SETRA_Design and execution of earthworks_1 _2007+++++++++++++++++

8/11/2019 SETRA_Design and execution of earthworks_1 _2007+++++++++++++++++

http://slidepdf.com/reader/full/setradesign-and-execution-of-earthworks1-2007 1/192

march 2007

Technical guide

Design and execution of earthworksSection Design and execution of work



The Technical Department for Transport, Roads and Bridges Engineering and Road Safety (Serviced’études techniques des routes et autoroutes - Sétra) is a technical department within the Ministry ofTransport and Infrastructure. Its field of activities consists of road, transportation and engineering

structures.

Sét ra s uppo r t s t he pub l i c owne rSétra supplies State agencies and local communities (counties, large cities and urban communities)with information, methodologies and tools suited to the specificities of the networks in order to:

• improve project quality;• help with asset management;• define, apply and evaluate public policies;• guarantee the coherence of the road network and state-of-the art techniques;• promote the public interest, in particular within the framework of European standardization;• contribute expertise to complex projects.

Sét ra , p romo t i ng s ta te -o f - t he -ar t k no w-howOn an extremely large scale, beyond road and engineering structures, in the field of transport,intermodality and sustainable development, Sétra:

• takes into account the needs of project owners and prime contractors, managers and operators;• fosters exchanges of experience;• evaluates technical progress and scientific results;• develops knowledge and good practices through technical guides and software;

• contributes to the training and information of the technical community.

Sét ra , wo rk i ng i n pa r tne rs h i p• Sétra associates all the players in the French road construction community with its activities: operational

services; research organizations; the Scientific and Technical Network (Réseau Scientifique et Technique del’Equipement – RST), in particular the Public Works Regional Engineering Offices (Centres d’étudestechniques de l’Equipement – CETE), companies and professional organizations; motorwayconcessionary operators; other organizations such as the French Rail Network Company (Réseau Ferré deFrance – RFF) and the French Waterways Network (Voies Navigables de France - VNF); and governmentdepartments such as the Department for Ecology and Sustainable Development, and so on.

• Sétra regularly exchanges its experience and projects with foreign counterparts, through bilateral co-operation programs, presentations in conferences and congresses, by hosting foreign delegations, andthrough assignments and consultancy work in other countries. It takes part in the European standardizationcommissions and many international authorities and working groups. Sétra is an organization for technicalapproval, as a member of EOTA (European Organization for Technical Approvals).



Technical guide

Design and execution of earthworksSection Design and execution of work

This document is the translation of "Conception et réalisationdes terrassements – Fascicule 1 : études et exécution destravaux" published in March 2007 as reference0702-1.



Design and execution of earthworks – Section 1: studies and execution of work – Technical guide

Collection « Les outils” – Sétra – 4 – March 2007

This technical guide was drawn up within the framework of activities by the “methodology” sectorialcommittee of the French Road Engineering Committee (Comité français pour les techniques routières)(CFTR ), by a working group made up of representatives of the Scientific & Technical Network of theFrench Ministry for Transport, Infrastructure, Tourism and the Sea, and the technical departments ofcontractors and producers in the roads sector.

Its contents were subject to a validation inquiry with the various members of the CFTR .

Editing committee:

• Claude Aimé (DTPTerrassement (Earthworks))

• Jean-Claude Auriol (LCPC Nantes)

• Louis Robert Borrel (RAZEL)

• Sylvain Brouard (SCETAUROUTE)

• Gérard Chanrion (DDE 34 (District-Level Office for Infrastructure Direction Départementale de

l’Equipement))• Abel Delfaut (DREIF - LROP (Region-level Offices for Infrastructure, Directions régionales del'Equipiment))

• Yves Deniel (DDE 28)

• Claude Deschamps (Sétra)

• Catherine Drouaux (Sétra)

• Alain Fèvre (Cete Normandie-Center - LR, Rouen Bordeaux (Technical Engineering Centers forInfrastructure, Centres d'Etudes Techniques de l'Equipement))

• Pascal Fournier (District Assembly 78)

• Daniel Gandille (GUINTOLI)• Thierry Gosselin (SCETAUROUTE)

• Yves Guerpillon (SCETAUROUTE)

• Hervé Havard (LCPC Nantes)

• Jean-Pierre Joubert (Sétra)

• Michel Kergoët (DREIF - LREP)

• Gilles Lacassy (Cete du Sud-Ouest - LR,)

• Jean-Pierre Lejeune (SCETAUROUTE)

• Vincent Martin (SCETAUROUTE)

• Claude Maury (GTM - Construction)

• Thierry Mollier (SCETAUROUTE)

• Marcel Mudet (SNCF)

• Pierre Olivier (VALERIAN)

• Michel Peyron (Cete Méditerranée)

• Christophe Poilpré (GTS)

• Michel Recourt (Cete Nord-Picardie)

• Pierre Rossi (RAZEL)

• Henri-Pierre Robert (DDE 76)









Introduction

The objective of this “Design and execution of earthworks” guide is to assist and advise the constructionmanager from the time of preparation of the final design up until the execution of the earthworks.

It consists of 3 separate sections:• this Section 1: design and execution of the works;• Section 2: organization of checks;• Section 3: test procedures.

General earthworks in road operations constitute an important phase of studies, design and construction workrequiring a high level of skills across a wide range of areas, particularly in the geotechnical field, but also inrelation to the environment and sustainable development.

Geotechnical surveys, which are essential for earthworks, must be accurate and complete to avoid technical andfinancial uncertainties which could entail additional or unforeseen extra costs of over 20%.

A large number of general and special structures created and published by the C FTR and Sétra set out an

accurate view of investigation, classification and treatment of soils and certain specific structures – i.e., blastingearthworks, embankments or fills on compressible soils, the approach in relation to quality and the utilization ofsoils for green roadside ancillaries.

The aim of this guide to the design and construction of earthworks is to understand the issues involved inearthworks in relation to protection of the environment as of the initial alignment studies, complete all existingtechnical documentation, and use practical reports to set out the main features of existing information.

It is mainly intended for experienced project design managers or construction managers to:

• check that all the points to be examined at each phase of the preliminary studies, the overview / backgroundsummary [APS] and the project studies have been implemented, and that the feasibility of the part of thestructure examined has not been called into question (chapter A);

• understand a technology by means of a summary file listing the problems, the influential factors, the points to be examined and recommendations at the works stage (chapter B);

• deepen and develop more detailed expertise with regard to the difficulties involved in designing and buildingspecial structures (chapters C, D and F);

• optimize the writing of tender documents [DCE] for earthworks and construction work preparations (allchapters);

• control the quality of a project or constructional measures at the construction work stage on motorwayoperations or much smaller operations such as a district road in an area with an extremely sensitiveenvironment, or in a difficult geotechnical context (chapters A, B and C).





Contents

Sétra supports the public owner...................................................................................2

Sétra, promoting state-of-the-art know-how ................................................................2 Sétra, working in partnership.......................................................................................2

Introduction .............................................................................................................. 6

Contents..................................................................................................................... 7

Chapter A – Studies of earthworks and the environment.................................. 12

A.1 - General ........................................................................................................ 12

A.2 – General principles of alignment studies ..................................................... 12 A.2.1 – Preliminary studies ........................................................................................12

A.2.2 – Overview / background summary [APS] .......................................................13 A.2.3 – Project studies................................................................................................13

A.3 – Consideration of the environment in earthworks studies ........................... 14

(see table) ........................................................................................................... 14 A.3.1 – A solution in terms of earthworks ..................................................................14 A.3.2 – A choice of solutions ......................................................................................14 A.3.3 – Areas for reflection and studies .....................................................................14

A.4 – Earthworks at all stages of studies.............................................................. 29 A.4.1.1 –Minor cuts ( 3 m) .......................................................................................29 A.4.1.2 –Minor embankments & fills ( 3 m) .............................................................38

A.4.3 – Large embankments/fills (> 3 m)...................................................................47 A.4.4 – Large tall embankments/fills ..........................................................................47

A.5 - Measurements.............................................................................................. 48 A.5.1 - Definition........................................................................................................48 A.5.2 – Basic factors used for calculation..................................................................48 A.5.3 – Basic formula for measurement calculations.................................................48 A.5.4 – Approximate methods.....................................................................................49 A.5.5 – Computer methods .........................................................................................51 A.5.6 – Calculation method used by software ............................................................51 A.5.7 – Example of calculation of measurements.......................................................54 A.5.8 – Assistance software developed by SCETAUROUTE......................................57

B – Earthworks technology ................................................................................... 63

B.1 – Clearance of land requirements .................................................................. 63 B.1.1 – Area concerned..............................................................................................63 B.1.2 – Technical referential......................................................................................63 B.1.3 – Issues involved ...............................................................................................63 B.1.4 – Influential parameters....................................................................................63 B.1.5 – Execution phasing..........................................................................................64 B.1.6 – Monitoring to be carried out..........................................................................64

B.2 – Site roads..................................................................................................... 65 B.2.1 – Area concerned..............................................................................................65

B.2.2 – Technical referential......................................................................................65 B.2.3 – Issues involved ...............................................................................................65 B.2.4 - Influential parameters ....................................................................................65 B.2.5 – Execution phasing..........................................................................................65 B.2.6 – Monitoring to be carried out..........................................................................65





B.3 – Weather conditions and earthworks............................................................ 67 B.3.1 – Area concerned..............................................................................................67 B.3.2 – Technical reference documents......................................................................67 B.3.3 - Issues involved................................................................................................67 B.3.4 – Influential parameters....................................................................................67 B.3.5 – Execution phasing..........................................................................................68 B.3.6 - Monitoring to be carried out ..........................................................................68

B.4 - Topsoil ......................................................................................................... 69 B.4.1 - Area concerned...............................................................................................69 B.4.2 – Technical referential......................................................................................69 B.4.3 - Issues involved................................................................................................69 B.4.4 - Influential parameters ....................................................................................69 B.4.5 - Execution phasing...........................................................................................70 B.4.6 - Monitoring to be carried out ..........................................................................71

B.5 - Cuts.............................................................................................................. 72 B.5.1 - Area concerned...............................................................................................72

B.5.2 - Technical reference documents ......................................................................72 B.5.3 - Issues involved................................................................................................72 B.5.4 - Influential parameters ....................................................................................72 B.5.5 - Execution phasing for cuts..............................................................................73 B.5.6 - Monitoring to be carried out ..........................................................................74

B.6 - Embankments & Fills .................................................................................. 75 B.6.1 - Area concerned...............................................................................................75 B.6.2 - Technical referential.......................................................................................75 B.6.3 - Issues involved................................................................................................75 B.6.4 - Influential parameters ....................................................................................75 B.6.5 - Execution phasing for the embankment..........................................................76

B.7 – External fillers or borrowings ..................................................................... 78 B.7.1 - Area concerned...............................................................................................78 B.7.2 - Technical referential.......................................................................................78 B.7.3 - Issues involved................................................................................................78 B.7.4 - Influential parameters ....................................................................................78 B.7.5 - Execution phasing for borrowing ...................................................................79 B.7.6 - Monitoring to be carried out ..........................................................................79

B.8 – Final deposits and earth mound barriers..................................................... 80 B.8.1 - Area concerned...............................................................................................80 B.8.2 - Technical referential.......................................................................................80 B.8.3 - Issues involved................................................................................................80 B.8.4 - Influential parameters ....................................................................................80 B.8.5 - Execution phasing of a deposit and an earth mound barrier .........................81

B.9 – Embankments & fills on compressible soil ................................................ 82 B.9.1 - Area concerned...............................................................................................82 B.9.2 - Technical referential.......................................................................................82 B.9.3 - Issues involved................................................................................................82 B.9.4 - Influential parameters ....................................................................................82 B.9.5 - Solutions advocated........................................................................................82 B.9.6 - Execution phasing...........................................................................................84 B.9.7 - Monitoring to be carried out ..........................................................................85

B.10 – Blasting earthworks .................................................................................. 86 B.10.1 - Area concerned.............................................................................................86 B.10.2 - Technical referential.....................................................................................86 B.10.3 - Issues involved..............................................................................................86 B.10.4 - Influential parameters ..................................................................................86 B.10.5 - Execution phasing.........................................................................................87





B.10.6 - Monitoring to be carried out ........................................................................88

B.11 – Waste and by-products.............................................................................. 89 B.11.1 - Area concerned.............................................................................................89 B.11.2 - Technical referential.....................................................................................89 B.11.3 - Issues involved..............................................................................................90

B.11.4 - Influential parameters ..................................................................................90 B.11.5 - Execution phasing.........................................................................................91 B.11.6 - Monitoring to be carried out ........................................................................93

B.12 – Sewerage and drainage ............................................................................. 94 B.12.1 - Area concerned.............................................................................................94 B.12.2 - Technical referential.....................................................................................94 B.12.3 - Issues involved..............................................................................................94 B.12.4 - Influential parameters ..................................................................................95 B.12.5 - Execution phasing.........................................................................................96 B.12.6 - Monitoring to be carried out ........................................................................96

B.13 - Capping layer............................................................................................. 97 B.13.1 - Area concerned.............................................................................................97 B.13.2 - Technical referential.....................................................................................97 B.13.3 - Issues involved..............................................................................................97 B.13.4 - Influential parameters ..................................................................................97 B.13.5 - Execution phasing for a capping layer.........................................................98

C – Special structures and particular points ....................................................... 99

C.1 – Embankments & fills next to structures...................................................... 99C.1.1 - Area concerned...............................................................................................99 C.1.2 – Reference documents .....................................................................................99 C.1.3 - Issues involved................................................................................................99 C.1.4 - Solutions normally recommended ..................................................................99 C.1.5 - Implementation.............................................................................................100 C.1.6 – Special systems ............................................................................................100 C.2.1 - Area concerned.............................................................................................101 C.2.2 – Reference documents ...................................................................................101 C.2.3 - Issues involved..............................................................................................101 C.2.4 – Recommended solution................................................................................101 C.2.5 – Development of a cut/embankment boundary in the project's cross section101

C.3 – Compaction of embankment edges........................................................... 103C.3.1 – Area of application ......................................................................................103 C.3.2 - Reference documents....................................................................................103

C.3.3 - Issues involved..............................................................................................103 C.3.4 – Recommended solution – advantages/disadvantages ..................................103 C.3.5 - Mode of execution ........................................................................................104 C.3.6 – Checks and implementation.........................................................................104 C.3.7 - Remarks........................................................................................................104

C.4 – Purging and substitution ........................................................................... 105C.4.1 - Area concerned.............................................................................................105 C.4.2 - Reference documents....................................................................................105 C.4.3 - Definition of purging ....................................................................................105 C.4.4 - Definition of a substitution...........................................................................105 C.4.5 - Issues involved..............................................................................................105

C.4.6 - Recommended solution.................................................................................107 C.4.7 - Remarks........................................................................................................108

C.5 – Extra-large embankments/fills.................................................................. 109C.5.1 - Area concerned.............................................................................................109 C.5.2 - Reference documents....................................................................................109





C.5.3 - Issues involved..............................................................................................109 C.5.4 – Studies to be arranged .................................................................................109 C.5.5 – Contents of a design study ...........................................................................110 C.5.6 – Guidelines for construction stipulations and choice of embankment materials111 C.5.7 – Monitoring and instrumentation program...................................................115

C.6 – Heterogeneous embankments/fills............................................................ 117C.6.1 - Area concerned.............................................................................................117 C.6.2 - Reference documents....................................................................................117 C.6.3 - Issues involved..............................................................................................117 C.6.4 – Recommended solutions...............................................................................119 C.6.5 - Observations.................................................................................................120

C.7 – Embankments & fills with extra-dry materials......................................... 122C.7.1 - Area concerned.............................................................................................122 C.7.2 - Reference documents....................................................................................122 C.7.3 - Issues involved..............................................................................................122 C.7.4 – The materials concerned..............................................................................122

C.7.5 - Solution envisaged........................................................................................122 C.8.1 - Area concerned.............................................................................................125 C.8.2 - Reference documents....................................................................................125 C.8.3 - Issues involved..............................................................................................125 C.8.4 – Recommended solutions...............................................................................125 C.8.5 – Construction stipulations.............................................................................126 C.8.6 - Observations.................................................................................................126

C.9 – Cuts/embankments/fills on a waste dump or a polluted site..................... 127C.9.1 - Area concerned.............................................................................................127 C.9.2 - Reference documents....................................................................................127 C.9.3 - Issues involved..............................................................................................127

C.9.4 – Preliminary tests and investigation work ....................................................127 C.9.5 – Recommended solutions - implementation ..................................................128

C.10 – Cuts in aquiferous zones......................................................................... 131C.10.1 – Structure concerned...................................................................................131 C.10.2 - Reference documents..................................................................................131 C.10.3 - Issues involved............................................................................................131 C.10.4 – Studies to be carried out............................................................................132 C.10.5 – Recommended solutions.............................................................................134 C.10.6 - Observations...............................................................................................137

C.11 – Embankments & fills in aquiferous zones .............................................. 137C.11.1 – Structures concerned .................................................................................137

C.11.2 - Reference documents..................................................................................137 C.11.3 - Issues involved............................................................................................138 C.11.4 - Studies ........................................................................................................138 C.11.5 – Recommended solutions.............................................................................138

C.12 – Underground cavities.............................................................................. 140C.12.1 - Area concerned...........................................................................................140 C.12.2 - Reference documents..................................................................................140 C.12.3 - Issues involved............................................................................................140 C.12.4 – Studies to be carried out............................................................................140 C.12.5 - Recommended solutions .............................................................................141

D – Constructional measures (case studies)....................................................... 143 Case study No. 1................................................................................................. 144

Case study No. 2................................................................................................. 145

Case study No. 3................................................................................................. 146





Case study No. 4................................................................................................. 148

Case study No. 5................................................................................................. 150

E – Preparation of work ...................................................................................... 153

E.1 – Design and analysis of variants................................................................. 153 E.1.1 – General stipulations and stipulations in regulations...................................153 E.1.2 - Application to earthwork sites ......................................................................153 E.1.3 – Plausible variants ........................................................................................154 E.1.4 – Technical analysis of the variants................................................................154

E.2 – Legal, technical and economic risks in relation to earthworks ................. 156 E.2.1 – Risk assessment............................................................................................156 E.2.2 - Legal risks in relation to earthworks............................................................156 E.2.3 – Technical risks in relation to earthworks ....................................................157 E.2.4 – Economic risks in relation to earthworks ....................................................158

E.3 – Phases prior to construction...................................................................... 160

E.3.1 – Concerning the Tender Documents [DCE] during the period of preparation160 E.3.2 – Inventory of the tools required for proper site construction........................163 E.3.3 – Earth movement and choice of materials.....................................................164

E.4 – Work phase ............................................................................................... 168 E.4.1 – Procedures to be observed during the work phase......................................168 E.4.2 – Ordering of tasks..........................................................................................176

F - Pathologies....................................................................................................... 183

F.1 – Pathology of earthworks structures........................................................... 183F.1.1 - Preamble.......................................................................................................183 F.1.2 – Pathology of cuts..........................................................................................183 F.1.3 – Pathology of embankments and fills ............................................................184

Annexes ................................................................................................................. 186

Acronyms used................................................................................................... 186

Bibliography....................................................................................................... 189Guides, notes and recommendations........................................................................189

Regulations......................................................................................................... 190

Other documents................................................................................................. 191





Chapter A – Studies of earthworks and the environment

A .1 - General

Before work is carried out, all road authorities and project owners must observe specific study and design procedures, regardless of whether these concern conceded or non-conceded motorway projects, state highwaysor district roads.

Nomenclature and sequence of procedures fluctuate in accordance with the road authorities.

Three major stages are generally implemented, as follows:

1) Preliminary Studies (EP),

2) Overview / background summary (APS),

3) Project studies (P).

A .2 – General p r inc i p les o f al i gnment s tud ies

A .2.1 – Pr e l i m i n ar y s t u d i es

The aims of these studies are as follows:

• to define a study strip of at least 1,000 meters;

• to define the general development scheme and the functions to be performed by the planned infrastructure;

• to ensure the project’s technical, environmental and financial feasibility.

In order to verify technical and environmental feasibility, and to implement dialogue geared towards a more globaland less sectorial approach to planning, it is essential to gather at least a minimum amount of data for the entire studyarea in the following fields:

• town planning;

• assets;• nature areas;

• forestry;

• agricultural parcels;

• geology and hydrogeology;

• landscapes with a definition of sequences and positive points to be preserved, assisted or strengthened.

It is not difficult to list data for the first four fields since this information is available free of charge from theDDE and DRAC, DIREN, DDAF.

However, agricultural parcels, geology and hydrogeology, or even a flora and fauna study in certain cases,require specific detailed studies assisted by private engineering firms or public entities (such as CETE).





These studies must be started as of the preliminary studies stage in order to take account of the following:

• large single tracts of farmland, which may constitute a considerable constraint;

• the feasibility of land reallocation and defining passage corridors with the agricultural profession;

• major plausible geological difficulties, which are studied by means of bibliographic research and observationsof field observations;

• the hydrogeological impact that is liable to call a project into question, particularly in areas where there is low-density occupation of land.

All this data, which is essential for a solid consultation policy that should be developed as of this stage ofinvestigation of passage areas, will ultimately produce a quality project in relation to which all citizens willhave made a contribution through decision-making processes.

A .2.2 – Ov er v i ew / b ac k g r o u n d s u m m ar y [ A PS]

Overview / background summary [APS] studies will consist of setting several alignments over a strip of 300meters maximum (this length will be submitted to the public inquiry) inside the passage areas (maximum 1,000meters) approved by preliminary studies and agreements between elected parties, citizens and associations.

In order define the layout and depth of the bores required for investigation and reutilization of soil, a searchshould be made firstly for factors that are liable to call the project into question (compressible zones, karsticzones, general instability, etc.) and, secondly, for large-mass earthwork balance (study of longitudinal section).

On the basis of the geotechnical report and the geological model attached with the report, modifications to thelongitudinal section will be made in accordance with needs in order to preserve the balance of the terrain and toavoid generating waste by surplus materials.

At this stage, coordination meetings will be held to present geotechnical constraints and their effects on theroad’s alignment (land requirement), longitudinal section and the environment (protection from noise,management of surpluses or borrowed material in due observation of laws in force, perception of the project andlandscapes).

A .2.3 – Pr o j ec t s t u d i esThe objective of project studies is to determine all the geometric and technical characteristics of all structures.

Additional boring will often be required in order to:

• take account of the opinions expressed at the public inquiry and consultation meetings in relation to sewerageand drainage;

• proceed with additional investigations in relation to the final alignment which may have been changed on plans and longitudinal section on request by residents between the overview / background summary [APS] stageand the project studies stage;

• complete geotechnical studies, particularly concerning reusable materials and stability studies.

Investigation of all solutions producing earth balance must be an absolute priority. One must resist the urge to

place the entire project underground. Instead, one must develop a line of argument in relation to safety, user behavior patterns, user entitlement to landscape and tourism, and attempt to reduce transport distances and keep project economy in mind.

The most plausible meteorological conditions with allotment of the earthworks contract must be considered atthe level of the geotechnical report, but also in the reutilization percentages study and in the earthmoving program.





A .3 – Cons iderat ion o f t he env i ronment i n ear thworks s tud ies( see tab le ) As of the preliminary studies, the issue of the environment must be integrated in all areas covered by thecircular of 1994 – as identified by the DIREN in the context of the circular of 18 September 1999 – at the time of

presentation of projects at each progressive stage of the studies, and by the evaluation committee when it wasimplemented in connection with the environmental monitoring and evaluation guide issued by the Ministry forthe Environment in 2001.

In order to identify as many plausible solutions as possible for environmental problems in terms of earthworks, proposals have been summarized in tables for each study with regard to the following:

• habitat;

• agriculture;

• forestry;

• underground resources;

• leisure activities;

• fauna;• flora;

• water;

• soils;

• assets;

• landscape;

• restoration of roads.

A .3.1 – A s o l u t i o n i n t er m s o f ear t h w o r k s

• carrying out a project based on the natural ground (TN);

• carrying out a project by means of cuts (D);

• carrying out a project by means of embankments and fills (R).

A .3.2 – A c h o i c e o f s o l u t i o n s

• the recommended solutions are shown in the column for longitudinal section in blue;

• acceptable solutions are shown in yellow;

• solutions to be avoided are shown in orange.

N.B.: Certain types of longitudinal section have no incidence on these areas, and in this case no color is shown in the table.

A .3.3 – A r eas f o r r ef l ec t i o n an d s t u d i es

Analyses and studies to be performed mainly when solutions to be avoided are chosen due to local constraints orto the impossibility of carrying out a project elsewhere.





Collection and external constraints

LongitudinalsectionLevel of

studyEnvironment concerned

TN D R

Analyses and studies to be performed

Additional analyses andconsequences

View, noise,air

Tendency towards solutioninvolving a 3-m cut. If thisis impossible, noise protection and protection ofthe landscape must beenvisaged (mineralstructure or earth mound barrier).

• soil quality;• rocky soil (mining):• land requirement:• embankment/fillrestorations.

Local access

Preferably accept roadrestorations where there areno clearance constraints,excluding junctions atgrade.

• pedestrian and cyclistcontinuity, including on junction at grade;• land requirement onsecondary roads.

Habitat

EDF network

Investigation of alignmentwith no modification of theoverhead system, particularly very highvoltage.

Do not forget pipelines,gas pipelines, etc.

Landrequirement

On the basis of collation ofagricultural data, avoidlarge single tracts offarmland as much as possible, and examine thefeasibility of landreallocation.

Redevelopment Inventory of areas for potential borrow pits ordeposits.

Agreement with DIREN.

Drained parcelInventory during collationof agricultural data.

Restoration of mechanismand of the outlet.

Agriculture

Marketgardening

Inventory during collationof agricultural data of thenature of market gardeningand method used for watersupplies.

Arrange for studies on airand maintenance of waterresources.

Forestry Forest assets

• exploit information fromDIREN, DDAF and CRPF for private forests;• arrangement forcompensatory reforestationsurfaces by reducing parceling.

• blocks management planto be reviewed;• cut and cover may be asolution in certain cases(in the case of majorcuts).

PRELIMINARY

STUDY

Underground

waterresources

Protection and

maintenance ofthe resource

• exhaustive inventory oftapping, wells, etc. which can provide a direct link betweenthe surface and the resource;• determine the degree of

vulnerability of the studyzones and internal waterroutes.

• restore the routes ofresurgence and sources(maintain initial balances);• determine the type ofsystemic studies to be

conducted and the extracosts arising from specialconstruction devices andmeasures (waterproofing,drainage, etc.).











TN D R

Analyses and studiesto be performed


LeisureView, noise,

air

Tendency towards solution

involving a 3-membankment/fill. If this isimpossible, noise protectionand protection of thelandscape must beenvisaged (mineralstructure or earth mound barrier).

• soil quality;

• rocky soil (mining):• land requirement:• embankment/fillrestorations.

FaunaCutting

Isolation

• the upper passage forlarge fauna is preferable tothe lower passage, althoughsome function extremelywell (precise identificationof passage areas);• for smaller fauna, a lightembankment/fill in relationto the thalwegs isrecommended.

Cut project favorable forPS, presents baredsurfaces of roots from peak downslopes andhydromorphy in soilslinked to border effect.

FloraProtectedspecificity

• take the DIREN inventoryinto account.• limit land requirements.

• maintenance ofecosystems.

Roadbedwater

Roadbedwater outlet

Identification of potentialoutlets.

Quantitative andqualitative inventory ofresources downstream ofwater outlet.

Surfacewater

Area liable toflooding

Specific study to preservethe initial flow system(large number of hydraulicstructures), flood levels,and to measure incidenceon flood system.

Carry out systematicstudies.

Materials

• bibliographic study andobservation of the site(preliminary geographicmodel);• protection of resources;• borrowing.

• estimation of difficulties(natural hazards, cavities,apparent instability index,etc.);• evaluation ofuncertainties.

Underground(identified)

• for undetectedunderground items: bibliographic study, POS,visit to site;• quality and thickness ofarch;• if the gallery is filled in,systematic study, particularly in relation towater.

Consideration ofvibration problems at theconstruction works stageand service stage, and problems inherent toembankment/fill solution(overload).

PRELIMINARY

STUDY

Soil

Bearing

capacity

On compressible zone(peat, waste dump,, etc.),specific study.





Assets

Bibliographic inventory of protected nature areas,ZICO, classified sites,archaeological sites and Natura 2000

The optimum period foraerial reconnaissance ofarchaeological sites is thesecond fortnight in June.







TN D R



PRELIMINARY

STUDYRestoration

Secondaryroads

(districtroads, VC)

Execute upper passages

(absence of constrainingclearance), particularly foragriculture.

Satisfactory landscape

integration of the project,all cutting. Landscapetreatment in other cases(including half-cut projectsolutions, half-embankment/fill forrestoration).

View, noise,air

• economic andenvironmental studies between the cut solutionand others;• noise evaluation using a

calculation model, and pre-sizing of the protectiondevices required;• survey of law on air inrelation to traffic studies;• landscaping studies ofearth mound barrier for project on natural groundand exchange devices.

