet1c resm bmdar. Soma Jomt a la ga/erit> dt> vmte avt>c feuille de cu1�re e1 couche de /wu.on eri rtsine areas are lm sloped and w1th curvature syn1het1que Quelques zones wr11 moms mdmus et avec courbure

1 Th1ck.nau of dense b11uminou1 concreta mcreasn Io the concrell butldmg 81 1 1 L 'epauseur du bero11 b1rum111t'UX ferme a Io cvnstructiori "" betori m fofTllt

- * -

Slopas with an 1nclme lower 1.2,5 are fm1lhed m long11ud1n1I w1y

Slopes with 10 mi:llne 1ower 1 :2,5 are f1nished 1n longitudinal way

Slopes. w1th an mchne lower 1.2,5 ere hn�lhed m longitudinal way

67

Les pentes avt>c unt 111c/mauo11 mftrrelHt' a J 2 J w111 ochnit>t!3 de façon Ion gitudJna/t

Les pentes avec une 1nc/1rw15011 mft>neure a J 2 5 wni achnittJ de faço11 km· giru.d1'11lie1

Les pt>11te1 avec une mc/1rw1sor1 mft>neure a l 2.5 wm achnius de ftlfOll lori gitudmales

N° NAME

NOM

1 SAWTELLE

2 AMECKE.

3 1 THUlS�ElDER

4 1 El GHRIS

51 IRON MOUNT AIN

6 MAGOS

1 TURAWA

8 SOU HANlflA

9: ffOOI F IESSO

10 SCHEVEUNGER

1 1 OREILAGERBACH

l l i ô � ' ! � r 1 s

� � � � "' ' '

1929

0 1934 1 1 0 1,,,.1

/•967

0 1 19:36

0 1 1937

1 : 1 ::::1 0 1�3S

Rt 1939

0 1940

0 1950

W'IH ou .Maazdam

TA.Slf 6 }({11/�·<J11 f)

1936: &om-e seepage1 11 El. 42S m. 1953: Somt APCC 11ltmtnt11hdtd down 1 /9.)6 Qulflquel mjrUr1Jtwm 11 la n•fl: 4��' !Y�.� quelques elemeno �f'(":' and replaced by RT ap.phcatron. Tutt wttre ctm11d out on 08C eut samplers j t/m4 m bai et fut rernp/111.e pa:r appl1nwon RT DeJ esua om eu eJNimes wilh 9000 rtsull:L !963: Sep11ra1!on ol many OllC plate!. dts19n for re.\lelmsntl .1ur e-i.1wntiilvm DBC avt•c de hm1s rnultars !WiJ Sr{l4mflmr Je pfimeun rabu1ldmg. 1 plaqua JJBC pNJfef pour la ren1nsm.1;.-t1vn J/J masque

1938: Mtny RPCC horilonhùly cr1tk1d eitmtna. 1964: A!! biggnt RPCC et. menu crtchd wtth 10 i::m Mt909 1hdmg. 1970:. horiwntal crack ot RPCC tlemtnts w1th 35 cm sliding. Rebuilthng has bHn dttided.

1 1918 pfuneurs elim<tnt$ dt RfCC fissura huri:ontafemenf 19(}4· Tous lei elemf!11ts plus grornis de RP<."C $t' jinurf!re111 fJ!!U un $111St'mellt mnyen de JO i·m 1970 fissure hcmi des *'Jimnus RPCC ave( gliuemt'111 dt' J5 J:m {)11 p dfr1de pour la l'fi".C"1Sll"t.I( tum

12 BALOW!N Hlll.S 0 1951 Faded 14/12/63 due to !and subsidence

13 BONNY

14 OUED SARNO

l!i- GENKH

16 GLENN ANNE

Rt 1951 1 0 1952

! 0 1952 1

0 1953

l 7 REISACH RABENLEITHE Rt 19Sl

18 PERlE.lfBACH 0 19M

1 9 !Rll EMDA 0 1954

20 MARIA AL LAGO 0 1955

21 HENNE O 19S5

22 RIVERIS

2l SAHLIBODEN

2-4 PIANO 01 PECCIA 1:. ::::1, Re 1955

25 WANNA

2& WAHNBACK 0 1956

27 LOWER STONE CANYON. 0 1956

28 CROlX 1 0 1 1 9S6

At tirit 10 m water toad 15Ct l/sMt�, Riboih;li!'!Q With i m ix hh'inglligher A la premier" rnist' t'l'l cllartt4e !Om mfiltratton de fSO lfs. Reco;ufl'u(rion d19rae of waterprootint. \961. 3 coets of �T .

