Practical Manual for the Use of Soils and Rocky Materials in Embankment Construction

ISSN 1151-1516

techniques et méthodesdes laboratoires des ponts et chaussées

Guide technique

Practical manualfor the use of soils

and rocky materialsin embankment construction

EXCERPTS from Guide technique “Réalisation des remblais

et des couches de formes” [acronym “GTR”]

(Technical Guideline on “Embankment

and Capping Layer Construction”)

Practical manual

for the

Use of soils and rocky materialsin embankment construction

September 2003

Laboratoire Central des Ponts et Chaussées

58, boulevard Lefebvre - 75732 PARIS Cedex 15 - France

This document has been produced under the joint responsability

of the LCPC and SETRA research organizations

The GTR was drawn up by the following work group:

MM J.-F. CORTÉ LCPC (Division Géotechnique mécanique des chaussées)S.H. EDME Entreprise Müller FrèresA. FÈVRE CETE Normandie-Centre (LRPC de Rouen)D. GILOPPE CETE Normandie-Centre (DESGI)J. GIROUY Direction des Infrastructures du Département de la Charente-MaritimeH. HAVARD CETE de l’Ouest (LRPC d’Angers)J.-P. JOUBERT SETRAG. MOREL CER de RouenA. PERROT CETE de l’Est (LRPC de Nancy)B. de PILLOT CETE de Lyon (DES)J.-P. PUECH ScétaurouteD. PUIATTI Société des Chaux et Dolomies du Boulonnais S.A.M. SCHAEFFNER LCPC (Division Géotechnique mécanique des chaussées)B. URCEL DDE des Hauts-de-Seine

and written by:

MM J.-F. CORTÉ LCPC (Division Géotechnique mécanique des chaussées)A. FÈVRE CETE Normandie-Centre (LRPC de Rouen)H. HAVARD CETE de l’Ouest (LRPC d’Angers)J.-P. JOUBERT SETRAM. KERGOET LRPC de l’Est parisienG. MOREL CER de RouenA. PERROT CETE de l’Est (LRPC de Nancy)A. QUIBEL CER de RouenM. SCHAEFFNER LCPC (Division Géotechnique mécanique des chaussées)J. VEYSSET CETE de Lyon (LRPC de Lyon)

Under responsibility of Scientific and Technical Network of the french Ministery of Equipement

This Practical Manual was prepared by:

MM J.-F. CORTÉ LCPC (Direction technique “Chaussées”)H. HAVARD LCPC (Direction technique “Géotechnique”)

And translated by:

NORTRAD

and the translation kindly reviewed by:

Mme J. DEZART Entreprise Guintoli (France)

The distribution of this document is supported by:

To order this publication:

Laboratoire Central des Ponts et Chaussées - IST - Diffusion des Editions - 58, boulevard Levebvre F - 75732 - Paris Cedex 15 - Phone: 01 40 43 50 20 - Fax: 01 40 43 54 95 - Internet: http://www.lcpc.frPrice: 23 Euros HT

This document is property of the LCPC organization and may not be copied or reproduced in any form, even partially,without the express authorization of the LCPC Managing Director (or one of the Director’s authorized representatives).© 2003 - LCPCISSN 1151-1516ISBN 2-7208-3116-4

3

Table of contents

Notice 5

1. Field of application 72. References 72.1 Bibliography and Technical References 72.2 Relevant Standards 83. Abbreviations and symbols 9

4. Classification of rocks and soils 10

4.1 Rock and Materials Displaying Special Behaviour 104.2 Soils 144.2.1 Grain size characteristics 144.2.2 Clay characteristics 144.2.3 State characteristics 154.3 Summary of classification 174.3.1 Summary table of the classification of rock and soil types 174.3.2 Classification according to type and state 18

5. Use of rocks and soils in embankment construction 26

5.1 Rock and Materials Displaying Special Behaviour 275.2 Soils 29

6. Compaction of fill 36

6.1 Definition of specifications 366.2 Classification of compaction plant 376.2.1 Pneumatic tyred rollers (Pi) 376.2.2 Smooth vibrating drum rollers (Vi) 376.2.3 Vibrating rollers (VPi) 406.2.4 Static tamping rollers (SPi) 406.2.5 Vibrating plate compactors (PQi) 406.3 Compaction specifications 416.3.1 Use of Tables - Examples of Application 416.3.2 Compaction tables 436.4 Continuous monitoring of compaction 546.4.1 Specifications 546.4.2 Monitoring Operations 55

7. Particular case of use of arid soils 57

7.1 Advantages of, and basis for dry compaction 577.2 Definition of arid soils - Application scope of the method 577.2.1 Nature of concerned soils 577.2.2 Definition of moisture state “arid” 577.2.3 “Arid” state classes of soils 587.2.4 Acceptable embankment height 587.3 Compaction tables 587.4 Particularities of dry compaction 587.5 “Dry compaction” trial embankments 597.6 Special site organisation for “Dry compaction” 59

5

Notice

This Manual is an excerpt from the Technical Guidelines on Embankmentand Capping Layers Construction (abbreviated to its French acronym GTR) issuedSeptember 1992 in France by LCPC 1 and SETRA 2. The Guidelines are the basic standard

engineering reference work in France on the construction of embankments and capping layers.This excerpt from the Guidelines concerns only the part dealing with the classification of naturalsoils and their use in embankments (excluding all reference to organic topsoils and industrial products)and requirements for their use in capping layers construction).

This Manual is a broader development of a more specific project undertaken in 1998 at the request of the Executive Council for Major Works in Lebanon with a view to compiling a Lebanesestandard on the construction of fill structures under the aegis of LIBNOR.

The GTR rock classification system (see section 4-1 below) addresses only those rockscommonly found in France. Experience has shown that the use of the Manual in another countrymay justify reducing or extending the classification system to adapt its content to the rocksencountered with respect to earthmoving work not included in GTR, if such changes wereconsidered relevant.These changes do not appear to be required in the soil classification system(see section 4-2).

Earthworks in specific meteorological area (for instance very hot or very cold ones) needadaptations to take into account difficulties produced by natural moisture content.

Caveat Language - This practice offers a set of instructions for performing one or more specificoperations. This document cannot replace education and experience and should be used inconjunction with professional judgment. Not all aspects of this practice may applicable in allcircumstances. This manual is not intended to represent or replace the standard of care by whichthe adequacy of a given professional service must be judged, nor should this document beapplied without consideration of a project’s many unique aspects.

1. Laboratoire Central des Ponts et Chaussées, 58 boulevard Lefebvre, 75732 Paris Cedex 15, France,

tel. (33) 1 40 43 50 00, fax (33) 1 40 43 54 98

2. Service d'Etudes des Routes et Autoroutes, Centre de Sécurité et des Techniques Routières, 46 avenue Aristide Briand, BP 100,

92223 Bagneux Cedex, France, tel. (33) 1 46 11 31 31, fax (33) 1 46 11 31 69

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Use of soils and rocky materials in embankment construction • Field of application

1. Field of application

This Manual- classifies naturally-occurring soils on the basis of laboratory classification tests (chiefly with respect

to their potential use as a fill material),- specifies the soil categories suitable for incorporation in embankments and the relevant conditions

of use,- describes the main methods construction and any restrictions specific to categories.

The section dealing with compaction of fill puts forward a suggested classification of compactionmachinery offering a standard of construction compatible with the quality goals commonlyassociated with such work, and a method for continuously monitoring actual compaction performance.

A special method of compaction of “arid” soils often found in arid countries is also proposed inchapter 7. The particular precautions mentioned in this chapter are then required.

This method is not a substitute for proper design, which must address project-specific factors suchas available soil types and condition, balanced cut and fill, conditions in the underlying ground,embankment structure when the constituent soils are not uniform, embankment face slopes,drainage, local climate and weather conditions over the construction period, erosion risk, etc. In addition to the rules of the present document, it is necessary to carry out a specific stabilitystudy for embankments the height of which exceed 15 to 20 metres.

2. References

2.1 Bibliography and Technical References

This Manual is an excerpt from the Technical Guidelines on Embankment and Capping Layer

Construction (abbreviated to its French acronym GTR) issued September 1992 in France byLCPC3 and SETRA4. The Guidelines are substantially the only standard engineering referencework in France for the construction of embankments and capping layers. This Manual concernsonly the part of the Guidelines dealing with the classification of natural soils and their use inembankments. Reference should be made to the Guidelines for detailed explanation and in somecases engineering justification for the arrangements recommended herein, because the Manualtakes only the practical recommendations from the Guidelines, to avoid overburdening the work.It is however important to note that the Manual differs from the Guidelines in the following

respects:

- Organic topsoils and industrial products in the GTR classification have been ignored becausetheir use is too dependent on environmental legislation and cannot be readily transposed fromone country to another.

- Soil class D3 has been deleted from the classification (being not necessary).- Criteria for use which involves specific plant (full-depth excavation or bench excavation) or

modification of the soil moisture state (particularly wetting over-dry material) have not been keptbecause they are likely to be difficult to meet in the field. Nevertheless, if site conditions aresuch as to allow the soil moisture to be improved or even completely changed, this fact isaddressed in the Manual in the site condition classification.

3. Laboratoire Central des Ponts et Chaussées, 58 Boulevard Lefebvre, 75732 Paris Cedex 15, France,

tel. (33) 1 40 43 50 00, fax (33) 1 40 43 54 98

4. Service d'Etudes des Routes et Autoroutes, Centre de Sécurité et des Techniques Routières, 46 Avenue Aristide Briand, BP 100,

92223 Bagneux Cedex, France, tel. (33) 1 46 11 31 31, fax (33) 1 46 11 31 69

8

Use of soils and rocky materials in embankment construction • References

The engineering justification of the content of this document has been establishedexperimentally by the systematic use, from 1976 to 1992, of very similar rules to those in the GTR,laid down at the time by Recommendations on Road Earthworks (abbreviated RTR, a documentgiven official status in France at the time by the standard public contract specifications forhighways), which very broadly speaking, led to stable fill structures being built. Experienceacquired and records of construction conditions and performance of the structures built in thisway led to improvements to the RTR on several points when preparing the Technical Guidelineson Embankment and Capping Layer Construction (GTR). Apart from the experimental justificationoffered by successful projects, extensive trials had been conducted under controlled conditions,especially for drafting the compaction specifications.

The justifications of the particular method proposed for re-use of arid soils can be found in thechapter 7.

2.2 Relevant Standards

The Manual makes reference to the following French standards issued by AFNOR (AssociationFrançaise de Normalisation, Tour Europe, 92049 Paris La Défense Cedex, France):XP P 18-540 - Aggregate - Definitions, Compliance, Specifications (Oct. 1997)5 XP P 18-572 - Micro-Deval Abrasion Test (Dec. 1990)5 XP P 18-573 - Los Angeles Test (Dec. 1990)XP P 18-574 - Dynamic Fragmentation Test (Dec. 1990)XP P 18-576 - Determination of Sand Friability Coefficient (Dec. 1990)XP P 18-593 - Sensitivity to Frost (Dec. 1990)5XP P 18-598 - Sand Equivalent (Oct. 1991)

NF P 11-300 - Earthwork Construction - Classification of materials for use in the constructionof highway embankments and capping layers (Sept. 1992)NF P 11-301 - Earthwork Construction - Terminology (Dec. 1994)NF P 94-040 - Soils: Investigations and Tests - Simplified method of classifying the 0-50mm fraction of granular material - Determination of grain sizes and methyl blue value(Oct. 1993)NF P 94-049-1 - Soils: Investigations and Tests - Determination of moisture content (by weight) of materials - Part 1: Microwave oven drying method (Feb. 1996)NF P 94-049-2 - Soils: Investigations and Tests - Determination of moisture content (by weight) of materials - Part 2: Hotplate and radiator methods (Feb. 1996)NF P 94-050 - Determination of moisture content (by weight) of materials - Autoclavemethod (Sept. 1995)NF P 94-051 - Soils: Investigations and Tests - Determination of Atterberg Limits - Liquidlimit (cup method) - Plastic limit (roll method) - March 1993NF P 94-052-1 - Soils: Investigations and Tests - Determination of Atterberg Limits - Part1 - Liquid limit (cone penetration method) (Nov. 1995)NF P 94-054 - Soils: Investigations and Tests - Determination of unit weight of solid particles- Water pycnometer method (Oct. 1991)NF P 94-056 - Soils: Investigations and Tests - Grain size analysis - Wash, dry and screenmethod (March 1996)NF P 94-061-1 - Soils: Investigations and Tests - Determination of unit weight of in-placematerial - Part 1 - Direct transmission probe gammadensimeter method (Oct. 1996)NF P 94-061-2 - Soils: Investigations and Tests - Determination of unit weight of in-placematerial - Part 2 - Membrane densimeter method (March 1996)

NF P 94-061-3 - Soils: Investigations and Tests - Determination of unit weight of in-placematerial - Part 3 - Sand method (April 1996)

5. This standard remains valid but will be superseded on 1st December 2003 by a European standard already issued, designated NF EN.

9

Use of soils and rocky materials in embankment construction • Abbreviations and symbols

NF P 94-061-4 - Soils: Investigations and Tests - Determination of unit weight of in-placematerial - Part 4 - Method for coarse materials (Dmax > 50mm) (Dec. 1996)NF P 94-062 - Soils: Investigations and Tests - Determination of in-place unit weight - Twinprobe gamma diagraphy (11 pages) (Aug. 1997)XF P 94-063 - Soils: Investigations and Tests - Compaction testing - Constant energypenetrometer method - Principle and method of calibrating penetrodensitographs - Reductionof results - Interpretation (Aug. 1997)NF P 94-064 - Soils: Investigations and Tests - Dry unit weight of rock element - Hydrostaticweighing method (Nov. 1993)NF P 94-066 - Soils: Investigations and Tests - Fragmentation coefficient of rock material(Dec. 1992)NF P 94-067 - Soils: Investigations and Tests - Degradability coefficient of rock material(Dec. 1992)NF P 94-068 - Soils: Investigations and Tests - Determination of methyl blue absorptioncapacity of soil and rock material by the stain test (Oct. 1998)NF P 94-078 - Soils: Investigations and Tests - Post-immersion CBR - Immediate CBR -Immediate bearing index IPI - Determination on sample compacted in CBR mould (May 1997)NF P 94-093 - Soils: Investigations and Tests - Determination of compaction references ofmaterial - Proctor normal test - Modified Proctor test (Oct. 1999)NF P 94-100 - Soils: Investigations and Tests - Materials treated with lime and/or hydraulicbinders - Soil treatment suitability test (Aug. 1999)

NF P 98-705 - Highway construction and maintenance plant and equipment - Compactionplant and equipment - Terminology and trade specifications (1992)NF P 98-713 - Qualification of roadmaking plant and equipment - Methods for testingcompaction plant performanceNF P 98-736 - Highway construction and maintenance plant and equipment - Classificationof compaction plantNF P 98-760 - Highway construction and maintenance plant and equipment - Pneumatictyred rollers - Evaluation of soil contact pressure (1992)NF P 98-761 - Highway construction and maintenance plant and equipment - Compactionplant - Evaluation of eccentric moment (1992)NF P 98-234.2 - Carriageway tests - Frost performance - Part 2 - Frost swelling test fortreated and untreated soils and granular materials with Dmax = 20mm (Feb. 1996)

3. Abbreviations and symbols

The following abbreviations and symbols are used in this Manual.