• earth movement balance, transport type ofmaterial / soil;• validation of the noisecalculation model by

sporadic measurements(zero status prior toconstruction work);• increased landrequirement and variationof cubic meters to bemoved.

Site

• draw up exhaustivenuisance inventory;• avoid borrowing in proximity to built-up areas

or areas which need cross-town links;• conduct in-depthconsultation with electedmembers.

• economic study;• reduction and/orcompensatory measuresin relation to nuisances

(impact studies).

An ultra-lightembankment/fill solution isappropriate with respect todrainage for junctions atgrade.

• legibility and visibilityof this type of junction.

Local access

• maintaining the level ofrestoration involves anembankment/fill projectover approximately 5.40 m(frequently the case in urbancontexts); • an embankment/fillrestoration ≤ 3 m in opencountry is favorable toagriculture (no clearanceconstraint).

• in urban areas problemof land requirement,nuisances in relation totraffic on secondarynetworks or exchanges;• visibility problem (roadrestored at the same levelas a storey).

APS Habitat

Othernetworks

If there is no maintenanceof the network underfilling, make arrangements

for sufficient PI to handlethe networks.

• make arrangementsunder theembankment/fill for

emergency sheathing.







TN D R



Rest andservice area

Verification of legibility

and visibility conditionsafter landscape studies.

Legibility of traffic

signing.

Habitat

Interchange

Zones consuming excessmaterial for landscapedevelopment.

• on parking area forheavy goods vehicles;• noise study, particularlynocturnal noise, withrespect to theenvironment, even inopen country.

AgricultureLand

requirement

Developing a consultation policy with operators, based

on land reallocationobjectives for the parcelsdirectly concerned, orretrocessions of earth to setthe alignment

• mandate SAFER toconstitute stocks for land

reallocation for depositsor borrowings;• execute if the nature ofthe soil allows subverticalslopes (draw up aneconomic balance sheet);• structured remodeling ofsoils excluding landreallocation forhighlighting of parcels orabsorption of surpluses(linear reduction of theland reallocation).

APS

Forestry Production

A project in natural ground,or a light embankment/fill project will help to leavehydrogeology unmodified,limit border effects(hydromorphy, prevent thecreation of patches of frostand maintain water tablelevels, particularly formarket gardening.

• specific constructionalmeasures specific to eachimpact elimination orreduction must be studiedand approved:• for farming, in view ofthe stress aembankment/fill projectwould seem preferable.





NuisanceSite

• approve specific measurestending to reduce the propagation of dust fromearth, lime, cement(embankment/fill, watering,type of additive, etc.);

• other nuisances concernland reallocationconnection work:- loss of a water point;- opening access to isolated parcels of land cut off byroad;- dismantling of agriculturaldrainage.

• consideration must begiven to orders withdrought and the provisions of the law inrelation to water(constitute water

reserves);• in the absence of landreallocation, carry out a precise evaluation of thefinancial incidence of thework, and providecompensation byagreement. Compensationmust also be paid forharvest losses in the caseof the agricultural land parceling plan [PPA]must also be indemnified(see Chamber ofAgriculture’s scale ofrates).







TN D R



ForestryPlant assets

• limitation of land

requirements and surfacesto be reforested;• reduce border effects andstudy the effects ofrevealing new forest edges.

• if accesses are

maintained formanagement of forestassets and fauna, thelongitudinal section will be cut or fi lled:- cut in areas where the border effect is very weakand where passagewaysare required for largerfauna;- filled to reduce wind ontree tops, in the thalwegzone for smaller fauna.

Protection(water)

• build a drainagemechanism to separateroadway waterfrom subsurface or surfacerunoff water;• waterproofing mechanismin vulnerable areas.

• higher cost of theseparation device;• check capacity ofoutlets of the rejectionzone and downstream.

Materials

• examine the overallstability of large cuttings;• examine whether loweringa water tableis necessary,and its environmental

consequences;• study linear widening ofland requirement in areasrich in reusable materials.

Build a largeembankment/fill in theevent of a shortage ofgood material forearthworks or roadway.

Underground

resources

Cavity

Identify sectors showingthis type of anomaly.(specific anomalyinvestigation study).

Filling study andinvestigation of thissolution’s environmentalconsequences.

Large fauna

• complete census studiescarried out with huntingfederations by gatheringdata from residents (tooptimize the routes of paths);• this provision may beapplied where clearings arecrossed.

Limit clearing, offsetcutting effects on assets,and close off the entiresensitive area in linearfashion.

APS

Small fauna

Restoration ofa regular route

• provision to be retainedfor crossing small vales andvalleys;• increase the number ofstructures withembankments if there arerivers or other watercourses

nearby.

Widen the landrequirements to buildhigh plantations on theroadway and slopes inorder to clear avifaunaflight levels.







TN D R



Smallfauna

Grazing andwater point

Ensure continuity of

surface runoff fromcatchment areas, and create pools with gentle slopes inclearings and grazing areas.

Prevent release of water

from the roadway intothis substitution area.

FloraProtectedspecies

• prevent any occupation ofland (site installations,material storage,miscellaneous work, etc.) inecologically sensitive areas;• modify horizontalalignment if possible, insuch a way as to maintain

the ecosystem in specificareas (air, wind, dust, light,humidity, etc.);• carry out landscapedevelopment consistentwith specific local featuresfavoring refuge areas.

Perpetuate establishedflora, and favor theestablishment of new protected species.

Internal waterand surface

runoff

• Build structures to collectsurface and subsurfacewater and keep them in agood state of repair, fromthe works stage to opening

to traffic ional use;• in addition to the requiredhydraulic structures, designdrainage bases acrossvalleys and areas liable toflooding≈.

• for top ditches: checkstability of slopes andaccessibility;• for subsurface water:check non-contamination

of the upper parts ofearthworks (PST),capping layer androadways;• modification of the piezometric layer (risk ofrecession, orhumidification ofrejection zones).

APS

Water

Roadwayrunoff

• during the constructionworks stage, removematerial in suspension(MES) before discharge

into the naturalsurroundings (settling basin);• during the final stage,water treatment beforerejection (settling,filtration, purification) andimplementation of anaccidental pollution blockage system.

• incidence on spawningareas of migratory fish,and pollution of watertables in karstic presence;

• in vulnerable areas(tapping in suboutcropwater tables, etc.), totalroadway proofing.







TN D R



LandscapeIntegration of

the project

• determine landscape

sequences and positive points to be retained;• blend the project into thelandscape, with no particular emphasis (unlessthe project is a structuralfeature of the landscape);• landscape treatment of borrowings or deposi ts;• consideration ofmaintenance in the design;• study solutions involvingviaducts or

embankments/fills insensitive areas.

• uniform interpretation

of land reallocation withthe landscape architect(specifications);• basic principles:- choice ofembankment/fill heights;- choice of cut depths;- type of slope gradient;- treatment of transitions(naturalground/cuts/embankments/fills);- modeling of slopes in

terms of natural image;- planting of earthworksslopes.• accessibility of remoteareas.• environmental andfinancial consequences.

Soil Reutilization

• carry out geotechnicallevel studies;• make a list ofavailabilities and needs inareas of vegetation andtemporary and final deposit

areas;• carry out specific studiesin compressible and/orunstable areas to investigatenatural deposits on specificfillings, due to undergroundcomponents, cavities, etc.

• soil naturequantification ofmaterials which arereusable for roadworks,for the environment(landscape) and for

agriculture (soilrestoration);• earth movements andsoil treatmenttechnicality;• suitability of soil typesand treatment for thelandscaping project.

Air Pollution

Placing the project incuttings and providinghedges at organic crops;hospitals, retirement homes,schools, etc., located in prevailing winds willreduce atmospheric pollution.

Constitute an air qualityzero condition prior towork.

Scheduled site

Based on horizontalalignment, longitudinalsection and a landscapesketch, refer to Architectesdes Bâtiments de France(ABF) for specialauthorization and opinion.

• in-depth study in theevent of co-visibility andcrossing of protectionarea (500 m strip);• preliminary statementfor licensed sites.

APS

Assets

Archaeology

No geological boring or

excavation at sites rich inarchaeological features.

Prior action by DRAC for

site investigation (costand timelines +++).









TN D R



Landrequirement

Arrangements for

installation of site on roadland (service or rest area),or on surface land, on a parcel which cannot beused by farmers.

Check access on road for

construction traffic andoperational nature withrespect to plausible orderfor the operation.

Agriculture

Alignment

Proceed with sporadichorizontal setting andlongitudinal section on the project with respect to theobservations by the publicinquiry and mixedinstructions.

Conduct additionalstudies on the project asmodified in terms of soilidentification(homogeneity) anddrainage.

ForestryAssets

management

Confirm or notify the new project characteristics tothe manager of forest areasto allow him to implement acutting plan.

Loss of wood may beaccounted for in purchase by the project owner. Inthis case, engage clearing procedure.

Underground

resources

Water protection

On the basis of the project’sgeometric characteristics,conduct hydraulic studies toapprove and size structuresto protect surface runoffwater and subsurface water.

• this type of study is to be conducted at the sametime as the study requiredfor collection andtreatment of water on theroad platform;

• these surveys arenecessary to obtainauthorizations ordeclarations in relation tothe Water Act;• all these studies, or theWater Act report, canmodify initial projectdrainage and therefore theland requirements.

Large fauna

Study and sizing ofoverpasses for large fauna.

Determine the length offences for large fauna thatmust be provided togetherwith this overpass.

Fauna

Small fauna

Examine all solutions aboveand below the structurewhich make the structuretransparent with respect tosmall fauna.

Objective: to reduce theisolation phenomenon.

PROJECT

Water Protection

• engage all hydraulicstudies in accordance withthe Water Act(authorization ordeclaration);

• size structures forcollection and treatment.

Water is subject to specialregulations. A singleengineering firm should be approved for all waterstudies (see: underground

resources + water).







TN D R



LandscapeIntegration of

the project

• the landscaping project,

generally subcontracted to a particular constructionmanager, must becompleted before focus ofthe parcel inquiry whichwill set the final landrequirements;• the landscaping projectconcerns all road work andthe specifications to begiven to the landscapearchitect working on landreallocation;

• consideration in thedesign of maintenance of plantations and greenspaces (accessibility ofremote areas, routes, paths,fences, road facilities, etc.)

• request assistance from

the landscape architectadvising the constructionmanager in relation tomonitoring ofsubcontracting work;• supply the specificmanager with the project, but also the geologicalcross sections definingnature of soils and themain outlines of theearthworks• plan on site monitoring

services for preparationsof tender documents[DCE] for landscaping.

Soils Reutilization

• carry out geotechnicalstudies for the DCE;• carry out soil treatmentstudies;• carry out structure-specific geotechnicalstudies;

• make a list ofavailabilities and needs inareas of vegetation(temporary and finaldeposits).

• adjustment of nature ofsoils and quantitiesavailable;• production of earthmovement plan;• economic report onreutilization of soils and

possible examination ofthe required exterior fillermaterial.

PROJECT

Assets Archaeology

• implement an excavationagreement with anarchaeological associationapproved by the DRAC;• the agreement mustenvisage conditions forrehabilitation of soils afterexcavation (soil reworked,degraded, moistened).

• following excavationthese soils are nowunusable and entail extracosts, additions totimelines, or deficit ofgood material;• insist on fillingconditions with theassociation in accordancewith technical rules, orarrange for filling to becarried out by acompetent firm acting asconstruction manager.







TN D R



Integration

• consideration of

observations from the public inquiry and mixedinstructions;• consideration oflandscaping models and pedestrian routes in urbanareas;• setting of network shiftswith concessionarycompanies.

Ensure visibility distances

are maintained.

PROJECT

Restoration and

interchange

Supply route

• draw up an inventory andagree the type of restoration

accepted by theconstruction manager forthe lane concerned;• draw up an agreementwith the constructionmanager for rehabilitationof town center links.

• site order with respectto the authorized speeds,

at the site entry point;• estimation ofrehabilitation work;• neighborhooddiscomfort by nuisancesgenerated by heavy-goodsvehicles in town centers(dust, noise, lack ofsecurity, loss of clientelein guest houses andhotels, etc.).





A .4 – Ear thworks at al l s tages o f s tud ies A .4.1.1 –Mi n o r c u t s (≤ 3 m)

Structure in minor cut area (≤ 3 m)

Solution

Level ofstudy

Point which couldcall into question the

nature of thestructure, or its

feasibility

Area of incidence to be considered

To bestudied

To beavoided Points to be examined

In compressibleareas

X Capacity.Presence of finelyaltered, changeableor compressible soils Reutilization of soils X Quality of the preliminary geological

model.

atural hazard –apparent instability

index

Stability ofembankments and

earthworks slopes

X Quality of the preliminary geologicalmodel – topography upstream -

hydrogeology.Hydrogeology X Suboutcrop or perched water.

Stability of slopes X Waterproofed geological layer or

Conservation ofinternal flows andtheir quality(protection ofresources)

Supply of protectedareas

X Gradients of earthworks slopes.Maintenance of ecosystems (biologicalcorridor).

Assets – landscapeintegration

Agricultural landrequirement X

Preservation offorestry assets

Land requirement –Flora hydrogeology

X Absence of earth mound barrier,deposits, etc.

Special structure forlarge fauna

Large fauna X Special overpasses for large fauna andclosure upstream and downstream.

Earth movement principle

Project savings X Examination of large masses.

Suboutcrop watertable -area liable to flooding

Hydraulic structuraldamage

X Lowering of water table, instability.

Project drainage Agricultural parceldrained

X Restoration of agricultural drainage -rejection.

X Land requirement, restoration - specialstructures.

oise Habitat

Mining, vibration, compacting.

Agriculture - X Subvertical earthworks slopes.Minimum landrequirement research

Habitat (urban) X Covering the lane.

Land requirement X Feasibility in urban areas, access.

PS

Restoration of statehighways, districtroads and VC’ in PS

Landscape X Land requirement.






Solution

Level of

study


nature of thestructure, or itsfeasibility

Area of incidence to

be considered

To be

studied

To be

avoided Points to be examined

Closure upstreamand downstream ofoverpass.

X Additional land requirement on woodedspaces.

Isolation of largefauna (overpass)

Cost X

Capping layer androadway

X Quarries or materials in the landrequirementThe economic and environmental aspectwith respect to natural deposits

Material resources

Agriculture X Large single tracts of farmland.

PS

Detected undergroundcavity which can beinspected (man-madeor natural undergroundcavity)

Quality of arch (riskof collapse)

X Stability of arch during the constructionwork and service stages.Research into archives (district,municipality, geological andtopographic maps).Analysis of vertical aerial photographs by National Geographic Institute (IGN)Survey of the site and oral inquiry.

Alignment – earth balance

X Quality of geotechnical studies -(positioning, depth and number of bores- timelines – accessibility of parcels,

etc.).Climatic conditions X % reutilization.

Identification andmethod forreutilization of soils

(quality of thegeological model)

Quality of materials X Changeable nature of materials.Treatment.Mining.Cavities.Compressible areas.Suitability for the landscaping project.Sloping.

Earthworks X Earth balance.Shortfall of materials - surplus ofmaterials.

Measurement(economic report)

Special structures X Structures (bridge, viaduct, tunnel,retaining wall, etc.).

Project savings X Trafficabili ty, changeable materials.

Considerable X

Deposits X Drainage – landscape consistency.

Earth mound barrier

Borrowing or surplus

X

Landscape integration.

Rest area, service area or outside landrequirement

Width of land requirement (to bedefined in the official approval report

APS

Earth movement

Site pollution X Dust (soil-binder), runoff water, noise /schedule.





Transport distance X






Solution

Level of

study




be considered

To be

studied

To be


Problem relating to bearing capacity(nature of subsoiland water)

Thickness andquality of the upper parts of earthworks

X Substitution.Embankment/fill.

Widening of landrequirements (inopen country)

X Modification of width and/or slopes inthe project.Dimension of the agricultural parcel (iflarge operations are to be avoided).

Widening of landrequirements (in X Stability of environmental structures.Acoustic survey and type of protection.

Reduction in X Hydraulic environment.

Shortage of reusablematerials (even aftertreatment of soil)

Borrowing(excluding landrequirement)

X Administrative procedure for openingup quarry, landscaping, cross-townlink.Public inquiry on classified facilitiesand public inquiry on project in such away as not to call into question the

technical and financial feasibility ofthe operation).Check that the natural deposit’squantity and quality meet therequirements.

Increase in heavy-goods vehicles

X Landscape integration.

Noise protection X Compatibili ty of materials with plantations.Stability of earth mound barriers with

Exchangers, leisureareas, private

X Landscape consistency of filling in ofgrade separations (restoration to

Surplus materials

Deposits outsideland requirement

X Conformity with administrative procedures (public inquiry) forlandscape integration (law on waste).

Reception X DIREN agreement.

APS

Addition to deposits,earth mound barrier

Earth balance X Geometry.






Solution

Level ofstudy


nature of the

structure, or itsfeasibility


To bestudied


Earth balance X Accuracy of geotechnical study.Lasting durability during theconstruction works stage.

Quality of the upper parts of earthworks

Substitution X Nature, thickness and quality ofmaterials.

Long-term durabilityof the upper parts ofearthworks

Drainage X The upper parts of earthworks must notconstitute a water trap.

Earth balance X Accuracy of geotechnical study(additional bores for treatment aptitude

test).Reutilization (treated or untreated),

Capping layer

Resources inmaterials

X Technical-economic report (cappinglayer [CF]-roadway).

Hydrogeologicalcontext

Drainage X Drainage / constructional measures.Separate sewerage system.

Urban X Stability of surrounding built-up

Agriculture (marketgardening)

X Area of influence, separate seweragesystem.Border effects (hydromorphy).Dismantlement of agricultural

Lowering of watertable andmiscellaneoushydrogeologicalmodifications

Forestry X Area of influence.

Construction worksstage

X Water Act, temporary basin, stabilityof earthworks slopes and protection of

In service (separate X Water Act, drainage - flow

Project drainage &sewerage

Agricultural parceldrained

X Restoration of agricultural drainage -rejection.

Water resource X Downstream hydraulic positioning ofProtected tapping area


X Proofing, collection and rejectionoutside perimeters.

APS

Underground gallery – natural or man-madecavity

Stability of unit X Specific research study into anomalies – bores and/or microgravimetry,volume concerned.Shaft or camera inspection with regardto quality, thickness and stability ofcovering arch.Behavior when subject to vibrations.Circulation of subsurface water.Techniques for embankment/fill, effect

on natural surroundings.Protection dyke for swallow-holeareas, waterproofing of ditches and bottom of basin.






Solution

Level ofstudy


nature of the



To bestudied


Drainage of the platform

X Stability of earthworks slopes, of theupper parts of earthworks and sizingof the drainage network.

Upper earthworks X Determine the technique.

Cut in aquiferenvironment (seesingular point)

Maintaining the balances

X Evaluate the area of influence andcarry out systematic studies in the“disturbed” area.

Caution with sloping:a slope becomes an

obstacle at certaingradients

Short and long termstability

X Variable slopes, support,gullying/drainage substitution, berms,

subsurface water, fine soil, safety.

Balance of earth X Presence of good material off the platform.

Landscaping X Geometry (drawing up a more naturaland less artificial image), withdrawal

Planting X Earthworks slopes with gentle=

Sloping

Operation -Maintenance

X Reduction of surfaces to bemaintained and accessibility (in theabsence of plantation)Safety / Geometry.

Site nuisance X Vibrations and noise protection.Blasting rockexcavation

Assets X Subjection to protection of structures.

Sloping X Consistency in interpretation oflandscape for users and residents(geomorphology).

Landscapedevelopment

Plantations X Compatibili ty of the nature of soilswith the type of plantations.

Reduction of snowdrifts (hedges).

Fauna X Specific study of passage points andgrazing areas.Preferably an overpass for large fauna.(care to be taken with the hump effect

Flora X The location and the quality of thesurroundings to be preserved for

Land requirement forwooded areas andsensitive agriculturalareas

Winemaking X

APS

Restoration of state

highways, districtroads and municipalityroutes on overpass.

Urban X Legibility and visibility of junctions.






Solution

Level ofstudy

Point which couldcall into questionthe nature of the



To bestudied


Urban X Presence of a sensitive environment(hospital, school, retirement home, car parks).

APS

Atmospheric pollution (dustfrom earth, lime,treatment, air law)

Flora X Maintenance of ecosystems as of theconstruction works stage.

Dense habitat(urban)

X Land requirement – tendency towardsmineral structures.

Suburbs X Land requirement.

Earth balance X Reduction of soil excessFewer materials available – a deficit.

Noise protection -earth mound barriers

Landscaping X Increased land requirement for non-classical shapes.

Habitat - Agriculture X Location and layout of the siteinstallation, processing units and binder and lime silos.

Earth movement X Work phasing (earth mound barriers to

Nuisances

Site road X Land requirement, location and layoutof the site road, interference withgeneral traffic.

Borrowing outsideland requirementauthorized byquarry openings(law of 19/07/76)

All areas, includingutilization ofexisting lanes

X Examination of transport routes(public highway or site road).Temporary occupation agreementand/or agreement for rehabilitationwith the route project owners.Evaluation of costs.

Reduction of land X Stability of earthworks slopes if they

Longitudinal section(heavy goodsvehicles)

X Increase in heavy goods vehicles inareas with materials of poorer quality.Landscape integration of restorations(taller and longer). Noise protection in built-up area.

Excess material

Deposits -environment

X Growth of land requirement.Increase in landscape noise protection.Landscape integration of deposits.Projects of general interest for

PROJECT

Transport distancein the landrequirement

Earth movement X Movement balance with respect to the plausible phasings and allotment.Work schedule constraint(implementation of structures).






Solution

Level ofstudy


nature of the



To bestudied


Agriculture X Specifications for depositing processon agricultural parcels.Validation and evaluation of costs bydistrict-level offices for agriculture(DDA) and chamber of agriculture(CA).Compatibility of the process with the procedure for classification of landreallocation areas.

Quarry,

miscellaneousexcavations

X Conformity with quarry

redevelopment plan. Authorization bythe Préfet or statement. Evaluation ofcosts.

Forestry X Biological corridors.

Deterioration of borrowed roads

X Examination of transport routes.Roads rehabilitation agreement with project owners. Evaluation of costs.

Very large depositoutside landrequirement

Landscape X Landscape study of each particularcase with respect to the excessamounts.Land requirement, location and layoutof the site road, interference withgeneral traffic.

Forestry X Clearing procedures after examinationof cutting plans in forestry operations.

Archaeology X Reworking of soils at archaeologicalexcavations (increased water content,heterogeneity of soils in place,

Earth balance X Stump extraction and archaeologyoften involve loss of materials due to

PROJECT

Clearance of landrequirements

Networks X Investigation beyond the classicnetworks (water, electricity, gas, etc.),including outside the land requirement(150 m on both sides of the axis) intothe existence of special networks of pipelines, gas lines and optic fiber,and examine the problems of safety,timelines and cost of travel.






Solution

Level ofstudy

Point which couldcall into questionthe nature of the



To bestudied


Alignment -Earth balance

X Quality of detailed geotechnicalstudies.(positioning, depth and quantity of bores – t imelines – accessibility of parcels, etc.).Pertinence of % reutilization ofmaterials with respect to allconstraints, particularly climaticconstraints, in the geotechnical study.Study of slope stability.Implement geotechnical studies at

project level – extremely detailedinformation for risk areas.

Archaeology X Loss of reusable materials due tocontamination of materials andincrease in water content (earth balance).

Plan of earthmovement

X Determination of functional phases(allotment of future contracts).Management of deposits and borrowings.Adaptation of climatic periods tosensitivity of locations.

Capping layer X Characterization of natural deposits inthe geotechnical study.Specific soil aptitude study.Formulation study for treated soils.Test site if the material is mishandled.Technical-economic sizing (cappinglayer/road).

Economicevaluation

X Evaluation of overall cost withintegration of the environment.

Reutilization ofsoils

Landscape X Reutilization of unfit soil excluding

main structure (landscapeembankments/fills, earth mound barrier, etc.).Reduction of all slope gradients.Tendency to round shapes.Management of reutilization of plantation areas / soils.

Nuisances X Use of explosives.Wave propagation study, monitoringof operations.Acquisition of property, reinforcementof building.

Material resources X Reutilization on earthworks and / oron roads.

PROJECT

Rocky soils

Sloping againstfalling rocky blocks

X






Solution

Level of

study




be considered

To be

studied

To be


Undergroundresources

X Size the subsurface water drainagenetwork (quality of the geotechnicalstudy).In karstic areas, study the waterrouting (karst resupply or dewatering).Study of phasing and compatibility ofdrainage with earthworks stages.Restoration and maintenance ofecosystems.Impact report in relation to the Water

Act.Order and stage ofwork

X Non-contamination of soil by arrivalof water.

Earth balanceX Due to variations in water content,

implement a more in-depth moisturestudy to measure extreme Wssimultaneously with geotechnicalstudies at project level.Implement a soil treatment study (%of soil to be treated – cost oftreatment).

Overall stability X Reactivation of large old slides in theevent of inappropriate water losses.Destabilization of slope (problemrelating to dip and/or fine clay-shalelayers).Protection of slopes from runoff water.

Water from road platform

X Width of platform.Impact report in relation to the WaterAct.Operation of drainage systems.

Drainage


X Earth runoff water – pollution instreams – settling of material in

suspension (MES) prior to rejection.Potential falls in bearing capacity withregard to poor design of site drainage.

PROJECT

Overpass for largefauna

Fauna X The longitudinal section of the largefauna route.7 - 8 m embankments/fills are bettersuited to the natural ground continuityfor large fauna.

A .4.1.2 –Mi n o r em b an k m en t s & f i l l s (≤ 3 m)

Structure in minor embankment/fill area (≤ 3 m)

Solution





To bestudied

To beavoided

Points to be examined

Noise nuisances -Landscape

Habitat X Extra land requirement for equipmentand landscaping.Protective structure onembankment/fill (technical-economicstudy).Sloping or support.

Habitat X Land requirement on secondary roadand resident access. Stability of

’

Restoration of routesintercepted atunderpasses

Agriculture X Road gauge limited to height 4.25 m(compatibility of agriculturalequipment and mobile machinery withunderpass opening and gauge).

Landscape X Sequence: landscape / residents /

Landscape integration- Assets

Agricultural landrequirement

X

Conservation of forestassets

Land requirement –hydrogeology offlora

X Absence of earth mound barriers,deposits, etc.

Special structure forlarge fauna

Large fauna X Compatibility of heights/altitudes.Compliance with natural route.

Earth movement principle

Project savings X Examination of large masses.

Suboutcrop water table – area liable toflooding

Water resource X Waterproofing of the platform.Lowering of water table, instability.

Underground waterresources

X Inventory of potential settlementareas.

Modification ofnatural flows


X Identification of the nature of the bearing soil and layers in presence.Examination of the incidence of the project with regard to flooding.

Karstic area with plausible underground

Soil X Bibliographical inventory, feasibilityof examination of the quality of thearch, site survey.

Compressible area Soil X Nature and thickness of soils in place.Road project feasibility study.

Waste dump X Bibliographical inventory (Town Hall,DRIRE, DASS) and on-siteinvestigation.

PS

Polluted area

Evolutional materials X

Urban habitat X Sizing of protection structures.

APS

Noise nuisance

Habitat in opencountry

X Sizing of earth mound barriers for protection (significant widening of

land requirement).






Solution

Level ofstudy


nature of the



To bestudied


Restoration of routesintercepted atunderpasses

Habitat X Access to resident parcels.Pedestrian route.System to remove water from road(safety).

Drained agricultural parcels

Agriculture X Carry out an agricultural compartmenthistory collection.Continuity of the system and outletsunder embankments/fills (subsurfacewater = separate sewerage system).

Widening of landrequirement (inopen country)

X Modification of project slopes and/orwidth.Agricultural compartment history (if

Widening of landrequirement (in

X Stability of environmental structures.Acoustic study and type of protection.

Development ofservice areas, restareas andinterchanges

X Increased surface for areas consumingills.HGV parking isolation at service areas by landscape earth barriers.Sloping on mild slopes for all

Excess materials

Earth barrier fornoise protection

X Accessibility for maintenance oflandscaping spaces.

Sloping X (see this topic below)

Reduction inlongitudinal section

X The hydraulic environment, roadgauges and gauges on routes operated

Deficit of reusablematerials (even aftertreatment of soils)

Borrowing(excluding landrequirement)

X Administrative procedure for openingup quarries, landscaping, cross-townlink.

Public inquiry for facilities classifiedwith IMEC and public inquiry for the project so as not to call the technicaland economic feasibility of theoperation into question.Check the quantity and quality of thedeposit match the needs.

Earthworks X Earth balance.Deficit of materials.Excess of materials.

APS

Measurement(economicevaluation)

Special structures X Structures (bridge, viaduct, tunnel,retaining wall, etc.).