. 19�: lirst coat cracks. 1 ;;· ���"':e'::i:� �;:::�e

d�:=�he

��:;u

��::;e :09!:,,:C:�;::,::�; 1973: 25� of co1ted surface cr.::hd. Co1tmg 11 be1nt rtpl-=.ed. 1 fimmt On n:� tram Je rempkœr le maU(IJe. Cr.:ks nfff lh berm; rem�ni1t9 deflse. 1 1-l'u...reJ '"' vontr...,-e de â; riJberme. Ft'ilf«H feni•i

1971; lon11itudinal cracks eau.Md by mitiltititnt compaç11on ad unt:orrttt 1_97!. f"i:srun1 Jonptudiruzles (vuU>ei; ptir compt1<."tage insujfiSt.Jnt et <·11mpo:fi Qttdin; 1 t1011 granulome1nque mcGnrn:U

Atter 16 v11rs. settlings and upliftings 24,2 mm on them1st; 41.1 rn m 1t htlf height al pr111nt 1-2 mm/y1111. Ovmll tightnm no! improved in 16 yHl1. Tht cutoll with1tood alw hetvy ic;1 form1t1on 1nd very low tempereture. Joints mutt bt fet11ited

Sttpaot loues 0, 16 1/s for 1000 m2 of rfittrittnt undtr 10 m laid

A.pris /6 411$ tas.umttttJ tt iurtftwworuJe 24,2 mm Jt.1rla rrttt. 41.J 17111'1 a in1·hauttur. a prtsenl 1-2 mm/fin Tett1'urt totale pos tNcwe omelioret ttt 16 am La: pafa[uu1lft resu1a auw Q la fomuwon dt (llact /ourdt et Q 1'I ltn1/Hfll

lts 1oifvs du1wmt itre tf'fl1ti1 de nouv.rau

2S SAFIEN

30 SHOTTON

l Re 1956 SftptOf loues 0.41 1/t for 1000 m1 of rtvttmtnt urultr Hl m beed

Re 195.6

Petttsdlnfil!ratwn 0.471/t()(ll.lt f{)f)(}m� de ulliteme11t som: JOm db:u

31 FIONNAY !FMM)

32 MONTGOMERY

33 GEESTHACHT

34 EGGEN

3S. 1 f- IONNAY (GDl

36 1ROSSWIESE

First r1111etm1nt (w1thout concrttt suborade) feiltd due to mt1rn•l erosion of wb1oil.

0 1957 Alter 14 yeen.: utisfactory condiliom:. Som• joints opened ne:..- th1 crtsl. Si· milw sr11ent edopted tor Homtstth tnd Blue River, 1 . 1n m. l'tMNOÎf wu ont nrv hi; bhster aftn 1 quick dtcrtm of tht atmos:phe

Re 1957 rie $itftl;l111. Afttf two vnn atitfetoty condition._ Somt hlitttn. intarestittt bitum1nout SHI coat only

Rt 19571

Stept91 limt10,45 1/1 for 1000 mJ ut rt:Vtlment undtr 10 m head

0 1957

IR. 19581

68

Aprti 14 ans 'w1Jrlwm J11lt!./a1sanltH. Quelqut1 /1J1tt!J ôf.ll'trtJ ou vomMt.­ik la aile Memt1 cr1ttrt.l 11Joptb POl4 Uom:Jtlli<t tl Hlut Rwer. Dom te rnnwJV 11 y eut un111 cloque rus przm/t a la 1utte d'1me d1mmu1tott rapide dt la pFl:'nmn atmvsphHtque. Apres deux am .-omlitmrt1 samfa/Uln! us Quelt;ua duques murt<nti!ll /a n:>uche Ntumillewe uuiemeflf Ptrte�{Finfilrrut11.m OA� lb P'"«r Jl)(I(} m1 J� ren'tf.'ml.'llf St)UJ W m Jhlu

No NAME

N" .VOM

PERFORMANCE EVALUATION

( <Hlf'OR TtMf/'11

con1inue TABLE 6 SH11< Tablt>au 6

f-+-------f-f-+---------------------- ----------- ----- ------- -37 CAMPO FRANCO

38 SCHWARZACH

39 PALLAZUIT

40 MOTEC

41 MATISAND

42 RADOINA

43 VALDURNA

44 TALVERA

45 VISSOIE

46 SIBERIE

47 LEITZACH

48 MAAIENTAL

49 HAROAP

50 F0RSVATN

51 VILLANUOVA

52 LEAMlNGTON

1 1

Ri 1958

Re 1958 1

Re 1958

Re 1958

'•11958

0 1959

Re ;1959

Re 1959

Re 1959

·· 11959

Re 1960

0 1961

0 1961

0 1961

Ra 1961

Re 1961

Seepllg1! losses 0.22 l/t for 1000 ml of rtvetment under IO m head l'erti>s J 'mji/1ral1on u.:: J1s pour JUOO ml de masque soui /0 m d'�au

Seepag.e losses 0,07 1/s for 1000 m1 of revetmenl under 10 m head Perres d m/i/rra11m1 U 07 /js pour !UUU m1 de masque wus l ù m d'eau

Alter 15 Vlill1 some bhsters. some )Oint opened (cracks between b1tum1nous Apres 15 ans quelque! <loques, q,.dques 1mn1s o,.verlJ (fissures entre le 't' coat1ngand concrete structure onthecrest) Vt'lt'menr baumm1.'1Jt t'l / o,.vrage en beto>i sur /a crile)

As ValdLJma ( omme Valduma

Seepage lassas 0,75 1/s for 1000 m1 of revetment under 10 m head Ptrft'S d'in/iltralllm U 75 f/s pour /OUV ml Je masque sous /V m d'eau