LH Hydraulic binders

Soil state th very weth wetm moderately wets dryts very dry

Test results DG Degradability coefficient (%)Dmax Maximum soil grain size (mm)ES Sand equivalent (%)FR Fragmentation coefficient (%)FS Sand friability coefficient (%)Ic Consistency index

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Use of soils and rocky materials in embankment construction • Classification of rocks and soils

Ip Plasticity index (%)IPI Immediate bearing index (%)LA Los Angeles coefficient (%) measured on 10-14mm fraction

(if unavailable, on 6.3-10mm fraction)MDE Micro-Deval coefficient in water (%) measured on 10-14mm fraction

(if unavailable, on 6.3-10mm fraction)VBS Methyl blue absorption of soil measured on 0-50mm fraction

(grams methyl blue per 100g soil)wn Natural moisture content (%) wOPN Standard Proctor optimum moisture content (%)ρd Bulk unit weight of dry rock sample

4. Classification of rocks and soils

4.1 Rock and materials displaying special behaviour

Prior to excavation, a material may often look like rock and one cannot decide just what type ofsoil it will form after removal. Some more or less loose materials may also display specialbehaviour on excavation, during placement and/or in the completed works, so that the classificationsystem presented below in section 4-2 cannot adequately describe them (chalk is an exampleof this).Such materials must nevertheless be characterised at the design stage in order to plan how theycan be used in the works and what difficulties their behaviour might present. Usually, engineerssimply classify the resulting soil except if the class assigned in this section to the original rock,juxtaposed with the soil classification, adds extra information which can be usefully preserved inview of the special behaviour of the resulting soil (as with chalk).

The characterisation of such materials (rock and materials displaying special behaviour)

begins by naming the material in geological terms.

The materials listing below is based on experience gained in France up to the present time,considered relevant to earthwork construction. It might be expanded as needs arise and moreknowledge is amassed.

R1

CHALKS

a - Description

Material formed by the accumulation offalling calcite particles of the order of 1 to10 μm in size.This structure is all the more fragile in thatthe material is very porous (or conversely,its dry density is low).During earthmoving operations, it producesa quantity of fines, directly related to thefragile accumulative structure.When chalk is saturated or near-saturated,the pore water wets these fines so that theybehave like a paste, hampering themovement of the construction plant and Earthworks in chalk.

11


causing pore pressures to build up in the fill.Conversely, dry chalk is a rigid material with good load-bearing performance, but compactionis difficult.Some very wet low density chalks may continue to fragment after they are placed mainly dueto applied stresses and frost.

b - Classification

Chalks are classified according to their dry density ρd and moisture content wn as shown below

ρd > 1.7 R11

1.5 < ρd � 1.7 and wn � 27 R12 h1.5 < ρd � 1.7 and 22 � wn < 27 R12 m1.5 < ρd � 1.7 and 18 � wn < 22 R12 s1.5 < ρd � 1.7 and wn < 18 R12 ts

ρd � 1.5 and wn � 31 R13 thρd � 1.5 and 26 � wn < 31 R13 hρd � 1.5 and 21 � wn < 26 R13 mρd � 1.5 and 16 � wn < 21 R13 sρd � 1.5 and wn < 16 R13 ts

R2

SUNDRY CALCAREOUS ROCKS

(Coarse-grained limestone, travertine, massive limestone, etc.)

a - Description

This class contains the whole range of calcareous rock materials. Their predominant featurein respect of their use in fill is their friability and, for the more fragmentable materials, frostsusceptibility. Broadly speaking, the materials are not evolutive rock materials (see argillaceousrock below) and raise no particular problems when used in fill.Because of their friability, attrition and crumbling may produce fines liable to make thematerial sensitive to water under heavy traffic.

b - Classification

The more compact calcareous rocks areclassified according to their resistancein the micro-Deval test, while softer rocksare classified according to their bulk unitweight:

MDE � 45 R21

MDE > 45 and ρd > 1.8 R22

ρd � 1.8 R23

Earthworks in limestone.

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R3

ARGILLACEOUS ROCKS

(Marls, shales, claystone, pelite, etc.)

a - Description

They are characterised by a more or less resistant(usually carbonate) structure with a highly variableproportion (5 % to 95 % from what is generallyreported) of potentially swelling clay mineralsimprisoned. They fragment to varying degreeswhen worked, freeing plastic, water-sensitivefines. Breakdown of the structure may continuesubsequent to being placed, under the mechanicalstresses applied by the overlying fill, and throughweathering of large pieces of intact rock due toswelling of the clay minerals in contact with watercausing destruction of the rock skeleton. Thisprocess and associated distress to the fill is morelikely when the materials are less fragmentedand display uniform grain size in the completedfill.For the more fragmentable rocks (class R34),their 0-50mm fraction must be characterised.

b - Classification

The evolutive nature of these rocks is determinedby two tests:• Fragmentation test (to French standard NF P

94-066) to assess, from the FR results, thesensitivity of the rock to the fragmentation energyapplied on site.

• Degradability test (to French standard NF P 94-067) to evaluate, from the DG result, theweathering resistance in contact with water bymeasuring the effects of wetting and dryingcycles.

For the more fragmentable rocks (class R34

materials), the natural moisture content wn iscompared to their normal Proctor optimum wOPN

or their immediate bearing index IPI is measuredto determine their hydrous state.These rocks therefore classify as follows:

* Values in italics are recommended

Fragmentability Degradability Class

FR � 7 DG > 20 R31

5 < DG � 20 R32

DG � 5 R33

FR > 7 [wn � 1.3 wOPN or IPI < 2*] R34th[1.1 wOPN � wn < 1.3 wOPN or 2 � IPI > 5*] R34h

0.9 wOPN � wn < 1.1 wOPN R34m0.7 wOPN � wn < 0.9 wOPN R34s

Rocky marls evolving from a sound, just extracted state (1) to a clay (3) by the halfway of (2).

1

2

3

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R4

SILICEOUS ROCKS

(sandstone, puddingstone, breccia, etc.)

a - Description

This class of materials can be likened toassemblies of sand grains (as in sandstone)or stones (breccia and puddingstone)cemented together with silica or calcite.The strength of the binding material affectsthe behaviour of the rock (in particular thereis a risk of rearrangement after placementif not sufficiently compacted). If the rock isfragmentable, the ultimate evolution ceaseswith the release of the constituent grains orstones. Some also contain enough clay tomake them behave in a manner similar toclass R34 material.

b - Classification

The more compact rocks are classified according to their strength in the Los Angeles fragmentationtest and micro-Deval wear test, the softer rocks according to their fragmentability.

R5

SALINE ROCKS

(Gypsum, rock salt, anhydrite, etc.)

a - Description

In mechanical terms, this class of materials are like class R2 and R3 but they are more soluble inwater and are therefore liable to cause distress in the structure, especially when- the salt is highly soluble- it accounts for a high proportion of the rock- its fragmentability on placement is low (making the fill highly pervious).

b - Classification

R6

IGNEOUS AND METAMORPHIC ROCKS

(Granite, basalt, trachyte, andesite, etc., gneiss, schist, slate, etc.)

a - Description

This class of materials may have widely differing mechanical properties. Their fragmentability andfriability may be very variable (low to very high).Class R61 and R62 materials do not weather inthe fill due to stresses and water but class R63 displays similar behaviour to classes R34 or R43.

Cut in vosgian sandstone.

Soluble salt content (depending on degree of fragmentability):� 5-10 % in rock salt R51

� 30-50 % in gypsum

Soluble salt content (depending on degree of fragmentability):� 5-10 % in rock salt R52

� 30-50 % in gypsum

LA � 45 and MDE � 45 R41

LA > 45 or MDE > 45and FR � 7 R42

FR > 7 R43

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b - Classification

The more compact rocks are classifiedaccording to their strength in the LosAngeles fragmentation test and micro-Deval wear test, the softer rocks accordingto their fragmentability.

4.2 Soils

In attempting to classify a soil on the basis of criteria capable of determining its suitability as filland associated conditions for its placement, three parameters must be determined.

4.2.1 Grain size characteristic

These characteristics are derived simply from the grain size analysis.

Dmax: size of largest grains

Note. A D3 class is proposed in GTR for Csoils which have a methyl blue value(VBS) of less than 0.1 and less than12 % passing the 80 μm sieve.

4.2.2 Clay characteristics

These characteristics are evaluated fromthree tests:• Atterberg limits (plastic index Ip)• Methyl blue absorption value of soil (VBS)• Sand equivalent (ES)

Earthworks in basalt.

Methyl Blue Test.

100%

35%

12%

0 50mm Dmax*

0/50mm fractionpassing 80 μm

LA � 45 and MDE � 45 R61

LA > 45 or MDE > 45and FR � 7 R62

FR > 7 R63

FINE SOILS A

FINES-RICH SAND OR

GRAVEL SOILS

B5

or B6

Passing 2mm

> 70% < 70%

SAND SOILS GRAVEL SOILS

D1, B

1, B

2D

2, B

3, B

4

FINES-POOR

COARSE AND POORLY

STRUCTURED SOILS C1

(rounded grains or more than 60 to 80% fraction 0/50mm in the soil)

COARSE AND

STRUCTURED SOILS C2

(angular grains and less than 60 to 80% fraction 0/50mm in the soil)

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The grain size classification (section 4-2-1 above) can be completed as follows:

• Fine soils

2.5 6 8 VBS

12 25 40 Ip

A1

A2

A3

A4

• Fines-rich sand and gravel soils

1.5 VBS

12 Ip

B5

B6

• Fines-poor sand soils

0,1 0,2 VBS

35 ES

D1

B1

B2

• Fines-poor gravel soils

0,1 0,2 VBS

25 ES

D2

B3

B4

Note. Values in italics (e.g. 0,2) are recommended, especially for contract specifications, inpreference to other limit values.

4.2.3 State characteristics

Assessing the wetness of a soil (when itis “sensitive” to water) is based on its IPIvalue or on its natural moisture content wn

at a given time in relation to the optimummoisture content wOPN determined fromthe standard Proctor test on the fractionsmaller than 20mm, or on the value ofthe soil consistency index.

Five hydrous states are considered:

ts: (very dry) / s: (dry) / m: (normal) /

h: (wet) / th: (very wet)

The normal state (m) is the best condition for placement, in particular, it allows appropriatecompaction to be achieved. Wet (h) and very wet (th) states are soils for which trafficability andcompaction are difficult (a very wet soil is not normally trafficable for a standard earthmoving plant).The dry (s) and very dry (ts) states are soils which are difficult to compact to form stable fill structures(a very dry soil is considered as being impossible to compact properly by standard methods).

Soils in a very wet state.

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Soils are classified according to their hydrous state as follows.

Note. Values in italics (e.g. 0.9) are recommended, especially for contract specifications, inpreference to other limit values, when there is a choice.

EXAMPLES OF CLASSIFICATION

Rocks not extracted with explosives and materials displaying special behaviour

• R32: argillaceous rock (e.g. classified marl or claystone), may contain carbonate fraction, the 0-50mm fraction registers less than 7 in the fragmentation test and 5-20 in the degradability test.

• R41: siliceous rock (e.g. classified sandstone) with Los Angeles coefficient less than 45 and micro-Deval coefficient also less than 45.

• Rock classified limestone with MDE greater than 45 and bulk unit weight ρd 1.84 -> class R22.

Soils

• A2m: fine soil with plastic index between 12 and 25 with normal moisture content (IPI between5 and 15).

• C1-B5h: soil with a fraction larger than 50mm representing less than 20-40% of whole soil sampleand/or with large rounded particles. The fraction smaller than 50mm is sand or gravel with aplasticity index below 12 in the normally wet state.

• C2-D2: soil with a fraction larger than 50mm representing not less than 20-40% of whole soilsample with angular particles. The fraction smaller than 50mm is clean gravel and thereforeinsensitive to water, so its moisture content does not need to be characterised.

• Soil with:17% passing 80μm andDmax: 40mm -> class B5 or B6

VBS: 1,7 -> class B6

IPI: 7 -> class B6h

Soil type Reference testState threshold

ts s m h th

A1 IPI 25 8 3

wn/wOPN 0.7 0.9 1.1 1.25A2 IPI 15 5 2

wn/wOPN 0.7 0.9 1.1 1.3Ic 1.4 1.2 1.05 0.9

A3 IPI 10 3 1

wn/wOPN 0.7 0.9 1.2 1.4Ic 1.3 1.15 1 0.8

A4 Special study required

B1 No sens iv i ty to water content

B2 IPI 8 4

wn/wOPN 0.5 0.9 1.1 1.25

B3 No sens iv i ty to water contentB4 IPI 15 7

wn/wOPN 0.6 0.9 1.1 1.25B5 IPI 30 12 5

wn/wOPN 0.6 0.9 1.1 1.25B6 IPI 25 10 4

wn/wOPN 0.7 0.9 1.1 1.3Ic 1.3 1.2 1 0.8

17


• Soil with:55% of 0-50mm fraction passing 80 μm and Dmax: 70mm andCoarse particles (> 50mm) are rounded -> class C1-AIp: 32 -> class C1-A3

wn/wOPN: 1 -> class C1-A3m

• Soil with:10% of 0-50mm fraction passing 80μm and55% of 0-50mm fraction passing 2mm andDmax: 100mm andCoarse particles (> 50mm) are angular and48% of the complete soil sample passing 50 mm -> class C2 (D2, B3 or B4)VBS: 0.13 -> class C2-B3

Material known to be almost completely insensitive to water, so its moisture content does notneed to be characterised.

4.3 Summary of classification

4.3.1 Summary table of the classification of rock and soil types

SoilsDmax � 50mm

SoilsDmax > 50mm

Rocks

A1 A2 A3 A4

B5 B6

D1 B1 B2

D2 B3 B4

Percent passing 80 μm

100%

35%

12%

0%0 0,1 0,2 1,5 2,5 6 8

12 25 40 Ip

Percent passing 2 mm

100%

70%

0%

C1 or C2

C1: poorly structured rounded or angular

materials with fraction

0/50mm > 60-80%

C2: strongly structured angular materials

with fraction

D3 0/50mm < 60-80%

Percent passing 80 μm

fraction 0/50mm

12 %

0 0,1 VBS

VBS

Carbonate rocks Chalk R1

Limestone R2

Sedimentary rocks Argillaceous rocks Marls, claystone, pelite, etc. R3

Siliceous rocks Sandstone, puddingstone, breccia, etc. R4

Saline rocks Rock salt, gypsum, etc. R5

Igneous and Granite, basalt, andesite, gneiss, schist, slate, etc. R6metamorphic rocks

18


4.3

.2 C

lassif

ica

tio

n a

cco

rdin

g t

o t

yp

e a

nd

sta

te

Cla

ss A

FIN

E S

OIL

SV

alu

es i

n b

old

typ

e a

re r

eco

mm

en

ded

IPI

≤3

or w

n�

1,25

wO

PN

3 <

IPI

≤8

or

1,10

wO

PN�

wn

< 1

,25

wO

PN

8 <

IP

I �

25 o

r

0,9

wO

PN�

wn

< 1

,10

wO

PN

0,7

wO

PN�

wn

< 0

,9 w

OP

N

wn

< 0

,7 w

OP

N

IPI

≤2 o

r Ic

≤0,9

orw

n�

1,3

wO

PN

2 <

IPI

≤5 o

r 0,9

<Ic

≤1,0

5

or 1

,1 w

OP

N�

wn

< 1

,3 w

OP

N

5 <

IP

I �

15 o

r 1,

05 <

Ic �

1,2

or 0

,9 w

OP

N�

wn

< 1

,1 w

OP

N

1,2

< I

c �

1,4

or0,

7 w

OP

N�

wn

< 0

,9 w

OP

N

Ic >

1,4

or

wn

< 0

,7 w

OP

N

IPI

≤1 o

r Ic

≤0,8

or

wn�

1,4

wO

PN

1 <

IPI

≤3 o

r 0,8

<Ic

≤1 o

r1,

2 w

OP

N�

wn

< 1

,4 w

OP

N

3 <

IP

I �

10 o

r 1

< I

c �

1,15

or

0,9

wO

PN�

wn

< 1

,2 w

OP

N

1,15

< I

c �

1,3

or0,

7 w

OP

N�

wn

< 0

,9 w

OP

N

Ic >

1,3

or

wn

< 0

,7 w

OP

N

The

hyd

rous

sta

te t

hres

hold

s ca

nbe

pro

vide

d by

a s

peci

al s

tudy

.

Sm

all c

hang

es in

moi

stur

e co

nten

t pr

oduc

e su

dden

cha

nges

in c

onsi

sten

cy,

espe

cial

ly w

hen

wnis

clo

se t

o w

OP

N.

Rel

ativ

ely

shor

t rea

ctio

n tim

e to

cha

nges

in m

oist

ure

and

wea

ther

con

di-

tions

but

per

mea

bilit

y m

ay v

ary

wid

ely

depe

ndin

g on

gra

ding

,pl

astic

ity a

nd c

ompa

ctne

ss,

so t

here

can

be

a w

ide

varia

tion

in r

eact

ion

time.