Solution

Level ofstudy


nature of the



To bestudied


Agriculture X Limit border effects (hydromorphy).Prevent creation of patches of frost.Market gardening culture / air pollution.

Water resources X Choice of systems to restore internalflows (separate sewerage system).Supply of natural environments andmaintenance of existing balances.Evaluation of settlement in bearingsoils.

Stability of earthworks slopes andaccessibility for monitoring andmaintenance of toe ditches for waterfrom road platform or catchmentarea.Check non-contamination of theupper parts of earthworks (PST).Silting up of the internal network andits restoration.


X Suppression or reduction of the arealiable to flooding.Work on the ditch network (land

reallocation) and creation of outlet(pond).Maintenance of ecosystems and thearea liable to flooding.Sizing of the permeability of theembankment/fill and hydraulicstructures for conservation and non-aggravation of the area liable toflooding.Overall stability study.Protection of earthworks slopes

APSModification of airand water flows

Water from road

platform

X Treatment and balancing reservoir.

Natural outlet.Percolation basin (cover/water table)Protection of drinking water supply[AEP] tapping and others.





Treatment of waterfrom the road

Drainage (receptionenvironment)

X Before any water percolation,examine and draw up vulnerabilitycharter for soils / at water tables.

Outside ecologically sensitive areasor areas which are vulnerable with

respect to underground resources,favor diffusion of water from the road platform at a large number ofrejection points.Concrete structures on vulnerablezones only.Cover between the bottom of the percolation basin and water tablelayer.


SolutionLevel of

study



feasibility


To bestudied


Soil X Quantify geological anomalies orunderground mine areas.Overall stability study.Geological incidence of the solutionsapproved.Light embankment/fill.

Karstic zone andunderground gallery

Drainage X Maintenance of natural watercirculation.Waterproofing of the area with regard towater from the planned road.

All fauna X Precise inventory of species and passageways towards grazing areas.

Small fauna (specialstructures)

X Sizing of structures for small fauna

(duct ∅ 400, 1000...).Opening of hydraulic structures (with

Longitudinal section(earth balance)

X Heavy goods vehicle constraint in dueconsideration of structural cover for the project to be implemented on the

Biological corridor

Avifauna (landrequirement)

X Widening of the road platform for plantations at top of embankment/fill(ecological thalweg area).

APS

Earth movement Balance, economicevaluationBorrowing ordeposit

X Study of large masses of earthmovement (examine extreme solutionswith regard to weather conditions).Choice of materials for the cappinglayer (materials from the site or

quarries).







Maintenance ofdemolished structures

X Homogenization of materials in placewith regard to the bearing capacity of the platform supporting the embankment/fill.Circulation of water vertically betweenthe body of the embankment/fill and thedemolished structure.

Adhesion of the embankment/fill on

Structures to beevacuated

X Recycling of products of demolition and /or evacuation (with respect to legislation

Earth balance X Stump extraction and archaeology ofteninvolve loss of materials due to

etworks X Movement of networks and problemsrelating to safety and gauge in the presence of boundary networks or

Drainage, irrigation X Temporary restoration, pending work in

relation to land reallocation, drainagemechanisms and mechanisms foragricultural irrigation.Site flooding risks.

Dense habitat X Land requirement and stability of noiseoise nuisance

Suburban and opencountry

X Widening of the platform for protectiveearth mound barriers on the embankmentor screens.Landscape integration.Earth balance.

Structure in minor embankment area (≤ 3 m)

Solution

Level ofstudy

Point which couldcall into questionthe nature of thestructure, or its

feasibility


To bestudied


Noise nuisance Construction worksstage

X Transport of materials on urban site,tourism.

Borrowing outside

land requirementauthorized foropening of quarries(law of 19/07/76)

All areas, including

use of existingroutes

X Examination of transport routes.

Temporary occupation agreementand/or agreement for rehabilitation withthe project owners for the routes.Evaluation of costs.

Increase in landrequirements

X Landscaped embankments/fills (gentlerslopes), restitution to agriculture,

PROJECT

Excess materials

Longitudinal section X Increased longitudinal section(compatibility with landscapeintegration and drainage).





Deposits -environment

X Increased land requirement.Landscape integration of deposits.Improvement of landscape noise protection.Projects of general interest for territorialgroups.

Reduction of embankment/fill slopegradients.

Earth movement Balance, economicevaluationBorrowing ordeposit

X Detailed study of the earth movement plan.Examination of extreme solutions interms of meteorological conditions.

Land requirementlimited

X Retaining wall or vertical sloping, even1/1 (difficult or urban site).

Landscaping andland requirement

X Landscaping models to create alandscape.

Landscape embankments/fills

Sloping

Geometry X Stability of earthworks slopes withrespect to the quality of materialsimplemented, abutments, erosion androad runoff.Adaptation of accessibility and safetyfor maintenance.

Reutilization ofsoils

General stability ofthe structure and itssupport

X Unstable and/or changeable materials(sensitivity to moisture changes).Unstable bearing soils (compressiblearea).

The suitability of soils for treatment.The homogeneity of the body of theembankment/fill.The inverted order of the layersextracted and implemented(compatibility with their positions in the body of the embankment/fill).


Solution

Level ofstudy



feasibility

Area of incidence to be considered To bestudied To beavoided Points to be examined

PROJECT

Quality of the upper parts of earthworks(PST)

Bearing capacity X Substitution of materials ofinsufficient quality.Drainage of humid areas and tappingof resurgences.Air-slaked lime treatment or treatmentwith binders of materials in place.





Nature and qualityof reutilizations

X The quantity of materials available.The mechanical performances ofmaterials.Treatment of materials.Economic evaluation of the combinedupper parts of earthworks / capping

layer [PST/C]. Form/Road byhomogenous upper parts of earthworks/ capping layer [PST/CF] sections.

Drinking watersupply [AEP]tapping

X Compression of bearing soils andmodifications of internal flows.

Surface runoff X Hydromorphy of contiguous areas onthe embankment/fill.Absence of outlet and creation of

Area liable to X Higher flood levels.

Water resource


X Identification of the sampling points.Management of authorizations forsampling and rejection.Compatibility of the device in view ofdrought orders.

Order of stages X Non-contamination at foot ofembankment/fill by arrival of water.

Stability of thestructure

X Dissipation of interstitial pressures inthe bearing soil.

Cross section of theearthwork platform

X Evacuation of runoff water from theembankment/fill surface (V or W profile is a favorable factor in terms ofquality of compaction and safety at the

Stability ofearthworks slopeswith respect togullying

X Creation of gutter and collection ofwater in prefab drainage channels.

Drainage

Reception

environment

X Temporary settling structures for site

water prior to rejection (care must betaken with fish reproduction periods).

Karstic area, withundergroundcomponents

Environment –Stability ofstructures

X Precise definition of constructionalmeasures from the point of view of theenvironment and from the point ofview of the construction works stage,with regard to stability and safety onthe site and during service.





A .4.3 – L ar g e em b an k m en t s / f i l l s (> 3 m )

For large embankments/fills (> 3m), at all level of studies an examination must be made of all the pointscovered in tables concerning embankments/fills ≤ 3m, but there must also be an in-depth examination of thefollowing points in particular which could call into question the structure’s feasibility:

1) the existence of a protected area for tapping of Drinking Water Supply (AEP);

2) presence of a water table (depth, thickness and quality of cover, pollution, lowering of the water table, etc.);

3) presence of a karstic zone (detection of anomalies and treatment of cavities);

4) presence of a compressible area (thickness, stability, substitution, economic evaluation);

5) stability of earthworks slopes and natural slopes, and the deformability required with respect to utilization;

6) environmental balance of areas (landscape, subsurface water, avifauna);

7) the need to drain major internal flows and evacuate towards natural outlets;

8) geometry compatible with maintenance (slope with a very slight gradient 1v/3h, unless there is excessmaterial, in which case the slopes will have an gradient compatible with the stability of the soils in place andwell-drained bench terraces on the slope, quality of slope edges, constructional measures at the constructionworks stage and in the presence of rocky materials. Sloping may follow the sites of stone traps. We should notforget to make arrangements for access to the bench terraces, stone traps, etc.);

9) incidence on structures on overpasses (height of piers).

A .4.4 – L ar g e t al l em b an k m en t s / f i l l s

For major embankments/fills (>3m) which are also tall (>15m), we will have to examine, at all levels of study,all the points set out in the tables in reference to embankments/fills ≤ 3 m, but also carry out a special in-depthexamination of the following points, which could call into question the structure’s feasibility:

1) the mechanical and hydraulic behavior of the bearing soil (fine soil, changeable soil, compressible soil);

2) construction of the entire embankment/fill in homogenous material (identification and quantification ofavailable homogenous materials). A heterogeneous structure shows a risk of accumulation of water;

3) the stability of the structure in general and on particularly unstable slopes or in karstic areas and thedeformability required with respect to utilization;

4) bearing soil stabilization technique;

5) construction of stabilization bench terraces adjoining the main structure;

6) environmental balance of areas (landscape, subsurface water, avifauna);

7) geometry compatible with maintenance (slope with a very slight gradient 1v/3h, unless there is excessmaterial, and in this case the slopes will have an gradient compatible with the stability of the soils in place andwell-drained bench terraces on the slope, quality of slope edges, constructional measures at the construction

works stage and in the presence of rocky materials. Sloping may follow the sites of stone traps. We should notforget to make arrangements for access to the bench terraces, temporary stone traps, etc.);

8) incidence on structures on underpasses, with regard to height of embankments/fills.





A .5 - Measuremen ts

A .5.1 - Def i n i t i o n

When the horizontal axis, longitudinal section and cross sections have been established, we have all the datarequired for earth measurements.

The purpose of earth measurement is to evaluate the cube of earthworks between skew surfaces delimiting thenatural terrain and regulated, skew or flat surfaces which define the project.

A .5.2 – B as i c f ac t o r s u s ed f o r c al c u l at i o n

A lane of traffic is defined by its horizontal alignment, its longitudinal section and its cross sections.

• the axis of the route is a space curve, and projection of this curve on a horizontal plane gives the horizontalalignment where the axis is shown as a succession of curves (circles, clothoid curves) and straight sections;

• longitudinal section is the section of the project and the ground along the vertical surface which passes throughthe horizontal alignment.

The line of the natural terrain appears on this longitudinal section. The line is shown on a plan of contour lines,

on the ground, or as a spread of points plotted by a surveyor and recorded in computer files. This line is defined by points and is presented as a broken line. The longitudinal section of the project is a continuous line, generallyconstituted by slopes and ramps and parabolas. This line runs alternatively above and below the linerepresenting the ground, depending on whether the project is embankment/fill or cut. The points of intersectionof the two lines are passage points of the longitudinal section. The longitudinal section gives an idea of theshape of the cuts and embankments/fills, but the volumes will be well defined for the purposes of a calculationonly if the cross sections are also known. These are transversal sections perpendicular to the axis. As on thelongitudinal section, we find the alignment of the natural terrain and the project cross section. Cross sections arealways perpendicular to the horizontal axis.

A .5.3 – B as i c f o r m u l a f o r m eas u r em en t c al c u l at i o n s

(the two-surface average method)

We calculate surfaces S1 and S2 of cross sections between two successive profiles P1 and P2 from thelongitudinal section. We calculate the arithmetic mean of these two surfaces and apply it to length d between thetwo profiles P1 and P2.

V = d/2(S1+S2)

The accuracy obtained is around 1 – 2%.

A.5.3.1 – Classic method for surface calculation

We determine the cut and embankment/fill surfaces by decomposing them into simple basic surfaces (triangles,trapeziums, rectangles).

A.5.3.2 – Simplified method for surface calculation

We separately determine surfaces between the horizontal plane at elevation zero and:• the project line beneath the road foundation;

• the natural ground line under the topsoil.

We then subtract the surfaces obtained to determine the desired surface area.





A.5.3.3 – Calculation of cut and embankment/fill volumes

The diagram below explains the process for determining the volume in cubic meters from the surface areas previously obtained for each profile.

Ligne projet sous corps de chaussée Project line under main body of road

Ligne T.N. sous terre végétale Line of natural ground under topsoil

Nota: le profil PT4 (dit fictive) est, dans le cas present,affecté d’une surface de remblai après compensation dans

N.B.: Here profile PT4 (fictitious) has an embankment/fillsurface after compensation in the profile

Vremblais V embankment/fill

Vdéblais V cut

A .5.4 – A p p r o x i m at e m et h o d s

We will quote two of the formulae based on this principle: the accuracy obtained using these 2 formulae is

around 10%.

A.5.4.1 - Mr. DIHN MANE TOAN’SFORMULA

V = bS + ak S2/L

(do not use this formula on mixed profiles).

A.5.4.2 - Mr. ROBIN’S FORMULAV = S (b + 2 k π) , with π = 0.4 hM

where:

b represents the width of the platform forembankment/fill and for cut,

k is defined below in accordance with thegradient of the slopes,

S is the surface (in m2) between the line ofnatural terrain and the project line inlongitudinal section,

a is a coefficient between 5/4 (S triangular)and 7/6 (S laid flat). Generally taken as a =7/6.

L is the length of the section whose volumeis calculated (same boundaries as surfaceS),

hM is the greatest height of earthworks inthe section considered.

Principe des méthodes approchées Principle of approximate methods





Remblais EmbankmentDéblais CutTalus à Slope





A .5.5 – Co m p u t er m et h o d s

Almost all measurement calculations are now carried out by computer, and there are many companies offeringadaptable software.

We may quote mainly: (see the table below)

All software has the following properties:• design of the horizontal axis and the longitudinal section from lines, arches, circles, clothoid curves;

• parameter and progression tabulation of the horizontal axis;

• automatic alignment and calculation of the longitudinal section of natural ground (TN) from the project’shorizontal axis and the ground’s digital model;

• parameterable automatic layout and design of cross sections across natural ground;

• design of the longitudinal section from straight sections and circular and parabolic transitions;

• modification of tabulation if necessary;

• creation and management of semi-cross sections, types, multi-layer, with variable superelevations, cut bottomditches;

• calculation of measurements by application of semi-cross sections, types and consideration of strippingthickness;• parameterable automatic layout and design of cross sections natural ground (TN) and project;

• calculation and design of the new numeric model integrating the project in natural ground (TN);

• automatic design of the project’s main lines;

• creation of a large number of files summarizing the results at different project design stages.

A .5.6 – Cal c u l at i o n m et h o d u s ed b y s o f t w ar e

The first design stage is modeling of the site generally obtained by triangulation of points and lines. This is anessential stage, leading to the creation of a digital ground model (MNT), to be used as a basis for calculation ofmeasurements.

The second stage is the creation of the project lines: as a priority, creation of the horizontal axis and longitudinalsection. This method is common to all software. We thus have two modeling types:

• construction of project cross sections from a tabulation (Piste, Autopiste, etc.);

• construction of lines deduced from the red line, describing items on the platform, earthworks slopes and roadstructures (Macao, Mxroad, etc.).

The third stage is actual calculation of the measurements and publishing of results.

A.5.6.1 – The Digital Ground Model

The MNT (digital ground model) is a virtual representation of the natural ground for calculation of the point’selevation (z) for all x/y coordinates. The most common form of MNT is triangulation. There are other models:skew surfaces from a quadrilateral (BDZ IGN file) and ruled surfaces obtained from interpolation between two lines

(contour lines, existing carriageway verges, etc.).Spread o f po in t s

The spread of points is composed of points and lines. We must select the points and lines belonging to thenatural ground, excluding points which have no altitude (municipal boundaries), but also contour lines whichhave often been calculated from the basic spread. We must work with the most accurate spread possible,excluding points and lines which are unrelated to the description of the ground.

The spread forms the basis for, but under no circumstances constitutes an MNT (Figure 3).Software Distributor (last known)

Covadis Geomedia - Immeuble “La Vigie” - 20 quai Malbert – BP 50701 – 29607 Brest Cedex

Macao A Bentley product distributed by Graphland

Mensura Cobra Integra Finance - Rue Louis Blériot – BP75 – Forum d’Orvault – 44702 Orvault Cedex

Mx Road (ex Moss) Bentley Système France – Cnit – BP 424 – 92053 Paris-La-Défense

Piste + Sétra - 46 Avenue Aristide Briand – BP 100 – 92225 Bagneux Cedex





Tr iangu la t ion

This operation consists of creating triangles by joining up points without crossing the lines.

The main method used is the Delaunay triangulation method, selecting the most equilateral triangles possible. Itshould be noted that triangulation from the same spread of points may be different, depending on the programsused (Figure 4).

Geology

Geological layers are generally defined from the ground’s longitudinal section, and this means they are not soaccurate in terms of measurements. Their 3D modeling is barely recognized or not recognized at all by designtools, and more accurate assessments are often assigned to experts.

A.5.6.2 – Project modeling

There are two main product families:

• construction of project cross sections based on a tabulation – a traditional method, but difficult to use in thecase of junctions;

• construction of lines deduced from the red line, describing items on the platform, earthworks slopes and roadstructures – a more complex method which nevertheless obtains more accurate volume calculations.

By cross sec t ions

The planner initially defines a horizontal axis and a project longitudinal section, and then a tabulation based onequidistance or imposed sections.

He then “interpolates” the cross sections by calculating points in accordance with the digital ground model(MNT) (Figure 5).

He may then apply type cross sections (Figure 6).

The Terrain [Ground] line represents the unstripped natural ground.

The Projet [Project] line consists of carriageways and perhaps the central reservation, hard shoulders,embankments and slopes.

The Assise [Earthworks Base] line represents the earthworks section prior to construction of the road structure.It is used to construct other lines.

The Forme [Capping Layer] line is the intermediate line between the Earthworks Base and Project lines (thisline may be used to mark out the capping layer or any other part of the road structure).

The Base [Road Base] line is the intermediate line between the Capping Layer and Project lines (this line may be used to mark out the base layer or any other part of the road structure).







A.5.6.3 – Calculation of measurements

When the modeling of the project and the ground has been completed, we can calculate the measurements.

L inear and Gulden

The linear method

This is the classic method.Sections and widths calculated for each project profile are multiplied by the application length to obtainvolumes and surfaces.

The application length is taken at the project axis at the “inter-half-distance” between each profile.

The Gulden method

This method calculates sections and widths in classical fashion, but the application lengths differ from thelengths in the linear method.The center of gravity is calculated for each surface.The application lengths are calculated for each entity to be estimated (from the center of gravity), and takeaccount of the radius of curvature.Where the Gulden method is used, the “Application Length” has no meaning.The Gulden method makes for better accuracy in the case of projects with considerable curvature:• alignment with a large number of small radii (mountain roads with hairpin bends, etc.);

• roundabout ring, etc. (Figure 7).

A .5.7 – Ex am p l e o f c al c u l at i o n o f m eas u r em en t s

(with the assistance of M.X. WINDOWS 2.5)

M.X. determines measurements between two surfaces on the basis of information on sections within a perimeter ora section boundary. The options proposed may be used to accurately determine measurements for the mostcomplex forms of earthworks, such as motorway interchanges or quarries, but also the simplest forms such asstandard motorway alignments. The measurements calculated may be stored in a model for subsequent use in earthmovement analyses.

There are two methods for calculation of measurements, using either parallel sections at constant and normalintervals on an axis, or sections taken at a right angle with respect to a certain line. The choice of the method to beused depends on the complexity of the problem and the accuracy required. The two methods may becomplementary in the case of motorway designs: the measurements of the interchange area are determined usingthe parallel sections, and the measurements for the intermediate motorway, with regular section, are calculatedusing normal sections on a main axis or channel.

When two models are requested, thus producing two sets of sections, the measurements are assumed to be positivewhen the existing surface (model 1 - cut) is located above the project surface (model 2 - embankment/fill).

Existing surfaces and project surfaces are conventionally named in such a way that an embankment/fill is negativeand a cut is positive (see figure 8).

Figure 7: Measurements, 2 calculation methods Figure 8





Figure 7Surface remblai Fill surfaceSurface déblai Cut surfaceLINEAIRE LINEAR

“inter-demi-profil” “inter-half-profile”Longueur d’application “à l’axe” Length of application “on axis”Longueur d’application déblai Length of application of cut

Figure 8 NB : LÉGENDES DEJA EN ANGLAIS DANS LE TEXTE FRANCAIS





Where stripping thicknesses are specified, they are applied to sections created from the existing surface.

Measurements are determined between adjacent sections by multiplying the average surface of two successive polygons by the distance between them. If one or two sections do not exist, they are simply ignored, and thedistance between the adjacent sections will be used to determine the real measurement (see figure 9).

If a stripping thickness is specified, the height of the sections of the first model or of the existing surface will bereduced as a result.

In the case of calculations of motorway earthworks, this method produces measurements associated with theabscissas on a reference line.

Error management

When perimeters are incomplete, the sections are closed off as follows:

Section on the project surface (model 2) terminate in vertical lines through the extreme left-hand and extremeright-hand points, as in the section in the figure below.

Sections on the existing ground (model 1) are spread out laterally (b).

The closure points to the left and right of the section are located at the point of intersection between the two

lines © (see figure 10 below).

Figure 9 Figure 10





A .5.8 – A s s i s t an c e s o f t w ar e d ev el o p ed b y SCETA UROUTE

A.5.8.1 - Introduction

SCETAUROUTE has developed a series of computer tools for the study, design and monitoring of earthworks inrelation to linear infrastructure projects.

The software programs currently used are CUBATOR 2.4 and MASSTER 1.15 (Module d’ASSistance auxTERrassements) along with the geometric design software MACAO 5.4. The digital results may be exported toMICROSOFT Excel.

The two software applications use geological data, geotechnical data and the geometry of the proposed design(plan, longitudinal section, cross sections) to produce a detailed study of the earthworks project and optimizedearth movement.

The characteristics and capacities of CUBATOR and MASSTER are defined as follows:

A.5.8.2 - CUBATOR

CUBATOR was developed by Scetauroute’s Geotechnical and Materials Department. The function of the tool isto determine the resources and needs in terms of materials in relation to the project’s link section.

The software uses a numeric geological model and a geotechnical study to produce the material resourcesavailable as generated by the geometry of the project. These resources may be expressed in accordance with thegeological characteristics of the soil or by its reusable nature. The volumes extracted by earthworks are set outin accordance with the modes of extraction.

CUBATOR can also be used to evaluate the needs in terms of project geometry in accordance with thegeotechnical provisions as approved.

A.5.8.3 - MASSTER

MASSTER was developed by Scetauroute’s Computer Department. Its function is to use the data provided byCUBATOR (manual acquisition from the quantity surveys is possible) to draw up the list of resources / needs byreutilization mode and to finalize studies by producing Lalanne drawings and earth movements. During theworks stage, the software can re-update the study by adding the new data obtained from the complementary

bores in the earthworks contract.

MASSTER provides a more accurate analysis of resources. The materials are defined in accordance with theirgeotechnical characteristics: reutilization and presence level, yield coefficients, modes of extraction and possible treatment, nature of reutilization. Volumes of cuts, volumes and nature of the requirements are obtained per earthworks unit in relation to the link section, additional structures, restoration of communications orinterchanges. The results obtained are EQVR and geometric volumes, in accordance with the nature of thematerials and the forms or means of their re-use.

MASSTER also helps monitor the work being carried out, providing a comparison of earth movements as plannedin studies and the movements envisaged for actual construction work. It can also provide a daily update of “jobsremaining” in relation to earth movement.





A.5.8.4 - Conclusion in relation to CUBATOR and MASSTER

CUBATOR and MASSTER , in conjunction with MACAO, are two complementary assistants to precise studies forearthworks and optimization of projects. They provide a rapid understanding of the impact of differentgeometric and geotechnical options on earth movements.

Both of them are continually improved and upgraded, and a module for presentation of earth movements iscurrently being examined.

Summary of CUBATOR 's functions

INPUT RESULTS

Geological data

- Bores- Geological profiles onproject cross sections

- Nature of the materials(extraction, thickness,etc.)

--->

--->

Geometri c data

- Reference alignment:longitudinal section / crosssection(Macao file)- List of earthworksstructures

--->

--->

Modeling

- Parametering ofconstructional measures(upper parts ofearthworks, drain base,facings, etc.)- Simple lithology

modeling (nature ofmaterials, height ofexplosion, etc.)

--->

CUBATOR





Summary of CUBATOR 's functions

RESULTS

FORMAT OF OUTPUTS

Spreadsheets

- Volume of resources (by nature of materials, by mode of extraction)- Volume of constructional measures

Cross sections for di splay of volum es calculated

- Stripping of topsoil- Ordinary embankment- Cut- Upper parts of earthworks- Drainage shield- Facing- Earth mound barrier- Embankment base- Bench terrace- Purge- Lithological layers





Summary of M ASSTER 's functions

INPUT RESULTS

General data

- Currency- Types of structures- Transport shop

--->

--->

Evaluation o f r esourcesNeeds

- Evaluation per type ofreutilization- Lalanne drawings

Geometri c data

- Definition of earthworksstructures- Measurement by crosssection (source MACAO)

--->

--->

Earth movementStudies

- Generating earthmovements in accordancewith different scenariosand movements imposedor carried out

Geological data

- Nature of the materials- Characteristics of soils:- Reutilization coefficient- Yield coefficient- Density- Mode of extraction- Mode of treatment- Types of reutilization

--->

Geotechnical data

- Quantity of resources bystructures- Quantity of needs /structures

--->

MASSTER

--->

Earth movementWork

- Comparison of progressof earth movement withreference earth movement

- Simulating the remainderto be carried out inaccordance with referenceearth movement





Summary of M ASSTER 's functions

RESULTS

Spreadsheets

Resources by structures

Str. N° Structure Mat N° Material Extract Util Treat CasYield

% Rem.

% Totalvol.

Geo.vol.

EQVR

Vol.

5355 SC 05355 11 Silt Loose

and scrapeable

0 3 90 4 410 16 15

5355 SC 05355 11 Silt Loose

and scrapeable

1 3 90 16 410 66 59

Evaluation of resources / needs

Reut. Reutilization Resources Needs Difference % Difference

0 Deposit 1 ,169,245 2,235,000 -1,065,755 48

1 Embankment 3,571,485 3,524,282 47,203 1

2 Upper part ofearthworks-

subformation 12 747,343 714,067 33,276 4

5 Upper part ofearthworks -subformation 2

0

9 Capping layer 917,244 0 917,244 100

10 Roadways 139,573 0 139,573 100

Volume by transport shop

- Lalanne drawing

- Earth moving studies





- Earth movement – work





B – Earthworks technology

B.1 – Clearance of land r equi rements

B.1 .1 – Area concern ed

The land requirements concern the surface area of ground relating to construction of the structure and itsancillaries.

The area concerned includes final or temporary acquisition of land, its clearance, stump extraction,deforestation, movement of networks, demolition of structures, safeguarding of archaeological sites andstripping.

B.1 .2 – Techn ica l re fe ren t ia l

• development of main highways (ARP) [5];

• Ministry Circular No. 1 of 4 January 1968.

B.1 .3 – I s s ues i nv o l v ed

• clear definition and acquisition of the land requirements;

• drawing up the inventory of the various requirements and constraints relating to networks and structures, andestimation of the required timelines to define the work (archaeology, gas, water, etc.);

• crossing with existing infrastructures;

• allotment of work to clear land requirements.

B.1 .4 – I n f l uen t i a l pa rame te rs

• the type of soil occupation (crops, meadows, woods, etc.);

• results of consultation (managers of networks, residents, groups, etc.);

• procedural uncertainties and timelines;

• archaeological and environmental assets;

• influence of weather conditions on stripping.







B.2 – Site ro ads


These are roads envisaged in the contract, reserved for site activity, for the following purposes:

• access or link-up between certain structures or specific points;

• reinforcement of existing routes.


• New roads with little traffic – Design manual [2];

• Use of expanded polystyrene in road construction [20];

• Guide to design of roads with little traffic (CTGREF).

B.2 .3 – I s s ues i nv o l v ed

• temporary, integrated or final nature;

• sizing;• geometric characteristics;

• nature of the materials;

• site road maintenance.

B.2 .4 - I n f l u en t i a l pa rame te rs

• relief;

• nature and intensity of traffic;

• period and duration of service;

• hydric environment;

• earth movement;

• site road in the land requirement and outside the land requirement;

• sizing of the land requirement;

• consultation and environment.

B.2 .5 – Ex ec u t i on p has ing

B .2 .6 – Mon i t o r i ng t o be c a r r i ed ou t

Not applicable

Execution phasing Points to be examinedObservations

Recommendations

- setting and sizing of site road Considerat ion of means of execution.

- property administration-

-

DCE design

- environment- overcoming obstacles

- availability of land requirementsSite preparation

- consideration of stresses Particularly certain networks (electric power lines,etc.).

Preparation for

execution

- inventory

- definition and examination of methods andmeans of execution- pegging

Execution - as per the methods and means approved- maintenance





- possible rehabilitation- possible assignation





B.3 – Weather con di t ions and ear thwor ks


For sound operations on earthworks sites in general, weather conditions have considerable consequences on thetechniques to be implemented (reutilization of soils or treatment) in terms of work times and site economy.