Alter 13 years. optimum cond1t1ons No embankmtnt senltments, no delett 53 RIO CAR LINO Ra 1962 al revetmant except for saggmgs of seal coat due ta ucess al unsu1table

Apre! / 3 ans cvnduwn •Jpllm,.m Auo.ui tassement du remblai 111 endomrna·

gtment du revettmenl a l'exceptwn d"ec:ou/ements du m1uque dûs a /'excn

Je baume pas approprie 1 b1tumen 54 BRINDISI Re

l 1962 Embankment 11t1lement1 w1thout break mg of the surface course T1ustments du rtmbla1 Ull'JJ rupture de la couche superfh 1e//e

55 VIANDEN 1

56 TIERFEHO •· 119"

57 VENEMO

l,, 1 1961

D 1963 Rel NG publ n 69

58 VIANDEN I l

59 HIEFLAU

60 T AUM·SAUK :: 1:: 61 OIESSBACH 0 1964

62 K RUTH·WILOENSTEIN 0 1964

63 KESSENHAMM 0 1964

64 STEINBACH 0 1964

65 ZOCCOLO 0 1964

6S SllVERGRUNO 0 1964

67 BIGGE

S8 FAIEO

69 ZERMEIGGERN

70 JU LSKARET

7 1 ERZHAUSEN

72 GLEMS

D 11964

0 1964 1

0 1964

0 1964

Ri 1964

Re 1964

Oelormat1ons and damagH m the RPCC layer Cracks in OSC layer, naar thl Defonna1wns et deJagrerutwns dans lacoucheRPCC F1ssurts d1ms lt DBC 7 expansion JOlllU of RPCC layer. Total leak191 with f1lled reservo1r 7 l/s au droit dei 101nts de d1/atalwn RPCC Deb1t de fuite lofai resermv plem

RPCC protection course w1ll be fflplaced Ill 1975 by 10 cm OBC conbmm9 7 l/s Lu couche de protectwn RPCC ura remplacet tn 1 9 75 par DBC dt

asbestos fibre / O cm contenant fibre d'am11mte

1973 Optimum condihons A jomt opened on OSC SLJperfüi1l l1yer. Sorne 1973 cond111ons opflmum Un 101111 ouvert sur cuuc'ie dt surface DBC

bli1t111 (10-20 cm 41) Som1 honzon11I cracks on SC Quelques c/oquts ( 10·20 cm 41) Quelques fiuures honzo111alts sur SC

Somebll1tar1{rttra1t1d) Quelques cloques (tra1ttts de nouveau)

13 LINTHAL Re 1964 Seep1g1lasses0,22 Ils 101 1000 m1 ol revetment llnder 10 m h11d Pertt'I d"m/i/tra/um Il.:!:! l/s pour /()1)0 ,,,i d1• musque «ms l (} m d'eau

69

N" NAME

i • :;; � � P E R F ORMANCE EVALUATION

� !

NOM ? 1 � � � �

14 ULMBACH 0 1965

15 VAL O'AMBAA 0 1965

76 HAVNAROAL 0 1965

11 EGGBERG R1 1965

18 MORAVKA 0 1966

19 OHRA D 1966

80 UPPER BLUE RIVER 0 1966

81 INNERSTE 0 1966

82 S. CECILE O'ANDORGE 0 1967 Vary good behaviour. Sagums tn the seal coat

83 TRAPAN 0 1967

84 RÔNKHAUSEN O 1961

85 KINOARUMA 0 1967

86 NAGOLO 0 1967

81 HOMESTAKE O 1961

88 SHIROYAMA 0 1967

T ot•I t"klQI. 0, 1 Vs Sorne blistef1, about 30 cm max d1nse course, 1bov1 the normal water leve!

89 MAGOSAWA 0 1967 Optimum behav1ouf1 1h1r rapa1ring works executtd

90 HASELSTEIN R1 1967

91 RÔNKHAUSEN R1 1961

92 LIGONCHIO Re 1967

93 GLEN ELOER D 1968

94 VILLARINO D 1968

95 ALMENORA Cii 0 1968 No 181pagn

96 ALMENORA Clll 0 1968 No lelPllllll.

91 OTSUMATA 0 1968 Good cond1t1ons av1r smc1 1968

98 INNERFRAGANT Re 1968

99 SENECA R1 1968

100 KANAKOV Ri 1968

' ""'

('0MPORTt:MtN1

continue TABLE 6 su1tt Tableau 6

Comportemenr exce/lerll Ecoiileme11/s dii rnaJt1c de surface Deb11 de fiiue tora/ 0,1 l/s A sigrwler quelques c/oqiies dunensw11 max JO

cm environ s1tuees Jiir la nmche etanche rupéneure au.dessus du ntveaii d'eaii "VmW

Comportement opnmiim apres / 'execuno11 des tTavaux de reparunon

Aiirune mfiltratwn

Depiiis ! 968, toii1oun en bonnes condmom

N1gligibl1 loan. Equipm1nt for checking the d1form1tions tn the dam (radio Pares négligmbleJ leJ appareils d'auJCMIUitlOn des deformat1vru dam le 101 SALAGOU