With

low

pla

stic

ity f

ine

soils

, it

is f

requ

ently

pref

erab

le t

o id

entif

y th

em b

y th

eir

met

hyl

blue

VB

S v

alue

beca

use

of th

e la

ck o

f pre

cisi

on in

mea

surin

g Ip

.

The

mid

-ran

ge n

atur

e of

thi

s su

bcla

ss m

eans

the

y ar

e su

ita-

ble

for

use

with

mos

t ty

pes

of c

onst

ruct

iona

l pl

ant

prov

ided

m

oist

ure

cont

ent

is n

ot t

oo h

igh.

Ip

is t

he b

est

iden

tific

atio

ncr

iterio

n.

The

se s

oils

are

hig

hly

cohe

sive

at

mod

erat

e to

low

moi

stur

eco

nten

ts a

nd s

ticky

or

slip

pery

in t

he w

et s

tate

mak

ing

them

di

fficu

lt to

wor

k w

ith o

n si

te (

or i

n th

e la

bora

tory

). T

heir

low

pe

rmea

bilit

y m

eans

that

in-p

lace

cha

nges

in m

oist

ure

cont

ent

take

pla

ce v

ery

slow

ly.

Moi

stur

e co

nten

t m

ust

be i

ncre

ased

si

gnifi

cant

ly b

efor

e th

ere

is a

ny s

igni

fican

t ch

ange

in

cons

is-

tenc

y.

The

se s

oils

are

ver

y co

hesi

ve a

nd a

lmos

t im

perm

eabl

e. T

heir

moi

stur

e c

onte

nt is

cha

ngin

g ve

ry s

low

ly w

ith la

rge

shrin

kage

or s

wel

ling.

The

ir us

e in

em

bank

men

t is

gen

eral

ly e

xclu

ded,

but

may

be

resu

lted

from

a s

peci

al s

tudy

with

eve

ntua

lly

in-s

ite tr

ials

.

A1

Low

pla

stic

ity s

ilts,

loes

s, a

lluvi

al s

ilts,

clea

n fin

e sa

nd, l

owpl

astic

ity g

rani

tesa

nd.

A2

Cla

yey

fine

sand

, si

lt, lo

w p

last

icity

clay

s an

d m

arls

, gr

anite

san

d, e

tc.

A3

Cla

y an

d m

arl c

lay,

high

pla

stic

ity s

ilts,

etc. A4

Cla

y an

d m

arl c

lay,

very

hig

h pl

astic

ity,

etc.

VB

S ≤

2,5

orIp�

12

12 <

Ip ≤

25

or2,

5 <

VB

S �

6

25 <

Ip ≤

40

or6

< V

BS

�8

Ip >

40

orV

BS

> 8

A

FIN

E

SO

ILS

Dm

ax �

50m

man

dP

erce

nt p

assi

ng80

μm >

35%

A1t

h

A1h

A1m A1s

A1t

s

A2t

h

A2h

A2m A2s

A2t

s

A3t

h

A3h

A3m A3s

A3t

s

A4t

h

A4h

A4m A4s

Cla

ssif

ica

tio

n b

y t

yp

eC

lassif

ica

tio

n b

y s

tate

Type

par

amet

ers

Type

par

amet

ers

Sub

clas

s by

Firs

t le

vel

Cla

ssS

econ

d le

vel

type

Prin

cipa

l fea

ture

sP

aram

eter

s an

d lim

it va

lues

Sub

clas

scl

assi

ficat

ion

clas

sific

atio

n

Val

ues

in b

old

typ

ear

e re

com

men

ded.

19


Cla

ss B

SA

ND

AN

D G

RA

VE

L S

OIL

S W

ITH

FIN

ES

CLA

SS

IFIC

AT

ION

LE

VE

LN

EC

ES

SA

RY

FO

R U

SE

IN

EM

BA

NK

ME

NT

S

CLA

SS

IFIC

AT

ION

LE

VE

LN

EC

ES

SA

RY

FO

R U

SE

IN

CA

PP

ING

LA

YE

RS

Val

ues

in b

old

typ

ear

e re

com

men

ded.

B

SA

ND

AN

D

GR

AV

EL

SO

ILS

WIT

H

FIN

ES

Dm

ax �

50m

man

d P

erce

nt p

assi

ng

80μ

m �

35%

- P

erce

nt p

assi

ng

80 μ

m �

12 %

- P

erce

nt p

assi

ng

2 m

m >

70

%-

0.1

≤V

BS

≤0.2

or E

S >

35

- P

erce

nt p

assi

ng

80 μ

m �

12 %

- P

erce

nt p

assi

ng

2 m

m >

70

%-

VB

S >

0.2

or

ES

�35

- P

erce

nt p

assi

ng

80 μ

m �

12 %

- P

erce

nt p

assi

ng

2 m

m �

70

%-

0.1

≤V

BS

≤0.2

or E

S >

25

B1

Silt

y sa

nd,

etc.

B2

Cla

yey

sand

(low

cla

yco

nten

t),

etc.

B3

Silt

y gr

avel

, et

c.

The

pla

stic

ity o

f th

e fin

es m

akes

the

seso

ils s

ensi

tive

to w

ater

.

Sh

ort

re

act

ion

tim

e

to

cha

ng

es

in

moi

stur

e an

d w

eath

er c

ondi

tions

but

can

vary

wid

ely

(dep

endi

ng o

n pe

rmea

bilit

y).

Whe

n ex

trac

ted

from

bel

ow t

he w

ater

tabl

e an

d st

ockp

iled,

the

y re

mai

n “w

et”

to

“ve

ry

we

t”,

the

y a

re

un

like

ly

to

beco

me

“nor

mal

” in

an

ocea

nic

clim

ate.

The

ir us

e as

ca

ppin

g la

yer

mat

eria

lw

ithou

t tr

eatm

ent

with

hyd

raul

ic b

inde

rsre

quire

s pr

ior

mea

sure

men

t of

th

eir

mec

hani

cal s

tren

gth

(san

d fr

iabi

lity

FS

).

IPI�

4 or

wn�

1,25

wO

PN

4 <

IP

I�

8 or

1,10

wO

PN�

wn

< 1

,25

wO

PN

0,9

wO

PN�

wn

< 1

,10

wO

PN

0,5

wO

PN�

wn

< 0

,9 w

OP

N

wn

< 0

,5 w

OP

N

B2t

h

B2h

B2m B2s

B2t

s

FS

�60

FS

> 6

0

FS

�60

FS

> 6

0

FS

�60

FS

> 6

0

FS

�60

FS

> 6

0

FS

�60

FS

> 6

0

FS

�60

FS

> 6

0

LA�

45

and

MD

E �

45

LA>

45

orM

DE

> 4

5

B11

B12

B21

th

B22

th

B21

h

B22

h

B21

m

B22

m

B21

s

B22

s

B21

ts

B22

ts

B31

B32

San

dy m

ater

ial u

sual

ly in

sens

itive

to w

ater

, but

this

mus

t be

conf

irmed

(b

y ex

tra

stud

ies,

tria

l em

bank

men

t, et

c.)

in s

ome

case

s (m

ater

ial e

xtra

cted

from

belo

w th

e w

ater

tabl

e, e

tc.)

.

Mec

hani

cal s

tren

gth

(san

d fr

iabi

lity

FS

) m

ust b

e te

sted

bef

ore

use

in c

appi

ngla

yers

.

San

dy m

ater

ial u

sual

ly in

sens

itive

to w

ater

, but

this

mus

t be

conf

irmed

(b

y ex

tra

stud

ies,

tria

l em

bank

men

t, et

c.)

in s

ome

case

s (m

ater

ial e

xtra

cted

from

belo

w th

e w

ater

tabl

e, e

tc.)

.T

heir

use

as c

appi

ng la

yer

mat

eria

l with

out t

reat

men

t with

hyd

raul

ic b

inde

rs r

equi

rypr

ior

mea

sure

men

t of t

heir

mec

hani

cal s

tren

ght (

LAan

d M

DE

test

s).

Cla

ssif

ica

tio

n b

y t

yp

eC

lassif

ica

tio

n b

y s

tate

Cla

ssif

ica

tio

n b

y b

eh

avio

ur

Type

par

amet

ers

Type

par

amet

ers

Par

amet

ers

Firs

t le

vel

Cla

ssS

econ

d le

vel

Sub

clas

s by

Prin

cipa

l fea

ture

sP

aram

eter

s an

d lim

it va

lues

Sub

clas

s an

d lim

it va

lues

Sub

clas

scl

assi

ficat

ion

clas

sific

atio

nty

pe

20


Cla

ss B

(co

nt'

d)

SA

ND

AN

D G

RA

VE

L S

OIL

S W

ITH

FIN

ES

(co

nt'

d)

CLA

SS

IFIC

AT

ION

LE

VE

LN

EC

ES

SA

RY

FO

R U

SE

IN

EM

BA

NK

ME

NT

S

CLA

SS

IFIC

AT

ION

LE

VE

LN

EC

ES

SA

RY

FO

R U

SE

IN

CA

PP

ING

LA

YE

RS

Val

ues

in b

old

typ

ear

e re

com

men

ded.

LA�

45 a

nd M

DE �

45LA

>45

or M

DE>

45

LA�

45 a

nd M

DE �

45

LA>4

5 or

MD

E>45

LA�

45 a

nd M

DE �

45LA

>45

or M

DE>

45LA�

45 a

nd M

DE �

45LA

>45

or M

DE>

45LA�

45 a

nd M

DE �

45LA

>45

or M

DE>

45LA�

45 a

nd M

DE �

45LA

>45

or M

DE>

45

LA�

45 a

nd M

DE �

45LA

>45

or M

DE>

45

LA�

45 a

nd M

DE �

45LA

>45

or M

DE>

45

LA�

45 a

nd M

DE �

45LA

>45

or M

DE>

45LA�

45 a

nd M

DE �

45LA

>45

or M

DE>

45

Pla

stic

fine

s m

ake

thes

e so

ils s

ensi

tive

to w

ater

. The

yco

ntai

n m

ore

grav

el t

han

B2

soils

and

les

s sa

nd,

soth

ey a

re g

ener

ally

per

viou

s. T

hey

reac

t qui

te q

uick

ly to

cha

ng

es

in

the

w

ate

r a

nd

cl

ima

tic

con

diti

on

s (w

ettin

g an

d dr

ying

). W

hen

extr

acte

d fr

om b

elow

the

wat

er

tabl

e,

it is

un

likel

y fo

r th

eir

moi

stur

e st

ate

to im

prov

e to

“no

rmal

.”T

heir

use

as c

appi

ng la

yer

mat

eria

l with

out

trea

tmen

tw

ith h

ydra

ulic

bin

ders

req

uire

s pr

ior

mea

sure

men

t of

thei

r m

echa

nica

l str

engt

h (L

Ate

st a

nd/o

r m

icro

-Dev

alin

pre

senc

e of

wat

er).

The

pro

port

ion

and

low

pla

stic

ity o

f fin

es in

thes

e so

ilsm

ake

them

beh

ave

muc

h lik

e A

1so

ils.

For

the

rea

son

men

tione

d in

con

nect

ion

with

A1

soils

,it

is p

refe

rabl

e to

use

the

VB

S c

riter

ion

rath

er t

han

Ip fo

r id

entif

icat

ion

purp

oses

.T

heir

use

as c

appi

ng la

yer

mat

eria

l with

out

trea

tmen

tw

ith h

ydra

ulic

bin

ders

req

uire

s pr

ior

mea

sure

men

t of

thei

r m

echa

nica

l str

engt

h (L

Ate

st a

nd/o

r m

icro

-Dev

alin

pre

senc

e of

wat

er).

The

inf

luen

ce o

f th

e fin

es i

s pr

epon

dera

nt.

The

soi

lbe

have

s si

mila

rly

to

fine

soil

havi

ng

the

sam

e pl

astic

ity a

s th

e so

il fin

es b

ut w

ith g

reat

er s

ensi

tivity

to

wat

er d

ue to

the

high

er p

ropo

rtio

n of

san

d.

- P

erce

nt p

assi

ng

80 μ

m �

12%

- P

erce

nt p

assi

ng

2 m

m �

70%

- V

BS

>0.2

or

ES

< 2

5

- P

erce

nt p

assi

ng

80 μ

m

betw

een

12 a

nd 3

5%-

VB

S ≤

1.5 or

Ip

�12

- P

erce

nt p

assi

ng

80 μ

m

betw

een

12 a

nd 3

5%-

VB

S >

1.5

or

Ip

> 1

2

B

SA

ND

AN

D

GR

AV

EL

SO

ILS

WIT

H

FIN

ES

Dm

ax �

50m

man

d P

erce

nt

pass

ing

80μ

m �

35%

B4

Cla

yey

grav

el (

low

clay

cont

ent)

,et

c. B5

Ver

y si

ltysa

nd a

nd

grav

el,

etc.

B6

Cla

yey

to

very

cl

ayey

sa

nd a

nd

grav

el

IPI

≤7

or w

n�

1,25

wO

PN

7 <

IPI

≤15

or

1,10

wO

PN�

wn

< 1,

25 w

OP

N

0,9

wO

PN�

wn

< 1

,10

wO

PN

0,6

wO

PN�

wn

< 0

,9 w

OP

N

wn

< 0

,6 w

OP

N

IPI

≤5

or w

n�

1,25

wO

PN

5 <

IPI

≤12

or

1,10

wO

PN�

wn

< 1,

25 w

OP

N

12 <

IPI �

30 o

r

0,9

wO

PN�

wn

< 1

,10

wO

PN

0,6

wO

PN�

wn

< 0

,9 w

OP

N

wn

< 0

,6 w

OP

N

IPI

≤4

or w

n�

1,3

wO

PN

or Ic

�0,

8

4 <

IPI

≤10

or 0

,8 <

Ic �

1

or 1

,1 w

OP

N�

wn

< 1

,3 w

OP

N

10 <

IPI �

25 o

r 1

< Ic

�1,

2

or 0

,9 w

OP

N ≤

wn

≤1,1

wO

PN

0,7

wO

PN

≤w

n<

0,9

wO

PN

or 1

,2 <

Ic �

1,3

wn

<0,7

wO

PN

or Ic

> 1

,3

B41

thB

42th

B41

h

B42

h

B41

mB

42m

B41

sB

42s

B41

tsB

42ts

B51

thB

52th

B51

h

B52

h

B51

m

B52

mB

51s

B52

sB

51ts

B52

ts

B4t

h

B4h

B4m B4s

B4t

s

B5t

h

B5h

B5m B5s

B5t

s

B6t

h

B6h

B6m B6s

B6t

s

Cla

ssif

ica

tio

n b

y t

yp

eC

lassif

ica

tio

n b

y s

tate

C

lassif

ica

tio

n b

y b

eh

avio

ur

Type

par

amet

ers

Type

par

amet

ers

Par

amet

ers

Firs

t le

vel

Cla

ssS

econ

d le

vel

Sub

clas

sP

rinci

pal f

eatu

res

Par

amet

ers

Sub

clas

san

d lim

it va

lues

Sub

clas

scl

assi

ficat

ion

clas

sific

atio

nby

typ

ean

d lim

it va

lues

21


Cla

ss C

SO

ILS

CO

NTA

ININ

G F

INE

AN

D C

OA

RS

E P

AR

TIC

LE

S

C

So

ils

co

nta

inin

g

fin

e a

nd

co

ars

e

pa

rtic

les

Dm

ax >

50m

m

Ang

ular

mat

eria

l with

0-50

mm

fra

ctio

nex

ceed

ing

60-8

0 %

or Rou

nded

mat

eria

lsT

he 0

-50m

m f

ract

ion

is a

cla

ss A

soil

Ang

ular

mat

eria

l with

0-50

mm

fra

ctio

nex

ceed

ing

60-8

0 %

or Rou

nded

mat

eria

ls.