The area concerned includes geological and geotechnical surveys, identification of water-sensitive soils,collection of meteorological data, their use and monitoring.

B.3 .2 – Tec hn i c a l r e fe renc e doc um en ts

• Weather conditions and earthworks - Recommendation [17];

• Construction of embankments/fills and capping layers (GTR Technical Guide to Embankments & Fills) [10].

B.3 .3 - I s s ues i nv o l v ed

The objectives pursued are:

• optimization of earth movement and reutilization of soils;

• evaluation of the importance and distribution of inclement weather for the timeline assigned to the site;• establishment of the precipitation thresholds which could entail site stoppage;

• consideration in studies of climatic uncertainties and their consequences on the cost of work;

The characteristics of the project have direct incidence on the variable sensitivity of the soils to meteorological phenomena (proportion of sensitive soils, topography, geometry and phasing of the project, period ofexecution).

Water-sensitive soils could have repercussions on organization of the site, capacity, trafficability, slipperinessand possibilities of reutilization to ensure the structure’s stability.

B.3 .4 – I n f l uen t i a l pa rame te rs

• climatic areas;

• water-sensitive soils: nature, status, proportion of different soils;• period for execution of the construction work;

• timelines: site duration, envisaged number of stoppage days;

• water: effect of water on sensitive soils;

• project characteristics: topography and geometry of the project (longitudinal profiles and cross sections);

• hydrogeological conditions (water tables);

• proportion of sensitive soils and their reutilization (sensitive = aptitude of soils to change status);

• nature of the capping layer;

• phasing constraints;

• rain erosion (influence on work procedures and quality of structures);

• storms creating erosion and destroying the structures built;• fog creating dangerous conditions and site stoppages;

• rain, sun, wind and snow, which all affect water content (the wind can prevent hydraulic binder treatment);

• frost (frequency and intensity) which accelerates the alteration of changeable materials and can create waterconcentrations in frost-susceptible soils.





B.3 .5 – Ex ec u t i o n ph as ing


Recommendations

Identification, location and

quantification of water-sensitive soils.

On the basis of geological and

geotechnical data.

Collation of meteorological data.Study of at least 2 earth movementsolutions with favorable andunfavorable climatic conditions.From this, deduction of strategicchoices to be imposed on earth

Over 30 years if possible.In relation to price, this procedureallows us to work out possiblevariations in costs and to adapt thetolerance margins of the estimate.

DCE design

Writing up administrative documents(clauses on price variations and possible prolongation of the schedule).

Attach the information document settingout all the meteorological information.

Site preparation Organizing the collection and use ofmeteorological data (staff, materials,contacts, quality assurance plan (PAQ).

Preparation for execution Establishing and examining proceduresfor execution.Marking out areas of water-sensitivesoils.

Deduction of stripping modes and theway in which materials are to beextracted.

Execution Monitoring of procedures, collation ofmeteorological data, protectivemeasures to be taken:- platform finishing;- temporary drainage;

- development of outlet;- maintenance of site roads (to avoidwater-sensitive soils).

Slopes, closures.

B.3 .6 - Mon i t o r i ng t o be c a r r i ed ou t

Functioning of drainage.





B.4 - Topsoi l

B.4 .1 - Area concer ned

The quality and administration of topsoil must be examined as of the project stage during the geotechnical bore procedure, by the project owner.

If this is not possible, a preliminary topsoil study must be carried out prior to design of earthworks andlandscaping for tendering [DCE].

On the basis of these studies, the topsoil movement plan and the conclusions in the study report will determinethe quality of landscaping development in terms of geometry and of plantations.


• Section 2 of the general technical specifications (CCTG) for General Earthworks [49];

• Section 35 of the general technical specifications (CCTG) for Landscape Development [50];

• Execution of embankments/fills and capping layers (GTR Technical Guide to Embankments & Fills) [10];

• Technical guide to use of soils to construct green roadside ancillaries (Sétra) [14];

• Earthworks – Assistance in drawing up the particular technical specifications (CCTP) – Methodological Guide[19].


• estimation of stripping thickness and determination of needs;

• storage of topsoil;

• identification by specific studies of the three qualities of topsoil;

• quantification and allocation of topsoil categories by types of rustic or complex development and by parts ofstructure;

• topsoil handling conditions;

• physical and physical-chemical corrections of topsoil;

• topping and thickness of topsoil on slope gradients;

• management of spaces and plantations.


• needs in terms of topsoil by typology of spaces (link section, interchange, rest or service area, restoration ofcommunication);

• surfaces and nature of flat unprepared soil and on slope on link section;

• agronomic analysis;

• structural stability of earth;

• settlement sensitivity;

• moisture condition of earth and handling conditions;• physical-chemical analysis with contents of organic material, pH, carbon/nitrogen ratio, etc.;

• chemical analysis (nitrogen, phosphorus, potassium, etc.);

• phytotoxicity test, particularly for agricultural soils;

• geometry of slopes, interchanges and restoration of communication;

• topsoil movement plan;

• special conditions for work, particularly the type of machinery to be used, in accordance with changes inclimate;

• the quality of earth extractions and depositing;

• fertilizing fillers during execution;

• management of landscape spaces (human and material resources, available credit, accessibility of spaces,safety, etc.).





B.4 .5 - Ex ec u t i o n ph as ing


Recommendations

DCE designEarthworks

• evaluation of needs in relation totopsoil (TV) by space typologies;• qualitative and quantitative study oftopsoils in place in terms of the 3categories of earth;• quantity of ordinary topsoil for rusticdevelopment;• average quantity of topsoil for restareas, interchanges, plantation ditch;• quantity of upper topsoil forroundabouts or urban areas;• movement plan for topsoil establishedduring the project studies stage or inspecific preliminary studies beforedrawing up the earthworks tenderdocuments [DCE];• earth storage and handling conditions;• with the manager, defineimplementation of the accesses requiredfor maintenance of ancillaries, but alsoduring the plantation stage.

• except in the case of lower slopes,topping is to be banned for gradients ≥ 1/1. With 3-D equipment, however,topsoil may be implemented;• topsoil may be used for low 3/2 slopesand for certain soil types. However,hydraulic spread replanting onunprepared soil is sufficient for 3/2slopes;• toppings on slopes with gentlergradients vary from 5 cm to 15 cm,depending on the type of vegetation;• attach the topsoil movement plan withthe earthworks DCE for information purposes;• add the specifications relating tohandling conditions to the particulartechnical specifications (CCTP) forearthworks;• make arrangements for access every 1or 2 km. Width will be at least 3m, and4 m on curves. Maximum slope will be50%.

Site preparation • availability of land requirements andtemporary and “final” deposit locations

(pending the landscaping DCE);• reminder of the conditions for earthhandling and ensuring its lasting quality(contractor’s proposal);• make arrangements for additionaltopsoil analyses within the context ofthe additional geotechnical studies bythe contractor.

• in the prices specification, clearlydefine the conditions for maintaining

the quality of earth and non-pollution ofearth;• compulsory provisions to be envisagedon land which is inaccessible before the project owner for the road takes up possession.

Execution • observance and monitoring of the procedures laid down in the topsoilmovement plan and the conditions forhandling;• temporary and final deposit in moist

areas or areas with surface runoff;• post-felling inspection plan for stocksand deposits of topsoil by categories.

• implementation of the variouscategories of earth appropriate for eachspace typology;• supervision to ensure the earth is notcontaminated;

• supervision of slopes, and creation ofditches if required;• cover and grass over erodable soilsand slopes as soon as possible;• sound definition of services in the prices specification.






For the landscaping DCE design stage, in order to select the best seeds and vegetation for each type ofunprepared soil and topsoil implemented, a specific study after the earthworks stage or when it is ongoing must be carried out to characterize the soils in place after work, and to estimate permeability and root development

potential in the soils.





B.5 - Cuts


Extraction and removal of soils and/or rocky materials in accordance with a pre-defined project geometry, foroptimum reutilization.

B.5 .2 - Tec hn i c a l r e fe renc e doc um en ts

• Regulation NF P 11-300 [45];

• Creation of embankments/fills and capping layers – technical guide - (GTR Technical Guide to Embankments& Fills) [10];

• Treatment of soils containing lime and/or hydraulic binders - technical guide - (GTS Guide to Treatment ofSoils) [13];

• Section 2 – General earthworks – General Technical Specifications (CCTG) [49];

• Guide to drafting the Particular Technical Specifications (CCTP) for earthworks [19];


• Road drainage – technical guide [21];• Weather conditions and earthworks - Recommendation - [17].


• design of the stability of slopes;

• observance of geometry (slopes), mainly for rocky materials;

• temporary and final drainage arrangements;

• conditions for phasing and method of operation;

• drainage phasing;

• sizes of blocks of material;

• sorting of mix and homogenization;

• design of the upper parts of earthworks (nature, drainage, etc.);

• observance of environmental commitments;

• appraisal and possible study of the risk of swelling in bottom section of cuts (decompression and effects ofwater);


• nature and condition of materials;

• land requirements;

• water tables and water ingresses;

• weather conditions;

• environmental problems;• longitudinal section (effects on drainage);

• earth movement.





B.5 .5 - Ex ec u t i on phas ing f o r c u t s


Recommendations

• definition of stresses for earthmovement;• verification of consistency betweenearth movements and phasingconstraints;• definition of final drainage andsewerage, and possibly the prior ortemporary drainage facility.

• on its quality assurance plan’sorganizational chart (SOPAQ), thecontractor must set out its proposal forearth moving in due observance of thestresses and methodologies foroperation of cut works.

• constraints relating to homogenizationand preparation of the materials

DCE design

• strategy for design and compensation

of site roads;• geometric characteristics and nature ofspecific devices and systems to ensurestability of slopes;• classification of the upper parts ofearthworks and subformation, and possible improvement of subformation(see singular points);• environmental constraints (thresholdsin terms of vibration, noise, dust);• maximum objective for sizes of blocksof materials;• validation sections (mining, wateringresses);

• strategy for compensation, particularlyfor transport of 1st and 2nd categorymaterials.

Site preparation • additional investigation;• validation and updating of studies;• clearance or disengagement of theland requirement by the project owner.

• verification of materials and validationof procedures for execution put forwardfor the quality assurance plan (PAQ).

• Calibration and verification.Preparation for execution

• for rocky cuts, definition of thecontents of the validation test.

• Validation test to be carried out oradapted in accordance with the size ofthe site. The objective of this test is to provide indications to the constructionmanager on the contractor’s ability toreach the level of quality required.






Recommendations

Execution • nature and condition of materials before and after production or treatmentstages;• adaptation of earth movement inaccordance with the materials actuallyfound and with weather conditions;• temporary drainage / sewerage;• geometric conformity of the workcarried out;• verification of conformity andfunctioning of final drainage andsewerage systems;• verification of conformity ofclassification of the upper parts of

earthworks-subformation;• possible adaptation of reinforcementsto stability of slopes.


Monitoring of stability and content of slopes (piezometric measurements, possible clinometrical measurements).





B.6 - Embankments & Fi l ls


Construction of general embankments/fills on terrain which is generally flat, using natural materials, height lowto average ≤ 15m, on a non-compressible support, including the upper part of the earthworks.

If the soil is compressible, see file “Embankment on compressible soil” in this chapter, and in the technicalguide “Study and construction of embankments/fills on compressible soils” [8].

B.6 .2 - Techn ica l re fe ren t ia l


• General Technical Specifications (CCTG), Section 2 General earthworks [49];


• Creation of embankments/fills and capping layers (GTR Technical Guide to Embankments & Fills) [10];

• Treatment of soils containing lime and/or hydraulic binders (GTS Guide to Treatment of Soils) [13];


• Road drainage – technical guide [21];• Weather conditions and earthworks - Recommendation - [17].


• designing a structure with materials and implementation in sufficient densification to ensure that afterconstruction there is no long term risk of significant deformation (swelling, settling, breaks in slope, etc.);

• designing the upper part of the earthworks with deformability characteristics compatible with the short andlong term objectives;

• designing a slope gradient (in the case of land requirement issues);

• observance of environmental commitments.


• land requirement (slope gradient, width of construction limits, wall, etc.);

• weather conditions (reutilization of materials, earth movement, trafficability, etc.);

• nature and condition of the bearing soil (height of the embankment, etc.);

• nature and condition of the materials (earth movement);

• height of the embankment (>10 m, 5 - 10 m, <5 m, built low on moist support);

• hydrology and hydrogeology of the site;

• environment (topsoil, grass sowing).





B.6 .5 - Ex ec u t i on p has ing f o r t he embank men t


Recommendations

Stripping Necessary if height < 3 m embankment.

Stump extraction Due observance of the rules of the art,otherwise there is a risk of settlementfor low to medium heights (rotting,

Preparation of the support

Compaction of support (if the support isnot deformable)

Necessary if the support is disorganized(stripping, stump extraction).

Support quality problem (in the sense ofdeformability) if height < 1 – 1.5 m

Treatment in situ, drainage and/orsubstitution.

Improvement of thesupport

The base of the embankment could beinvaded by water ingresses

Drainage materials at the base of theembankment, foot drainage inassociation with treatment for the baseof the embankment.

Earth movement and weather conditions (excluding heterogeneous embankment→ see singular points).

Nature and condition of the materials. Application of GTR Technical Guide toEmbankments & Fills and GTS Guide

Nature of the materials, Verification of adaptation to the

Compaction of edges of embankment, Definition of the method and quantities

Execution of the main bodyof the embankment

Temporary and final drainage/sewerage. Ridges + drainage channelsWater management during theconstruction works stage.

Protection Topsoil and/or grass sowing.

Water-sensitive coherent materials andsoils or rock materials from altered orshaley but fragmentable rock

• if height ≤ 5 m → p ≤ 2/3• if 5 ≤ height ≤ 10 m → p ≤ ½• if height > 10 m, no general rule – theslope must be defined by a stabilitystudy.

Non-water sensitive granular materialsof alluvial origin or rocky materialsfrom soft non-shaley rock.

• if height ≤ 5 m → p ≤ 1/1• if 5 ≤ height ≤ 10 m → p ≤ 2/3• if height > 10 m, no general rule – theslope must be defined by a stabilitystudy.

Embankment slope

Materials from hard unaltered rock. • •if height ≤ 5 m → p ≤ 1/1• if 5 ≤ h ≤ 10 m → p ≤ 1/1• if height > 10 m → p ≤ 2/3 with berm.

Execution of upper parts ofearthworks

Adaptation of materials to the bearingcapacity objective assigned to the upper parts of the earthworks.

Check whether the site materialsreserved in the earth movement couldsuit natural status or after treatment andover which thickness. If this is not thecase, a less ambitious objective must beenvisaged or a filler material must besought out.





Others • Earth mound barriers.• Deposits added to the embankment.

When these are added to theembankment, drainage must be arrangedfor the interface and collection ofsurface water.





B.7 – Externa l f i l le rs or bor rowi ngs


Cuts or fillers outside the land requirement of the main structure to palliate a quantitative or qualitative shortageof natural or industrial materials (class F, GTR Technical Guide to Embankments & Fills).





• Section 2 of General Technical Specifications


• District quarry diagram

• Impact studies

• Mining Code [51].


• Definition of qualitative and quantitative needs

• Transport means and routes

• Will natural deposits provide the required quantities of materials?

• Obtaining the required permits (issues relating to timelines and authorizations)


• nature, quality and quantity of materials;

• accesses;

• homogeneity of the natural deposit;• complexity of the natural deposit;

• borrowing distance to the areas to be filled in (conditioning the type of transport device);

• possibility of using classified facilities (extraction, washing, screening, storage);

• district quarry diagram;

• coordination of earth movements;

• environmental constraints (dust, etc.);

• mining;

• vibrations, water;

• redevelopment constraints on borrowing;

• timelines (in the sense that studies have to be launched well in advance – technical/administrative timelines);• morphology of the deposit (floodable sections, rain, etc.);

• property administration (temporary occupation, authorization by owner of site, negotiation of mineral rights);

• complexity of the deposit;

• borrowing distance to the areas for implementation (conditioning the type of transport device).





B.7 .5 - Ex ec u t i on phas ing f o r bo r ro w ing


Recommendations

DCE design • quality objectives;

• principles for operation of borrowing;• inventory of studies to beimplemented during the “site preparation” stage;• specifications in the application for permission to open a quarry;• specifications and design, if required,for accesses;• opinion of services;• definition of the operating constraints;• strategies for compensation(weighbridges, etc.);• specifications for redevelopment withthe timeline.

Ask the contractor to provide a method

for the operation of borrowing on itsquality assurance plan’s organizationalchart (SOPAQ).

Site preparation (2 - 3months at start of site, or 2 –3 months before execution)

• additional investigation;• validation and updating of studies;• observation of the condition oftransport routes.

Attention must be drawn to adaptation between the objectives and the means ofinvestigation (e.g.: depth ofinvestigation);Set investigation timelines inaccordance with the size of the site.

Preparation for execution • preparation or improvement ofaccesses if required;• validation of the process of productionof materials in such a way that it will beable to meet the objectives.

Execution of extraction and production

• nature and condition of materials before and after production or treatmentstages;• ensure permanent observance ofobligations in the order issued by thePréfet ;• final verification of the condition oftransport routes.


Ensure that all environmental commitments and commitments with regard to the owner of the site have beenobserved.





B.8 – Fina l deposi ts and ear th m ound barr iers


• use of natural cut materials, surplus materials and/or poor quality materials with geometric characteristicsimposed on:

- landscaping development,- development for noise protection,

- development of agricultural land.

• site waste (see the topic concerned);

• in certain cases filler materials may be used for certain earth mound barriers.




• General Technical Specifications (CCTG), section 2 – General earthworks [49];

• General Technical Specifications (CCTG), section 35 – Landscaping development [50];• Guide to drafting the Particular Technical Specifications (CCTP) for earthworks [19].


• in accordance with earth movement, investigation of areas which could take in surplus and/or poor qualitymaterials, defining geometry and volumes to guarantee stability and site integration without disturbing theflows;

• in the case of earth mound barriers or imposed landscaping mounds, mostly built using materials of lowerquality than those used for the main structure, ensure that the stability of the embankment built is compatiblewith the geometric characteristics imposed.

B.8 .4 - I n f l u en t i a l pa rame te rs• availability of land and access to it;

• geometry;

• topography;

• environmental constraints (Water Act, noise protection);

• flows;

• landscaping development and nature of the plantations;

• earth movement;

• hydrogeology of the deposit sites;

• nature, quality and quantity of materials;

• final destination of the deposit (redevelopment constraints);• regulations concerning waste dumps.





B.8 .5 - Ex ec u t i on p has ing o f a depos i t and an ear th m ound b a r r i e r


Recommendations

DCE design Estimate the volumes and nature of non-

reusable materials and surpluses, anddefine and locate their destination.

Define precisely the deposits and earth

mound barriers with imposed geometry, particularly in cases where the nature ofthe materials imposes specificconstraints (e.g. soft soil for evacuation:• plan with location of deposits to allowthe contractor to provide its price;• specify the volumes of deposits to becovered by the contractor;• ask the contractor to specify themethod it intends to use in order toimplement deposits on the qualityassurance plan’s organizational chart(SOPAQ);• the SOPAQ chart must contain thespecifications for redevelopment ofdeposits.

Site preparation Actual availability of land;Report on condition of transport routes.

Preparation for execution Preparation or improvement of accessesif required.Preparation of the possible stripping anddrainage/sewerage area.Validation of the method of execution proposed in the quality assurance plan.

Execution Verification of proper application of thedestinations set out in the DCE.Verification of the nature and properdestination of the materials.Observance of initial commitments forredevelopment, and final report oncondition of transport routes.





B.9 – Embankments & f i l l s on com press ib le so i l


Construction of embankments/fills on soils with a considerably deformability rating, low permeability and lowresistance.

The following are often found in these saturated or quasi-saturated soils, known as “compressible soils” or “softsoils”:

• peat;

• silt;

• soft clays;

• clayey or loose silt;

• loose sand;

• loess and some recent poorly compacted embankments/fills.


• Studies and construction of embankments/fills on compressible soils – technical guide [8].


• feasibility of the embankment in accordance with the characteristics of the soil and the height of theembankment;

• the overall stability of the embankment and surrounding structures;

• deformations caused by settlement of the compressible soil;

• parasite strains caused by surrounding structures (building, bridges, SNCF railway lines, pylons);

• limitation of long term differential settlement;

• disturbances in surface water flows (embankment on a low level in a floodable valley), but also in subsurface

water flows;• breakage of bearing soil during work or long term;

• embankment construction time;

• is an embankment the only solution? (bridge, viaduct).


• geotechnical investigation during the choice of passage area or areas in overview / background summarystudies;

• progressive investigation of the site and the soils from preliminary studies to the project studies stage;

• depth and thickness of the compressible soil;

• the height of the embankment;

• the width of the platform with respect to the final implementation width (wider land requirement);

• embankment construction technique;

• amplitude of deformations tolerated after implementation;

• the project’s environmental constraints;

• the project’s geometric constraints (ability to modify the longitudinal section after implementation);

• independence of road drainage with respect to deformations and settlements;

• order of work;

• time between the beginning of geotechnical investigation, actual work (construction in stages) andstabilization of the embankment (absence of any soil deformation?);

• availability of materials for temporary overloads or for stabilization bench terraces;

• the technical-economic study for solutions (cost of studies + cost of construction + cost of maintenance).

B.9 .5 - So lu t i ons adv oc a ted

The solutions advocated by the guide “Study and construction of embankments/fills on compressible soils” [8]





are set out in annexes 1 - 15 (page 38 of the guide), namely:

• construction in stages;

• lateral bench terraces;

• temporary overload;

• lightened embankments/fills;

• geosynthetic reinforcement;• substitution of poor soil;

• vertical drains;

• atmospheric consolidation;

• ballast columns;

• crushed ballast studs;

• mechanical injection;

• jet-fashioned soil-cement mortar columns;

• soil columns treated with lime or cement;

• embankments/fills on rigid inclusions;

• electro-osmosis.





B.9 .6 - Ex ec u t i o n ph as ing


Recommendations

DCE design

Earthworks

• the construction manager’s schedule

of project studies and additional studiesto the contractor’s account;• details of the methods of execution;• summary of settlement effects;• precise description of the technicalsolution;• definition of the means of execution(monitoring equipment, supervision ofwork, etc.);• the ad hoc sewerage facility;• quality and scope of the contractortechnician in charge of work (acomponent of the quality assurance plan’s organizational chart [SOPAQ]);• compatibility of timelines with general planning of the operation;• envisaged duration of the variousstages of earthworks and any preloading;• quality of the geotechnicalengineering firm approved by thecontractor;• halt points and possible critical pointsrequired for external checking (article5.5 page 73 of the November 2000technical guide).

• the first three points opposite arise

from evaluation of sizing studies, andmust be integrated in the quality master plan (ESDQ) drawn up after the DCEand before the call for tender;• attach the full geotechnical reportswith all the results, and state justification for the structures;• full precision with regard to all thetechnical requirements of the ParticularTechnical Specifications (CCTP), andverification that the prices specificationfits articles in the CCTP with theserequirements and the required quality;• the sewerage facility must be able tofunction despite any deformations, and be accessible for the purposes ofmodification and adaptation;• beyond the classic requirementsdemanded in the quality assurance plan’s organizat ional chart (SOPAQ),the chart must consist mainly of the points opposite.(there must be a reminder of these itemsin the tendering regulations/SOPAQ,and especially in the judgment criteria ifthe construction manager requires this).

Site preparation • inventory, particularly of existingstructures (buildings, networks, etc.);• the topographical reference system:• the condition of the soil beforeloading;• instrumentation for the site /monitoring;• direct restitution by the constructionmanager of the content of studies for thecontractor;• precision of procedures for executionand halt points through the qualityassurance plan;• the means implemented, and timelines;

• quality and scope of the personresponsible for the site in thecontractor’s company.

•this “zero” inventory will help us judgethe extent of any subsequent damagescaused by the site;• this topographical reference must belocated outside the area sensitive todeformations, or constitute a specialstable structure (pile anchored in thesubstratum, laying of settlementgauges);• reminder of interruption stages formeasurements and switchgear;• the quality report (SDQ) drawn up bythe construction manager at the end ofthe preparation period constitutes an

essential factor in relation to approvalof work quality.






Recommendations

• proper application of the quality

procedure in reference to the qualityreport [SDQ] and the quality assurance plan;

• a uniform gradient for the • the maximum discrepancy authorized

• validation of studies and calculationsof sizing with respect to reports on

• these volumes are calculated fromchecks on measurement of settlements;

• the volumes of materials implemented;• technical adaptation in view ofmeasurable evolutions tending to makethe structure unstable;

• observation of timelines forconsolidation;

• the attention of the contractor must befully drawn to these timeline issues -they must be quantified if possible, and prices must take account of reasonable

• continuity of the drainage base; • the effectiveness of this layer must beguaranteed, as must the flow of waterupstream, avoiding construction of

Execution

• proper functioning of the temporary

drainage/sewerage systems;• implementation of side ditches andtheir slope.

• implementation too close to the foot of

the embankment or a bench terrace canharm the stability of the structure;Likewise, too faint a slope may bemodified by settlements and create awater trap.


Monitoring basically concerns settlements and measurement of interstitial pressure levels, and so the settlementgauges and other instrumentation on site must be kept in a good state of repair. Likewise the leveling indicatorsand reference posts will be kept in good condition.

In due consideration of residual settlement, monitoring of the proper functioning of the road platform’s drainageand sewerage system will be implemented.

The attention of the manager of the road network will be drawn to probable activity to recharge the flexible pavement (no rigid structure and capping layer treated with hydraulic binders) after deformations inherent toresidual settlement or in order to start work on larger projects.

Materials making up the embankments/fills and the upper parts of earthworks may, however, be improved bylime treatment if required.





B.10 – Blast i ng ear th wor ks

B.10 .1 - Area conc erned

Blasting earthworks are works carried out in the open air with rocky materials, where materials can no longer beextracted by scraping work.

This technique is used:

• to extract cut materials for subsequent use in riprap embankments or, after crushing and screening, on thecapping layer or the roadway itself;

• to ensure proper geometry and landscaping for the slopes of rocky cuts.


• Blasting earthworks in roadwork sites [11];

• Guide to drafting the Particular Technical Specifications (CCTP) for earthworks [19].

B.10 .3 - I ssues invo lved

Well before the DCE stage, earthworks in blasting rock require specific additional classic investigation studies, particularly in relation to:

• configuration of rocky formations encountered on the project alignment;

• tectonics affecting the rock mass (faults, discontinuities, folds, fractures);

• the physical and mechanical characteristics of rocks to be quarried (petrographic identification, strength,abrasiveness, alteration);

• hydrogeology (hydraulic load, permeability prior to work).

Following overview / background summary [APS] and project studies investigations, all these factors requireessential in-depth studies without which it is impossible to arrange a realistic study of the method of extractionor quarrying, properly evaluate the costs of earthworks, draw up a good DCE, protect the environment and thedurability of existing structures located at critical distances, depending on the type of structure.

B.10 .4 - In f luen t ia l parameters

• a basic geotechnical study considering a rocky medium;

• a specific additional study in relation to the structure and nature of the rocky mass to be extracted;

• the presence of water in the medium;

• mode of extraction (quarrying in large or small masses, blasting holes for purging, construction of trenches orexcavations of structures);

• reutilization on embankments/fills, capping layer, road or riprap (sizes of blocks of materials);

• geometry of rocky slopes (make profiles which are too technical natural – land requirement);

• stability of remaining block (no “rear effect”);

• sensitivity of structures located in critical areas;• initial inventory of built structures;

• thresholds in relation to particular speeds and frequencies;

• planned and actual blasting patterns;

• test blasting;

• problem of projections (work in urban areas in particular);

• quality and competence of the contractor and the mining team.





B.10.5 - Ex ec u t i on phas ing


Recommendations

• the full geotechnical report • this report must be attached for

information purposes, to allow thecontractor to choose the blastingextraction method freely, in accordancewith the nature of the materials

• classification of the materials to becleared in one or more zones inaccordance with extraction difficulty

• granularity of the materials to beextracted in accordance with theirreutilization

• the sizes of blocks of materials must be adapted to prevent the deposit oflarge blocks (waste). Thus there must beno compensation for block reduction(this must be included in the price of

blasting cuts)

• environmental constraints (vibrations,noise, projections)•inventory of structures andestablishment of thresholds

• provision of information to residentsand mayors• set out in the Particular TechnicalSpecifications (CCTP) and the BP prices specification and all ongoingcases a specific maximum speed ofaround 5 mm/s over a frequency rangeof 2 – 6 Hz• arrangements for vibration checking ofstructures on each blast, and post-blastchecks to ensure that the thresholdshave not been breached

• the Particular Technical Specifications(CCTP) and the BP prices specificationmust envisage the use of anti-projectionfacilities (grilles, bales of straw,geotextiles or metal shields (in urbanareas).