102 MANZANARES E l REAL

103 ALESANI

104 SANTILLANA tl

D 1969 sondn, r1mot1 ltvtl ind1t1tOf1) ha indttltld a 1111ttlam1nt of about 11 cm barrage (radww11deJ, telemve.aux) 011t 111dique un taJSemenr de /'ordJ'e de

w1thout di1plac1m1nt1, bolh IO th• found1t1on and in the 1tructure 11 cm envvon saru deplacements sort dans Ul Jondarwn que dans /'ouvrage

D 1969 /)Qru /'ensamble le comportement 11emble satlsf1111ant les russements dii rem-1 G1n1nl behaviour: �lry good. Settlements of the embankment are slight. w1th lbla1 JOnt faibles et le défom11mo

.

ns dii masqiie d'etancherte (•·onrrblees }Jtlr

1969 �==:�: :,���,���o�I (:��:·; 1�: (��:����n�)r;u�l

hh��'Jo:�� 1� ��· ;� ;::;11�e

n{�":;"�;n; 7::. �;:a:t,,;a11r::;;���;;��1t�1�e �:;:r;:;�: �:

ltry 11 lhl foot of the dem). pied du ma.sq1w d'étanchéité D 1969 N0 181PIDIS Aucunemfiltrunon

HIS COD Lowtr downltr"m D 1969 N111ligibl1 loaes Per1es negl1geab/es

106 COD Lower ul)1trum D 1969 Neghg1bl11 loaes

101 GRANE 0 1969

1œ PEOU 0 1969

109 PLAN O'AREM D 1969 Verygood b1h1W1our; no leak11111, neether d1form1tions nor alt1r111ons.

110 COD Upper At 1969 Neghg1bl1 lom1

70

Pertes 11eg/1gr.ab/es

Comportement excel/e111, 111 feues, m deformlltwns oii a/1er111wm

Pertes netf1geables

N" NAME

.VOM

1 1 1 RIFA

1 1 2 FELOSEE

1 13 CARBONNE

114 DUNGONNELL

1 1 5 LEGAOAOI

1 16 PONTE LISCIONE

117 RY DE ROME

1 1 8 NIDOA

1 19 ABONO

120 LOUKOML

121 OGLIASTRO

122 KONOYAMA

123 NlNOKUAA

124 CEAVATOS

12!i SCHOMBACH

126 OBERNAU

127 WURTEN

128 RIVER TOWY

129 HIGASHIFUJl

130 REFTINSK

131 SREDNE·DURALSK

132 IRIKLA

133 KAAMANOVSK

� ! 1" ! � �

,, 0

� o. � ! � � � t �

1969

1970

PERFORMANCE EVALUATION

Sufflcutnt Sujjmml

('OMPURTEMtJVT

continue TABLE o JUrtt Tableau 6

! 1 D 1970 1 Verygood behav1our: no l11kages; ne1ther deformatwn5 nor alterat1ons

! D 19701 ��;·;:�:b�1;:�

k1�:ip�l:

c;�d�� �e�p

c:�

b8�rp:�::n:�� ��o�:�1

of surface da·

Comportement excelle/!/. nr fuites, m dtforma11ons ou altérat1ons

Aucune 111f1ltra/1on mtstirablt n "a e/j rtpàtt Jusq 'a onobrt 1975 m s1g11es dt dtbll dt surface ou dt ritsatrtttmon Quelquts rugositts a la couche d'tlan­,·hemtnt pnmuire de 10 mm de profondeur apris une Jtchtrtsst prolonttt

0 1970

0 1970

0 1970

j 0 1970 ! 1 D 1970

Re 1970

Re 1970

D 1971

0 1971

0 1971

0 1971

0 197111

1971

Re 1971·/

Ro 1971 1 Re 1971

Re 1971 1 Re 1971

I Re 1971 1

When completed usually apemngs at JOmts were obsernd, but no leakage wa· Lors de son ache�t'ment, un oburva hab1rutl/emv11 deJ ouverrure1aia1omu ter. Good cond1t1ons aher repalflng works were executed muu pas des fuues Bonnes cond1t1ons apres ftJ travaux dt fiparvhon

Good conditions ever since 1971 A parti! cfr J\171, rou101.m bonnes cund111oru

Good cond1t1ons ever smce 1971 . Depuis 1971 rou1nurs bonnes cond1t1om

134 POZA HONOA 0 1971

135 DORLAY

136 VAL LEA D E PESTI

137 GUAJARAZ

138 LAUREL CREEK

139 VALLON DOL

140 VALLON D O L

141 LUOINGTON

142 TATARAGI

"' IM1vAMA

144 LES ESSERTS

145 CHÀTELARO (ESA)

146 BOSTAL

147 REVIN

l Aftar 1 yaar· n11ther swtillmgs, n

.

or shdings nor disgregat1ons. Joint closed. No cracks at the connectionwith concrete cofferdam, whichhu b11n treated w1th

1972 �I': �1�1�ra�:r'!'i��:���0aJ�I ���

hu:�\����,;�!�

lb\���T,

s1�

tr��:���1�

r::i�

sat1sfactory.by gamma dens1meter. 0 1972

0 1972 Lasses 1 1/swith storage 10 m below the normal water levai.