The

0-5

0mm

fra

ctio

nis

a c

lass

B o

r D

soi

l

Ang

ular

mat

eria

l with

0-50

mm

fra

ctio

n <

60-

80 %

.T

he 0

-50m

m f

ract

ion

is a

cla

ss A

soil

Ang

ular

mat

eria

l with

0-50

mm

fra

ctio

n <

60-

80 %

.T

he 0

-50m

m f

ract

ion

is a

cla

ss B

or

D s

oil

C1A

i

Flin

t cl

ays,

gr

itsto

ne c

lays

,sc

ree,

mor

aine

,co

arse

allu

vium

,et

c.

C1B

i

Flin

t cl

ays,

gr

itsto

ne c

lays

,sc

ree,

mor

aine

,co

arse

allu

vium

,et

c.

C2A

i

Flin

t cl

ays,

gr

itsto

ne c

lays

,sc

ree,

flin

t de

posi

ts,

etc.

C2B

i

Flin

t cl

ays,

gr

itsto

ne c

lays

,sc

ree,

flin

t de

posi

ts,

etc.

The

beh

avio

ur o

f th

is c

lass

can

be

adeq

uate

ly a

sses

sed

from

the

beha

viou

r of

the

0-50

mm

frac

tion.

The

pro

port

ion

of 0

-50m

m p

artic

les

mus

t be

eva

luat

edw

hen

the

soil

cons

ists

of

angu

lar

part

icle

s. T

his

can

bedo

ne b

y ey

e by

an

expe

rienc

ed g

eote

chni

cian

whe

n D

max

exce

eds

200m

m.

The

soi

ls in

this

cla

ss m

ust b

e id

entif

ied

by a

dou

ble

sym

bol,

e.g.

C1(

A1)

or

C1(

B1)

, whe

re A

1an

d B

1sh

ow th

e cl

ass

of th

e 0-

50m

m fr

actio

n in

the

C1

soil.

For

exa

mpl

e, a

soi

l cl

assi

fied

as C

1(A

3) i

s a

roun

ded

oran

gula

r so

il w

ith m

ore

than

60-

80%

of

part

icle

s sm

alle

rth

an 5

0mm

with

a 0

-50

mm

frac

tion

clas

sed

as A

3.

The

sub

clas

s cl

assi

ficat

ion

of th

ese

soils

on

the

basi

s of

thei

r m

oist

ure

stat

e m

ust r

efer

to th

eir

0-50

mm

frac

tion,

whi

ch m

ay b

e cl

ass

Aor

B.

Sub

clas

ses

in c

lass

C a

re a

s fo

llow

s.

The

beh

avio

ur o

f the

se s

oils

is g

over

ned

by th

e 50

-D fr

ac-

tion

also

and

can

not

be a

sses

sed

from

the

beh

avio

ur o

fth

e 0-

50m

m f

ract

ion

alon

e.T

he e

xten

t of

thi

s in

fluen

ce i

s al

way

s di

fficu

lt to

ass

ess

(dep

endi

ng o

n th

e co

ntin

uous

gra

ding

of

the

mat

eria

l and

the

angu

larit

y of

the

coar

ser

part

icle

s) b

ecau

se o

f pra

ctic

aldi

fficu

lties

invo

lved

in p

erfo

rmin

g la

bora

tory

test

s on

thes

em

ater

ials

.H

owev

er, a

s fo

r cl

ass

C1,

it is

use

ful t

o us

e a

doub

le id

en-

tific

atio

n sy

mbo

l, e.

g. C

2(A

1) o

r C

2(B

1) w

here

A1

and

B1

show

s th

e cl

ass

of t

he 0

-50m

m f

ract

ion.

Larg

e-sc

ale

or f

ull-s

cale

tes

ts a

re f

requ

ently

nee

ded

togu

ide

inte

rpre

tatio

n of

test

res

ults

on

the

0-50

mm

frac

tion.

Cla

ssif

ica

tio

n b

y t

yp

e

Type

par

amet

ers

Type

par

amet

ers

Firs

t le

vel

Cla

ssS

econ

d le

vel

Sub

clas

s by

Prin

cipa

l fea

ture

sC

lassif

ica

tio

n b

y s

tate

an

d b

eh

avio

ur

clas

sific

atio

ncl

assi

ficat

ion

type

C1A

1C

2A1

C1A

2C

2A2

Sta

teC

1A3

C2A

3th

, h,

m,

s or

ts

C1A

4C

2A4

C1B

11C

2B11

C1B

12C

2B12

Mat

eria

l gen

eral

ly

C1B

31C

2B31

not

sens

itive

C1B

32C

2B32

to m

oist

ure

stat

e

C1B

21C

2B21

C1B

22C

2B22

C1B

41C

2B41

Sta

teC

1B42

C2B

42th

, h,

m,

s or

ts

C1B

51C

2B51

C1B

52C

2B52

C1B

6C

2B6

C1D

1C

2D1

Mat

eria

ls n

ot

sens

itive

to

C1D

2C

2D2

moi

stur

e st

ate

22


Cla

ss D

SO

ILS

NO

T S

EN

SIT

IVE

TO

WA

TE

RC

LAS

SIF

ICA

TIO

N L

EV

EL

NE

CE

SS

AR

YF

OR

US

E I

N E

MB

AN

KM

EN

TS

CLA

SS

IFIC

AT

ION

LE

VE

LN

EC

ES

SA

RY

FO

R U

SE

IN

CA

PP

ING

LA

YE

RS

D

So

ils n

ot

sen

sit

ive t

o

wa

ter

VB

S �

0.1

and

perc

ent

pass

ing

80 μ

m �

12 %

Dm

ax <

50m

man

dpe

rcen

t pa

ssin

g2m

m >

70

%

Dm

ax <

50m

man

dpe

rcen

t pa

ssin

g2m

m �

70 %

D1

Cle

an a

lluvi

alsa

nd,

dune

sand

, et

c.

D2

Cle

an a

lluvi

algr

avel

, co

arse

sand

, et

c.

The

se a

re c

ohes

ionl

ess

perv

ious

soi

ls.

Ofte

n fin

e gr

aine

d an

d po

orly

gra

ded,

they

are

hig

hly

erod

ible

and

hav

e po

ortr

affic

abili

ty.

Th

eir

u

se

as

cap

pin

g

laye

rm

ater

ial

with

out

trea

tmen

t w

ithhy

drau

lic b

inde

rs r

equi

res

prio

rm

easu

rem

ent

of t

heir

mec

hani

-ca

l st

reng

th

(LA

test

an

d/or

mic

ro-D

eva

l in

p

rese

nce

o

fw

ater

or

sand

fria

bilit

y).

FS

�60

FS

> 6

0

LA�

45

and

MD

E �

45

LA>

45

orM

DE

> 4

5

D11

D12

D21

D22

The

se a

re c

ohes

ionl

ess

perv

ious

soi

ls.

Ero

sion

res

ista

nce

and

traf

ficab

ility

are

bette

r if

the

com

pact

ed m

ater

ial i

s w

ell

grad

ed.

Cla

ssif

ica

tio

n b

y t

yp

eC

lassif

ica

tio

n b

y b

eh

avio

ur

Type

par

amet

ers

Type

par

amet

ers

Firs

t le

vel

Cla

ssS

econ

d le

vel

Sub

clas

s by

Prin

cipa

l fea

ture

sLi

mit

valu

esS

ubcl

ass

clas

sific

atio

ncl

assi

ficat

ion

type

23


Cla

ss R

RO

CK

MA

TE

RIA

LS

(evo

luti

ve a

nd

no

n-e

vo

luti

ve)

Car

bona

tero

cks

Sed

imen

tary

ro

cks

R1

Cha

lk

R2

Mis

cella

neou

s ca

lcar

eous

roc

kse.

g.-

coar

se g

rain

edlim

esto

ne-

trav

ertin

e-

tufa

and

ha

rdpa

n, e

tc.

ρd >

1.7

1.5

< ρ

d �

1.7

and

wn�

27

1.5

< ρd

�1.

7 an

d 22

�w

n<

27

1.5

< ρd

�1.

7 an

d 18

�w

n<

22

1.5

< ρ

d �

1.7

and

wn

< 1

8

ρd �

1.5

and

wn�

31

ρd �

1.5

and

26 �

wn

< 3

1

ρd �

1.5

and

21 �

wn

< 2

6

ρd �

1.5

and

16 �

wn

< 2

1

ρd �

1.5

and

wn

<16

MD

E �

45

MD

E >

45

and ρd

> 1

.8

ρd �

1.8

R11

R12

h

R12

m

R12

s

R12

ts

R13

th

R13

h

R13

m

R13

s

R13

ts

R21

R22

R23

Thi

s cl

ass

com

pris

es th

e w

hole

ran

ge o

f cal

care

ous

rock

mat

eria

ls.

The

ir

pred

omin

ant

char

acte

rist

ics

with

re

spec

t to

th

eir

use

in

emba

nkm

ents

and

cap

ping

lay

er a

re t

heir

fria

bilit

y an

d, w

ith s

ome

frag

men

tabl

e ty

pes,

thei

r fro

st s

usce

ptib

ility

. In

gene

ral,

thes

e m

ater

ials

are

not

evol

utiv

e ro

ck m

ater

ials

and

rai

se n

o sp

ecia

l pr

oble

ms

inem

bank

men

ts.

Whe

n us

ed

as

capp

ing

laye

r m

ater

ial,

attr

ition

or

cr

umbl

ing

may

pro

duce

fine

s, m

akin

g th

e m

ater

ial s

ensi

tive

to w

ater

.

Cha

lk is

mad

e of

cal

cite

gra

ins

1-10

μm

in s

ize.

The

str

uctu

re o

f th

e m

ass

is f

ragi

le,

mor

e so

whe

n po

rosi

ty i

s hi

gh

(or

conv

erse

ly, w

hen

dry

dens

ity is

low

).Te

sts

and

field

exp

erie

nce

have

sho

wn

that

ear

thm

ovin

g op

erat

ions

pr

oduc

e la

rge

amou

nts

of f

ines

, di

rect

ly r

elat

ed t

o th

e fr

agili

ty o

f th

est

ruct

ure.

Whe

n ch

alk

is n

ear-

satu

rate

d or

com

plet

ely

satu

rate

d, t

he p

ore

wat

er

reac

hes

thes

e fin

es a

nd fo

rms

a pa

ste

whi

ch s

oon

inva

des

the

who

le

mat

eria

l, pr

even

ting

traf

fic o

f co

nstr

uctio

n pl

ant

and

gene

ratin

g po

repr

essu

res

in th

e st

ruct

ure.

Con

vers

ely,

at l

ow m

oist

ure

cont

ents

, cha

lk is

a r

igid

mat

eria

l with

hig

h be

arin

g ca

paci

ty b

ut c

ompa

ctio

n is

diff

icul

t.S

ome

low

den

sity

, ver

y w

et c

halk

s m

ay c

ontin

ue to

frag

men

t afte

r pl

a-ce

men

t, m

ainl

y du

e to

app

lied

stre

sses

and

fros

t.

Den

se c

halk

Mod

erat

ely

dens

e ch

alk

Loos

e ch

alk

Har

d lim

esto

ne

Mod

erat

ely

dens

e lim

esto

ne

Fra

gmen

tabl

elim

esto

ne

Cla

ssif

ica

tio

n b

y t

yp

eC

lassif

ica

tio

n b

y s

tate

an

d b

eh

avio

ur

Pet

rogr

aphi

c ty

pe o

f ro

ckP

rinci

pal f

eatu

res

Par

amet

ers

and

limit

valu

esS

ubcl

ass

24


Cla

ss R

(co

nt’

d)

RO

CK

MA

TE

RIA

LS

(co

nt’

d)

(evo

luti

ve a

nd

no

n-e

vo

luti

ve)

Arg

illac

eous

rock

s

Sili

ceou

s ro

cks

Sal

ine

rock

s

Sed

imen

tary

ro

cks

FR

�7

and

DG

> 2

0

FR

�7

and

5 <

DG

� 2

0

FR

�7

and

DG

� 5

FR

> 7

and

wn�

1.3

wO

PN

or IP

I <

2

FR

> 7

and

1.1

wO

PN�

wn

< 1.

3 w

OP

N

or 2

≤IP

I <

5

FR

> 7

and

0.9

wO

PN�

wn

< 1.

1 w

OP

N

FR

> 7

and

0.7

wO

PN�

wn

< 0.

9 w

OP

N

FR

> 7

and

wn

< 0.

7 w

OP

N

LA�

45 a

nd M

DE

�45

LA>

45 o

rM

DE

> 4

5 an

d F

R �

7

FR

> 7

Sol

uble

sal

t con

tent

�5-

10%

for

rock

sal

t*�

30-5

0% fo

r gy

psum

*

Sol

uble

sal

t con

tent

> 5-

10%

for

rock

sal

t*>

30-5

0% fo

r gy

psum

*

*dep

endi

ng o

n fra

gmen

tatio

n po

tent

ial

Thi

s cl

ass

of m

ater

ial c

an b

e lik

ened

to a

con

glom

erat

ion

of s

and

grai

ns(a

s w

ith s

ands

tone

) or

sto

ne (

brec

cia

and

pudd

ings

tone

) ce

men

ted

toge

ther

by

silic

a or

cal

cite

.T

he s

tren

gth

of t

he c

emen

t is

var

iabl

e, m

akin

g th

e be

havi

our

of t

hese

mat

eria

ls v

aria

ble

(with

a ri

sk o

f pos

t-pl

acem

ent r

earr

ange

men

t if i

nade

-qu

atel

y co

mpa

cted

). I

f th

e ro

ck is

ver

y fr

agm

enta

ble,

its

ultim

ate

stag

eof

evo

lutio

n m

ight

be

the

indi

vidu

al g

rain

s. S

ome

mat

eria

ls c

onta

inen

ough

cla

y to

mak

e be

havi

our

sim

ilar

to c

lass

R34

.

In m

echa

nica

l ter

ms,

thi

s cl

ass

of m

ater

ials

is s

imila

r to

cla

ss R

2an

dR

3bu

t th

ey a

re m

ore

or le

ss s

olub

le in

wat

er,

with

ris

ks o

f di

stre

ss in

the

stru

ctur

e; th

e ris

k is

gre

ater

whe

n-

salt

solu

bilit

y is

hig

h-

the

prop

ortio

n of

sol

uble

sal

t is

high

- its

fra

gmen

tabi

lity

on p

lace

men

t an

d co

mpa

ctio

n is

low

(pr

oduc

ing

high

ly p

ervi

ous

fill).

Cla

ssif

ica

tio

n b

y t

yp

eC

lassif

ica

tio

n b

y s

tate

an

d b

eh

avio

ur

Pet

rogr

aphi

c ty

pe o

f ro

ckP

rinci

pal f

eatu

res

Par

amet

ers

and

limit

valu

esS

ubcl

ass

The

cha

ract

eris

tic f

eatu

re o

f th

is c

lass

of

mat

eria

ls i

s th

at t

hey

po

sse

ss

a

(usu

ally

ca

rbo

na

te)

stru

ctu

re

of

vary

ing

st

ren

gth

, im

pris

onin

g a

varia

ble

prop

ortio

n (5

-95%

in

the

gene

rally

acc

epte

dvi

ew)

of c

lay

min

eral

s w

hich

may

sw

ell.

The

y fr

agm

ent

to v

aryi

ngde

gree

s w

hen

wor

ked,

pr

oduc

ing

plas

tic,

wat

er

sens

itive

fin

es.

Col

laps

e of

the

roc

k st

ruct

ure

may

con

tinue

afte

r co

mpl

etio

n of

the

wor

ks d

ue t

o ap

plie

d st

ress

es,

wat

er a

nd f

rost

. T

his

evol

utiv

e ef

fect

is m

ore

pron

ounc

ed w

hen

ther

e ha

s be

en le

ss f

ragm

enta

tion

of t

hem

ater

ial d

urin

g co

nstr

uctio

n an

d gr

adin

g is

uni

form

at

this

sta

ge.

For

the

mor

e fr

agm

enta

ble

(cla

ss R

34),

the

sta

te o

f th

e 0-

50m

m

frac

tion

mus

t be

cha

ract

eris

ed.