• landscape integration of rocky slopes • consideration of safety during theexecution stage, but also during theoperational stage. Land requirementsmust be adapted to monitoring,maintenance and the needs ofintegration. Incidence of the “rear

”

DCE design

• competence of the contractor or thesubcontractor

• the rules for tendering must requirethat the contractor or the subcontractor(fully approved) set out their experiencein the quality assurance plan’sorganizational chart (SOPAQ). Thesubcontracting contract must beforthcoming, and also the references ofthe mining team, mining methods andmeasures taken to protect localresidents.






Recommendations

• the quality assurance plan

• envisaged blasting pattern

This must include the following:

• the geometric characteristics for boring;• nature, quantities and distribution ofexplosives in each hole ;• nature of the devices;• starting sequence;• exhaustive list of constraints.

• initial condition of the structures • the contractor must draw up a jointreport with a witness, an official or anexpert, and an inventory of all thestructures located in critical zones(inventory of existing fissures, separatecladdings, settlements, etc.).

• the Special Plan for Protection ofHealth and Safety (PPSPS)

• proper definition of conditions inrelation to mining operations

Site preparation

• observance of regulations with respectto authorization for use of explosivesand conditioning for use of explosives

• the construction manager must obtaina copy of the official documents, andadd in the employees covered by thePréfet ’s authorizations

• test blasting (validation) for correctdefinition of the vibrationcharacteristics

• verification of the exactness of theconditions of the planned blasting pattern, showing whether the thresholds

have or have not been obtained;• care must be taken with surface waves- these can be harmful, even at aconsiderable distance from blasting(atypical vibrations).

• the actual blasting pattern • the construction manager will onlyauthorize blasting if the detailed blasting pattern has included all the

• structural damage to buildings or otherstructures

• proper identification of the origin ofthe phenomena, justifying complaints(vibrations transmitted through the soil

or the atmosphere);• carefully study all the vibrationchecks, and redefine a blasting pattern

• quality of the rocky landscape slope • check absence of parasite fissure

• granularity of the materials extracted • check that Dmax is compatible with

Execution

• the document for subsequent work onstructures (DIUO) and maintenance ofthe rocky slope

B.10.6 - Mon i t o r i ng t o be c a r r i ed ou tMonitoring of the stability of slopes.





B.11 – Waste and by-pro duct s


This concerns the planning of site waste management in accordance with the law of 13 July 1992 governingwaste disposal, recovery of materials and classified facilities for protection of the environment.

Waste from earthworks is normally inert homogenous waste, unless it is from polluted soil or specific productssuch as pipes, posts, metals, bitumen products, tar, vegetation, etc.

It also concerns the use of industrial waste and by-products such as the use of blast furnace slag, black bat,quarry and mining waste, incinerator ash from domestic refuse (M IOM), demolition material, plastics, used tires,steel slag, foundry sand, lime slurry, sludge from purification units, etc.


Main legislative and regulatory references

Law No. 75-633 of 15 July 1975 on disposal of waste and recovery of materials.

Law No. 76-663 of 19 July 1976 on classified facilities for protection of the environment.Law No. 92-646 of 13 July 1992 completing and modifying these two laws.

Law No. 95-101 of 2 February 1995 (the Barnier Law) on increased protection for the environment.

European Directive 75/442/CEE modified by directives 91/156/CEE and 96/350/CE.

Environmental Code, book V, title IV on disposal of waste and recovery of materials.

Environmental Code, book V, title I on classified facilities for protection of the environment and Ministry ofinfrastructure, transport and housing, 15 February 2000, in relation to planning for waste from building sites and public works.

Circular from the Ministry for development of territory and the environment on the implementation of district plans for disposal of household and assimilated waste, 28 April 1998.

Circular from the Ministry for development of territory and the environment and the Ministry of infrastructure,transport and housing on management of waste from the state highway network, 18 June 2001.

Decree No. 94-609 of 13 July 1994 on non-household packaging waste.

European Directive 1999/31/CE, council meeting of 26 April 1999, on waste discharging.

Decree No. 97-517 of 15 May 1997 on the classification of hazardous waste.

Decision by the Commission on 16 January 2001 on the European waste list.

CCTG General Technical Specification sections No. 2, No. 25, No. 27 and No. 35.

Methodological references (guides and recommendations, monographs, study reports)

• Management of waste from road construction and operation [15];• Repeated heat treatment of bituminous materials [16];

• Guide to building site waste. Coll.: Knowledge for action [59];

• Site and building waste. Guide to professional building usage [29];

• TRIVALOR, PODDEVIN, L. (1998). Environmental Research and Development Program. Challengesin relation to waste management by motorway concession companies. ASFA;

• Site surpluses and by-products, proposals and solutions (FNTP) [63];

• Regional guides to reutilization of waste and non-conventional materials (Ile-de-France, Normandie, Nord, Pas-de-Calais, etc.).






Waste recycling and upgrading have been applicable since 1 July 2002, and only end waste is accepted atstorage facilities as per the law of 13 July 1992.

Waste upgrading ensures savings in natural resources by limiting their extraction, and thus relatedenvironmental issues (upgrading of metal slag waste in the Nord district, coal as hand incinerator ash from

domestic refuse).

For waste to be upgraded, a genuine construction product must be created with precise characteristics andobvious interest for use.

The obligations of the regulations are as follows:• as of 1 July 2002, compulsory upgrading of waste with the exception of final waste and access to technicallandfill centers (CET) for these final waste products only;

• responsibility of the project owner, producers and handlers of waste for implementation of an ecologicallysatisfactory solution to dispose of waste;

• limitation of waste in terms of transportation and volume.

Activities forbidden by regulations:

• burning waste in the open air;

• abandoning or burying waste in areas not controlled by the authorities;

• placing non-inert waste in class 3 landfill centers (1) ;

• leaving special waste on site or placing it in skips not intended for this purpose.

Correctional sanctions for infringements of this law range from 305 Ä to 76225 Ä in fines and/or prisonsentences of between 2 months and 2 years.


The influential parameters are mainly set by laws and regulations.

Waste is the term used for any residual material from a process of production, transformation or utilization, andalso any substance, material, product or, more generally, any item which has been abandoned or whoseproducer intends to abandon it.

The following distinctions are made:

1. Inert waste

According to the ADEME environmental and energy agency, inert waste is waste which will not undergo physical/chemical change over time.

2. End waste

This is waste which cannot be processing in current technical and economic conditions, particularly byextraction of the upgradeable component, or by reducing its pollutant or hazardous nature.

With respect to roads, classification of waste allows us to determine its destination in accordance with its potential environmental nuisance or pollution.

The negative effects of waste dumping must therefore be eliminated or reduced to prevent:

• pollution of surface water and subsurface water;

• greenhouse effect;

• chemical and biological hazards in relation to animal and human health for the entire duration of the wastedump.

1 End waste is to be stored in accordance with its nature at technical landfill centers (CET):- class 1 for special industrial waste (DIS)

- class 2 for household or similar waste (DMA)

- class 3 for inert general industrial waste (DIB)






There must be full knowledge of by-products and waste prior to use in earthworks. The technical guides providegeneral descriptions of waste. Detailed studies at labs and experimental sites may be carried out to define therequirements for each type of use envisaged.

These requirements relate to mechanical characteristics (mechanical performances, durability, etc.) in

connection with possible pollution and also to the conditions of use.





Disposal of waste (upgrading first, and then storage) must be taken into consideration explicitly in contracts.

The contracts must encourage each agent to work towards upgrading or the most economic solutions overall, indue observance of legislation and regulations, for disposal of the waste they produce.

For earthwork companies, excess materials may be considered as waste, or inert waste. However, where thecontract stipulates reutilization of all materials on the site land requirement, no waste exists.

On the other hand, excess material taken off the site land requirement may be considered as waste.

The notion of waste emerges as soon as the contractor intends to dispose of it.


Recommendations

Studies of earth movements. • maintaining a balance between cutsand embankments/fills;• defining a schedule forimplementation of selective sorting,upgrading objectives, technical, humanand financial means.

Waste upgrading potential. • proximity of upgrading centers,sorting centers, recycling units, storagecenters, incineration centers inaccordance with district plans for wastedisposal;• conditions for waste acceptance atthese centers (sorted waste, volumes ofwaste, etc.).

Waste disposal procedures. Study of compatibility of the strategychosen with district plans for waste

DCE design

Definition and choice of an appropriatesorting strategy. • identification of waste (nature,volume);• procedures for disposal and estimationof costs;• preferential routing plans.Environmental stipulations includingwaste management and definition of thefinancial means provided will be addedto the technical specifications.These stipulations will allow thecontractor to draw up the organizationalchart for waste disposal management(SOGED) for inclusion in the tender.

Appointment of a person in charge ofall waste procedures.

Site workers must be made aware ofenvironmental concerns.The issues of waste and/or reutilization(sorting, recycling, traceability andhuman and material means) must bedeveloped through the environmental protection plan (PAE).

Site preparation

Implementation of measures to preventwaste production.

The entity creating waste or by-productsused in earthworks must use a technicallisting to set out the characteristics ofhis product, and this forms part of thecontract. He must also use a suitablequality procedure to ensure conformity

of delivery of this technical documentvis-à-vis the construction manager.






Recommendations

Site preparation Geotechnical, environmental and

economic aspects.

In due consideration of the considerable

variability of waste and by-products,only a quality procedure including allstages of the creation of such productscan produce quality assurance. This procedure must form part of the qualityassurance plan (PAE).

Preparation for execution The use of waste and by-products inconstruction.

Validation sections and conformitytesting must be drawn up if these arerequired.

Observance of stipulations in the DCE. The supplier is responsible for theconformity of waste or by-products. The

construction manager must ensureconformity. On site, checks by theconstruction manager must includeobservance of quality assurance.

For certain types of waste, a directlogistics flow will be required with nointermediate storage (e.g.: incinerator

Recycling of materials. Recycling of natural minerals,demolition materials (concrete, bituminous concrete, etc.) at fixed ormobile recycling units will have

economic consequences on

Composting or recovery of energy from

Checks must be carried out prior toreutilization of organic matter.Verification of geotechnical

Execution

Excess materials from cuts (earth andminerals) will be used in situ and on thesite land requirements for qualitativedevelopment work (landscaping models,

treatment of surplus land).

B.11.6 - Mon i t o r i ng t o be c a r r i ed ou t

For the purposes of feedback on the action taken, the following are necessary:

• check on waste management by implementation of traceability facilities;

• implementation of performance indicators (quantities collected, sorted, refuse recorded at the sorting center,economic evaluation) to monitor the schedule and make corrections geared towards improvement.







All these facilities may be located in interfaces with miscellaneous equipment:

• the drainage system with water slides, structure piles, gantry feet, civil engineering on the Emergency Calls Network;

• crossing of the Emergency Calls Network.

Moreover, the civil engineering works for the Emergency Calls Network or the construction of platform

sewerage and drainage works (drainage channel, etc.) must not under any circumstances constitute an obstacleto water flows or act as a “parallel drainage system”. Certain specific facilities may be required, such asdrainage trenches towards the slope, or transversal drains. In all cases, care must be taken to ensure this does notconstitute a screen to water flow by transversal installation of a less permeable material.


• relief;

• geotechnical features, nature, condition and thickness of geotechnical layers;

• hydrogeology / piezometric characteristics;

• meteorological conditions;

• execution method and procedure;

• sizing and hydraulic capacity of the structures;• constraints in terms of maintenance and operation;

• performance of platforms;

• erodability of soils;

• characteristics of drainage materials;

• thickness of the drainage layer;

• flow to be removed;

• collectors and outlets;

• characteristics of outlets from the quantitative viewpoint (evacuation flow) and from the qualitative viewpoint(sensitivity / vulnerability).

Drainage system during the construction stage







Recommendations

Identification, location and

quantification:- water tables;- slope instability problems.

On the basis of geotechnical and

hydrogeological studies.

For each type of earthwork structure(cut, embankment, upper parts ofearthworks, etc.).

See the appropriate chapter.

Technical specifications in relation tosupplies (drainage material, geotextiles,

Weather conditions See the appropriate chapter.

DCE design

Prefectoral order for authorization inrelation to water policing. Draw up a contract for this.

Site preparation • organization of collection ofmeteorological data;• nature and origin of materials(drainage material, geotextiles, drains).

Preparation for execution • Validation of materials and of procedures for execution;• Verification of technical interfaces.

Execution Protective measures and systems to be provided:

- platform adjustments;- temporary drainage;- temporary facilities (ridges, etc.);- outlet facilities.Definition of temporary drainage.Verification of conformity andfunctioning of temporary drainage.Possible adaptation of thereinforcements for stability of theslopes.Permanent observance of the Prefectoralorder for authorization in relation towater policing.

Administration and handling of exteriorwaste (quantitative and qualitative).

B.12.6 - Mon i t o r i ng t o be c a r r i ed ou t

• ensure that all environmental commitments are met;

• ensure administration of waste downstream towards third parties to prevent claims (Rural Code);

• ensure proper functioning and cleaning of the network, also during the operational stage.





B.13 - Cappi ng l ayer


Execution of the capping layer, with the characteristics required for the level of road support platform approved,with site materials, borrowings or exterior fillers used as-is or adapted for use.



• General Technical Specifications (CCTG), section 2 [49];




• Design and sizing of road structures [7];

• Catalog of type structures for new roadways [1];


• Road drainage – Technical Guide [21];• Weather conditions and earthworks - Recommendation [17];

• Regulations NF P 94-102-1, NF P 94-102-2 [47] [48].


Design and sizing of a transition structure between the earthworks and the road which, for a given upper part ofearthworks or of a subformation, will produce the mechanical, geometric, hydraulic and thermal characteristicstaken as hypotheses in the design of the road.

This structure must simultaneously provide a response to short term objectives in relation to the road’sexecution stage (site traffic, for example), and long term objectives in relation to the period of operation.


• classification of the upper parts of earthworks or subformation and frost-sensitivity of the constituentmaterials;

• hydrology and hydrogeology on site (drainage, etc.);

• nature and condition of materials envisaged in the technical and economic plan to create the capping layer, indue consideration of the possibilities of the site, possible borrowings and local resources;

• envisaged meteorological conditions, depending on time of construction;

• execution phasing of the upper parts of earthworks, the capping layer and the road;

• site traffic (supply of road materials). The combination of the upper parts of earthworks with the capping layer[PST-CDF] must be designed to meet the requirements of site traffic;

• reference frost index IR (adaptation to the capping layer);

• environmental constraints (dust, subsurface water, etc.).





B.13.5 - Ex ec u t i on phas ing f o r a c app ing l ay e r


Recommendations

Site preparation • validation of studies;

• creation of an actual-scale test site ifrequired;• administrative procedures (classifiedfacility).

Preparation for execution • verification of materials and of procedures for execution;• possible execution and definition ofthe contents of the validation test.

• calibration and verification;

• validation test to be carried out oradapted in accordance with the size ofthe site. The objective of this test is to provide indications to the constructionmanager on the contractor’s ability toreach the level of quality required.

• nature and condition of materials before and after production or treatmentstages;• verification of the various stages oftreatment;• compaction;• surface protection;• feasibility of execution in accordancewith meteorological conditions;• set out the risks vis-à-vis statisticaldata relating to frost;• reflections on reception criteria and procedures;

see GTR Technical Guide toEmbankments & Fills section Ichapter 3 and section II Annex 3

see GTS Guide to Treatment ofSoils part C and annexes

Execution

• reflections on conditions forenactment of circulation.

Meteorological statistics.

see sections 2 and 3 of this guide.





C – Special structures and particular points

C.1 – Embankments & f i l ls next to s t ru ctur es

C.1.1 - Area con cerned

• embankment behind an abutment;

• embankment next to a retaining wall;

• embankment around a metal or concrete duct (excluding reinforced earth structures).

C.1.2 – Refe rence docu ment s


• Embankment work on trenches and road reworking [12];

• Ordinary technical clauses concerning metal ducts [22];

• Retaining walls [23];

• Conduits – Setra Information Note No. 12.

C.1 .3 - I ssues invo lved

The materials used must not cause large amounts of dust around the structure ==> restriction in terms of thenatures of materials which may be used.

The embankment to be constructed is small, and this creates implementation difficulties ==> the materials to bechosen must be easily compacted or specific techniques must be used (hydraulic filling, or packing in the caseof embankments/fills to run ducts, for example).

Mechanical, chemical, electrochemical and biological corrosion must be considered when materials are next to ametal or reinforced concrete structure (see guide for metal ducts, for example).

For embankments/fills next to duct arches, the material will be in abutment, and so the modulus must be sufficient(for example, EV2 > 40 MPa).

C.1 .4 - So lu t i on s no rm a l l y rec omm ended

In general, to provide an overall response to the various particularities described above, gravel must not be used.

The DCE thus accepts materials classed B3 or D2 which have little sensitivity to water or none at all, and havegood internal friction (ϕ‘> or =35°) and a good pressure meter modulus (E = 20,000 – 40,000 kPa).

Other materials may also be used depending on site cases: sandy materials classed B1, B2 or D1.

In this case, the characteristics to be taken into consideration for the contents of the structure are lower: ϕ‘ = 33- 35°, E = 10,000 – 20,000 kPa.





Where water may enter the structure through joints, the use of very fine scour-sensitive and erosion-sensitivesand must be avoided, unless particular stipulations are drawn up for the structure.

Materials sensitive to water, sand or gravel containing shaley fines and fine soil are to be excluded on principle,unless appropriate preliminary treatment is carried out.

This is the case of fine soils low to average A1 to A2 with plasticity rating that are treated with quicklime In

such cases, impose a minimum proportion of CaO (usually 2%), grinding mixture 0/20 mm minimum or B2, B4and B5 soils treated with cement or a hydraulic binder for roads (LHR) (usually at least 3%).

However, hydraulic binder or cement solutions often eventually lead to the creation of a rigid block, and soconsideration must be taken of the following precautionary measures:

• verification that the embankment support has a low deformity potential;

• make arrangements for a rigidity transition zone in relation to the general embankment.

C.1 .5 - Imp lementa t ion

As a general rule, compaction conditions should be imposed in accordance with the GTR Technical Guide toEmbankments & Fills compaction tables [10] and the trench embankment construction guide (GTT TechnicalGuide to Earthworks) [12].

Specific precautions, however, must be taken in the area immediately around the structure.

The construction stipulations in Sétra guide for reinforced or cantilever retaining walls will be used, and themain provisions are set out below:

Vibrating rollers classed below VM3 must be used parallel to the wall at minimum distance d > (0.5 + H/10) inmeters, with H the total height of the wall.

Vibrating rollers classed above or equal to VM3 and heavy tires must be used at a distance which means they donot exert any influence on the structure within the limits of Coulomb’s corner (calculations to be carried out bytaking the slide plane angle with horizontal plane = π / 4 + ϕ / 2), but restricting this minimum distance to 2meters (see figure 11).

Compaction in the immediate surroundings of the structure will then be carried out by small vibrating rollerunits, vibration plates or tamping machines, the use of which will be as per the GTR Technical Guide toEmbankments & Fills or, for certain structures, by hydraulic filling, requiring the use of materials with nocomponents larger than 50 mm.

C.1.6 – Spec ia l sy s tems

Where water can percolate into the embankment, and in the case of water tables, it is advisable to use a drainagesystem to prevent hydrostatic pressure on the structure and water flows around joints.

In both cases, depending on the type of structure, drainage facilities must be envisaged (see Sétra guides forducts and for retaining structures) [22] [23].

Figure 11Zone de compactage interdite aux compacteurs lourds Compaction area not to be used by heavy rollers





C.2 – Development o f cut /embankment bou ndar ies


cut/embankment passage area on the project’s longitudinal section

cut/embankment passage area on the project’s cross section

C.2.2 – Refe rence docu ment s

• General Technical Specifications (CCTG) section 2: general earthworks [49];

• Regulation NF P 11-301 (12-94) [46];

• Organization of quality assurance in earthworks [9];

• Catalog of type structures for new roadways [1];

• Technical guide to soil treatment [13].

C.2.3 - I ssues in vo l vedTo ensure continuity of the bearing capacity of the “earthworks” subformation.

To ensure drainage in the facility as executed.

To prevent runoff water in the final infrastructure from stagnating and weakening the facility as executed.

To ensure connection caused by coarse topographical discontinuity (example of an embankment/cut trajectoryon a cliff).

The objective of development of the cut/embankment boundary is to break free of the geological layer beneaththe topsoil, whose bearing capacity is insufficient for the capping layer and pavement courses.

When there is a considerable slope on the natural ground, the trajectory from cut to embankment is covered in afew meters.

The facility can therefore be provided for over this distance.

When the slope on the natural ground is largely similar to that of the longitudinal section, the capping layer + pavement courses block rests on terrain which is generally mediocre (underneath a humus layer).

Development of the trajectory from cut to embankment must therefore be executed over dozens of meters(several sections) to ensure continuity at the bottom of the cut for the bearing capacity of the embankment’ssubformation.

It is therefore much more difficult to treat this zone since the slope of the natural ground will be similar to thatof the longitudinal section.

C.2 .4 – Rec ommended s o l u t i on

The solution normally adopted, if the material encountered cannot provide a bearing capacity equivalent to thatof the subformation of the embankment and adjacent cut, is to replace it with materials at least equivalent tothose implemented on the embankment.

The thickness of this substitution must produce the bearing capacity of the earthworks subformation set out inthe Particular Technical Specifications (CCTP).

In accordance with the underlying soil encountered, the thickness of this substitution may be:

• zero (compaction of the natural ground stripped or treated);

• limited to the upper parts of the earthworks;

• increased, so that the upper section + purge embankment couple reaches the bearing capacity set out in theParticular Technical Specifications (CCTP).

C.2 .5 – Dev e lopmen t o f a c u t / embank men t bound a ry i n t he p ro j ec t ' s c r os s s ec t i o n

The solution in this case is identical to the longitudinal section.





Construction stipulations

Length of development of the cut/embankment boundary:

The choice of length depends on:

• the bearing capacity of the geological layer under the topsoil;

• the difference in the gradient between the natural ground and the longitudinal section.

Development may thus be carried out over one section or several.

Execution methodologies

Subs t i tu t ion o f mater ia l s iden t ica l to those on the upper par t s o f the ear thworks on

the ad jacent embankment

This solution is applicable when there are no drainage problems involved with the substitution.

Subs t i tu t ion o f mater ia l s wh ich are no t wa ter - s ens i t i ve

This solution is necessary when drainage problems are encountered, where gravitational flow requires a specificstudy.

Here this substitution will be associated with a special drainage system to take away water ingresses at theconstruction and operation stages.

The method used will be implementation of chevron drainage trenches, where the outlet will be the collector atthe foot of the cut slope, and the ditch at the foot of the embankment slope.

The materials used, for example, will be D2 or D3, either from the site or external quarries.

Subs t i tu t ion o f t r ea ted mater ia l s

When the cuts do not contain materials classified D2 and D3 and the cost of supplies from external quarries is prohibitive, it is possible to treat the materials in situ or replace them with materials which have been renderednon-sensitive by treatment with air-slaked lime or hydraulic binders.

There are some useful references in the technical guide “treatment of soils” [13].

Special drainage may be called for if there is a sporadic risk of water penetrating beneath the subformation.

If water ingresses are generalized, the preferential choice will be granular substitution materials.

Trea tmen t o f mater ia l s in s i tu w i th no subs t i tu t ion

When the quality of the materials in place augurs good results after treatment with air-slaked lime or hydraulic binders, substitution is of no use, and we can merely treat the cut/embankment trajectory over one or two layers,depending on the desired result.

Choos ing the th icknes s o f the subs t i tu t ion

This will be adapted in accordance with the class of the earthworks subformation (AR1 to AR4) set out in theParticular Technical Specifications (CCTP).

In generally, the thickness of this substitution is set at 1 meter, relying on the quality of the materials to obtainthe required performances.

Tra jec tory o f a cu t / embankment th rough or a long a ver t i ca l wa l l ( case o f the c l i f f )

This is a special case, focusing particularly on the quality of the connection between the embankment and thecut, and less so on the road bearing soil, if the problem has been solved in the preceding stage.

Here, we will refer to the recommendations in “Embankment on a slope”, taking due note of the fact that thewidth and length of the keyways are essential to attenuation or even elimination of differential settlements between the two structures.

In the event of any doubts as to the final result or simply due to precaution, in difficult situations reinforcementshould be planned for surface structures (upper part of earthworks, capping layer) by using, for example, layersof geotextile that provide reinforcement, and a suitable road structure that allows repair or reinforcementwithout excessive related requirements or constraints.





C.3 – Compact i on of embankment edges

C.3 .1 – A rea o f app l i c a t i on

The edges of embankments/fills.

C.3.2 - Re fe rence docu ments

Creation of embankments/fills and capping layers (GTR Technical Guide to Embankments & Fills) [10].

C.3.3 - I ssues in vo l ved

A non-compacted slope can be unstable (risk of peeling, etc.), and a classic compacting is not possible, sincecompacting units have difficulty negotiating safe access on the edges of embankments/fills.

C.3 .4 – Rec omm ended s o l u t i on – adv an tages /d i s adv an tages

One of the following two methods is generally used to compact the edges of the embankment:

The excess embankment methodImplementation of extra width means the compactor is not obliged to make its approach from the edge of theembankment (see figure 12).

The extra width of materials added to the embankment is around 1 meter beyond the final gauge, which meansthat about 0.60 m of extra material has to be removed subsequently on the slope for a gradient of 3/2.

Use of a reverse gradient (transverse W profile)(see figure 13)

This method involves the creation of a reverse gradient on the edge of the embankment which is the width of theleveler blade. The gradient is around 4%.

The reverse gradient is not enough in itself to allow the compactor to compact the ground up to the edge of the

embankment, and so a small extra width of 0.50 m is required. This represents a thickness of 0.30 m of materialto be removed from the slope.

The advantage of this method is that it minimizes runoff erosion on the slope.

The main disadvantage of this method is drainage, which must always be arranged in the case of gentlelongitudinal gradients to prevent any risk of water penetrating the embankment. At the end of the day, theembankment will be bled to direct water down to temporary drainage channels that are provided as theearthworks progress.

Figure 12 Figure 13: General embankment profile

Figure 12 Figure 13Remblai EmbankmentEnviron 0,60m pour une pentede 3/2

Approx. 0.60 m for a 3/2gradient

Demi-profile Half-profile

Pente d’environ 4% Gradient around 4% Largeur de lame Width of bladeSur-largeur de matériaux àenlever du talus

Excess width of materials to be removed f rom slope

Environ 0,30mEnviron 0,50m

Approx. 0.30 mApprox. 0.50 m

Environ 1 m Approx. 1 m Demi-largeur finale de la plate-forme

Final half-width of platform





Formation of the slope – Removal of excess materials

Excess materials are removed when this does not pose any risk of disorganizing the slope (rockyembankments/fills).

These materials must be removed from the structure either as it is being built or when the embankment has beencompleted.

Water-sensitive soils may be reused on the embankment if their moisture condition allows.

A hydraulic shovel is traditionally used to dig up the slope along the surface of the embankment, in sections of between 3 and 5 meters in height, in accordance with the characteristics of the shovel.

This operation will require experienced employees capable of forming the final profile (with no need foradditional operations).

Care will be taken to leave part of the excess embankment in place at the top of each section, with a 2/3gradient, when the materials are removed.

The following layers will draw support from this buttress remaining in position, allowing the extra widthimposed for the upper section to be respected.

C.3.5 - Mode o f execu t ion

It will be observed that telescopic shovels, Gradalls or bulldozers can remove excess material for a greaterembankment height (see figure 14).

C.3 .6 – Chec k s and imp lemen ta t i on

Checks on compacting will be carried out using:

• the overall e-Q/S method, with some additional isolated measurements (gamma densitometer, penetrodensitograph) to ensure low density dispersion in the cross section;

• direct density measurements (gamma densitometer) or indirect density measurements(penetrodensitograph) in sufficient numbers to allow reliable references to be established.

A check will also be run for the extra widths, and for the reverse gradient in the second method. A check will bemade to ensure that the compactor has conducted the sweep properly, particularly on the approach to the edgesof the embankment.

C.3.7 - Remarks

Particular attention must be paid to the risk of smoothing of slopes by machines equipped with blades. Smoothsurfaces can cause difficulties subsequently in terms of adding topsoil to the slope.

It is preferable for the bulldozer to work in the direction of the line with the highest gradient.

The caterpillar tracks left will create anchorage for the topsoil and a trap for water and fines, and this willencourage the growth of vegetation.

Figure 14

Matériaux à retirer Materials to be removed Environ 1,2 l Approx. 1.2 l

Remblai Embankment







Quantification of purging during the DCE stage

Quantification of the purges depends on the following parameters, the risks of which should be appreciated:

• the degree of precision of geotechnical and hydrogeological studies;

• knowledge of the changeable or unstable nature of the local materials;

• the probable meteorological conditions on site, and in sensitive areas in particular;

• the earth movement plans to be implemented in accordance with climatic periods and soil types;

• the quality of site drainage and sewerage.