,, 1972 1 l"f: 1 ·- -· ·�·"'" -.. """ "" �- ' ' "'

R: :::: Il Good cond1t1ons �ver smce 1973

0 1973 Good conditrnns ever since 1973.

Re 1973 11 Seepage lassas 0 27 1/s for 1000 m1 of revetment under 10 m head

Re 1973

0 11 19731 1 1 Overall 1mpe1meab1lity sat1sfactory Sorne leakages through th1 bottom

Re 1973 Spreadmg and compact1on not sallsfactory because ol m1x temparature repear workswere required m 1974

7 1

Aprts un an. pas dt gonflement. dt flUtlft et dt dt14(rtptwn. lomts fumes Pas dt mod1ficat1ons au raccordement du ""'1qUt tt du J'flNfuiUt en biton arme. traiti par la ml3t rn phlct d'une toile dt vent 1"1priplll fllol bituntt. LtJ fu1tes (a travtrs le barrQft} w11t minimes 5 à 6 l/J à rttt1Wl'm4X. apfis unt longue ptr1odt dt stcheresse l 'impt!rmtab1/11i du 171111qut (contrôlit aux rayom ""()s "tst 1eve/it exctllt111t

Pertes / //s avtc rerenue JO m au-4t"ous du mYNu normal de /"tau

Compo11emen1 ncelltnt aptes 2 ans tnv1ron fHb1r de fuite total 1.5 l/s

Depuis 1973 rou1ours bonnts conditwns

Depuis 1 9 7 1 rou1ours bonnes cond1t1oru

Pertes d'mfilt!atwn 0.27 1/s pour 1000m1 de revt1t111tnt souJ ! O m d'eau

Tres bonne tlanchtllt d 'tnsamblt les quelques fuites v1tnnt111 du revtremtnt dt jond t:n sommet dt 1alu1 let 1ytttmts de répandlifr el compactaie itllwnt msuffisammtnt ew.d1js compactage t<1rdif sur ""1tirlat4X trop froids, da fallu par wnes a1ourer en 1 9 74 un enduit dt fermerure o.u seulement rtchaufftr et 'umpaCler

.. NA.ME

NOM

148 SELLERO

PERFORMANCE EVALUATION

R1 1973

COMPOR TEMENT

contmu1 TABLE 6 1wu Tableau 6

149 NUMA.Pfl'A.RA. R1 1973 Good cond1t1onsev1r smc11973.

150 WALDECK Re 1973

151 LATSCHAU R1 1973 Suffici1nt Suffi:w.t11

152 TURLOUGH HILL R1 1973

153 BALAKOV 1 Rt 1973

154 GODEY c 1974

155 HQCHWURTEN 0 1974

156 GROSS 0 1974

157 WEHRA a 1974

158 WEILERBAD 0 1974

159 HORNBERG R1 1914

160 BALAKOV 11 R1 1974

LANGENPROZEL TEN

161 loww Rmrvoir Re 1974

R1 1974

163 R1tention RllltVoir R1 1974

164 GALGENBICHL 0 1975

165 GOSS 0 1975

166 KRONENBURG 0 1975

167 CHÂTELARD (CFF) 0 1976

168 OSCHENIK 0 1976

169 FUTABA 0 1977

170 MACKENZIE

111 scons PEACK.

172 VALMAYOR

173 E L SIBERIO

174 NEGRATIN

175 CATAVERAL

176 ESTANDA

177 CAN SAMADA

178 El LIMONERO

179 E l SALTADERO R1

180 MONTA.AA DE TACO R1

181 MONTAAA GOROA R1

182 MONTAAA MOLINA R1

S1d1 slopes · Optimum p1rform1nc1 to date (Nov 1974) Côti pentts Ptrforrrumct optrmum a Io d4te 1Nov 1974)

Floor Som1 .. page during initial filhng d1cr11S1d to 0 and incr1ued ag1m Io 1 Fond Qutlquts "'(iltnmons pel"ldant lt rtmp/liltlgt 1111114/ dimmutrtnr

4 1/s tram IOC:lltzed 1r11. 1usqu"a Ott augmenttrtntdt novtau a 4 //s d"une zone localisu

1

72

XI I - R E F E R E NCES - B I B L I OG RAPH I E

Xll . 1 - PAPERS PRES ENTED at ICO LD CON G R ES S ES

Xl l .1 - RAPPO RTS PRES ENTES AUX CON G R ES D E LA CIGB

ROM E · 1 961 - O. 27

R. 5 - V AN ASBEC K (W.F . ) ( Great Britain) The use of asphaltic bitumen for sealing earth and rock-fill dams.

R. 19 - DESTENA Y (J) and LE MA Y (Y . ) (France) Les masques d'étanchéité des barrages en enrochements construits par Electricité de France.

R. 36 - THEVENIN (J) (France) Barrage du Ghrib (Algérie ). Observations et études sur le vieillissement du masque en béton bitumineux.

R. 38 - SCHNITTER (G . ) and ZELLER (J) (Switzerland ) Geotechnical investigations of mixtures of bitumen, clay or bentonite with sandy grave!.