Arg

illac

eous

roc

k: lo

w f

ragm

enta

tion,

high

deg

rada

bilit

y

Arg

illac

eous

roc

k: lo

wfr

agm

enta

tion,

mid

dle

degr

adab

ility

Arg

illac

eous

roc

k, lo

w fr

agm

enta

tion,

low

deg

rada

bilit

y

Cru

mbl

y, a

rgill

aceo

us r

ock

Har

d si

liceo

us r

ocks

Mod

erat

ely

hard

si

liceo

us r

ocks

Fra

gmen

tabl

e si

liceo

us r

ock

Low

sol

ubili

ty s

alin

e ro

cks

Hig

h so

lubi

lity

salin

e ro

cks

R31

R32

R33

R34th

R34h

R34m

R34s

R34ts

R41

R42

R43

R51

R52

R3

Mar

lS

hale

Cla

ysto

neP

elite

R4

San

dsto

neP

uddi

ngst

one

Bre

ccia

R5

Gyp

sum

Roc

k sa

ltA

nhyd

rite

Val

ues

in b

old

typ

ear

e re

com

men

ded.

25


Cla

ss R

(co

nt’

d)

RO

CK

MA

TE

RIA

LS

(co

nt’

d)

(evo

luti

ve a

nd

no

n-e

vo

luti

ve)

R6

Gra

nite

, ba

salt,

tra

chyt

e,an

desi

te,

etc.

Gne

iss,

sch

ist,

slat

e, e

tc.

Igne

ous

and

met

amor

phic

rock

s

LA�

45 a

nd M

DE

�45

LA>

45

or M

DE

> 4

5 an

d F

R �

7

FR

> 7

Har

d ig

neou

s an

d m

etam

orph

ic r

ocks

Mod

erat

ely

hard

igne

ous

and

met

amor

phic

roc

ks

Cru

mbl

y or

wea

ther

ed ig

neou

san

d m

etam

orph

ic r

ocks

R61

R62

R63

Cla

ssif

ica

tio

n b

y t

yp

eC

lassif

ica

tio

n b

y b

eh

avio

ur

Pet

rogr

aphi

c ty

pe o

f ro

ckP

rinci

pal f

eatu

res

Par

amet

ers

and

limit

valu

esS

ubcl

ass

The

mat

eria

ls i

n th

is c

lass

may

dis

play

ver

y di

ffere

ntm

ech

an

ica

l ch

ara

cte

rist

ics;

in

p

art

icu

lar,

th

eir

fr

agm

enta

bilit

y an

d fr

iabi

lity

can

vary

wid

ely

(fro

m lo

wto

ver

y hi

gh).

R61

and

R62

mat

eria

ls d

o no

t w

eath

er i

n th

e fil

l fr

omap

plie

d st

ress

es a

nd w

ater

but

the

beh

avio

ur o

f cl

ass

R63

is c

lose

to

clas

s R

34an

d R

43be

havi

our.

26

Use of soils and rocky materials in embankment construction • Use of rocks and soils in embankment construction

5. Use of rocks and soils in embankmentconstruction

The following conventional definitions are used in this section.

Weather

++ means heavy rainfall+ means light rainfall= means weather conditions free from any significant rainfall or evaporation- means weather conditions causing significant evaporation.

Conditions of use

• h ≤ is an engineering requirement settinga limit on the height of the embankmentat the maximum height specified (if novalue is specified, embankments morethan around 15m high must have theirstability checked by a soil mechanicstype of approach. Deformability of theembankment foundation soil has to bechecked in addition.

• sprinkling is an engineering requirementfor the material to be wetted to maintainits natural moisture content within theenvelope applicable to the initial stateclassification.

• moisture correction means action tomaintain, reduce or increase the naturalmoisture content of a soil having a good moisture content despite weather conditions; if thesoil is too wet, this means benefiting from evaporative weather conditions and for a dry soil,exposing the soil to rainfall in wet weather, using appropriate field techniques such aswindrowing, excavation in thin layers, blending, slow placement rates, etc.

• protection is the opposite action, tokeep soil moisture near its initial valueby placement in the structure quicklyafter excavation, protecting excavationbench faces against evaporation orrainfall as appropriate (vertical or steepworking faces), early compaction to sealthe surface, drainage and sealing, etc.

• treatment, usually with lime butsometimes with other binders, renderssome over-wet soils suitable for use asa constructional material. A special studymust always be made to determine thebenefits and feasibility of treatment,application rates, and associateddifficulties if any6.

Binder spreading plant.

6. Details can be found in the Technical Guidelines on Treatment of Soils with Lime and/or Other Hydraulic Binders as Applied to the Construction

of Embankments and Capping layers, issued by LCPC - SETRA, Jan. 2000.

Plough mixing a wet clay with hot lime.

27


The above five conditions can be met with various strategies appropriate to site-specificconditions. Compliance is ensured by respecting with the maximum embankment heightspecified for the relevant material (first condition), changing moisture content of the materialas measured at the time of compaction (next two conditions), and respecting application rateand mixing of the binder (last condition).

Compaction conditions

Compaction intensity yields a qualitative indication of the compaction energy needed to producea stable embankment for a given soil.

Layer thickness is a qualitative indication of the thickness of individual layers of the fill to becompacted before placing the next layer. Warning: The specified layer thickness sets a limit on thesize of the individual soil particles. With the largest compaction plant available today, the largestacceptable particle size in fill must not be larger than 800mm.Section 3 hereafter gives precise quantitative values to be complied with in order to achieve asatisfactory degree of soil compaction in the fill. Failure to comply with any of the requirements in thefollowing table may have serious consequences which must be assessed as necessary. Embankmentshigher than 15m and materials with a Dmax in excess of 800mm fall outside the scope of this Manual.

5.1 Rock and materials displaying special behaviour

CHALK R1

Soil RequirementsCompaction

classWeather Use

for useCompaction Layer Remarks

intensity thickness

R11 ++ no+ yes moderate moderate= or - yes intense moderate

R12h + no= yes treatment moderate moderate= yes h � 5m moderate Full-depth

excavation recommended to prevent excessive crushing of the chalk

- yes treatment intense moderate- yes moisture moderate thin

correction; h � 10mR12m,s ++ noand ts +, = and - yes h � 10m intense moderate

R13th noR13h + or = no

= yes treatment moderate moderate- yes treatment intense moderate- yes moisture moderate moderate

correction; h � 5mR13m + no

= or - yes intense thinR13s + no

= or - yes h � 10m intense thin Excavation in thin layers recommended to improve subsequent compaction of the chalk

R13ts no

28


CALCAREOUS ROCKS R2, SILICEOUS ROCKS R

4, IGNEOUS AND METAMORPHIC ROCKS R

6

ARGILLACEOUS ROCKS R3


classWeather Use


intensity thick

R21, ++, +, = yes moderateR41, R61 and -

R22, See soil classes R23, obtained on site R42, (cf. conditions of R43, use below)

R62, R63


classWeather Use


intensity thick

R31 no

R32 ++ no+ yes extra fragmentation intense thin further thought

after extraction ; needed on field h � 10m fragmentation

method and embankment design

= or - yes extra fragmentation intense thin as aboveafter extraction ;h � 5m

= or - yes extra fragmentation intense thin as aboveafter extraction, sprinkling ;h � 10m

R33 ++ no+ yes moderate moderate as above= or - yes intense moderate as above

R34th no

R34h + no= yes treatment with moderate

lime alone= yes extra fragmentation moderate moderate as above

after extraction ;h � 5m

- yes moisture correction ; moderate thin as aboveextra fragmentation after extraction ; h � 10m

- yes treatment with moderatelime alone

R34m ++ no+ yes extra fragmentation moderate moderate as above

after extraction ;h � 10m

= or - yes extra fragmentation intense moderate as aboveafter extraction ;h � 10m

R34s ++ no+ yes moisture correction ; intense thin as above

extra fragmentation after extraction ; h � 5m

= yes sprinkling ; extra intense thin as abovefragmentation after extraction ; h � 5m

- no

R34ts no

29


SOLUBLE ROCKS R5

5.2 Soils


classWeather Use


intensity thickness

R51 Conditions of useof these rock mate-rials in fill are simi-lar to those forclass R2 if the rockcontains little clay,or for class R3otherwise

R52 no Rocks too solublefor use in fill


classWeather Use


intensity thickness

A1th no

A1h + no= yes treatment moderate- yes h � 5m low- yes moisture correction ; moderate thin

h � 10m- yes treatment moderate

A1m ++ no+ yes protection ; h � 10m moderate= yes moderate- yes sprinkling moderate- yes h � 10m intense

A1s ++ no+ yes moisture correction ; moderate thin

h � 10m= yes h � 10m intense- yes sprinkling ; h � 5m intense

A1ts no

A2th no

A2h + no= yes treatment with lime low= yes h � 5m low- yes moisture correction ; moderate thin

h � 10m- yes treatment with lime moderate

A2m ++ no+ yes protection ; h � 10m moderate= yes moderate- yes sprinkling moderate- yes h � 10m intense

A2s ++ no+ yes moisture correction ; intense thin

h � 10m= yes h � 10m intense- yes sprinkling ; h � 5m intense

A2ts no

30



classWeather Use


intensity thickness

A3th no

A3h ++ no+ yes h � 5m low= yes treatment with lime moderate= yes h � 5m low- yes treatment with lime moderate- yes moisture correction ; moderate thin

h � 10m

A3m ++ no+ or = yes h � 10m moderate- yes sprinkling ; h � 10m moderate thin- yes h � 5m intense

A3s ++ no+ yes moisture correction ; intense thin

h � 5m= yes sprinkling ; h � 5m intense thin- yes protection ; sprinkling ; intense thin

h � 5m

A3ts no

A4 no

B1 ++ no+, = or - yes moderate

B2th noB2h + no

= yes treatment moderate

= yes h � 5m low

- yes moisture correction ; moderate thin

h � 10m

- yes moisture correction moderate

and treatment

B2m + no

= yes moderate

- yes intense

- yes sprinkling moderate

B2s ++ no

+ yes moisture correction ; intense thin

h � 10m

= yes h � 10m intense

- yes sprinkling ; h � 10m intense

B2ts no

B3 yes moderate

B4th no

B4h + no


= yes h � 10m low


h � 10m

- yes treatment moderate

B4m ++ no

+ yes protection ; h � 10m moderate

= yes moderate

- yes intense


31



classWeather Use


intensity thickness

B4s ++ no

+ yes moisture correction intense thin



B4ts no

B5th noB5th + no

B5h + no


= yes h � 5m low

- yes moisture correction moderate thin layer

excavation

recommended

- yes moisture correction moderate

and treatment

B5m ++ no


= yes moderate


- yes intense

B5s ++ no


h � 10m


- yes protection, sprinkling ; intense

h � 10m

B5ts no

B6th no

B6h + no

= yes treatment with moderate

lime alone

= yes h � 5m low


h � 10m

- yes treatment with moderate

lime alone

B6m ++ no


= yes moderate

- yes h � 10m intense


- yes protection intense

B6s ++ no


h � 10m



- yes sprinkling ; protection ; intense

h � 10m

B6ts no

32



classWeather Use


intensity thickness

C1A1th no

C1B5th

C1A1h + no

C1B5h

= yes treatment after moderate

removing

particles larger

than 250mm

= or - yes h � 5m low

- yes moisture correction moderate thin

C1A1m ++ no

C1B5m + yes protection ; h � 10m moderate

= yes moderate

- yes intense


C1A1s ++ no

C1B5s + yes h � 5 m intense


h � 10m



C1A1ts no

C1B5ts

C1A2th no

C1A3th

C1B6th

C1A2h ++ no

C1A3h

C1B6h

+ yes protection ; h ≤ 5m low

= yes h ≤ 5m low

= yes treatment with moderate

lime alone after

removing

particles larger

than 250mm


h � 10m

C1A2m ++ no

C1A3m

C1B6m


= yes moderate

- yes intense


33



classWeather Use


intensity thickness

C1A2s ++ no

C1A3s

C1B6s

+ yes h � 5m intense

+ yes moisture correction ; intense

h � 10m


- yes sprinkling: h � 5m intense

C1A2ts no

C1A3ts

C1B6ts

C1A4 no

C1B1 yes moderate

C1B3

C1B2th no

C1B4th

C1B2h + no

C1B4h


after removing

particles larger

than 250mm

= yes h ≤ 10m low


C1B2m ++ no

C1B4m

+ yes protection moderate

+ yes h ≤ 10m moderate

= yes moderate

- yes intense


C1B2s ++ no

C1B4s

+ yes moisture correction intense thin

= yes h ≤ 10m intense


C1B2ts

C1B4ts no

34



classWeather Use


intensity thickness

C1D1 yes moderate

C1D2

C2A1th no

C2B2th

C2B4th

C2B5th

C2A1h ++ no

C2B2h

C2B4h

C2B5h

+ yes h ≤ 5m moderate

= yes h ≤ 10m moderate

- yes moisture correction moderate moderate

C2A1m ++ no

C2B2m

C2B4m

C2B5m

+ yes moderate

= yes moderate

- yes intense


C2A1s ++ no

C2B2s

C2B4s

C2B5s

+ yes intense moderate


- yes sprinkling ; h � 10m intense moderate

C2A1ts no

C2B2ts

C2B4ts

C2B5ts

35



classWeather Use


intensity thickness

C2A2th no

C2A3th

C2B6th

C2A2h + no

C2A3h

C2B6h

= yes h ≤ 10m low


C2A2m ++ no

C2A3m

C2B6m

+ yes h � 10m moderate

= yes moderate

- yes intense


C2A2s ++ no

C2A3s

C2B6s

+ yes moisture correction intense


- yes sprinkling ; h � 10m intense moderate

C2A2ts no

C2A3ts

C2B6ts

C2A4 no

C2B1 yes moderate

C2B3

C2D1 yes moderate

C2D2

D1 and D2 yes moderate

36

Use of soils and rocky materials in embankment construction • Compaction of fill

6. Compaction of fill

6.1 Definition of specifications

The GTR method recommended in this Manual has the particular advantage of stating the meansof compaction required of compaction of fill. They are effectively described by specifying the plantand resources to be used, rather than by the standard approach of stipulating results whosedetermination is too uncertain.Where a soil is suitable for the Proctor test (i.e. soils containing less than 30 % particles largerthan 20mm), it has been possible to determine the objectives of densification by compaction ofthe constituent layers of fill, i.e.• dry unit weight averaged over the whole thickness of the compacted layer equal to or greater

than 95 % of the maximum dry unit weight from the standard Proctor test• dry unit weight over the bottom 8 centimetres of the compacted layer equal to or greater than

92 % of the maximum dry unit weight from the standard Proctor test,but this is not true for coarser materials not covered by the Proctor test. With such materials,it is impossible to specify densification objectives or to measure the in-place density achieved by anysimple test.Even with soils suitable for such testing, monitoring the results obtained on the completedembankment or on each layer by measuring the in-place bulk unit weight usually involves manydifficulties such as:- the need for a reference value for the bulk unit weight (generally a percentage of the standard

Proctor density),- the difficulty of measuring the in-place density achieved (mainly because density varies over

the thickness of the compacted layer),- the discrete nature of measurements and their statistical interpretation.Continuous compaction monitoring (section 6-4) has the merit of being based directly on compaction “specifications” which, provided they have a scientific foundation backed up by experience (see tables in section 6-3-2), guarantee the quality of the works at a compactioncost which the contractor can estimate quite closely before commencing the works.The GTR classification system according to type and state describes soil classes such that, within each class, the densification energy needed to obtain a stable fill is roughly the same. In this way, the compaction energy can be set beforehand for each specific job, along with appropriate construction method (see tabulated data in section 5 above).The next step is to classify the compaction plant according to its performance, with reference tothe principles set forth in section 6-2 below.These two items are used in the tables in section 6-3 below in which the required compactionenergy is expressed by two parameters:• maximum thickness (compacted thickness, not bulked thickness) of constituent layers of fill• Q/S ratio in m3 per m2, a measure of the ratio between the compacted soil

volume placed in a given time (say, one day) Q, and the area of fill covered by the compaction machine in the same time S. Volume Q is calculated from the number of round trips by haulage plant of known capacity or beforehand from the estimated geometricalvolume of the embankment to calibrate the haulage plant. Area S is obtained from the effectivewidth of the compaction machine multiplied by the distance covered by the machine, usuallyread from the mileage counter or, better, from a tachograph fitted to the machine. If there arerestrictions on machine use, such as a maximum forward speed, this information appears inthe table in section 6-3.