Evolution of material in place

The evolution of a material in place is inherent to the following:

• intrinsic characteristics of the material and its fragmentable and degradable nature following exposure toclimatic agents;

• increases in water content, and thus lower bearing capacity (waterproofing and/or drainage and sewerage problems);

• heavy earthworks machinery moving over types of soil with the humidification conditions and characteristicsdescribed above ("excess compaction in sensitive areas”).

After the bores carried out by the contractor for his earth movement plan or the discovery of a sensitive materialafter stripping of topsoil, the contractor identifies purging areas. He submits these for approval by theconstruction manager, and takes all necessary action to prevent further “accidental” purging.

When considerable traffic in terms of earthworks machinery purges the contents, particularly in terms of thesubformation of cuts, it is advisable for the construction manager’s DCE to make arrangements for the last 50cm before the subformation to be worked over just before implementation of the capping layer.

Sizing of the purge required

The dimensions of unplanned purging depend on the following:

On the surface:

• on the horizontal dimension of the area which is unstable or contains non-reusable materials;• on the extraction and compacting material set out in the Particular Technical Specifications (CCTP) for purging or, failing this, on the means available on site.

In t e rms o f depth :

• on the thickness of the material to be purged, following examination of the local bores;

• for the contractor, on the customary quality of the platform considered during the construction works stage;

• for the construction manager, on the quality required after filling has been carried out on the area purged.

Consideration of all these factors, particularly the quality required to fill the area purged, will allow theconstruction manager to accept the methods of execution of unplanned purges proposed by the contractor.

For planned purging and substitution which have been accurately identified in the geotechnical study, theParticular Technical Specifications (CCTP) must set out the location and size of each.

Technique used for filling purged sections

The filling technique will depend on the size of the area purged, especially in terms of depth and accessibility,which may lead to extra earthworks on reusable materials.

The procedures for filling are those normally employed for low-mass embankments/fills (see technical guide totrenches - GTT Technical Guide to Earthworks) [12]. The level of performance must be sustainably equivalentto that of the section of the structure to which the work belongs.

After filling, the purge must not constitute a water trap which will contaminate the bearing soil in the area purged, or the embankment construction materials used. If this risk exists, a drainage facility must be providedafter purging.

The objective of the filling technique for the area purged must also be not to constitute a hard point with respectto the rest of the platform, or an excess load on unstable soils, particularly on slopes where there is a risk ofearth slides.

With respect to the filling technique in water (pond purging), the main stipulations advocated for water filling





procedures will be implemented. The filler materials in this case will be preferably D2 or D3.

The filler materials will be natural or treated with lime and/or hydraulic binders, especially in moist or floodableareas.

Natural materials will be from the site, if the quality of the materials available on site matches the conditions forreuse in purging set out in the Particular Technical Specifications (CCTP), or from external quarries).

Method of settlement

Purging services are often paid by the project owner (solution recommended by section 2 of the GeneralTechnical Specifications (CCTG).

Purging work is compulsory as part of preliminary tasks, embankment work and the final stages of cuts, whenthe natural soil in place, or reworked soil, or deposited products cannot meet the quality conditions required forthe structure to be built.

Purges of site roads in connection with maintenance are the responsibility of the contractor.

When the DCE estimate does not include the price of purges, or a remuneration system for purges, if required,the contractor must request an additional purge price during the construction works stage.

The price will thus depend on the following:• whether or not there is any possibility of deposit in the land requirements, and transport distances to removethe purge materials;

• means not available on site to be implemented to carry out purging operations;

• the urgent nature of activities and incidence on organization of work;

• the type of filling material for the purging operations and inherent constraints;

• any drainage facilities required.

Remuneration for unplanned purging work must be covered by special examination on a case-by-case basis.

Examples:• in the event of lower bearing capacity due to the absence of a drain trench in the DCE, purges are theresponsibility of the project owner;• in the event of lower bearing capacity due to faulty temporary drainage during the construction works stage, purges are the responsibility of the contractor.

C.4 .6 - Rec ommended s o l u t i o n

1) Conduct an in-depth examination of the geotechnical and hydrogeological reports and the geological profile.

In embankment zones, identify sensitive sectors of natural ground which are likely to entail purges.

Proceed in the same way by examining the geological level of the final profile of the cuts (makearrangements for drainage trenches or shields, not purges, on unstable slopes).

Consider the climatic periods for carrying out each construction works stage (work on natural ground,finishing of the final cut profiles). Improved management of program authorizations (AP) would eliminate alarge number of site problems in relation to inclement weather.

On the basis of the above, work out the total plausible surface to be purged, and identify profiles whichrequire purging.

Quantify the purge volume on the basis of a hypothesis of maximum depth 1 m.

2) Preferably provide a purge remuneration system in the DCE, and a substitution price.

The remuneration system for planned and unplanned purges will be based on the proposals A, B, C and D below:

A1) Include, in the site installation price, as the means required on a constant basis for minor tasks (sewerage,

drainage trenches or shields, cut/embankment area, etc.), the purge material and its transportation (state amaximum distance) at the purge site (to be stated in the prices specification). The advantage of thisstipulation is that it provides a response to the urgency of certain operations;

A2) Remuneration for the purging service will include, for a volume ≤ 100 m³, cuts, removal andimplementation outside the main structure of the materials extracted (to be specified in the prices





specification when the contractor reuses the site materials for filling work).

B) Extraction, transportation whatever the distances involved, and implementation of site materials as agreed by the construction manager.

C) A price for supply and implementation of filler materials for purging when site materials are not reusable.

D) The need to use other market prices for geotextiles and drainage systems.Concerning remuneration for substitution, this price will be fully identified in the BP prices specification, andwill account for all services, including those inherent to filling materials and to drainage constraints.

3) During the stage of preliminary work and work on the main structure, reports are to be drawn up jointly by all parties concerned on the platform's drainage facility and the condition of the bearing soil on embankments/fillsand the subformation of cuts.

This constitutes zero condition for the quality of the support (additional bores carried out by the contractormay be put to some use).

4) In relation to purges, the following operations must be carried out:

• mark out and isolate the purging area from the rest of the site for safety reasons;

• shovel bores to identify, in accordance with the GTR Technical Guide to Embankments & Fills, thenature and thickness of the materials called into question, and to verify whether or not there are any wateringresses;

• before purging operations, purging earthworks must be drained to ensure the long-term durability ofthese works in the event of water circulation in the soil;

• terracing of the purge area avoiding the excavations site;

• implementation of a geotextile on the entire excavation area if there is any risk of contamination of thefilling materials;

• preferential filling, with high quality site materials, of the entire purge area (1 layer) if the compatibilityof the compacting material with filling materials is verified;

• in the event that implementation over a single layer is incompatible with the compactor, create twolayers, the first of which must not be less than 70 cm. In this case, an access or exit ramp for the compactorwill be created, and compaction energy will be low in accordance with the GTR Technical Guide toEmbankments & Fills.

• With respect to the finished purge level, envisage extra thickness of the filling material to improve theeffectiveness of the compactors, and then level off the area to the final profile.

C.4.7 - Remarks

In the case of sites containing soil treated with lime or hydraulic binders in the contract, the area to be purgedmay be treated in situ, although the technical and financial feasibility of this operation must be examined.

Particular attention must be paid to the thickness to be treated and the methodology of the treatment. If this is

very different from the treatments set out in contract, the service will be more specific, and so a special pricemust be set out in the specification.





C.5 – Extra- large embankments/ f i l ls


Extra-large embankments/fills are understood as maximum height in excess of 15 meters.

Embankments/fills 10 - 15 meters high are considered as ordinary embankments/fills, and in these cases thestipulations of the GTR Technical Guide to Embankments & Fills for embankments/fills over 10 meters areapplicable.

Construction of motorways or railway lines in recent years has led the section in charge of studies to reflect onthe subject, and so a number of research programs are currently ongoing, especially in relation to the lawsgoverning the behavior of compacted and unsaturated soils.

C.5.2 - Re fe rence docu ment s

• Creation of embankments/fills and capping layers [10];

• Treatment of Soils (GTS Guide to Treatment of Soils) [13];

• Study and Creation of Embankments & Fills on Compressible Soils [8];• Recommendations for the Design and Execution of Road Embankments & Fills - AIPCR [18];

• Stability of slopes on cuts and embankments/fills – Special issue of LPC Public Works ResearchLaboratories [62];

• Recommendations for the use of geotextiles and geomembranes by the CFG (Comité Français desGéotextiles et des Géomembranes)

• Organization of quality assurance in earthworks [9].

C.5 .3 - I ssues invo lved

Extra-large embankments/fills are considered as structures since their building specifications combine the

conditions for implementation of ordinary embankments/fills and stability conditions which can substantiallyalter the design of normal construction criteria: the choice, the arrangement and implementation of materials inthe embankment thus become decisive factors.

They must have a structural definition in a project where considerations are essentially geotechnical: thealignment sections must clearly show the locations of the various materials to be used to build the embankment,with details of their classification in the GTR Technical Guide to Embankments & Fills, or their moisturecondition.

While certain issues are common to both categories, especially issues relation to the bearing soil, other issuesconcern this type of structure, or at the very least cannot be ignored.

The difficulties involved in the rectification of structural damage are substantial, in view of the technical andeconomic challenges they may involve.

Topographical modification of a site by the construction of an extra-large embankment amplifies the conditionsrelating to local balance, usually unfavorably.

The decision to build an extra-large embankment depends on a number of different factors - stability,environment, hydrology, etc. – and this could lead to the choice of building such a structure, a bridge or aviaduct.

C.5.4 – Stud i es to be a r r anged

Methods and means

The substance of the study must focus on the issues of choice of borrowing materials and the conditions ofstability of the structure and its support.

Investigation at the structure, using mechanical bores of the ground which constitutes the embankment’ssupport, must be at a height at least equivalent to that of the embankment, due to the thickness of the groundthat carries the weight of the structure.

Following the axis of the longitudinal section, we can space the bores at intervals of 40 - 100 meters, in accordance





with the characteristics of the site as pre-defined on documents and the difficulties of access around the boringareas. The mesh can be tightened further if more precision is required.

Cross sections must be established by preferential choice of lower points on the natural ground and areassuspected of containing anomalies.

This investigation will require sample bores, pressure meter bores, and penetrometric and scissometric bores for

soft soils.Other types of bore tests may be carried out depending on the context of the study site and the specific nature ofthe issue treated, among which destructive bore tests to detect spaces at a certain depth, auger drill tests for soilsoutside the water table, and mechanical shovel for low-depth investigation.

Lab tests

In addition to classic geotechnical tests, tests may be carried out to ascertain the mechanical and hydraulic behavior patterns of soils in the embankment and in the bearing soil.

C.5 .5 – Con ten t s o f a des i gn s tu dy

Studies are generally divided into two stages, as follows:

• the stability study - in other words, the stability of the bearing soil, with the embankment considered as anextra load, or the embankment taken with supposedly uniform mechanical characteristics, in the knowledge thatits definition is not known at this stage;

• the overall stability study focusing on the stability of the embankment, with consideration of measures previously taken to reinforce the bearing soil if the first study demonstrated a need for this.

The first study ought to solve problems relating to:

• the speed of consolidation of the bearing soil;

• the speed of erection of the embankment (care taken with phasing);

• hydrogeological incidence;

• the introduction of techniques for improvement or reinforcement if geotechnical conditions make this

necessary.The second study ought to allow definition of an earth movement to obtain stability and the capacity to:

• set out the structure of the embankment and any internal drainage facilities;

• state any external features required to secure the stability of the entire structure and its base.

Beyond highly compressible bases and unstable slopes which should be treated separately, the loads caused byextra-large embankments/fills can, in layers which are normally not very compressible, lead to stresses muchhigher than the stresses of preconsolidation σ’p.

By way of example, an embankment of height 32 meters and slope gradient at 1(V) for 2 (H) creates settlementscalculated in the bearing soil of around 0.50 meter in the axis, in a homogenous environment, for a pressuremeter modulus of around 25 MPa defining high-quality soils such as categories B2, B5 or B6 of the GTRTechnical Guide to Embankments & Fills, and for a thickness of “compressible” soils of 40 meters. It should be

noted that at this depth the stress is still considerable (75% of the vertical stress σv applied on the surface).

The calculation software makes use of the following:

• the sliding surfaces theory (calculation to break point);

• the finite elements method (calculation of stresses and displacements);

• the layer consolidation theory (estimation of vertical displacements).

Structures in this type of medium are generally not very sensitive to seismic phenomena. In sensitive areas,however, the approach drawn up by the French Paraseismic Association (AFPS) will be applied.

The results obtained using the finite elements method in several hypotheses involving relatively simplestructures show that:

• the layers stiffened by hydraulic treatment at the base of large embankments/fills may constitute the center ofcritical strains due to considerably buckling in the bearing soil, even when its characteristics are quite favorable;

• areas which enter the sectors of permanent deformations fastest (plasticity) are: the edges of slopes, locationswith sharp angles (bottom of slopes, initial section of bench terraces) and areas of contact embankment / basesoil.





Utilization of the finite elements method is not necessary in all hypotheses, and is not always possible (if thereis insufficient data).

However, its use may provide valuable information for complicated shapes or structures following theestablishment of parameters for the model after lab tests (if these can be performed) and in situ tests that areappropriate for the problem posed.

In general, modeling of a structure using this method is recommended whenever knowledge of the fields ofvectors can better justify a given situation.

For ordinary situations with no specific features, the methods normally employed for stability studies aresufficient to deal with most problems (pressure measurement, oedometric and others, etc.).

Many very different kinds of technology are used to reinforce the stability of a site.

Below we have set out four frequent means applied to the embankment to improve the overall content of thestructure:

• partial lightening of the embankment;

• earth reinforced with geotextiles, nails, blades, etc., applied to the enhancement areas indicated in the study;

• side bench terraces next to the slopes of the actual embankment when the land requirements are sufficient;

• treatment of the embankment with hydraulic binders, verifying the validity of the level of the stresses.

The design study must cover the following:

• definition of systems for reinforcing the bearing soil if necessary;

• definition of the embankment's structure: dividing the cross section into areas of identified materials, showingany drainage systems;

• definition of the geometry of the road embankment (gradients of the slopes, bench terraces, secondaryembankments/fills against the main embankment);

• definition of hydraulic structures to collect runoff water and structures to restore the hydrographic network.

C.5 .6 – Gu ide l i nes f o r c on s t ruc t i on s t i pu l a t i o ns and c ho i c e o f embank men t ma te r i a l s

This technical document does not cover the organizational section of a contract or a site. Specialist documentsare available in the guide “Organization of quality assurance in earthworks”, quoted in “references”.

The construction stipulations for preparation of the bearing soil

In the presence of compressible soil, the technique for erecting an embankment in successive stages which isconsidered first may require long building periods, and this is often incompatible with the economics of the project.

What is true for any embankment is all the more true for an extra-large embankment.

There is also the question of using the abovementioned improvement techniques (lightening the embankment,

reinforcement of the structures) and, in parallel fashion, removing and partially or totally substituting the layer,following a technical-economic examination, by a variety of methods (earthworks, driving back soft soil, etc.)(see guide: “Study and Construction of Embankments & Fills on Compressible Soils) [8].

In most cases, there will be no need to strip the bearing soil as such from a large embankment, the only possibleexception being stump extraction in the case of large items and cleaning of the platform. Stripping operationsoften prove counter-productive since they reduce trafficability conditions.

If the study has detected non-negligible spaces in the subsoil, these should be pre-treated using a methodadapted to the problem (filling, mechanical reinforcement of gaps).

In relation to this point, in due consideration of the probable large number of stresses in relation to the anomalyafter loading of the embankment, the operation must often be subjected to a specific stability study (see“Crossing an area of underground cavities”) for gradients which are often lower than the gradients of normalembankments/fills.

Bonding an extra-large embankment to its base may require construction of keyways.





The construction stipulations for the main body of the embankment

Before any zoning diagrams, some answers should be provided for a number of technical points concerning the behavior of blocks found in the earth.

Any fissuring in an embankment or part of an embankment is detrimental to its contents, and so it is advisable, before a certain type of material is adopted, for its mechanical performances to be appraised and compared with

the stresses and deformations calculated as the most unfavorable to the layer.To avoid subsequent inconveniences in relation to road land requirements caused by structural damage on slopeedges (permanent deformations), it is better to envisage an extra safety width as a road shoulder.

It is not the custom to build an internal drainage system inside the main body of the embankment - experienceshows that structures built with extremely heterogeneous soils from the hydraulic viewpoint have createdserious setbacks.

Larger embankments/fills expose non-negligible surfaces to inclement weather and therefore to infiltrationwater which reaches the most permeable sections of the embankment and eventually causes instability on theedge of the slope when it dries or overflows.

On this point, the harmful effects of past applications of the technique known as “sandwich” layers - alternative

sandy and shaley layers - should be borne in mind in relation to the behavior of the structure over time.The use of geotextiles and geocomposites chosen by their destination (separation, drainage, etc.) offers theadvantages of the simplicity of the application, and probably also the advantage of costs in comparison togranular material performing the same function.

We will attempt to limit the drainage facilities to areas of the structure which are deemed to be sensitive andwhere there is a long term risk of accumulation of water.

Thus, in relation to the future behavior of the structure, we must obviously seek to build the most homogenousembankment possible, even if this means modifying the optimum movement of earth.

The base of the embankment in contact with the natural ground is naturally used to recoup infiltration water inthe embankment. This could possibly be envisaged in addition to the drainage network through the embankment,using large staples if necessary (this is especially true in the case of an embankment built on gradients) andaccelerating consolidation of the layers if they produce interstitial pressure due to the stresses and presence ofthe water table at low depth.

Areas of slopes and bench terraces are the most unstable sections of the embankment.

The usefulness of bench terraces and their design for the purposes of maintenance must be closely examined.They are not always a guarantee of stability, and in the long term entail the risk of local ruptures followingwater infiltrations in water-sensitive areas.

From the mechanical point of view, slopes with uniform gradients are very often preferable to profiles with bench terraces, if we consider that a slope with a maximum gradient of 26 degrees with respect to the horizontal plane (gradient at 1V/2H) does not pose any major problem to operations by current maintenance units.

Interfaces between the slopes of the embankment and the adjacent confinement depots are to be treated as

heterogeneous embankment sections.

Water ingresses stemming directly from runoff and infiltration through the road infrastructure may be solved bya device combining a waterproof membrane and a drainage system above it.

This structure is implemented at the top of the structure (upper part of the earthworks, capping layer), and areplanted central reservation must be protected in this way.

The materials used on the main body of the embankment

Choice of materials relates in particular to the availability of cut materials found on site.

With reference to the GTR Technical Guide to Embankments & Fills, a document whose scope of application isclearly set out in its presentation, the soils which may be used on embankments/fills of over 10 m, in precisemeteorological and site conditions, are listed in the tables found in the guide.

Moreover, the document shows that the reutilization of certain materials, in the case of larger embankments/fillsin particular, is subject to a specific study.

The choice of materials relates strongly to the combined structure of the main body of the embankment and its base. The design of the structures will be priority-defined in accordance with the resources available on the





alignment or nearby, and the recommendations for use.

In connection with what is now known of the behavior of soils within a block of earth, the choice of materialsmay be adapted to reasons which do not solely take account of the recommendations of the GTR TechnicalGuide to Embankments & Fills.

A priori, no soil qualified by the GTR Technical Guide to Embankments & Fills as usable may be rejected if its

utilization in a certain area of the embankment is technically justified, although it would be normal to focusinitial supply sources in the direction of materials in this document which entail no embankment heightrestrictions.





For these structures which involve both problems of implementation and stability, the dual classification by theGTR Technical Guide to Embankments & Fills and the LPC Public Works Research Laboratory isrecommended for identification of the soils.

We should mention that the behavior of soils in non-saturated media after compaction is currently beingexamined in research studies.

The table below shows the categories of soils whose usage does not bring into play the height restrictions set outin the GTR Technical Guide to Embankments & Fills.

Soils in categories B1, B3, C1B1, C1B3, C2B1, C2B3, D1, D2, D3, R21, R41 and R61 are to be preferablyreserved for areas of drainage and mechanical stabilization of the lower section of embankments/fills. The lowersection is understood as a height of around 20% of the total height of the embankment, and minimum width 5meters for the edges of the embankment.

In certain cases treated soils can also perform mechanical stabilization functions on the edges and at the foot ofslopes.

The normal definitions setting out the quality of materials on an embankment as components of a contract(particle size distribution, cleanness, hardness, etc.) must be completed with mechanical criteria (shear strength,settlement, swelling, etc.) and hydraulic criteria (permeability).

Experience shows that moisture exchanges between materials making up the main body of an embankment formthe origin of the main pathologies directly attributed to it.

CategoriesMeteorological

situationsConditions

for use

Fine soilsA1h, A2h, A3h*A1m, A2mA1s, A2s

=, -=, -=, -

TC SEEAH GTR

B2h, B4h, B5h, B6h*B2m, B4m, B5m, B6m*B2s, B5s, B6s*B4s

=, -=, -=, -

+, =, -

TC, TRE, A SEEHE, A, H GTR

Granular soils

B1, B3, D2, D3 All situations No conditions

C1A1h, C1A2h, C1A3h*C1A1m, C1A2mC1A1s, C1A2sC1B2h, C1B4h, C1B5h, C1B6h*C1B2m, C1B4m,C1B5m, C1B6m*C1B2s, C1B4sC1B5s, C1B6s*

==, -=

=, -+, =, -

=, -+, =, -+, =, -

TCE, AHE, TC SEEE,AE, A GTRE, A, HE, H

C2A1h, C2A2h, C2A3hC2A1m, C2A2m, C2A3m

C2A1s, C2A2s, C2A3sC2B2h, C2B4h, C2B5h, C2B6hC2B2m, C2B4m, C2B5m, C2B6m

-+, =, -

+,=, --+, =, -

= -

EE, A

A, H SEEEE,A GTR

Soils containing rubble

C2B1, C2B3, C2D2, C2D3 All situations No conditions

R11R12hR12m, s, tsR13h*R13m, s*

+, =, -=, -=, -=, -=, -

ETR SEEEE, TR GTRERocky soils

R22, R42, R62

R23*, R43*, R63*

As per change in particle size distribution

See GTRTC lime treatment,

TR treatment with a suitable reagent

E utiliza tion as-is with drying afterwards if necessary

A sprinkl ing

H humidification

+ light rain

= no rain or significant evaporation

- evaporation

* use of these soils for embankments/fills over 10 m entails a specific study ( GTR)











Fig. 17

Remblai multicouche: problème des nappes perchées Multi -layer embankment: problem of perched water tables

Nappe perchée Perched water tale

Infiltration depuis la plate-forme et/ou les talus Infiltration from platform and/or taluses

Emergence EmergenceCouche perméable Permeable layer

Couche imperméable Impermeable layer

Prendre des dispositions favorisant le drainage Take measures with regard to drainage

Fig. 18

Remblai multicouche: interactions entre sols fins et sols

grossiers

Multi -layer embankment: interactions between fine soils and

coarse soils

Mouvement du materiaux fins vers le materiau grossier Movement of thin materials towards coarse materials

Materiau fin Thin material

Materiau grossier Coarse material

Fermer la couche en matériaux grossier au contact des

matériaux fins

Close the layer in coarse materials in contact with fine

materials

Fig. 19

Elargissement de remblai Embankment extensions

Ancien remblai Old embankment

Surface de glissement potentiel Potential sliding surface

Nouveau remblai New embankment

Assurer la stabilité méchanique et le drainage de la surface decontact

Ensure mechanical stabi lity and drainage on contact surface

Ancien remblai Old embankment

Redan (h > 1m) Nouveau remblai (si possible en matériaux plus permeable quel’ancien remblai

Keyway (h > 1m) New embankment (i f possible, in materials more permeablethan the old embankment)

Matelas drainant éventuelle Possibility of drainage mattress





This is also the case during addition to the final structure of large site roads in fine treated materials or untreatedgranular materials for constant use, when the complement to the embankment is built in untreated fine material.

This can cause risks of differential settlements and disparity in the mechanical behavior of the structure, in dueconsideration of substantial modulus variation. The presence of granular material at the center of theembankment surrounded by finer materials with a low permeability rating could also create water traps (fig. 20).

Box embankments/fills with non-binding granular materials or fine untreated low geotechnical quality shaleymaterials (at the center of the structure, surrounded by treated materials) and core embankments/fills with fineshaley materials or coarser shaley-mar materials treated with lime and/or hydraulic binders and bound intorough clays (fig. 21), represent the kind of embankment where both vertical and horizontal heterogeneities aremost commonly found. In this case certain construction recommendations must be observed (see the nextsection on recommended solutions).

C.6 .4 – Rec ommended s o l u t i on s

As far as possible, the use of materials whose geotechnical characteristics, particularly their permeability and/ormechanical characteristics, show great disparity, should be avoided in construction of a single structure.

Implementation of a drainage system in the cut trajectory prevents water accumulating in permeable layers of the

embankment from the cut.Water infiltrates the embankment at the upper section of the structure and moves around the permeable layers. Itmay be removed laterally if a drainage system has been envisaged at the design stage, and if the material used tocover the slopes is not impermeable.

Continuity of flow could also be envisaged through the various permeable layers making up the heterogeneousembankment, with water taken away at the foot of the structure.

Particularly in the case of a box embankment, there should be proper surface impermeabilization to minimizewater infiltrations, and a drainage system at the foot of the structure - a drainage mattress, for instance. Ingeneral, all necessary construction precautions should be taken to prevent water infiltrations to the centralreserve, and to ensure that all drainage facilities are properly proofed (fig. 22).

Fig. 20 Fig. 21

Fig. 20

Reprise d’une ancienne piste de chantier susceptible de créer

un piège à eau

Reworking of an old site track which could create a water

trap

Risque de tassements différentiels Risk of differential settlements

Ancienne piste Old site track

Circulations d’eaux confinées Confined water circulating

Compléter à hauteur de l’ancienne piste Top up to the height of the old site track

Remblayer les compléments par un matériau auxpropriétés hydrauliques et mécaniques proches des pistes

Fill up with a material with hydraulic and mechanical properties similar to those of the site track

Ancienne piste Old site track

Continuité hydraulique transversale Transversal hydraulic continuity





Fig. 21 Définition des dispositions dites “en caisson” et “en noyau” Definition of box and core arrangements

Disposition dite “en caisson” Box arrangement

Matériaux non traités Untreated materials

Matériaux traités Treated materials

Disposition dite “en noyau” Core arrangement

To enlarge existing embankments/fills, as far as possible we should use materials which are more permeablethan the most permeable materials in the main body of the original embankment. Keyways or any other type ofanchorage system should be provided. Other construction stipulations may also be essential – a drainagemattress, for example (fig. 19).

During juxtaposed implementation of materials with extremely different mechanical characteristics (rough clayand treated clay, for example), construction simultaneity is of the essence (tipping of materials, compaction) inorder to limit interface de-bonding subsequently.

When the embankment is to include a former track, it could be a good idea to build the layer or layers laterallyto the height of the old track using materials of the same characteristics as the track, in order to minimizedifferential settlements in particular (fig. 20), laterally – these represent the kind of embankment where bothvertical and horizontal heterogeneities are most commonly found.

When an earth mound barrier, a landscaping or anti-noise buttress or a deposit lie on the main body of theembankment (providing a heterogeneous unit in fine), drainage should be provided at the interface of the twostructures (fig. 23), since the mound barriers and deposits are usually composed of poorly compacted mediocrematerials which can act just like sponges and project water into the center of the main embankment.

C.6.5 - Observ a t ion s

Composite embankments/fills consisting of natural and industrial materials (metal reinforcement structures orsimilar, geotextiles, polystyrene, etc.) or recycled materials (tires, plastic, vegetable fiber, etc.) are subject tospecial construction techniques. The specific documents must be consulted, and especially the following:

• Study and construction of embankments/fills on compressible soils – Technical guide [8];

• Design and execution of embankments/fills for roads [18];

• Ultra-light embankments/fills on compressible soils – Information note [27];

• Utilization of expanded polystyrene in road construction [20];

• Le Pneusol - Information note CD 47 [26];

• Structures in reinforced earth - Recommendations and rules [25];

• Support and embankments/fills in Texsol [28].

Fig. 22 Fig. 23





Fig. 22

Matériaux non traits confinés Untreated confined materials

Infiltrations sous chaussées Infiltrations under roads

Matériaux non traités Untreated materials

Matériaux traités Treated materials

Circulation d’eau Water circulations

Assurer le drainage à la base Provide drainage at base

Couche drainante en base de remblai Draining layer at base of embankment

Géotextile anticontaminant Anti-pollution geotextile

Fig. 23

LE REMBLAI ET LES DEPOTS ANNEXES (merlons, buttes paysagères ou anti-bruit , depots)

Protection du remblai principal

THE EMBANKMENT AND SECONDARY DEPOSITS(ground earth barriers, landscape abutments or anti-noise

systems, deposits)Protection of main embankment

Dépôt DepositInfiltrations Infiltrations

Fossé longitudinal (assainissement de la plateforme) Longitudinal ditch (platform drainage)

Remblai principal Main embankment

Assurer le drainage au contact depot-remblai Provide drainage at deposit-embankment contact

Géotextiles anticontaminants Anticontaminant geotextiles

Tapis drainant Drainage blanket

Drain longitudinal Longitudinal drain





C.7 – Embankments & f i l ls wi t h ext ra-dry mater ia ls


The use of extra-dry soils (ts) envisaged by the GTR Technical Guide to Embankments & Fills involves specificstipulations, and so this issue concerns all road embankments/fills.