R. 44 - VERCON (M.) and MARKOVIC (M.) (Yougoslavie ) Masque d'étanchéité en béton bitumineux du barrage de Radoina.

R. 66 - WALKER (F .C . ) and ELLSPERMAN (L.M.) (U .S.A.) Factors affecting the use of asphaltic diaphragms in earth and rockfill dams in the western U nited States.

R. 77 - LOHR ( German Federal Republic) Problems encountered in the construction of fill dams with bituminous sealing elements.

R. 80 - KOENIG ( H.W.) ( German Federal Republic) Waterproofing of earthfill and rockfill dam8with bitumen and other materials .

R. 97 - HOBST (L.) (Czechoslovakia) The sealing of rock-fill and earth dams by precast elements and PVC film liners.

R. 103 - GROUPE DE TRAVAIL DU COMITE' F RANCAIS (France) Problèmes posés par les revêtements d'étanchéité en béton de ciment ou béton bitumi­neux des barrages en enrochements.

R. 105 - PALMA CARLOS (A.) and SILVA SANCHES (R.) (Portugal) Aims and conditions of the U tilization of bituminous products in some Portuguese dams.

R. 123 - NITCHIPOROVITCH (A.A.) and SIDOROV (A.A.) ( U.S.S.R.) Anti-seepage installations. in earth and rockfill dams based on experience in the U .S.S.R.

73

EDINBURGH 1964 · Q. 31

R . 1 7 - LORH (A . ) (German Ferlerai Republic) Characteristics of asphalt concrete for facing membranes and cores of high fill dams.

ISTANBUL 1967 - Q. 34

R. 21 - SALLSTROM (S. ) (Sweden) Plastic coatings used for sealing old concrete dam.

R. 22 - FRISTROM (G . ) and SALLSTROM (S.) (Sweden) Control and maintenance of concrete structures in existing dams in Sweden.

R. 29 - GRONER (Chr.F.) (Normay) The application of plastic membranes for the protection and repair of deteriorations of concrete dams.

R. 40 - KOENIG (H.W.) and IDEL (K.H.) (German Ferlerai Republic) Deformation and loading of a rockfill dam with bituminous surface membrane .

MONTREAL 1970 - Q. 36

R. 1 5 - KROPATSCHEK (H.) and RIENOSSL ( K . ) (Austria) The vertical asphaltic concrete core of the earthfill dam Eberlaste of the Zemm hydro­electric scheme.

R. 38 - V ISSER ( A ), SCHOENIAN (E), POSKITT (F) (Great Britain) The Application of Bitumen for Earth and Rockfill Dams.

R. 39 - LOHR (A. ) and FEINER (A. ) ( German Federal Republic) Asphaltic concrete blankets and cores for fill dams and pumped-storage reservoirs.

MADR I D 1 973 - Q. 42

R . 7 - Groupe d e Travail d u Comité Français : PLICHON, CORDA, DIERNAT, ROSSET, V ALET, HUYNH, LEFEBVRE, LELU ( Franœ) L'expérience française des masques amont en béton bitumineux.

R. 11 - ELGES (H.F.W.K.) and DU PLESSIS (J.G.) ( Republic of South Africa ) Sorne aspects of the methods of slope protection used in the construction of earth dams in the Department of Water Affairs.

R. 1 3 - TAYLOR (K.V.) ( U .S.A.) Slope protection on earth and rockfill dams.

R. 16 - GSAENGER (A. ) ( German Federal Republic) The asphalt sealing membrane of the dam of Lech power plant Prem.

R. 17 - SAWADA (T.), NAKAZ IMA ( Y . ), TANAKA (T.) (Japan) Empirical research and practical design of rockfill dams with asphalt facing.

R. 20 - KOENIG (H.W.) and IDEL (K.H.) (Germany) Report on the behaviour of impervious surface of asphalt.

74

R. 22 - KUDLIK (J), NOSEK (L.); PRUSKA (L.) STASTNY (J) (Czechoslovakia) The use of a plastic foi! for reconstruction of an earth dam.

R. 23 - BROUSEK (M.) (Tchécoslovaquie) La protection des paraments des barrages en terre et en enrochements.

R. 24 - NOURESCU (A.), CONSTANTINESCU (C.), HORODINSCHI (0.), LUCA (E.) (Rou­manie) Solutions d'étanchement et la protection des talus aux barrages en matériaux locaux, exécutés en Roumanie.

R. 27 - Groupe de Travail du Comité Français : CORDA, CEINTREY , DUN GLAS; DIERNAT, COMBELLES (J.), LON GUEMARE, V IEU, TERMINASSIAN (France) Revêtements en matériaux nouveaux. Etat des recherches et premières réalisations françaises.

R. 28 - Groupe de Travail du Comité Français : VIEU (H. ), PAUBEL, CARON, TERMINAS. SIAN (France) Noyaux d'étanchéité internes.

R. 29 - TAKAHASHI (M.), NAKAYAMA (K.) (Jape.n) The effect of regional conditions in Japan on design and construction of impervious elements of rockfill dams.