Controlled trials were the basis for drawing up the tables in section 6-3 below and for checkingthat compliance with:• the stipulated maximum compacted layer thickness, • the requirement that the Q/S ratio effectively obtained on the job is equal to or less than the

stipulated Q/S ratio, and

37


• the compaction machine class (ballast, weights and speed of the eccentrics in vibrating rollers)and any type-specific restrictions,

is an a priori assurance of the quality of the work. Since it is the method which is stipulated, theremust be no stipulations on final in-place density obtained (if possible) written into the contract,because of the problem of the accuracy of the reference tests, in order to avoid ambiguities.

6.2 Classification of compaction plant

Refers to French standard NF P 98-736. Basic principles are set forth below.

• Classification and use

The rollers considered have a compactionwidth of 1.30m or more. Classification andconditions of use of small compactingequipment (vibratory rollers, vibrating plates,tampers) is detailed in the TechnicalGuidelines “Trench Backfill and CarriagewayRepair” [SETRA-LCPC Ed. (May 1994)].However, the most efficient vibrating platecompactors are included.

The basic types of compacting plantaddressed are:- pneumatic tyred rollers Pi- smooth vibrating drum rollers Vi- tamping rollers VPi- static tamping rollers SPi- vibrating plate compactors PQi.i is the class number; it increases with compaction efficiency within each type category. Combinationtypes are dealt with in section 6-2-3 below.

6.2.1 Pneumatic tyred rollers (Pi)

• Classification is based on load per wheel CR

P1: CR between 25 and 40 kNP2: CR between 40 and 60 kNP3: CR greater than 60 kN

Pneumatic tyred rollers can be ballasted to obtain the maximum wheel load recommended by themanufacturer. They can usually be ballasted to twice their empty weight. Research into maximum efficiencyindicates that the highest wheel load compatible with trafficability should be used.

Where a roller falls into more than one class, the classification used should be selected with referenceto the effective wheel load used on the job.For best efficiency, it is also recommended that tyres be inflated to the highest pressure compatiblewith trafficability.Maximum forward speed is limited only by consideration of driving safety.

6.2.2 Smooth vibrating drum rollers (Vi)

• Classification and use

Smooth vibrating drum rollers are classified according to parameter (M1/L) �A0 and a minimum A0 value.M1/L7 expressed in kg/cm and A08 in mm lead to the five classes in the following table and the nearbyfigure.

A pneumatic tyred and a vibrating tamping rollers.

7. M1 is the total mass (in kg) acting on the full width of the vibrating or static drum. L is the width (in cm) of the vibrating or static drum

8. A0 is the theoretical empty amplitude calculated as A0 = 1000 (me/M0) in which me is the eccentric moment (in mkg) and M0 is the

mass (in kg)of the vibrating part excited by the eccentric.

38


CL

AS

SIF

ICA

TIO

N O

F V

IBR

AT

ING

RO

LL

ER

SS

ing

le d

rum

39


A0 can be tested by the “cushion” method described in French standard NF P 98-761 “VerificationTest of Moment of Vibrating Roller Eccentrics.”Many vibrating rollers have more than one empty nominal amplitude value (by changingeccentric moment) and/or, less frequently, can be ballasted. This may cause machines toappear in more than one class according to their A0 and/or M1/L value.

Vibrating rollers are assumed to operateat the maximum frequency set by themanufacturer for a given eccentric system.

Except for classes V1 and V2, a range offorward speeds is assumed, with a bearingon compaction practice (Appendix 4.1.2).However, while high speeds are attractivein that they speed up work rates, this isonly permitted with machines fitted witha speedometer on the instrument paneland a recording system for monitoringpurposes.

• Single and tandem drum rollers

The two most common types are singledrum designated VMi and tandems, VTi(Vi is the efficiency class defined above).

- Category VMi contains all singlevibrating drum types, twin drum types(two drums on the same axle) andtandems in which only one drumvibrates. Tables (e, Q/S) are directlyapplicable to these types.

- Category VTi is for tandems with twovibrating drums.

In most cases, the efficiency class is thesame for both the front and rear drums.Compared to single drum types, the Q/Sand number of load applications are thesame, but the number of passes ishalved.

Empty amplitude A0 can be measured with a vibrographwhile vibrating the roller on air-filled cushions (Frenchstandard NF P 98-761).

Class VM4 single smooth vibrating drum roller.

V1 (M1/L) x �A0 { between 15 and 25 and A0 � 0.6{ greater than 25 and A0 between 0.6 and 0.8




V5 (M1/L) x �A0 { greater than 70 and A0 � 1.6

40


6.2.3 Vibrating Tamping rollers (VPi)

Tamping rollers are mostly derived from smooth vibrating drum rollers discussed in section 6-2-2 above, and are classified on the same criteria.

Compaction methods only differ from smooth drum rollers in class VP3 and beyond. They seekto extract the most benefit from both vibration and the tamping feet. The tamping rollers in thecompaction tables are single drum types designated VPi in French standard NF P 98-736.

6.2.4 Static Tamping rollers (SPi)

Static tamping rollers are classified according to the average static load per unit width of drum(s)with tamping feet.

SP1: M1/L between 30 and 60 kg/cmSP2: M1/L greater than 60 kg/cm

but less than 90 kg/cm

Machines with provision of ballasting are classified according to their configuration on site.

They should be driven at maximum allowedspeed and final compaction should be doneat 10-12 kph. The first passes shouldgenerally be made at distinctly slowerspeeds but never less than 2-3 kph.

The time that rollers fitted with a bladespend as bulldozers and graders is notconsidered compaction time.

If average speed recorded on site (whichshould not be less than 6 kph) is less thanthe average shown in the compaction tables,this fact must be considered to recalculatethe rate.

Tandem rollers frequently have the same Q/S and number of load applications as single drumtypes (values in table). The number of passes must be halved.

6.2.5 Vibrating plate compactors (PQi)

All plate compactors are classified as PQ1 to PQ4 in the Technical Guidelines on Trench Backfilland Carriageway Repair. [SETRA - LCPC Ed. /May 1994]

They are classified on the basis of the static pressure under the plate Mg/S in kPa (Mg is theweight of the plate).

The smallest plates PQ1 and PQ2 are ignored. Those included are

PQ3: Mg/S between 10 and 15 kPaPQ4: Mg/S greater than 15 kPa.

S is the contact area between plate and soil, not the overall area. S varies on models which canbe fitted with extensions and this may alter the classification.

SP1 static tamping roller. When used as a grader as inthe photograph, it is not considered.

41


6.3 Compaction specifications

6.3.1 Use of tables - Examples of application

* Classes Pi, V1, V2, VPi, SPi and PQi (single column)

Example: B1 soil in embankment (quality q4)

Same value (in m) for all thicknesses

Actual compacted thickness e < e (in m)V is max speed for vibratory plant, average speed forother plant (in kph)

Number of load applications: rounded up from actualthickness/(Q/S) given for e of the tableIf e = 0.30, then N = 5

Rate per metre widthQ/L = 1000 x V x (Q/S)Practical rate of compacting operations with an efficiencyratio k (between 0.5 et 0.75)Qpract = k x (Q/L x L x (N/n)If k = 0.6 L = 2m N/n = 1, thenQpract = 360 m3/hr

* Classes V3 to V5 (double columns: possible envelope)

Example: B1 soil in embankment

Same value for all combinations of thickness and speed

Right column: choice of low V 2.0 kph to maximise e (0.80m)Left column: max rate with high V limited to 5 kph maxand e set at 0.30m

Same design rules as before in each column

It can be seen that a higher forward speed is necessarily associated with a lesser layer thicknessbecause of the steeper density gradient in the layer. Providing these conditions are complied with,the compaction rate is still higher.It is of course unacceptable to mix values from both columns (greatest thickness and highest speed).

Method ClassP1

Code 2 Q/S 0.060

Applicable code e 0.35comes from soil V 5.0use tables (basedon moisture

N 6content and weather)

Q/L 300

Method ClassV3

Code 2 Q/S 0.135

e 0.30 0.80

V 5 2

N 3 6

Q/L 675 270

42


If the nominal thickness e for the job (ejob) falls between the above two values, optimumcompaction conditions can be calculated as follows:

- average vibrating roller speed calculated from V x e = constant (values considered are takenfrom the right hand column: V min and e max)

V =V x eejob

- Q/L calculated withQ/L = 1000 x V x Q/S

- N is always taken as equal to ejob/ (Q/S)

The values calculated in this way are then used as requirements as if they came directly fromthe tables.

In the above example, if the planned layer thickness for the job is 0.50m, V is defined as

V = (0.80 x 2)/0.5 = 3.2 rounded off to 3

N = 0.5 / 0.135 = 3.7 rounded off to 4

Q/L = 1000 x 3 x 0.135 = 405

* Case of different classes of plant working on same fill

Compaction energy applied by a machine is taken as

Ci = [Q/S]table / [Q/S]i

in which [Q/S]table is the Q/S value prescribed for machine i for the soil to attain a satisfactorydegree of compaction[Q/S]i is the Q/S value obtained by machine i in the time considered.

The requirement for obtaining the compaction with n compacting plants is:

i = n

C(i � 1)i = 1

Method V3

Code 2 Q/S 0.135

e 0.50

V 3

N 4

Q/L 405

43


A1,

C1A

1(*

)

6.3

.2 C

om

pacti

on

ta

ble

s

Co

mp

acti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.08

00.

120

0.18

00.

055

0.08

50.

125

0.16

50.

205

0.05

50.

085

0.16

50.

205

0.26

50.

070

0.10

00.

065

Low

e0.

300.

450.

600.

250.

350.

300.

500.

350.

650.

400.

800.

250.

300.

300.

350.

400.

250.

400.

20co

mpa

ctio

n (1

)(1

)(1

)(1

)(1

)(1

)(2

)(2

)(2

)(2

)(2

)(2

)(2

)0

(1)

ener

gyV

5.0

5.0

5.0

2.0

2.5

4.0

2.5

5.0

2.5

5.0

2.5

2.0

3.0

4.0

5.0

5.0

8.0

8.0

1.0

Cod

e 3

N4

44

55

34

34

24

54

22

24

43

Q/L

400

600

900

110

215

500

315

825

415

1025

515

110

255

660

1025

1325

560

800

65

Q/S

0.04

50.

065

0.09

50.

040

0.06

50.

085

0.10

00.

040

0.08

50.

100

0.13

00.

040

0.07

0

Mod

erat

e e

0.25

0.35

0.45

0.25

0.30

0.40

0.30

0.50

0.30

0.60

0.25

0.30

0.30

0.30

0.20

0.30

com

pact

ion

00

(2)

(2)

(2)

(2)

(2)

(2)

00

ener

gyV

5.0

5.0

5.0

2.0

2.5

2.0

3.5

2.0

4.0

2.0

2.0

2.5

3.5

4.0

8.0

8.0

Cod

e 2

N6

65

75

74

63

67

43

35

5

Q/L

225

325

475

8016

513

030

017

040

020

080

215

350

520

320

560

Q/S

0.03

50.

050

0.02

50.

040

0.05

00.

065

0.02

50.

050

0.06

50.

085

0.03

5

Hig

h e

0.20

0.30

0.20

0.30

0.30

0.40

0.30

0.45

0.20

0.30

0.30

0.30

0.25

com

pact

ion

00

00

00

ener

gyV

5.0

5.0

2.0

2.0

2.5

2.0

3.0

2.0

2.0

2.0

2.5

3.0

8.0

Cod

e 1

N6

68

86

85

78

65

48

Q/L

175

250

5080

125

100

195

130

5010

016

525

528

0

Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)(1

) C

heck

tra

ffica

bilit

y fo

r m

achi

neV

(km

/h)

(2)

Pro

vide

for

rem

ovin

g ru

ts w

hen

ther

e is

a r

isk

of r

ain

at c

lose

of

N-

wor

king

day

(pl

ane

off

top

few

cen

timet

res

or u

se a

noth

er t

ype

of r

olle

rQ

/L(m

3/h.

m)

if it

prod

uces

the

des

ired

resu

lt)0

Mac

hine

typ

e un

suita

ble

44


A2,

C1

A2

(*)

Co

mp

acti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.05

00.

080

0.12

00.

040

0.06

00.

090

0.12

00.

145

0.04

00.

060

0.12

00.

145

0.19

00.

065

0.10

0

Low

e0.

250.

350.

450.

200.

300.

300.

350.

300.

450.

300.

600.

200.

300.

300.

300.

300.

250.

40co

mpa

ctio

n (2

)(2

)(2

)(2

)(2

)(2

)(2

)0

0

ener

gyV

5.0

5.0

5.0

2.0

2.0

3.0

2.5

4.0

2.5

5.0

2.5

2.0

2.0

3.0

4.0

5.0

8.0

8.0

Cod

e 3

N5

54

55

44

34

35

55

33

24

4

Q/L

250

400

600

8012

027

022

548

030

072

536

580

120

360

580

950

520

800

Q/S

0.03

00.

050

0.07

00.

035

0.05

00.

065

0.08

00.

035

0.06

50.

080

0.10

50.

035

0.06

0

Mod

erat

e e

0.20

0.25

0.35

0.20

0.30

0.30

0.40

0.30

0.45

0.20

0.30

0.30

0.30

0.20

0.30

com

pact

ion

00

(2)

(2)

(2)

(2)

(2)

(2)

00

ener

gyV

5.0

5.0

5.0

2.0

2.0

2.5

2.0

3.0

2.0

2.0

2.0

2.5

3.0

8.0

8.0

Cod

e 2

N7

55

66

57

46

65

43

65

Q/L

150

250

350

7010

016

513

024

016

070

130

200

315

280

480

Q/S

0.03

00.

040

0.03

50.

045

0.05

50.

045

0.05

50.

070

0.03

0

Hig

h e

0.20

0.30

0.25

0.35

0.30

0.40

0.25

0.30

0.30

0.20

com

pact

ion

00

00

00

00

ener

gyV

5.0

5.0

2.0

2.0

2.5

2.0

2.0

2.0

2.5

8,0

Cod

e 1

N7

88

86

86

65

7

Q/L

150

200

7090

140

110

9011

017

524

0

Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)(1

) C

heck

tra

ffica

bilit

y fo

r m

achi

neV

(km

/h)

(2)

Pro

vide

for

rem

ovin

g ru

ts w

hen

ther

e is

a r

isk

of r

ain

at c

lose

of

N-

wor

king

day

(pl

ane

off

top

few

cen

timet

res

or u

se a

noth

er t

ype

of r

olle

rQ

/L(m

3 /h.m

)if

it pr

oduc

es t

he d

esire

d re

sult)

0M

achi

ne t

ype

unsu

itabl

e

45


A3,

C1A

3(*

)C

om

pacti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.02

00.

040

0.06

00.

040

0.05

50.

070

0.08

50.

040

0.07

00.

085

0.11

00.

040

0.07

0

Low

e0.

200.

250.

350.

200.

250.

300.

350.

300.

450.

200.

250.

300.

300.

250.

35

com

pact

ion

00

(2)

(2)

(2)

(2)

(2)

(2)

00

ener

gyV

5.0

5.0

5.0

2.0

2.0

2.5

2.0

3.0

2.0

2.0

2.0

2.5

3.0

8.0

8.0

Cod

e 3

N10

76

55

55

46

54

44

75

Q/L

100

200

300

8011

017

514

025

517

080

140

215

330

320

560

Q/S

0.03

00.

050

0.03

50.

045

0.05

50.

045

0.05

50.

070

0.02

50.

045

Mod

erat

e e

0.20

0.30

0.20

0.25

0.30

0.20

0.25

0.30

0.20

0.25

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

2.0

2.0

2.0

2.0

2.0

2.0

8.0

8.0

Cod

e 2

N7

66

65

55

86

Q/L

150

250

7090

110

9011

014

020

036

0

Q/S

0.03

00.