• Low water-content compaction of road materials and soils [57].


The construction of embankments/fills with extra-dry materials creates the following problems:

• compaction difficulties in the case of water-sensitive materials. This entails a considerable void ratio,and therefore substantial permeability. Water flows cause substantial losses of cohesion in intergranular contactlines, and thus settlement in the long term with fissures and structural damage in the embankment;

• trafficability problems for certain “clean” sandy materials (especially if they are homometric).The GTR Technical Guide to Embankments & Fills limits the utilization of extra-dry materials exclusively toembankments/fills < 10 meters.

C.7 .4 – The mater ia l s co ncern ed

In accordance with the GTR Technical Guide to Embankments & Fills, “extra-dry” (ts) water-sensitive materialsare: A, B2, B4, B5, B6 + Ci (A and B).

“Clean” sandy materials with low water content are: D1, D2, B1 and B3.

C.7 .5 - So lu t ion env isaged

In relation to water-sensitive materials, the GTR Technical Guide to Embankments & Fills envisages the possibility of using certain “extra-dry” materials:

• in certain cases after mass humidification for materials B2, B4, C1 (B2, B4), C2 (B2, B4).

• after a specific humidification study (experimental section), A1, B5, B6, C1A1, C1B5 and C2 (A1, B5).

With the exception of very shaley materials which will require extensive lab studies and testing, the conditionsfor implementation must be examined with reference to the following solutions:

Changing the moisture condition

This operation is quite delicate, since we are dealing with shaley materials with low permeability ratings.

Improved fragmentation of the material (using a pulvimixer or tamping roller, for instance) and a number ofhumidification processes may help change the moisture condition.





Increasing compaction energy

A test section should define compaction methods (thicknesses of the layers, material implemented, number of passes, etc.) to reach quality q4 in the GTR Technical Guide to Embankments & Fills.

Fragmentation of the material by different types of machinery may also be envisaged for the materials with thehighest shale content(fig. 24).

• for these extra-dray materials, particular attention ought to be paid to the fact that the upper section, especiallyin the case of less shaley materials, may not be properly compacted, although the capping layer has the properdensity.

Low density of this upper section may be rectified by compacting the upper layer. Likewise, surface sprinklingduring compaction could improve the compacting of this surface layer (fig. 25);

• the compaction quality of these materials may be appraised by a double probe test or by using other means tomeasure the density of the capping layer;

• the technical aspects and costs of the various solutions may be of great importance. Economic calculations will be decisive as to whether these materials are reused or deposited.

To solve trafficability problems of “clean” sandy materials with a low water content, we can:

• sprinkle the materials, or carry out hydraulic compaction (if there are sufficient quantities of water available);

• use particle size distribution correctors in the general bulk or on the surface only.

Fig. 24

Fig. 25

Fig. 24Energie 2>> Energie 1 Energy 2 >> Energy 1

Teneur en eau Water contentVariation de la densité dèche avec la teneur en eau et

l’énergie de compactageVariation in dry density with water content and

compaction energyFig. 25Sommet de la couche compactée Peak of compacted layer

Compactage à WOPN Compaction at WOPN

Compactage à faible Wn avec une énergie (et uneé aisseur de couche différente).

Compaction at low Wn with energy >> (and a differentla er thickness)

Fond de la couche Bottom of layer







C.8 – Embankments/fills on slopes


• Embankment and cut/embankment mix on natural ground with a crossfall of > 15%(1);

• Enlargement of an existing embankment.


Creation of embankments/fills and capping layers - Section 2 (GTR Technical Guide to Embankments & Fills)[10].


Construction of an embankment, or a cut/embankment, or an extension on a natural slope with a crossfall, willrequire proper knowledge of the geology of the site, of the soils making up the natural ground, and the sitecontext (presence of fossil slippage, hydraulic conditions in the block, potential seismic activity, etc.).

Preliminary examination and verification of the stability of an earth structure are essential for definition of thestrengthening or reinforcement measures, should these be required. Certain favorable configurations do notrequire any particular conditions, although others involve stringent requirements to ensure stability (nailing,drainage, anchorage, surface protection, support, etc.).

In addition to these specific studies, for which the required methodologies to be used are described in thetechnical literature (bibliography, analysis of aerial photos, geophysics, bores, piezometric characteristics,characterization of soils and interfaces, etc.), construction stipulations for the embankment to be constructedmust be observed to ensure proper adhesion of the structure to its immediate surroundings. Therecommendations below concern this point exclusively.

Extensions to an existing embankment in order to create extra routes or to combat erosion of slopes will alsorequire proper anchoring of the unit to be built over the existing structure.

C.8 .4 – Rec ommended s o l u t i on s

Creation of keyways over a sufficient width (at least 4 meters for embankments/fills on a slope, and at least 1meter for extensions) to anchor the structure to a sufficient depth in the bearing soil or the support embankment,and allow proper implementation of the embankments/fills.

A crossfall in the keyways towards the interior of the block is advisable to prevent runoffs from one keyway toanother, and improve compaction at the sides of the embankment (a gradient of 10% is often advocated). To prevent the water from stagnating, the gutter unit must have a sufficient descending gradient (5% or more,depending on the granularity of the materials), and evacuation on the lower section must be implemented andmaintained for the entire lifespan of the structure (if these conditions cannot be guaranteed, the slope of thekeyways could be oriented towards the exterior of the structure).

To improve adhesion, an anchoring spud can be placed at the foot of the embankment as a buttress.

This may not be necessary in the case of embankment extensions.





C.8 .5 – Cons t r uc t i o n s t i pu l a t i ons

(1) Stripping of the topsoil or of the bottom course to produce a healthy bearing soil layer.

(2) To create the anchoring spud, the cuts will be removed and substituted by a quality material to a depth ofone meter. In certain cases, depending on the results of the stability study (this is performed if the bearing soilsshow any risk of instability), the spud could have an extended width at the foot of the embankment.

(3) The keyways are built as the embankment progresses, by executing a recess in the natural ground, at a heightat least equal to 1.00 meter (0.50 meter in the case of extensions).

(4) The bottom section of each keyway will be compacted as in the case of the base of the embankment.

(5) The materials extracted from the keyways will be considered cut materials. If they are not reusable, theymust be removed – if they are reusable, the utilization conditions advocated in the GTR Technical Guide toEmbankments & Fills for construction of the embankment must be observed.

(6) If water ingresses are observed during construction of the keyways, drainage facilities must be added tothem (figure 26).

Construction stipulations for extensions

Only stipulations (1), (3) and (4) are compulsory. The anchoring spud (2) need only be added in the case ofextensions to embankments/fills on sloping ground, and reutilization of the material extracted from the keyways(5) may only be envisaged for large extensions (> 3 meters).

It will be observed that, before and during work, it will be necessary to ensure continuity in the functioning ofthe drainage systems relating to the existing structure (figure 27).

C.8.6 - Observa t ion s

In certain cases where the natural ground has a considerable descending gradients, this methodology may beapplied in accordance with the nature of the embankments/fills, the bearing soils and their hydrogeologicalenvironment, presence of other structures, etc.

The remarks in section 2 recommend special remuneration for the keyways (by the square meter or linear meter

if the geometry is well defined); in the case of small quantities, however, this task could be remunerated interms of cut and embankment prices.

xxx

Fig. 26

(Excess fill)

Fig. 27

(Excess fill)





C.9 – Cuts/embankments/ f i l ls o n a waste dump or a po l lu t ed s i te


Where the work crosses a dumping site, whether or not it is an authorized site, on a cut or an embankment.

Embankment or a cut in a polluted area.

C.9.2 - Re fe rence docu ments

• Directive 75/442/CEE, modified by directives 91/156/CEE and 36/350/CEE, in relation to disposal ofwaste [34];

• Outline law of 15 July 1975, modified by the law of 13 July 1992 governing the limitation of storage ofwaste in reserve as of 1 July 2002 to end waste only. Decree No. 97-517 of 15 May 1997 governing theclassification of hazardous waste [30] [31];

• Notice in the Official Journal of 11 November 1997 in relation to the new European nomenclature ofwaste [53];

• Decree No. 98-679 of 30 July 1998 concerning road transportation of waste [42];• Soil improvement by vertical rigid inclusions – Application to construction of embankments/fills onmediocre soils [64].


It is not infrequent for road alignments to encounter dump sites, whether or not they are authorized orcontrolled.

Work on these sites, whether they are part of cuts or embankments/fills, requires the implementation of specialearthworks techniques, in view of the extremely heterogeneous and changing nature of the waste on site.

In particular, the construction stipulations adopted must ensure general stability of the structure, sufficient bearing capacity in the subformation, and proper administration of settlements in the short and long term.

Moreover, depending on the toxicity of the materials encountered, a specific study must be performed on thetreatment of runoff water, recovery of waste dump leachate, treatment of gases, etc., and hence the importanceof the results of chemical analyses which can condition the data on a project:

• setting the longitudinal section;

• whether or not to maintain all or part of the waste dump?

• choice of the isolation and drainage systems, if required (use of geomembrane waterproofing systems [DEG]).

In the absence of geometric constraints, planners will focus their choice in accordance with volumes, and will prefer an embankment trajectory rather than a cut crossing necessitating unavoidable “displacement” of avolume of waste for which the administrative and financial conditions in relation to extraction, transportationand deposit will always create considerable constraints.

Compulsory points along an alignment and a high level of waste dump pollution will leave planners little roomfor maneuver, and they will be forced to define cutting earthworks, or consider a purge followed by substitution,or both these operations simultaneously, if both conditions are true for the same site.

As of the outset of the studies, or before, it is highly advisable to inform the specialist Prefectoral services incharge of application of decrees of the existence of the project, and to ask their opinion.

C.9 .4 – P rel im i na ry t es t s and i n v es t i ga t i on w o rk

In due consideration of considerable extra costs arising from work over a waste dump area, precise quantitativeand qualitative information on the site must be forthcoming.

Investigation and delimitation (surface area, volume) of the deposit zone:

• investigations using existing documents, plans of quarries, cartography (chronological comparison), air cover,etc.;

• density and implementation of bores as a result;

• sample borings using shovels, auger drills, and geophysics equipment;

• samples from reworked intact terrain for geotechnical tests and chemical analyses in labs;





• establishment of maps and/or serialized sections, depending on the nature of the soils encountered and theresults of lab analyses;

• nature and characteristics of subsoil, presence of water (samplings, piezometric reports);

• chemical analyses to classify the site by sectors as waste dump class 1, 2 or 3;

• leaching of sample waste taken from different depths, analysis of waste dump leachates.

In both cases, research work into:• pH;

• conductivity (in m);

• chemical oxygen demand (DCO);

• heavy metals (iron, nickel, cadmium, zinc, lead, chrome, etc.);

In situ testing of the mechanical behavior of layers:

• penetrometer;

• pressure meter;

• recordings of drilling parameters;

etc.

In addition to issues involved in the re-use of natural and stable treated materials, the section of the studyconcerning pollution should lead to a distribution diagram for deposit earth to centers for classes 1, 2 and 3, as per the chemical values obtained for the samples, in comparison to the values of the permitted thresholds set inregulations (method for performance of analyses on which the threshold values are based – leaching product orraw product). Analyses of checks must be envisaged during construction work on the site.

C.9 .5 – Rec omm ended s o l u t i ons - im p lemen ta t i on

In the treatment of waste dumps

Three large categories of solutions may be considered:

Removal o f mater i a l s

This solution consists of substituting all waste intercepted by a filler material or material from cuts.This often carries heavy costs, particularly in view of the constraints in relation to regulations, extraction,transportation and deposit.

Possible environmental nuisances must also be taken into consideration (smells, psychological impact, etc.).

The volume to be removed must take account of a certain thickness of polluted soils underneath the waste dumpmaterial.

Dynamic compac t i on

This method consists of a free fall from around twenty or thirty meters of a pylon with a Newton mass ofhundreds of kilos. The dynamic consolidation technique reduces the materials' void rating by violent energycompaction.

The first applications of dynamic compaction in the stabilization of “industrial waste dump” or “householdwaste deposits” embankments/fills were presented in 1979.

The thicknesses generally treated with normal levels of energy are around 8 – 10 meters.

Repeated experience has shown that this type of treatment is particularly suitable. It is extremely efficient interms of the nature of the masses of refuse deposits (heterogeneity, thickness, age and mechanical behavior).

The geotechnical feasibility study must set out the precise nature of the refuse deposits.

The pressure meter test is a good tool for appraisal of mechanical characteristics prior to treatment, and also agood way of checking the effectiveness of treatment.

The static penetrometer is also used to classify waste dump deposits.

From the environmental point of view, the measurement of vibrations conducted to date shows that compactionenergy is generally rapidly absorbed by the refuse deposit, which is usually quite compressible.

Preliminary vibration measurements will verify this point, particularly in relation to the presence of a watertable or continuous blocks.





Rig id inc lus ions

The principle consists of creating a network of concrete columns (inclusion), which moves across and“reinforces” the compressible layers up to the resistant soil.

Above this, forming a slab, a gravel or cement-treated soil distribution mattress forms for transfer of the loadsinduced (embankments/fills, traffic, etc.) towards the inclusions and good soil.

This reinforcement technique is particularly suitable for working over putrescible soils at a considerable height(> 6 meters).

Specific studies determine the mesh of the network of columns, their diameters, their consistency (reinforced ornon-reinforced concrete), and also the thickness of the distribution mattress.

The inclusions may be created using a number of methods (vibratory driving, vibratory tube hammering, augerdrill driving, etc.).

They may require pre-drilling if “hard horizons” have to be negotiated to prevent situations where piles cannot be driven to the required level.

In the treatment of polluted sites

There are four ways of addressing the problem:Sys temat ic excava t ion and evacua t ion a t an approved t r ea tmen t cen ter

As for the treatment of waste dumps, this solution consists of exhausting purging of polluted earth and removalto an approved treatment center (technical landfill center class 1, bio-center, incinerator, etc.). It is costly anddifficult to manage in view of the uncertainties across the polluted area.

The main constraints with respect to regulations are as follows:

• transport in observance of ADR regulations (European agreement concerning international road transportationof hazardous goods) in relation to waste transportation;

• Prefectoral declaration by the transporter for transportation of waste;

• establishment of a prior acceptance certificate (CAP) by the center receiving the polluted earth; the earth must

be compatible with the technical specifications attached with the Prefectoral order authorizing the center tocarry out is activities;

• establishment of a monitoring schedule for industrial waste (BSDI) for each consignment.

The main advantage of this method is its rapid implementation, which depends only on the rate of excavationand the capacity of the center to accept the polluted products and earth.

Excavat ion , sor t i ng and s e lec t i ve evacuat ion a t approved t rea tmen t centers

The approach of this solution is similar to the previous solution.

Sorting, however, especially if it is carried out painstakingly, can substantially reduce costs by removing polluted earth to proper processing units. A qualified technician is required on site, as is analytic equipment forrapid determination of the choice of the processing unit.

This technique requires the organization of secure areas for provision storage and sorting.The constraints with respect to regulations are as for systematic evacuation, although these do not apply for theevacuation or reutilization of materials considered as inert waste.

Trea tmen t in s i tu w i th no excava t ion

This solution is the best from the environmental and financial viewpoints - it consists of treatment of pollutedearth in situ with no excavation. The pollutants are either removed from the soil or degraded as metaboliteswhich do not harm the environment.

In situ methods require extremely detailed investigation of the terrain, especially the contours of pollution, sothat no polluted soil is left behind to repollute the depolluted zone.

Attention must also be paid to monitoring of treatment, focusing on the evolution of the concentrations andmetabolites produced.

For example:

• air-slaked lime treatment of soils contaminated by heavy metals, hydrocarbons or organic substances;

• biological treatment of earth contaminated by aliphatic hydrocarbons;





• venting of earth contaminated by volatile halogen components;

• treatment by electrodeposition and/or migration of heavy metals;

• electrical treatment for organic pollutants (oxidation-reduction);

• stripping of chlorine solvents.

This type of treatment requires preliminary in-depth investigation, and the possibility of freezing over the polluted area during treatment for a period of a few weeks to several months, or 1 – 3 years for extremelycomplex cases of pollution.

Certain kinds of treatment (electrical treatment, for instance) may be implemented and operate in a transparentand compatible fashion with normal site usage.

Excava t ion , sor t ing and t reat ment on t he s i t e

After selective sorting of polluted earth and temporary storage, this solution consists of implementing adecontamination technique adapted to the pollutant.

In addition to those already mentioned in the “in situ” treatment section, we may add the following techniques:

• heat treatment by a mobile heat desorption or incineration unit;

• earth scrubbing unit.

Depending on their scope, these facilities may be subject to regulations for classified facilities.

The advantage of these techniques is that they substantially reduce environmental nuisance and costs byelimination of transportation and rapid action on the contaminated area.

They do, however, require sufficient land requirements for installation of the storage and treatment areas.

This solution constitutes a good compromise between evacuation and in situ treatment. Caution is, however, ofthe essence so as not to cause any environmental damage (noise, smells, etc.) to the surrounding area.

Conf inemen t o f mater ia l s

This solution leaves the polluted earth in place and provides a barrier which prevents pollutants from migrating.

It implements techniques commonly used in public works:• membrane walls;

• extra-thin walls ;

• diaphragm walls;

• sheet piles;

• implementation of membranes;

• grout injections.

These techniques require the use of a monitoring system to run a continual check on the efficiency of thestructure over its entire lifespan.

It is a method which does not treat the pollution, but simply provides safety on site. It is used when no other

methods are technically or financially viable.Instrumentation and monitoring

In the case of waste dumps, since the main problem relates to the risk of settlement, instrumentation must serveto quantify general movements in the structure, especially:

• measurements of soil settlements using gauges associated with topographic surveys;

• monitoring of trends in interstitial pressures in the soil via sensors;

• checks on lateral deformations in soils using inclinometric tubes.

Use of this instrumentation must observe a precise implementation in accordance with soil stresses validated bya geotechnician.

Pathology

In the case of waste dumps, the pathologies observed are those normally found in compressible soils.

They are most often linked to secondary settlements which have been poorly managed, of mechanical and/orchemical origin.





C.10 – Cuts i n aqui f erous zones

C.10 .1 – St ruc tu re concerned

Road cut across an aquifer.

Cuts for the construction of a retaining wall, cuts for drainage structures and work in maritime areas are notcovered in this section.

C.10 .2 - Re fe rence docu ment s

• Special Bulletin V, Public Works Research Laboratories, “Hydraulics of soils.” [55];

• Special Bulletin III, Public Works Research Laboratories, “Stability of slopes ” 2 volumes [54];

1 – Natural slopes

2 – Cuts and embankments/fills


• Article No. 10, Water Act No. 92-3 of 3 January 1992 and decree of 29/03/1993 [52].

C.10.3 - I ssues inv o lv ed

In the presence of an aquifer identified by a geotechnical study, it is not always possible to deal with thelongitudinal section in such a way as to escape the difficulties and costs of reinforcement work for a number ofreasons, be they technical, such as the trajectory along compulsory points on the alignment, or environmental,such as an obligatory entrenchment (noise, views, atmospheric pollution in suburban areas).

Water in an aquifer plays a harmful and extensive role in relation to the contents of slopes and road platforms.Hydraulic studies of soils show that there are three types of water:

• bound water – retained by capillarity around grains, co-existing with the vapor zone (air);

• capillary fringe water - this is water which is suspended and non-mobile, situated between the other two types.It occupies all gaps within the soil (water-saturated soil), and the height it reaches depends on the nature of thesoil and the atmospheric conditions if the water table is close to the surface;• a water table’s free water flows between the interstice of a soil or the cracks in a rock, and its general behavior pattern is gravitational (influence of gravity).

Of these three types, it is the third which causes most problems for earthwork contractors, when the longitudinalsection intercepts aquifers.

The project designer must draw up construction stipulations on the basis of the geotechnical studies whichensure both the stability of slopes in the cut and the bearing capacity of the platforms.

The ”earthwork” methods often converge around drainage and lowering of the water table, occasionally aroundmembrane walls (cuvelage – an underground waterproof lining), or mixed solutions when the main concern is protection of the environment (figures 28 and 29).

Figure 28 Figure 29





Figure 28Sol Surface of groundFormation perméable Permeable formationFormation imperméable Impermeable formation

a) nappe libre a) Free water table

Piézomètre PiezometerTerrain non saturé Unsaturated ground Zone saturée : frange capillaire Saturated area: capillary fringeSurface piézomètrique ou surface de la nappe Piezometric surface or water table surfaceLa nappe The water tableLe mur The wall

Figure 29Formation imperméable Impermeable formation Formation perméable Permeable formation Formation imperméable Impermeable formation

b) nappe captive b) Captive water table

Surface piézomètrique Piezometric surfaceLe toit The roof La nappe The water table Le mur The wall

Définition des nappes Definition of water tables

Water in soils where earthworks are to be carried out causes three types of problems:

1) an increase in timelines due to observance of administrative procedures in connection with the Water Act;

2) drainage work during the preparatory stage which may take several months, often due to the slowness inlowering the water table and special earthwork phasing to reduce the moisture condition of cut material beneaththe water table and to minimize problems concerning the reutilization of soils. Particular attention will be paidto the drainage of water with a high content of salts;

3/ adaptation of methods of execution to solve problems:

• trafficability during the execution stage beneath the water table;

• platform bearing capacity and earthworks slope stability in the short and medium term;

• reutilization of the soils removed (temporary deposit, treatment, etc.);

• choice and sizing of drainage to ensure the long-term bearing capacity of the subformations and stability of theslopes.

C.10.4 – Stud i es to be car r i ed ou t

The objective of the studies is to set out the problems posed by water, and to provide information on the watertables.

A number of simultaneous or successive studies must be conducted:

• a geological study including a visit to the site, and on-site preliminary surveys to specify the nature of flowsand locate the aquifer levels;

• a hydrogeological study for investigation of the water tables (levels, directions of flow, sources, catchmentareas, expanding areas of moisture, tapping of water tables, protected areas, dewatered soils, etc.);

• a geotechnical study to investigate the nature of soils, intrinsic characteristics (C and φ), permeability of soilsvia in situ large-scale tests in due consideration of anisotropy of soils and rocks (cracking, diaclases) and

smaller-scale lab measurements of samples).Specific studies such as:

• slope stability with the assistance of calculation software for justification and sizing of the stipulations forconstruction and reinforcement, if this is required;

• sizing of the platforms in accordance with the classes concerned;





• hydraulic impact study on the effect of lowering the water table on the environment and on surroundingstructures.

Although they are connected, the means used to bring down a water table sufficiently beneath the level of thesubformation from slopes are occasionally different depending on whether the procedure focuses on the short orlong term: the use of drive point lines or dewatering wells are assigned to short periods on site, while drainage

trenches and blocks to take over this function are devices to be used at the final stages to ensure stabilitythrough gravitational water flow towards an outlet.

The water outlets in the natural surroundings ought to be staked out from the earliest stages of the project.

Large structures, complex hydrogeological contexts and environmental sensitivity are also factors which canlead to soil hydraulics studies in advance of the actual project, perhaps with the assistance of mathematicalmodels to evaluate the reciprocal environment/road alignment impacts.





C.10.5 – Rec ommended s o l u t i o ns

Work on cuts around a water table will necessarily involve work to lower the table (drainage) and/or work toisolate (impermeabilize) the structures.

For earthworks sufficiently close to a confined body of water, a study must be made of conditions which willnot raise the “impermeable” section of soil left in place above the aquifer (roof of the aquifer).

If the conditions are not verified, ways of reducing interstitial pressures will have to be envisaged by loweringthe piezometric surface (discharge trenches and shafts).

The most commonly used methods are set out in the tables below:

In the case of cuts in loose materials with low permeability ratings:

Issues involved

ObjectiveType ofaquifer

Execution of cut Trafficabili ty Slope stabilityBearing capacityof subformation

Constructio

n worksstage

Short term

Gravitational Lowering ditch

Maintaining a slope

on a treated track /connected with

longitudinal ditches

Drainage trench before cut

Purgeorsubstitution

Construction works

stage

Short term

Capillary rise Anti-capillary barrier

Track in granularmaterial

Slope adapted tomaterials

Treatment - purge

Operational

stageLong term

Gravitational Not applicable Not applicable

Drainage shieldDrainage trench

Reinforcement of

slope (subhorizontaldrains - vertical

nailing)Drainage trenches

Drainage blanket- drains

In the case of cuts in materials with medium to high permeability ratings:

Issues involved

ObjectiveType ofaquifer

Execution of cut Trafficabili ty Slope stabilityBearing capacityof subformation

Constructionworks stage

Short term

Gravitational

Dewatering wellsDrainage wells

Drive pointsMembrane walls

(except rocky media)

Maintaining alongitudinal slope

Longitudinal ditch inadvance

Drainage wellsDrive points

Dewatering wells(evacuation of water)

Drainage trenchPossible substitution by drainage network

Operationalstage

Long term

Not applicable Not applicable

Reinforcement ofslope with:

Nailing for rocky block

Drainage shields ortrenches for

incoherent soils

Possibility oftreatment with

hydraulic binders,subject to sufficient

lowering





In a lowering situation, these solutions must be examined within the context of the Water Act (article 10).

The diagrams and photos below show examples of the possibilities mentioned above.

Figure 30: Trenches or drains on a platform Figure 31: Strengthening an earthworks slope by drainage

Water table flow

1 Drains disposé en chevrons avec collecte des eaux latérales 1 Herringbone drain layout with lateral water collection 2 Drains transversaux avec collecte dans un drain longitudinalcentral

2 Cross-wise drains with collection in a central longitudinaldrain

3 Trench drains with collection in a unilateral drain (sporadicoutcrop of water table)

3 Trench drains with collection in a unilateral drain (sporadicoutcrop of water table)

2 Drains transversaux avec collecte dans un drain longitudinalcentral

2 Cross-wise drains with collection in a central longitudinaldrain

Principe de stabilisation […] Principle of stabilization of slope intersecting a water tablewith drainage trenches (discontinuous drainage wall)





Instabil ity in a cut slope due to the presence of a water table. Side view of instabili ty in the same slope.





C.10 .6 - Observa t i ons

The geosynthetic features of geospacers and geodrains can make an effective contribution to the solutions proposed, either as additional features or to replace granular materials.

The solution of driving piles into a slope, perhaps with a plinth wall and subhorizontal drains (whether bored or

not) is often used to deal with a large mass displaced by a creep phenomenon.

In the case of drainage networks, a monitoring and maintenance strategy must be implemented on the facility bythose in charge of the project – this involves measurement of the various flows and possibly a piezometric unitwhen there is a risk of damage to the environment.

A sliding slope which has disorganized the slope overall means it has to be rebuilt over the entire damaged landrequirement, with an internal drainage system.

Construction of a drainage trench to lower the water table using

drive points (not visible above – on the left).

Capping layer structured as loose stones to prescreen the water table

over the land requirement.

Line of drive points used prior to the cut.

C.11 – Embankments & f i l ls i n aqui ferou s zones

C.11 .1 – S t ruc t u res c onc e rned

Embankment in a area liable to flooding (a).

Embankment of height < 1 m with suboutcrop water table (b).

Embankment of which part of the thickness is built in water (c).


• Regulation NF P 11-300 - Classification of materials [45];






• Recommendations for the use of geotextiles (French Geotextiles and Geomembrane Committee,CFGG);

• Study and construction of embankments/fills on compressible soils [8].


The main difficulties encountered are as follows:• influence of capillary rise in the main body of the embankment (depending on the nature of the materials andthe size of the structure) (structure type a, b, c);

• use of materials on soil with a low bearing capacity (b and possibly a);

• use of materials in water (c);

• wake wave erosion of earthworks slopes (a, c);

• rapid recession instability (a, c).

Hydraulic transparency with regard to flooding is effected by specific stipulations (discharge structure) set outin a hydraulic study. The design of the embankment will not seek to guarantee this transparency, although it willcontribute to it.

Compressible embankment bearing soils are frequently found in aquiferous (water bearing) zones.

C.11.4 - S tud i es

On the basis of a geological, geotechnical and hydrogeological study of the site, design studies for the projectwill concern the following areas:

• compressibility of the soils;

• underground hydraulics;

• general stability of the embankment;

• constitution of the embankments/fills (type of material, implementation).

C.11.5 – Rec ommended s o l u t i o ns

1) Blockage of capillary rise

The techniques to be implemented depend on the influence of capillary rise on the materials in the structure andthe dimensions of the structure with respect to the risks of:

• reduced bearing capacity of the upper part of the earthworks;

• general stability of the embankment.