R. 34 - SCHOBER (W.) (Austria) Considerations and investigations for the design of a rockfill dam with a 92 m high bi­tuminous mix core.

R. 35 - FORBES (D.J .), GORDON (J.L.), RUTLEDGE (S.E.) (Canada) Concrete diaphragm wall. Bighom dam.

R. 43 - WOESTENENK (A.J . ) (Netherlands) Use of asphalt for slope protection on earth and rockfill dams.

R. 45 - RIENOSSL (K.) (Austria) Embankment dams with asphaltic-concrete cores. Experiences and recent test results.

R. 46 - INNERHOFER (G.) (Austria) Asphaltic concrete facing of the Rifa, Partenen and Latschau balancing reservoirs.

R. 47 - LOHR (A.), FEINER (A.) (Germany) Asphaltic concrete cores experiences and developments.

R. 48 - HERRERAS (J.A.) (Spain) The membrane of the Pozo de Los Ramos dam.

R. 51 - BELBACHIR (K.), MONTEL (B.), CHERVIER (L.) (Algérie ) Comportement des masques d'étanchéité en béton bitumineux des barrages du Secré­tariat d'Etat à !'Hydraulique Algérien.

R. 52 - BALDOVIN ( G.), GHIRARDINI (A.) (ltaly) Ogliastro reserVoir peripherical rockfill dam, with 90.000 m2 upstream bituminous membrane.

7 5

Xl l .2 - DOCUMENTATION R ECEIVED IN R EPL Y TO THE INTERNATIONAL ENQU I R I ES : (according to Countries)

X l l.2 DOCUMENTATION R ECUE EN R EPONSE AUX ENQUETES INTERNATIONALES : (par Pays)

AUSTRIA

VERBAND DER ELEKTRIZITAETSWERKE OESTERREICHS Verbandsempfehlungen für die Projektierung und zur Abfassung von technischen Vertragsbedin­gungen für Asphaltwasserbauarbeiten 1 Auflage, 1 968.

OESTERREICHISCHE DONAUKRAFTWERKE AKTIENGESELLSCHAFT Staustufe Ottensheim - Wilhering. Miirz 1 9 7 4.

AUSTRALIA

H.E. TASMANIA, GORDON RIVER POWER DEVELOPMENT Specification for the construction of a bituminous concrete membrane for the upstream face of scotts peak dam. C.E. 1523 with Amendments.

H.E. T ASMANIA Mackenzie Dam - Design of bituminous concrete mix.

G E RMANY

- STRABAG Schriftenreihe 9. Folge 1 Asphalt-Wasserbau - Arbeiten and den :Jahren 1968 - 1972.

HEINZ STEFFEN, KETTWIG Anwendung und einbau von Asphaltbetom im Wasserbau. Baumaschine und Bautechnik Helft 5 Seiten 1 75 bis 182.

H . STEFFEN Asphaltic sealings in the construction of pumped-storage schemes. Report Symposium on hydro­electric pumped storage schemes - Athens 1972.

G R EAT BR ITAIN

F.F. POSKITT The Asphaltic lining of Dungonnel Dam. The Institution of Civil Engineers n. 5 1 - 52 , 1972

- W.S. ATKINS AND PARTNERS IN ASSOCIATION WITH HOWARD HUMPHREYS AND SONS Legadadi Dam.

76

ITALY

M. FERRARI, ITALSTRADE S.p.A. Esecuzione del rivestimento bituminoso di una grande diga in terra ( Zoccolo) Costruzioni - N. 1 09 - Gennaio 1 965

A. CHIARI Criteri di progetto e controlli di costruzione del rivestimento bituminoso della Diga di Zoccolo. Geotecnica N . 6 - 1 964

D. FINZI, - A. GHIRARDINI, MONTEDISON S.p.A. Impiego di bitumi e miscele bituminose negli impianti della Montedison S.p.A . - Marzo 1973

P. BERT!, S.p.A. COSTRU ZIONI U. GIROLA li serbatoio di Ogliastro - L'Energia Elettrica n. 9 - 1971-

JAPAN

J APANESE NATIONAL COMMITTEE ON LARGE D AMS Dams in Japan - 1973

NETH E R LANDS

SHELL INTERNATIONAL PETROLEUM COMPANY LTD Bitumen for Dams and Reservoirs - 1971

COMPANY FOR THE DEVELOPMENT AND APPLICATION OF BITUMEN TO HYDRAU­LIC ENGINEERING Bitumarin

SPAIN

J .L.A. ELORZA; M.A. FRANC O ; R .N . CUFI Comentario sobre las presas de materiales sueltos con pantalla en Espafia. Ministero de Obras Publicas - Direction General de Obras Hidraulicas - Division de Vigilancia de Presas 1 1° Congresso ICOLD - Madrid 1973

SWITZER LAND

G. SCHNITTER : Ausgleichbecken. - "Schweizerische Bauzeitung" - 1 959, Nr. 44.

W.O. RÜEGG: Asphalt•Dichtungsbelage für Ausgleichbecken. - "Schweizerische Bauzeitung" - 1960, Nr. 21.

J .C . OTT. : Expériences faites a u cours d e la construction des bassins d e compensation d'Eggen et du Bergli. " Bulletin technique de la Suisse romande" - 1 959.