030

0.03

50.

035

0.04

50.

025

Hig

h e

0.20

0.20

0.25

0.20

0.25

0.20

com

pact

ion

00

00

00

00

00

00

ener

gyV

5.0

2.0

2.0

2.0

2.0

8.0

Cod

e 1

N7

78

66

8

Q/L

150

6070

7090

200

Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)V

(km

/h)

(2)

Pro

vide

for

rem

ovin

g ru

ts w

hen

ther

e is

a r

isk

of r

ain

at c

lose

of

N-

wor

king

day

(pl

ane

off

top

few

cen

timet

res

or u

se a

noth

er t

ype

of r

olle

rQ

/L(m

3 /h.m

)if

it pr

oduc

es t

he d

esire

d re

sult)

0M

achi

ne t

ype

unsu

itabl

e

46


B1,

D1,

C1B

1(*

),

C1D

1(*

)

B3,

D2,

C1B

3(*

)

C1D

2(*

)

Co

mp

acti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

Co

mp

acti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.06

00.

090

0.12

00.

055

0.08

50.

135

0.18

00.

225

0.07

50.

100

Mod

erat

ee

0.35

0.45

0.65

0.35

0.50

0.30

0.80

0.45

1.10

0.55

1.35

0.45

0.60

com

pact

ion

(1)

(1)

(1)

(1)

00

00

00

0

ener

gyV

5.0

5.0

5.0

2.0

2.0

5.0

2.0

5.0

2.0

5.0

2.0

1.0

1.0

Cod

e 2

N6

56

76

36

37

36

66

Q/L

300

450

600

110

170

675

270

900

360

1125

450

7510

0

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.05

50.

080

0.11

50.

050

0.08

00.

120

0.16

50.

200

0.65

0.09

0

Mod

erat

ee

0.30

0.40

0.60

0.30

0.50

0.30

0.75

0.40

1.00

0.50

1.20

0.40

0.55

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

5.0

2.0

2.0

5.0

2.0

5.0

2.0

5.0

2.0

1.0

1,0

Cod

e 2

N6

56

67

37

37

36

66

Q/L

275

400

575

100

160

600

240

825

330

1000

400

6590

Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)(1

) C

heck

rol

ler

traf

ficab

ility

V(k

m/h

)N

-Q

/L(m

3 /h.m

)0

Mac

hine

typ

e un

suita

ble

47


Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)V

(km

/h)

N-

Q/L

(m3 /h

.m)

0M

achi

ne t

ype

unsu

itabl

e

B2,

B4,

C1B

2(*

),

C1B

4(*

)C

om

pacti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.10

00.

150

0.25

00.

085

0.13

50.

205

0.27

50.

340

0.15

00.

200

Low

e0.

300.

450.

650.

350.

550.

400.

850.

551.

100.

701.

350.

300.

40

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

5.0

2.5

2.5

5.0

2.5

5.0

2.5

5.0

2.5

1.0

1.0

Cod

e 3

N3

33

55

25

24

34

22

Q/L

500

750

1250

215

340

1025

515

1375

690

1700

850

150

200

Q/S

0.06

00.

090

0.13

00.

045

0.07

00.

105

0.14

00.

175

0.05

00.

090

Mod

erat

e e

0.25

0.35

0.50

0.25

0.40

0.30

0.65

0.35

0.85

0.40

1.05

0.25

0.35

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

5.0

2.0

2.0

4.5

2.0

5.0

2.0

5.0

2.0

1.0

1.0

Cod

e 2

N5

44

66

37

37

36

54

Q/L

300

450

650

9014

047

521

070

028

087

535

050

90

Q/S

0.03

00.

045

0.07

00.

025

0.03

50.

055

0.07

50.

095

0.02

00.

050

Hig

h e

0.20

0.25

0.40

0.20

0.30

0.30

0.45

0.30

0.55

0.30

0.70

0.20

0.30

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

5.0

2.0

2.0

3.0

2.0

4.0

2.0

4.5

2.0

1.0

1.0

Cod

e 1

N7

66

89

69

48

48

106

Q/L

150

225

350

5070

165

110

300

150

430

190

2050

48


Co

mp

acti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

B5,

C1B

5(*

)

Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)V

(km

/h)

N-

Q/L

(m3 /h

.m)

0M

achi

ne t

ype

unsu

itabl

e

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.09

00.

130

0.20

00.

060

0.09

50.

145

0.19

50.

235

0.06

50.

100

Low

e0.

300.

450.

600.

300.

400.

300.

600.

400.

800.

450.

950.

200.

30

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

5.0

2.0

2.5

5.0

2.5

5.0

2.5

5.0

2.5

1.0

1.0

Cod

e 3

N4

43

55

35

35

24

33

Q/L

450

650

1000

120

240

725

365

975

490

1175

590

6510

0

Q/S

0.05

00.

080

0.12

00.

030

0.05

00.

075

0.10

00.

120

0.05

0

Mod

erat

e e

0.25

0.35

0.45

0.20

0.30

0.30

0.45

0.30

0.60

0.30

0.75

0.20

com

pact

ion

00

00

00

00

ener

gyV

5.0

5.0

5.0

2.0

2.0

3.0

2.0

4.0

2.0

5.0

2.0

1.0

Cod

e 2

N5

54

76

46

36

37

4

Q/L

250

400

600

6010

022

515

040

020

060

024

050

Q/S

0.04

00.

060

0.03

00.

040

0.05

50.

065

Hig

h e

0.20

0.30

0.20

0.30

0.35

0.40

0.30

0.50

com

pact

ion

00

00

00

00

00

0

ener

gyV

5.0

5.0

2.0

2.0

2.5

2.0

3.5

2.0

Cod

e 1

N5

57

87

85

8

Q/L

200

300

6080

140

110

230

130

49


B6,

C1B

6(*

)C

om

pacti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.04

50.

075

0.12

00.

045

0.07

50.

110

0.14

50.

180

0.04

50.

075

0.14

50.

180

0.23

50.

080

0.12

00.

050

0.08

5

Low

e0.

200.

300.

450.

250.

300.

300.

450.

300.

600.

350.

700.

250.

300.

300.

300.

350.

250.

400.

200.

25

com

pact

ion

(2)

(2)

(2)

(2)

(2)

(2)

(2)

ener

gyV

5.0

5.0

5.0

2.0

2.5

3.5

2.5

5.0

2.5

5.0

2.5

2.0

2.5

3.5

5.0

5.0

8.0

8.0

1.0

1.0

Cod

e 3

N5

44

64

35

35

24

64

32

24

44

3

Q/L

225

375

600

9019

038

527

572

536

590

045

090

190

510

900

1175

640

960

5085

Q/S

0.03

00.

050

0.07

50.

040

0.06

00.

080

0.09

50.

040

0.08

00.

095

0.12

50.

050

0.07

5

Mod

erat

e e

0.20

0.25

0.35

0.25

0.30

0.35

0.30

0.50

0.30

0.60

0.25

0.30

0.30

0.30

0.20

0.30

com

pact

ion

00

(2)

(2)

(2)

(2)

(2)

(2)

00

ener

gyV

5.0

5.0

5.0

2.0

2.5

2.0

3.0

2.0

4.0

2.0

2.0

2.5

3.0

4.0

8.0

8.0

Cod

e 2

N7

55

75

64

74

77

44

34

4

Q/L

150

250

375

8015

012

024

016

038

019

080

200

285

500

400

600

Q/S

0.03

00.

040

0.02

50.

035

0.04

50.

055

0.02

50.

045

0.05

50.

070

0.03

5

Hig

h e

0.20

0.25

0.20

0.25

0.30

0.35

0.30

0.40

0.20

0.25

0.30

0.30

0.20

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

2.0

2.0

2.5

2.0

3.0

2.0

2.0

2.0

2.5

3.0

8.0

Cod

e 1

N7

78

87

86

88

66

56

Q/L

150

200

5070

115

9016

511

050

9014

021

028

0

Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)(2

) P

rovi

de f

or r

emov

ing

ruts

whe

n th

ere

is a

ris

k of

rai

n at

clo

se o

fV

(km

/h)

wor

king

day

(pl

ane

off

top

few

cen

timet

res

or u

se a

noth

er t

ype

of r

olle

r N

-f

it pr

oduc

es t

he d

esire

d re

sult)

Q/L

(m3 /h

.m)

0M

achi

ne t

ype

unsu

itabl

e

50


Co

mp

acti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

C2A

1(*

),C

2B

2 (*)

,

C2 B

4 (*)

,C

2B

5 (*)

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

(**)

(**)

(**)

(**)

(**)

(**)

(**)

Q/S

0.07

00.

100

0.15

00.

050

0.08

00.

120

0.16

00.

190

0.05

00.

080

0.16

00.

190

0.24

50.

070

0.10

00.

065

Low

e0.

250.

350.

500.

250.

300.

300.

500.

300.

650.

400.

750.

250.

300.

300.

300.

400.

250.

400.

25

com

pact

ion

(2)

(2)

(2)

(2)

(2)

(2)

(2)

0

ener

gyV

5.0

5.0

5.0

2.0

2.5

4.0

2.5

5.0

2.5

5.0

2.5

2.0

2.5

4.0

5.0

5.0

8.0

8.0

1.0

Cod

e 3

N4

44

54

35

25

34

54

22

24

44

Q/L

350

500

750

100

200

480

300

800

400

950

475

100

200

640

950

1225

560

800

65

Q/S

0.04

00.

060

0.09

00.

040

0.06

00.

080

0.10

00.

040

0.08

00.

100

0.13

00.

050

Mod

erat

e e

0.20

0.30

0.40

0.25

0.30

0.35

0.30

0.50

0.30

0.60

0.25

0.30

0.30

0.30

0.25

0.20

com

pact

ion

00

(2)

(2)

(2)

(2)

0(2

)0

ener

gyV

5.0

5.0

5.0

2.0

2.5

2.0

3.0

2.0

4.0

2.0

2.0

2.5

3.0

4.0

8.0

1.0

Cod

e 2

N5

55

75

64

73

67

43

35

5

Q/L

200

300

450

8015

012

024

016

040

020

080

200

300

520

400

40

Q/S

0.03

00.

050

0.02

50.

040

0.05

00.

065

0.02

50.

050

0.06

50.

085

Hig

h e

0.20

0.30

0.20

0.30

0.30

0.40

0.30

0.45

0.20

0.30

0.30

0.30

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

2.0

2.0

2.5

2.0

3.0

2.0

2.0

2.0

2.5

3.0

Cod

e 1

N7

68

86

85

78

65

4

Q/L

150

250

5080

125

100

195

130

5010

016

525

5

Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)(*

*)O

nly

C2(

A1)

soi

ls c

an b

e co

mpa

cted

with

tam

ping

rol

lers

V(k

m/h

)(2

) P

rovi

de f

or r

emov

ing

ruts

whe

n th

ere

is a

ris

k of

rai

n at

clo

se

N-

of w

orki

ng d

ay (

plan

e of

f to

p fe

w c

entim

etre

s or

use

ano

ther

typ

e of

rol

ler

Q

/L(m

3 /h.m

)if

it pr

oduc

es t

he d

esire

d re

sult)

0 M

achi

ne t

ype

unsu

itabl

e

51


C2A

2(*

),C

2A

3 (*)

,C

2 B

6 (*)

Co

mp

acti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.05

00.

075

0.10

00.

035

0.05

50.

080

0.10

50.

130

0.03

50.

055

0.10

50.

130

0.17

00.

050

0.09

00.

050

Low

e0.

200.

300.

400.

200.

250.

300.

400.

300.

550.

300.

650.

200.

250.

300.

300.

300.

200.

350.

25

com

pact

ion

(2)

(2)

(2)

(2)

(2)

(2)

(2)

0

ener

gyV

5.0

5.0

5.0

2.0

2.0

2.5

2.0

3.5

2.0

4.5

2.0

2.0

2.0

2.5

3.5

4.5

8.0

8.0

1.0

Cod

e 3

N4

44

65

45

36

35

65

33

24

45

Q/L

250

375

500

7011

020

016

037

021

058

526

070

110

265

455

765

400

720

50

Q/S

0.03

00.

045

0.07

00.

035

0.05

50.

070

0.08

50.

035

0.07

00.

085

0.11

00.

045

0.03

5

Mod

erat

e e

0.20

0.25

0.30

0.20

0.30

0.30

0.40

0.30

0.50

0.20

0.30

0.30

0.30

0.25

0.20

com

pact

ion

00

(2)

(2)

(2)

(2)

0(2

)0

ener

gyV

5.0

5.0

5.0

2.0

2.0

3.0

2.0

3.5

2.0

2.0

2.0

3.0

3.5

8.0

1.0

Cod

e 2

N7

65

66

56

46

65

43

66

Q/L

150

225

350

7011

021

014

030

017

070

140

255

385

360

35

Q/S

0.02

50.

040

0.02

50.

035

0.04

50.

055

0.02

50.

045

0.05

50.

070

Hig

h e

0.20

0.25

0.20

0.25

0.30

0.35

0.30

0.40

0.20

0.25

0.30

0.30

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

2.0

2.0

2.5

2.0

3.0

2.0

2.0

2.0

2.5

3.0

Cod

e 1

N8

78

87

86

88

66

5

Q/L

125

200

5070

115

9016

511

050

9014

021

0

Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)(2

)P

rovi

de f

or r

emov

ing

ruts

whe

n th

ere

is a

ris

k of

rai

n at

clo

seV

(km

/h)

of w

orki

ng d

ay (

plan

e of

f to

p fe

w c

entim

etre

s or

use

ano

ther

typ

e of

rol

ler

N-

if it

prod

uces

the

des

ired

resu

lt)Q

/L(m

3 /h.m

)0

Mac

hine

typ

e un

suita

ble

52


Co

mp

acti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

Co

mp

acti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

C2D

1(*

),C

2D

2 (*)

,

C2 B

1 (*)

,C

2 B

3

Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)V

(km

/h)

N-

Q/L

(m3 /h

.m)

0M

achi

ne t

ype

unsu

itabl

e

R1

(*)

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.04

50.

070

0.10

00.

035

0.05

50.

085

0.11

50.

140

0.05

00.

065

Mod

erat

ee

0.25

0.35

0.50

0.20

0.35

0.30

0.50

0.30

0.70

0.35

0.85

0.30

0.40

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

5.0

2.0

2.0

3.5

2.0

4.5

2.0

5.0

2.0

1.0

1.0

Cod

e 3

N6

55

67

46

37

37

66

Q/L

225

350

500

7011

030

017

052

023

070

028

050

65

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.05

00.

085

0.05

00.

075

0.10

00.

120

0.05

00.

100

0.12

00.

155

0.05

00.

080

0.04

00.

050

Mod

erat

ee

0.30

0.40

0.25

0.30

0.40

0.30

0.50

0.30

0.60

0.25

0.30

0.30

0.30

0.30

0.35

0.25

0.30

com

pact

ion

00

0

ener

gyV

5.0

5.0

2.0

2.5

2.0

3.5

2.0

4.0

2.0

2.0

2.5

3.5

4.0

8.0

8.0

1.0

1.0

Cod

e 3

N6

55

46

35

35

53

32

65

66

Q/L

250

425

100

190

150

350

200

480

240

100

250

420

620

400

640

4050

Q/S

0.03

00.

050

0.03

00.

045

0.06

00.

070

0.03

00.

060

0.07

00.

090

0.03

00.

050

0.02

5

Hig

h e

0.25

0.35

0.25

0.30

0.35

0.30

0.45

0.30

0.60

0.25

0.30

0.30

0.30

0.25

0.30

0.20

com

pact

ion

00

00

ener

gyV

5.0

5.0

2.0

2.5

2.0

3.0

2.0

4.0

2.0

2.0

2.5

3.0

4.0

8.0

8.0

1.0

Cod

e 2

N9

79

78

58

59

95

54

96

8

Q/L

150

250

6011

590

180

120

280

140

6015

021

036

024

040

025

53


R3

(*)

R21

(*),

R41

(*),

R61

(*),

Co

mp

ac

tio

n t

ab

les f

or

use o

fm

ate

rials

in

fill

Co

mp

acti

on

ta

ble

s f

or

use o

fm

ate

rials

in

fill

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.05

00.