77

W. KEHRLI: Die Ausgleichbecken Wanna und Safien-Platz der Kraftwerksgruppe Zervreila. - "Hoch-und Tiefbau" - 1960, Nr. 6-8.

A. ROBERT: Le bassin de compensation de Motec, son projet et sa réalisation. - "Bulletin technique de la Suisse romande" - 1959, Nr. 18.

W. LEPORI: Das Ausgleichbecken Vissoie der Kraftwerke Gougra AG. - "Schweizerische Bauzeitung" - 1 960,

Nr. 1 5 .

U.S.A.

M.E. HIKLEY Asphaltic concrete canal lining and dam facing. Engineering and research center Bureau of Re­clamation. Rec. - Ere. 7 1 - 37 Sept. 1971

US. DEP. OF INT. BUREAU OF RECLAMATION Mix design investigation of asphaltic concrete for dam facing Glen Eider Dam. Missouri River Basin Project - Kansas. Report n. ChE -42-Febbr. 1965. Chemical Eng. Branch. Division of Research.

78

X l l .3 - OTHE R DOCUMENTATION (in chronological order)

X l l .3 - AUTR ES DOCUMENTS (en ordre chronologique)

R. JAPPELLI IV Convegno dell' Associazione Geotecnica Germanica - "Geotecnica", n. 4 - 1 956

CARUSO e PANCINI La diga di sbarramento secondario in materiale sciolto del serbatoio della Fedaia. "Geotecnica", n. 5 - 1957

H.K. GLIDDEN Asphaltic facing methods for MONTGOMERY dam - "World Construction" - vol. Il, n . 8 - 1 958

ARRAMBIDE - DURIEZ Liants routiers en enrobés-Dunod - 1 959

ESSO STANDARD IT. Applicazione del bitume nelle opere idrauliche - articoli di De Vito e Ravaglioli, Marini e Marin­ghetti da " Acqua" e " Asfalti, bitumi, catrami" - 1 960

THE ASPHALT INSTITUTE Asphalt plant manual - MS 3 - 6th printing - 1963

THE ASPHAL T INSTITUTE Mix design methods for asphalt concrete and other hot-mix types - MS 2 3th printing - 1 963, Specification and construction methods for asphalt concrete and other plant - mix tupes SS 1 -3 th edition - 1964

W.E. V AN ASBECK Bitumen in hydraulic engineering - Vol. 2 Elsevier - 1 964

United Nations Conference on the application of science and technology for the benefit of the Jess developed areas - Genova - 1963

Shell lnt . Petroleum Co. Ltd - London

V. CASTAGNETTA Rivestimenti bituminosi di dighe e bacini realizzati in ltalia - " Bollettino di informazione tec­riica" Shell, n. 3 - 1 964

THE ASPHAL T INSTITUTE Asphalt in hydraulic structures - MS 12 th printing - 1965

SHELL ITALIANA Manuale del bitume - traduzione da "The Asphalt Handbook" - MS 4 dell' Asphalt Institute -

1965

PELTIER Manuel du laboratoire routier - Dunod 1 965

SHELL CONSTRUCTION SERVICE Austrian Reservoir with asphalt lining

SHELL CONSTRUCTION SERVICE Asphalt lining of canais and dams: new finishers

79

SHELL ITALIANA Il calcestruzw bituminoso - traduzione dall'originale "Asphaltic concrete" della SHELL lnt. -1965

UNIONE PETROLIFERA TOURING CLUB IT. Manuale delle pavimentazioni bituminose (a cura di G. Centolani) - 1966

ESSO STANDARD !TAL. Norme esecutive raccomandate dall' Associazione tedesca per lavori in terra e fondazioni - ESSEN Capitolo C-2 - Modalità esecutive - 1 967

V. CASTAGNETTA Il bitume nelle opere idrauliche - Vol. 1 - SHELL - 1968

- Japanese dam construction - "Shell bitumen review" - n. 30 - 1970

ENEL Diga di ZOCCOLO - estratto da : "Le dighe di ritenuta degli impianti idroelettrici italiani" -Roma 1970

VISSER e SCHONIAN Bitumen for dams and reservoirs - SHELL INT. - 1971

V . CASTAGNETTA La tecnica dei conglomerati bituminosi "Bollettino d'informazione tecnica" SHELL !TAL. -n. 1 - 1972

H. STEFFEN The use of asphalt in reservoir linings and dam cores - "Water power" - Oct. 1 973

- Les revêtements étanches en béton bitumineux - "Bitume actualités" - n. 51 - 1973

T. MORO e M . PUCCIO Il rivestimento bituminoso della vasca di accumulo di Sellero nell'impianto di San Fiorano "L'Energia Elettrica" - Nr. 1 2 - 1 975.

WALO BERTSCHINGER AC - Zürich Asphaltdichtungen für Ausgheleichsbecken und Staudiimme"

1 M P R I M E R I E L O U I S - J E A N Publications scientifiques et littéraires 05002 GAP Tél. 92 51 35.23 Dépôt légal . 36 - Janvier 1988

ISSN 0534 - 8293

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