080

0.03

50.

060

0.09

00.

115

0.14

50.

050

0.06

5

Mod

erat

ee

0.30

0.40

0.20

0.35

0.30

0.55

0.30

0.70

0.35

0.85

0.30

0.40

com

pact

ion

00

00

00

0

ener

gyV

5.0

5.0

2.0

2.0

3.5

2.0

4.5

2.0

5.0

2.0

1.0

1.0

Cod

e 3

N6

56

64

73

73

66

6

Q/L

250

400

7012

031

518

052

023

072

529

050

65

Ma

ch

ine

Me

tho

dP

1P

2P

3V

1V

2V

3V

4V

5V

P1

VP

2V

P3

VP

4V

P5

SP

1S

P2

PQ

3P

Q4

Q/S

0.02

00.

035

0.05

50.

035

0.05

00.

065

0.08

00.

035

0.06

50.

080

0.10

50.

045

0.07

0

Mod

erat

ee

0.20

0.25

0.35

0.20

0.30

0.30

0.40

0.30

0.50

0.20

0.30

0.30

0.30

0.25

0.35

com

pact

ion

00

(2)

(2)

(2)

(2)

(2)

(2)

00

ener

gyV

5.0

5.0

5.0

2.0

2.0

2.5

2.0

3.0

2.0

2.0

2.0

2.5

3.0

8.0

8.0

Cod

e 3

N10

87

66

57

47

65

43

65

Q/L

100

175

275

7010

016

513

024

016

070

130

200

315

360

560

Q/S

0.02

50.

040

0.02

00.

035

0.04

50.

055

0.02

00.

045

0.05

50.

070

0.02

50.

040

Hig

h e

0.20

0.30

0.20

0.25

0.30

0.35

0.30

0.40

0.20

0.25

0.30

0.30

0.20

0.30

com

pact

ion

00

00

0

ener

gyV

5.0

5.0

2.0

2.0

2.5

2.0

3.0

2.0

2.0

2.0

2.5

3.0

8.0

8.0

Cod

e 2

N8

810

87

86

810

66

58

8

Q/L

125

200

4070

115

9016

511

040

9014

021

020

032

0

Q/S

(m)

(*)

Req

uire

d D

max

< 2

/3rd

s co

mpa

cted

laye

r th

ickn

ess

e(m

)(2

)P

rovi

de f

or r

emov

ing

ruts

whe

n th

ere

is a

ris

k of

rai

n at

clo

se

V(k

m/h

)of

wor

king

day

(pl

ane

off

top

few

cen

timet

res

or u

se a

noth

er t

ype

of r

olle

rN

-if

it pr

oduc

es t

he d

esire

d re

sult)

Q/L

(m3 /h

.m)

0M

achi

ne t

ype

unsu

itabl

e

54


6.4 Continuous monitoring of compaction

Monitoring results on the completed structure or each constituent layer by measuring the in-place bulk unit weight usually involves many problems as seen in section 6-1.

Continuous compaction monitoring has the merit of referring directly to the compaction “rules”which, if they have a sound scientific foundation backed up by experience (see tables in section6-3-2), ensure the quality of construction.

6.4.1 Specifications

Specifications on “continuous” compaction monitoring consist of prescribing rules for eachcombination of soil class and compaction machine in given weather conditions liable to occurduring performance of the work. This covers:

- maximum layer thickness e of soil layers after compaction, which must be compatible withefficient operation of the roller used,

- intensity of compaction to be applied, expressed by the Q/S ratio in which Q is the volumeof soil placed (measured after compaction) and S is the area covered by the machine to compactvolume Q,

- roller operating conditions: maximum forward speed of vibratory machines, minimum speedfor spreading machines, ballast, vibrational frequency and eccentric moment for vibratorymachines, tyre pressure for pneumatic tyred rollers,

- fitting machines with direct reading andrecording instruments for distancetravelled by the machine, forward speedand (for vibrating rollers) vibrationalfrequency and eccentric moment,

- site organisation: contractor to submita schedule for operating haulage,spreading and compaction each day orless systematically, whenever he makeschanges,

- in some cases, contractor to submitdetails of volume of material placedduring the sequence chosen forconducting the compaction intensitycontrol Q/S (usually a day or half-day).

In most cases, prescribed values for e and Q/S are taken from the tables in 6-3-2 aboveshowing the relevant values for different soil classes and compaction machines.

Failing that, the contract might state the values which can be set on the basis of trial embankmentsbuilt at the start of the job, but this approach is less satisfactory, because compaction requirementsare not specified until after the contract has been signed.

Tachograph equiped roller recording passed distance,speed and vibration of the plant during compactingoperation.

55


As a general rule, the tolerances tabulated below should be used for the e and Q/S values.

6.4.2 Monitoring operations

The “continuous” compaction monitoring procedure covers:

- materials (identification of soil types and states as described in section 5) and weather conditionsduring placement,

- compaction plant used (verification of machine class according to the classification describedin section 6-2);

- compacted layer thickness (verification of compliance with stipulated maximum thicknesses asdescribed in section 6-3);

- compacted soil volumes (per sequence during which soil conditions, weather and compactiondetails are considered uniform) to calculate actual Q/S for comparison with prescribed Q/S,

- areas covered by the compaction machines to find the covered area S and calculate the actualQ/S obtained,

- roller operating parameters (forward speed, frequency, eccentric moment as described in section5-2),

- coverage pattern (verification of uniformity of compaction over the cross section, etc.).

Measurement of layer thickness is simple but must be done with care using appropriate apparatus:a level for precision measurements (on trial embankments), or more routinely a graduated staff,thickness gauge or tape measure. Estimation by eye is to be avoided as far as possible becauseit is inaccurate, sometimes by as much as the prescribed tolerances. It is frequently best to makethe measurements when the soil is being spread (while estimating the effect of compaction)because obviously, it is easier at this time to make any necessary corrections.

The volume of compacted material Q can be measured in various ways:- directly by a topographic survey of the embankment, which is clearly the most accurate method

but which is difficult to carry out. It can beneficially be used occasionally to cross-check andcalibrate the following indirect methods,

- indirectly by topographic survey of the extraction area or by counting the haulage plant andestimating individual loads. In both cases, the figures must be multiplied by a factor to allow forbulking.

Compaction requiredTolerances

e Q/S

+ 15% + 20%Low e measured = e prescribed Q/S measured = Q/S prescribed

- 15% - 20%Intense & moderate e measured < e prescribed Q/S measured < Q/S prescribed

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As a general guide, this factor may have one of the undermentioned values:

Estimating material volumes from haulage plant loads might appear to be the most convenientmethod but it must be realised that it is fairly inaccurate and involves a continuous watch onplant rotations, a difficulty requiring careful consideration when drafting the contract if it isplanned for the contractor to bear responsibility for this item.

The area covered by the compaction plant is measured by multiplying the compaction widthby the distance travelled. Travel distance can be conveniently and accurately determined withrecording tachographs of the type routinely used in the road haulage industry (although theymust be suitably modified and calibrated to allow them to be fitted to rollers, but practically allmodern rollers can be so equipped).

The client must check the instrument is fitted to every roller and carefully check that it is workingproperly and correctly calibrated.

The frequency of Q and S measurements should, strictly speaking, be dependent on thevariability in site conditions. In the most usual situations, in which conditions do not vary overthe whole working day, daily measurements can be considered satisfactory. More frequentmeasurements, every half-day or even every hour, may have to be considered for specialoperations (placing fill against culvert, bridge, etc.) or when conditions undergo a suddensignificant change.

Regarding monitoring of roller operating details: ballast, forward speed, vibrational frequency,spot checks can be made (for ballast mainly) but the only true guarantee of compliance withthe specifications are recordings from the tachographs already mentioned. Such records willshow up any flaws in the performance of the works: excess vibratory roller speed, vibrationinterruptions, mismatch between material deliveries and compaction times, etc., flaws whichcould not easily be detected by any other method. Electronic recorders with computer processingof data are being developed.

Estimation Method

Rocky Materials Soils

extracted with extracted by ripper clay non clayexplosives

Survey of extraction area 1.3 1.15 1 1Estimated haulage plant loads 0.85 0.75 0.7 0.9

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Use of soils and rocky materials in embankment construction • Particular case of use of arid soils

7. Particular case of use of arid soils

7.1 Advantages of, and basis for dry compaction

In some dry and arid climates, adding water to achieve the moisture content qualifying the materialas “dry” for compaction purposes (q4 compaction) may be relatively expensive (involving drilling,pumping, haulage, spreading, perhaps blending, site organisation) and in some cases consumelarge amounts of a rare resource. Experimental research conducted in the early eighties throughcontrolled trials at CER Rouen and construction sites in Algeria and Niger led to recommendationsfor compacting soils with near-zero moisture content9.

7.2 Definition of arid soils - application scope of the method

7.2.1 Nature of concerned soils

The soils which have been successfully experimented in this way are the following (according toclassification of § 4-2 before):The proposed method applies only to the above soil classes.

7.2.2 Definition of moisture state “arid”

When a Proctor test is carried out on samples which have an initial moisture content close tozero, a minimum density appears at a

moisture content Wc known as criticalmoisture content, as shown on followingfigure.Proctor curves obtained with a range ofmoisture contents close to zero.

The arid state corresponds to a moisture content between zero and Wc.

From this graph, we can conclude that the lower the moisture content in this range, the more

Soils GTR classification

Fine soils A1, A2

Fines - rich sand and gravel soils B5, B6

Fines - poor sand soils D1, B1, B2

Fines - poor gravel soils D2, B3, B4

Coarse soils C1A1, C1A2, C1B5, C1B6, C1D1, C1B1, C1B2, C1D2,C1B3, C1B4

C2A1, C2A2, C2B5, C2B6, C2D1, C2B1, C2B2, C2D2, C2B3, C2B4

Soils in an “arid” state.

9. ISTED - Institut des Sciences et des Techniques de l’Equipement et de l’environnement pour le Développement : “Compactage à faible

teneur en eau des sols et matériaux de terrassements et de chaussées” (Juin 1987).

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compaction is efficient. This is often true, but sometimes the soil becomes too dusty and its poor

trafficability decreases compaction efficiency. The ranges of arid state defined below, take thesefacts into account.7.2.3 “Arid” state classes of soils7.2.4 Acceptable embankment height

Arid state soils which are dry-compacted according the following tables can be used in embankmentsthe height of which must not exceed 3 metres. Necessary precautions must be taken to protectthem from erosion, particularly by ravining.

7.3 Compaction tables

The compaction conditions given in the following tables for smooth vibrating drum rollers (Vi) normallyproduce a main body fill of q4 standard.The tables are similar to those given in section 5 for wet soils (low compaction), normal soils(moderate compaction) or dry soils (intense compaction); they are used in the same way.

It is however useful to understand and allow for certain particularities of “dry compaction” whenusing this method. These are briefly described in the following paragraphs.

7.4 Particularities of dry compaction

• Risks of insufficient or zero compaction are very difficult to detect by eye during the work (planttrafficability is not closely dependent on compaction, the surface condition of the layer beingcompacted undergoes little change with the number of passes). Correct compliance with thecompaction pattern calls for vigilance on the part of the roller operator.

• “Standard” equipment for measuring unit weight from the surface (gammadensimeter, membranedensimeter or sand method) yields no information on compaction because the top of the layeris not (or very lightly) compacted, it is compacted when the subsequent layer is placed.

• Plate bearing test (EV2/EV1) or other means of determining the deformation modulus by applyingload to the top of the layer are entirely inappropriate.

• A strict compliance with the compaction method given in the compaction tables is therefore themost important guarantee of the quality of construction: continuous monitoring is essential (seesection 6-4). The following points demand special attention:

- The thickness shown for the layer is the maximum permitted value (depending on plant used,the specifications may refer to the value in the table +0 to x cm).

- The forward speed shown is also the maximum value.

- Vibratory rollers must be operated at maximum amplitude of vibration.

Soils class Range of moisture contents corresponding to arid state

A1a 310 à 7A2a 410 à 8B1a < 3B2a < 4B3a < 3 à 4B4a < 4B5a < 3 à 4B6a < 3 à 5(C1-Xi)a Defined by the state of Xi

10. For moisture contents less than these values, it is first necessary to verify that trafficability for compacting machines are compatible

with an efficient compaction.

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Post facto verification of compaction quality can be carried out with a double gamma probe ordynamic penetrometer.

CLASS OF

SOILS VIBRATORY Q/S e V N Q/L REMARKS

ROLLER

V1 0.050 0.30 2.0 6 100 When using combinations of widely B1 V2 0.080 0.40 2.0 5 160 differing compaction plant classesD1 V3 0.130 0.55 2.5 4 340 use the heavier items first - they are C1B1(*) V4 0.170 0.65 3.0 4 490 good for dry compaction in terms C1D1(*) V5 0.215 0.75 3.5 4 650 of final quality but involve

trafficability problems.

CLASS OF


ROLLER

V1 0.045 0.25 2.0 6 80B3 V2 0.075 0.35 2.0 5 140D2 V3 0.110 0.45 2.5 4 280C1B3(*) V4 0.140 0.55 3.0 4 410C1D2(*) V5 0.180 0.65 3.5 4 560

CLASS OF


ROLLER

C2D1(*) V1 Class V1 rollers can be used to C2D2(*) V2 0.055 0.30 2.0 6 120 improve the top of the layerC2B1(*) V3 0.085 0.40 2.5 5 200C2B3(*) V4 0.115 0.50 3.0 5 300

V5 0.140 0.55 3.0 4 410

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7.5 “Dry compaction” trial embankments

To set conditions for use of soils not included in the tables (rock and materials displaying special

behaviour), the above measuring systems must always be used in experimental on constructionjobs or trials. Attention is drawn to the fact that “conventional” trials (compaction in a single layer)are not usually adequate for drawing conclusions. It is strongly recommended to compact at leasttwo layers, one above the other, to assess the quality of the 15-18cm thickness on either side ofthe interface; if a penetrometer is used, the total thickness should be about one metre.

CLASS OF


ROLLER

V1 Class V1 rollers can be used to B2 V2 0.030 0.25 2.0 8 60 improve the top of the layerB4 V3 0.045 0.30 2.5 7 110C1B2(*) V4 0.060 0.35 3.0 6 175C1B4(*) V5 0.075 0.40 3.0 6 200

CLASS OF


ROLLER

V1 Surface cohesion (for the top part of V2 0.020 0.20 2 10 40 the fill in particular) can beneficially

B5 V3 0.030 0.25 2 9 55 be improved by sprinkling C1B5(*) V4 0.040 0.30 2.5 8 90 (7-10litres/m2) and compacting by

V5 0.055 0.35 2.5 7 125 pneumatic tyred roller P2

CLASS OF


ROLLER

A1 V1C1A1(*)B6 V2 0.015 0.15 2 10 30C1B6(*)C2A1(*) V3 0.025 0.20 2 8 50 - as above -C2B2(*) V4 0.038 0.30 2 8 75C2B4(*) V5 0.048 0.35 2.5 8 110C2B5(*)

CLASS OF


ROLLER

A2 V1C1A2(*) V2

- as above -C2A2(*) V3 0.018 0.20 2.0 12 30C2B6(*) V4 0.030 0.25 2.0 9 55

V5 0.040 0.30 2.0 8 75

Document published by the LCPC under the number 51123111Layout and production: Poly Print Agence / Baton Rouge

Printing: BialecCopyright: 3rd quarter 2003 - N° 59148

Réf : GTRAPrix : 23 € HT

This Manual is an excerpt from the Technical Guidelines on Embankment and Capping LayersConstruction (abbreviated to its French acronym GTR) issued September 1992 in France by LCPCand SETRA. However, this excerpt from the Guidelines concerns only the part dealing with theclassification of natural soils (known as "GIR classification" according to the french norma NF 11-300) and their use as fill for embankments (excluding all reference to organic topsoils and industrialby-products and requirements for their use in capping layers construction).

Practical Manual for the Use of Soils and Rocky Materials in Embankment Construction

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Transcript of Practical Manual for the Use of Soils and Rocky Materials in Embankment Construction