The easiest solution is to build the embankments/fills using materials which are not water-sensitive, up to thehighest water level (PHE) + 0.5 meters after settlement. This solution involves using the finest quality materials.

There are solutions which allow normal cuts to be reused. Treatment of soils (using lime or lime with hydraulic binders) restricts capillary rise and improves the mechanical characteristics.

This level of soil must be fully compacted, and implemented with extra thickness or a layer of gravely materiallaid initially as an anvil.

In situ treatment of the bearing soil may also be considered.

2) Low bearing capacity embankment bearing soil: risk of Ø on the upper section of the earthworks[PST] or Ø on the subformation level [AR], due to fluctuation in the water table

In the case o f lower embankments / f i l l s

A substitution must be made in such a way that the main body of the embankment has a thickness of at least 1 -1.5 meter of non-water sensitive materials (possibly with an intermediate geotextile layer).

Embankment in a area l iable to f looding

Here it is occasionally necessary to substitute the soil in place.Removing the topsoil, however, can lead to trafficability problems and difficulties of execution. In the case ofembankments/fills of a height over 2 meters, it is therefore often advisable to preserve it and implement a thicklayer of non-water sensitive materials (possibly with an intermediate geotextile layer).





3) Implementation of materials in water

In this case, only the use of non-water sensitive and non-degradable materials is recommended.

The use of rounded materials will constitute the best method, since this is the best implementation withoutcompacting, and compaction carried out on the waterless surface will be effective at a greater depth.

In the case of embankments/fills in water to a thickness of 2 meters, compaction on the surface using classicmethods is insufficient. Other techniques must be considered, such as dynamic compaction or vibroflotation.

Another solution consists of associating the layers from the bottom up: riprap, separation geotextile (withsufficient penetration hardness).

4) Wake wave slope erosion

In flood situations, wake waves can produce erosion in earthworks slopes.

Here the design of embankments/fills must include protection of the slope surface up to the highest water level,using one of the following solutions:

• geotextiles and replanting or geomembrane;

• riprap;

• treatment of soils with hydraulic binders on the slope facing.5) Rapid recession instability

In general, the structures concerned are located in sites with slow recession.

In the case of embankments/fills implemented in proximity to torrential water courses (rapid recession), theimmersed section must consist of materials with a high permeability rating - possibly non-water sensitivegravely materials.

The use of fine treated soils ought to be examined. This solution could envisage an embankment with rechargeon the slope of gravely materials and perhaps riprap, or a low abutment, the thickness of which would be justified by general stability calculations.

Particular attention will be paid to dissymmetric recessions, although the hydraulic study generally helpsenvisage sufficient discharge structures.





C.12 – Undergroun d c avi t ies

C.12 .1 - Area concern ed

Sites with known or potential underground cavities, the evolution of which could affect the structure.

The cavities may be natural or man-made.


• Plans for Prevention of Natural Risks – General guide [60];

• Plans for Prevention of Natural Risks – Risks of earth movements – Methodological Guide [61];

• Risk Exposure Plans

• Applied geophysics: Code of Good Practices [58];

• Guide to Cavities – INERIS / DPPR / LCPC (provisional document pending validation).

• Natural Risks – Liaison Bulletin, Public Works Research Laboratories No. 150 - 151 [56];

• Abandoned underground quarries. Risks and prevention. Seminar at Nainville-les-Roches (1993).International Engineering Geology Association (April 1995)

• Detection of underground cavities using geophysical methods – Practical Guide [].


Characterization of uncertainties (nature, size, depth, density etc,), of possible knowledge on the subject, and therisk of occurrence.

Characterization of the effects of uncertainties. The nature and extent of possible structural damage to the sitemust be specified.

Estimation of the probability of occurrence of this type of damage.

C.12.4 – Stud i es to be car r i ed ou t

Type of study Classes Meteorological situations

Preliminary geological analysis.................................EP** Yes Yes

Oral proximity study ......................................................EP Yes Yes

Research in archives (old documents, specific surveys,maps ...) .........................................................................EP Yes Yes

Research of indices photo-interpretat ion: aerial .... .... .... .... .... .... .... .... .... .... ... AP

infrared ....................................... AP- visit to site ...................................................... EP and AP- geophysics .................................................................. AP- monitoring of stripping ............................................... AP

Yes

if adaptedYes

if adapted Not always necessary

Yes

if adaptedYes

if adaptedYes

Investigation- specific stripping................................................AP and P- shovel sampling .................................................AP and P- destructive boring: (tricone, bit) .........................AP and P- ”geological” bores (auger drill)...................................... P- visit to cavities (human, camera)....................................P- estimation of shapes and volumes .................................. P

/YesYesYes

(Yes)*(Yes)*

YesYesYes

/(Yes)*

Yes

*if technically possible

**level of studies: EP preliminary study - AP preliminary project study - P project study









D – Constructional measures (case studies)





Case st udy No. 1

Treatment of visibility problems and use of surpluses

Characteristics ofthe project

- Open motorway 16 km long with surplus at outline preliminary project/design stage [APS]of 1,500,000 m3 (built in 1998).- Type of soil: altered hard shale class R34 / GTR Technical Guide to Embankments & Fills.

Stage of study Project report drawn up with residents.

Environmentconcerned

- Village in hollow in valley – residents’ view of motorway.- View of Normandy bocage pasture landscape for users.

Problem - Residents 400 m from the motorway and 55 m below did not want to see the motorway, andless so after the land reallocation.

- In due consideration of the quality of the view of the Normandy bocage landscape on thehorizon observed by users, this view should be kept at a distance.- Research into reduction of surplus was not the origin of procedures.

Solution used Construction of a light earth mound barrier and therefore an extension to the platformsatisfied the desires of residents as far as possible (the top sections of trucks were stillvisible), while maintaining the views in the distance for users. This construction stipulationused up surplus materials. The absence of any surplus material would have led toconstruction of the earth mound barrier in any case.

Diagram

Advantages - Elimination and reduction of visual impact- Reconstitution of a bocage system at the road edge- Utilization of surplus material- No safety rail- Guttering in water channel- Easier maintenance

Disadvantages Larger land requirement

Reference Autoroute des Estuaires A 84 - Section Coulvain - Guilberville

Ligne de vue sur la vallée Line of vision over the valleyLigne de vue des riverains Line of vision for local residents

TN Natural ground

Schiste dur au ripper Hard shale cut with ripperTalus non végétalisé Unplanted slope





Case st udy No. 2

Excess materials / Landscape


Free motorway, 20 km with an excess at project stage of 3,000,000 m 3 of silty soils.


Motorway in open country on a slightly undulating site in bocage pasture landscape withisolated farmhouses. The parcel mainly features permanent meadows surrounded by bocagehedges.

Problem The project was a full cut to satisfy all residents and municipalities, and generated 3,000,000m3 in excess material to be removed from the land requirement.

Solution used As a base solution to the tender documents [DCE], transport of materials at a quarry to beredeveloped was considered costly. The decision was taken to authorize “contractor”

variants. An impact study report was drawn up in conjunction with the DIREN and attachedwith the DCE. This set the “game rules”; forbidden areas, the landscaping models to berespected, hedgerows to be retained, water flows, etc. Observation of these rules formed partof the judgment criteria for tenders, which had to be approved by the DIREN before theycould be accepted.Therefore the contractor suggested raising a number of agricultural parcels next to themotorway, which were in hollows or were downhill from the landscaped mound barriers orfrom district road restoration embankments/fills.

Diagram

Advantages - Elimination of excess materials on parcels adjacent to the motorway, preferably in proximity of overpasses for restoration of embankment routes.- Landscape integration of the motorway, earth mound barriers for noise protection, andembankment restoration routes for overpasses.- Better accessibility for areas around the old barriers formerly planned.- Limitation of land requirements in the absence of plantations.- Lower cost than transport, and final depositing in accordance with the law on waste.- The contractor handled all problems with residents.

Disadvantages - Solution dependent on the goodwill of residents, particularly in terms of indemnities, whichwere negotiated by the contractor only after it had been awarded the contract.- Extra stripping and restoration work, entailing longer work timelines.- Work on restoration of surface flows.

Reference A13, Bayeux Calvados diversion.

TN Natural ground

Réhaussement des parcelles Raising of parcelsA13 A13Réhaussement des parcelles Raising of parcels

Merlon de protection phonique Earth mound barrier for noise protection





Case st udy No. 3

Earth movement / Landscape / Hydraulics / Town planning


- Straight-alignment motorway, 4 km.- Embankment from a ”borrow cut of fluvio-glacial material” at a distance of 8 km.


- Motorway in a suburban setting, in a compressible area liable to flooding.- The Lavanchon river, partially dammed, creating frequent floods.- Narrow flat valley flanked by mountainous terrain; grandiose environment (Vercors).- Compressible soils (15 - 18 m of shale).

Problem - Motorway placed in high embankments/fills in the overview / background summary [APS]to avoid flooding, and thus:- Difficulties in relation to serious settlement problems (project at + 4m, approximatesettlement 1 m).- Many structures for hydraulic transparency and maintenance of the floodable nature of the

area.- Problem of overpasses set at ≈ 10m/Tn (settlement + integration).- Problems relating to noise screens and difficult project integration.

Diagram: overview / background summary [APS] stage

Solution employed: Motorway set on natural ground. Construction of a counter-canal and recalibration of theriver.

Advantages - Reduction in terms of embankments/fills and transport- Limitation on overpass ramps- Easier integration- Noise protection ”masked” or replaced by earth mound barriers- Creation of a pedestrian/cyclist route (green flow)- Economic- Partial elimination of flooding in inhabited areas

Disadvantages Reworking of the project (new hydraulic studies and negotiation)

Reference A51, Grenoble Col du Fau, Municipalities of Claix, Varces, Allières & Risset

Schéma : niveau A.P.S. Diagram: overview / background summary [APS] stageEcran ScreenZone inondable Area liable to floodingTassement > 1 m Settlement > 1 m





A 51 A 51Plaine de Lavanchon Lavanchon PlainLavanchon Lavanchon15 – 16 m d’argile 15 – 16 m of clay

Solution retenue :. Chosen solution

Ecran ScreenA 51 A 51Contre-canal Side canalPlaine de Lavanchon Lavanchon PlainLavanchon Lavanchon







P.L. A 51 adapté Adapted longitudinal section of A51







Schéma : projet A.P.S. Diagram: overview / background summary [APS]Rivière de la Gresse River Gresse

P.S. Overpass

Passage agricole Agricultural route

Faible pente Slight gradientZone sensible / Captages Sensitive tapping zone P.I. UnderpassCoupe A-A Section A-AA 51 A 51

T.N. Natural groundT.N. Natural ground

Schéma : solution retenue. Diagram: chosen solutionRivière de la Gresse River Gresse

P.S. OverpassPassage agricole Agricultural routeMerlon Earth mound barrierFaible pente Slight gradientZone sensible / Captages Sensitive tapping zone P.I. UnderpassCoupe A-A Section A-AA 51 A 51Casiers hydrauliques Hydraulic strips

T.N. Natural groundP.L. A51 Adapted longitudinal section of A51

Merlon Earth mound barrierPente douce Gentle gradient

T.N. Natural ground









E – Preparation of work

E.1 – Design and analys is o f v ar iants

E.1 .1 – Gene ral s t i p u l a t i ons and s t i pu l a t i o ns i n regu l a t i ons

Article 50 of the Procurement Contract Code allows bidders to submit tenders with variants at the same time asthe basic solution, unless there is an express indication to the contrary in the public invitation to tender and inthe rules for tendering.

The rules for tendering should indicate the general limits for the variant solutions.

In their assessment of tenders, the authorities awarding the contract (PA) are obliged to examine responses tothe basic solution before the variant responses. They must then examine the basic offer of the best candidateswith the most interesting variant solutions in order to determine the most advantageous economic bid inaccordance only with the criteria set in the rules for tendering (article 53-V of the Procurement Contract Code).

E.1 .2 - App l i c a t i on t o ea r thwo rk s i t esApproved principles:

Any ”variant” leading to modification of the project’s geometry (the land requirement or the red line) isexcluded on the grounds of the unchangeable points constituted by the heights of structures, restorationsof roadways or hydraulic structures built.

Proposals in relation to materials, products or specific methods of execution to provide the basic solutionfor the contract are to be examined within the context of preparations and acceptance of the QualityAssurance Plan (PAQ), and are therefore not considered as variants.

We may thus set out a priori (as a non-exhaustive list) several earthworks variant families, as follows:

• variants for stipulations concerning sewerage or drainage;

• variants for consolidation of structure parts;• variants for materials to build the embankments/fills;

• variants for road support platforms (upper parts of earthworks and/or capping layer);

• variants for timelines for structure (economic timeline, partial timeline / optimization of equipment fleet).

As a general rule, sewerage, drainage, and the choice of solutions for consolidation and reinforcement(compressible soils, stiffening of slopes, etc.) are the result of studies at project level by the constructionmanager designer which have led to designs of structures and are not usually open to variants, particularly whena procedure in advance has established State commitments (the Water Act in relation to sewerage or drainage).

However, if this variant option is authorized, the DCE should be accompanied by studies in sufficient detail toensure the feasibility of variant studies and set out the following in the rules for tendering:

• that the studies for design and execution of the variant, and any subsequent modifications, are theresponsibilities of the contractor, and that the corresponding price covers all the normal tasks of a constructionmanager in terms of design;

• that the variant must not affect the rest of the design of the structure;

• that the variant must not involve any prolongation of the overall timelines for the operation;

• that if the variant proposed does not meet the above criteria, it will be removed from the bid;

• that if, during the period of preparation and during site work, the performances set out in the variant solutionare not confirmed, the contractor must suggest technical readjustments to its solution with no modification ofthe initial cost of the variant. A return to the basic solution is not authorized with respect to the initial call fortenders.

With respect to the materials used to build the embankments/fills, in general a distinction is made between the

following two cases:• Is the earth moving balanced (study carried out when the DCE is drawn up)? No variant (details of earthmoving will be specified and validated in the Quality Assurance Plan PAQ);

• Does the DCE envisage filler materials for embankments/fills? Contractors’ proposals are judged in terms oftheir conformity with the rules of the GTR Technical Guide to Embankments & Fills rules and their adaptation







which must be met by the variant solutions.

To this end, the person writing up the rules for tendering (RC) may use the indications in the Guide toTreatment of Soils (GTS) in the case of treated capping layers, or use this for inspiration in the case of variantsinvolving untreated materials.

The writing criteria are in accordance with:

• contract context types (see items furnished in the GTS Guide to Treatment of Soils pages 147 and 148 [13] inthe CCTG General Technical Specifications’ section 2 [49] and in the guide to drafting the Particular TechnicalSpecifications (CCTP) for earthworks [19];

• specifications to be included in the CCTP and requests to be made for response in the quality assurance plan’sorganizational chart (SOPAQ) for judgment of the variants (see GTS Guide to Treatment of Soils, article C31.4 pages 153 - 155) [13].





E.2 – Legal , technic a l and economi c r is ks in re la t ion to ear thwor ks

E.2.1 – R isk ass essment

Risk is normally the unknown factor present within a project designed and carried through to the rules ofconstruction.

With respect to earthworks, as in other areas, risk may be legal, technical, economic or even political.

E.2 .2 - Legal r i s k s i n r e l a t i on t o ea r thwo r k s

During the study/design stage, the consequences of risk are not necessarily immediate. However, legal disputesmay often arise subsequently during the actual works phase or after commissioning if, during this study/design phase, procedures have not been implemented, measurements have not been taken, or reports have not beendrawn up.

Risk concerns mainly the following:

Borrowings and deposits of materials

A lack of knowledge of the administrative procedures in force, both in terms of the Mining Code [51] andimpact studies, may lead to a situation in which the builder does not have the required materials or deposit sitesreadily available.

To prevent this type of risk, there must be commented distribution of the procedures in force. With regard to this,the matter of the legal status of surplus materials, particularly in terms of their utilization in other operations,must be clarified at interministerial level.

There are, in fact, restrictive interpretations of texts by the DRIRE currently emerging in relation to surplusmaterials. Are these natural deposits, items in storage or depots?

The law governing waste, however, considers that all surplus materials not reused on the site land requirementconstitute waste, and must be managed as such.

The planner must therefore concern himself at the earliest possible stage with balance in terms of earthmovement in all cases as of the preliminary design [APS]. He will set out needs in terms of borrow materialsand deposit sites.

This matter is to be discussed in the impact study in the public interest inquiry report (the decree of 25 February1993 and the circular of 27 September 1993 from the Ministry of the Environment state that borrowings anddeposits must be treated as indirect effects of the project).

In the case of smaller projects, borrow and deposit locations may be located as of the acknowledgement of public interest (DUP), in view of their considerable incidence on the cost of earthworks, and also on thenuisances caused to local residents by heavy goods vehicles.

Blasting earthworks

During blasting operations there is a risk of damage to the surrounding built structures, and this generally

creates legal cases between the contractor and local residents.The incidence of these situations may entail a site shutdown, with all its financial and technical consequences.

To prevent this contingency, it is advisable to first identify sensitive areas and then seek to use the services ofcompanies with wide experience in rock earthworks.

In terms of quality procedures, it is also advisable to request specific qualifications for this type of service.

In any case, an inventory report for the inside and outside of buildings before and after blasting operations isessential.

Checks on piezometric levels

Here a distinction may be made between the risk of recession in springs and wells and the consequences of

lowering the water table on the natural and agricultural environment and availability of drinking water supply.In order to avoid any risk of legal cases relating to recession in water supplies for human, agricultural orindustrial use, at the very least a hydrogeologist must draw up joint reports prior to operations on water levels(establishment of the environmental guide to be supplied, etc.).





For measurement of water level variations in proximity to the site and also at a distance of 70 or even 100meters, and the incidence of the various phases of work on the surroundings, it is advisable to implement piezometers on a line perpendicular to the project.

Restoration of usage will often involve direct financing of damages by the project owner through an agreementwith private individuals, if they have not been taken into account in work relating to a land reallocation, for

example.Falling sections

Neglect of or failure to take sufficient consideration of this risk has technical and financial consequences in particular.

In the case of a poorly designed project, however, an accident may entail penal consequences for the projectowner and the construction manager, or possibly the engineering firm in charge of design and / or thecontractor.

E.2 .3 – Tec hn i c a l r i s k s i n re l a t i on t o ea r thwo rk s

Risk is most often of a technical nature in relation to earthworks.

It often concerns the following non-exhaustive list:Quality of geotechnical studies

Technical risk in terms of earthworks mainly stems from a lack of knowledge of the geotechnical andhydrogeological contexts.

The importance of geological and geotechnical investigation can never be overestimated. This must be adaptedto the development of studies in connection with basic design, the size of the project and the geological andtopographical complexity of the site (see the LCPC document Commande et contrôle des reconnaissancesgéotechniques de tracés (Command and control for geotechnical investigation of alignments) Ref. 59023101).

The project owner is responsible for carrying out all studies in the proper fashion (it should be borne in mindthat the overall costs of studies for an operation are between 2% and 9% of the operation, in accordance with the

size of the operation and the type of services provided as in-house works or subcontracts).There should never be deadlock for reasons relating to finance or timelines.

The first error is neglecting preliminary studies (preliminary studies [EP] and overview / background summaries[APS]).

Over the last 25 years, the considerable importance given to environmental constraints, and more specificallythe constraints of the natural surroundings, have meant that designers tend to attach less importance togeotechnical constraints proper, which are rarely the main factor in terms of choice of variants, and they concernthemselves with these constraints only at an advanced stage of the project.

This means that technical anomalies which could serve to alert designers to carry out in-depth studies in goodtime on such singular matters are not identified at a sufficiently early stage.

Similarly, it is advisable to attempt to gather together investigation data for the entire project. If topographyrenders land inaccessible, this could in fact signal that the land is unstable.

With no exceptions, inaccessibility of land in terms of either topography or refusals by land owners cannot leadto deadlock on a certain area of the project.

Falling sections

From the technical point of view, a distinction is made between the risks of falling sections from slopes outsidethe land requirements and falls from slopes which form part of the project.

In rocky areas, this must be a concern from the outset of studies.

Beyond repercussions in relation to the choice of alignment, the incidence of this risk may lead to a choice of building retaining walls rather than earthworks slopes, building stone traps on the edges of the construction,

and/or consideration of building protective structures on slopes.Limited or insufficient material resources

In addition to the legal risk mentioned above, failure to appreciate earthworks balance generally leads tounderestimation of this item.





There are many causes. If systematic use of programs to calculate earthworks volumes and digital models hasmade calculation of geometric volumes easier and reliable, it may frequently be observed that no account istaken of all items which may affect the conditions for reutilization of soils (bulking, for instance).

Areas of low bearing capacity and compressible areas

In due consideration of the fact that these areas could call the project into question or create considerable

technical constraints, it is advisable for work to be carried out with a geologist to identify such areas as soon as possible visually in preliminary studies, proceeding with technical identification during the overview / background summary [APS], and subsequently during the actual project phase.

Building an embankment too rapidly on soil which is compressible and/or has a low bearing capacity can entailgeneral instability in the bearing soil and the main body of the embankment.

Beyond the safety problems engendered by collapse of bearing soil and an embankment, stabilization work,treatment of the area and rehabilitation of structures will require substantial additional costs and prolongationsof timelines.

In the specific case of embankments/fills on compressible soils, in addition to stability problems, there are twoother basic problems to be addressed: the deformations caused, in particular, by settlement of the bearing soilunder the embankment (settlements in the short and long term, with creep to be considered in future years, andover many years in fact), and the strains caused on surrounding structures (either already built or to be built atsome future stage).

For the construction of embankments/fills on compressible soils, the consequences on the handling of the project relate to four main points, as follows:

• problems in connection with the feasibility of the structure: an embankment built on compressible soils couldentail specific construction stipulations such as the use of vertical drains, construction of bench terraces,construction in stages, implementation of temporary overloads, etc.

• phasing of particular tasks, especially in terms of building structures and their foundations in particular;

• operating constraints, especially permissible settlement in the long term at platform level;

• time: whether in terms of studies, actual work or consolidation of soils and monitoring of this, time will bemuch more important than in the construction of a ”classic” embankment.

In cut areas, soils with a low bearing capacity must be purged or treated with hydraulic binders, and must notconstitute a water trap.

Unstable slopes

It is advisable that the preliminary studies identify areas with a risk of unstable slopes (consultation of the PPR plan for prevention of foreseeable natural risks should not be neglected).

A simple analysis of geological and geomorphological charts and a compulsory visit to the site in order toexamine its topography, position of trees, bushes, fence posts, etc. will reveal areas which are unstable or could become unstable.

In geotechnical studies during the phase of the overview / background summary [APS] and the actual project

phase, the geologist will draw up an evaluation report of uncertainties within the study.When stability studies specify the construction stipulations to be enacted, deadlock must never be reached inrelation to such stipulations on the pretext that the slope is stable during the construction work phase.

Underground cavities

Natural or man-made underground cavities may affect the structures (collapse, subsidence, etc.).

It is therefore extremely important that areas which may contain these cavities be identified as early as possiblein the preliminary studies.

The initial procedure will be a visit to the site, a local inquiry and collation of information from specialists suchas BRGM, DRIRE, CETE, DDE, and the Préfecture's civil protection service.

In order to adapt treatment of the cavity, the costs of which are sometimes considerable, the uncertainties should be characterized (type of cavity, size, diameter, depth, density, quality of the vault, etc.).

E.2 .4 – Ec onom ic r i s k s i n re l a t i on t o ear thw o rk s

Beyond the economic effects of legal, technical and meteorological risks, insufficiencies, inaccuracies and





inconsistencies in connection with the various sections of a work contract are often the cause of litigation andshifts in costs.

The following are the main points to be observed:

• words in written texts which have no meaning.For example:

- deep water- moderate settlement- protection against runoff water- construction constraint as the result of …- imperfection- the contractor will deem it necessary to …

• text that imposes unrealistic obligations on the construction manager;

• make progress subject to decisions by the construction manager (risk of site shutdown, selection of the realstoppage points);

• stipulations in the CCTP Particular Technical Specifications not included in the prices specification;

• prices including services which cannot be provided;

• inconsistencies between the provisions in the CCTP Particular Technical Specifications and the schedules of prices;

• incomplete work and / or insufficient means with respect to the technical aspects or the quality required;

• an absence of precision as to the deposit locations or transportation distances for deposits;

• unit prices whose definition is too wide or difficult to estimate;

Example of sensitive prices;

”whatever the material””whatever the volume concerned”

• prices including risk on levels of performance or output;

• complex prices which are charged at a flat rate or an inclusive fixed sum;

• quantities siphoned between several prices.





E.3 – Phases pr ior to con st r uct i on

E.3 .1 – Conc e rn i ng t h e Tende r Doc umen ts [DCE] du r i ng t he pe r i od o f p r epa rat i on

Warning

Production of a full DCE and an excellent period of preparation are essential for a successful site.The first quality procedure consists of an excellent earthworks study by the construction manager on the basis ofserious geotechnical studies, and a sound choice of the start date for earthworks operations.

In relation to geotechnics, the DCE must contain the following, for instance:

• a longitudinal section of cuts / embankments/fills with cubes for each cut and embankment;

• a geotechnical profile with separation of materials and classification in accordance with the GTR TechnicalGuide to Embankments & Fills [10];

• a full geotechnical report, the bore file, and photos of samples;

• seismic-refraction study for rocky soils;

• all studies for embankments/fills > 10 meters on compressible soils, treatment studies and studies on stability

of slopes;• the earth movement project.

Constraints on choice must not be only in relation to budget; even if too often they govern the awarding ofcontracts or are dictated by functional or political obligations, they must also take account of the following:

• periods favoring rational execution of work (climatic conditions, traffic constraints, etc.);

• the load plan for all companies which affects prices;

• a sufficient period of preparation for the contractor.

For project management, this preparatory phase (DCE + period of preparation) prior to the start of majorearthworks must include the following:

The pegging plan for the operation

• The construction manager implements the axis, setting out planimetry and altimetry at each stake along theaxis. The land requirement boundaries must also be made available to the contractor subsequently (planimetryonly);

• A joint report on pegging will be drawn up during preparatory work by the construction manager and thecontractor after the latter has checked the pegging quality.

Initial inventory• an inventory report for the land requirements, including the area containing the site facility (available parcels,unavailable parcels, parcels with crops);

• if there is no approved route specified in the contract, a detailed inventory of routes which could be used bythe contractor will be drawn up by the construction manager. The inventory report may be attached with theDCE if the routes constitute a major constraint in terms of transportation.

Following acceptance by the project owner of this inventory and the conditions for rehabilitation of borrowedroutes, the inventory report will be submitted to the contractor during the preparatory period. Followingexamination of the report, the contractor accepts the construction manager’s inventory, and the conditions of the project owner for the road, in due observance of article 34 of the General Administrative Specifications [CCAG]for works.

If the contractor contests the inventory report, a rectifying report will be drawn up jointly by all parties and,following agreement by all parties, a route or routes will be approved by the construction manager.

Displacements of networks• examination of maintenance of communication and water flows. A visit will be made to the site to set out the provisional stipulations which must entered in the DCE;

• displacements of networks: on completion of the project report, the construction manager makes a list of

networks with the concessionary companies, and, together with the concessionary companies, defines thedisplacements which will be respectively the responsibilities of the concessionary company and of theconstruction manager in accordance with jurisprudence in force, i.e.:

• if the network to be displaced is located on private property, it will always be to the responsibility of the partyrequesting;





• however, if the network is located on public property and road works are carried out in the public interest andconstitute a development operation in accordance with the usage of this area, displacements are theresponsibility of the concessionary companies (example: rectification of bends, roundabouts, etc.).

For the concessionary companies, the criterion of the new structure, the objective of which was tosystematically place the cost of displacements on the account of the project owner, no longer exists.Thus, between the Project phase and preparation of the tender documents [DCE] for Earthworks, the projectowner must finance and arrange displacements of networks located within the land requirement or give theconcessionary company notice to displace his networks. A summary of displaced or undisplaced networks must be drawn up and attached with the DCE or submitted to the contractor during the preparatory phase of work atthe latest.

For reasons relating to urgency or work order, temporary displacements, often by air, may be carried out.

Administrative authorizations for occupation of land• a copy of the temporary occupation agreements and, if any, road-using permits setting out the conditions forutilization of land and the nature of rehabilitation;

• in terms of real estate, in accordance with the DUP acknowledgement of public interest, the project ownermust undertake to always specify early possession of land in offers to sell. Likewise, when the land reallocation procedure is engaged and classification of land has been completed, he must request the Prefectoral order forearly possession of land.

Archaeological excavations• section 1 of the law of 27 September 1941 and the decree of 27 May 1994 stipulate that “no person may carryout, on land belonging to them or to others, excavations or bores for the purpose of investigation of monumentsor object which may be of prehistorical, historical, artistic or archaeological interest without obtaining priorauthorization”;

• therefore any excavations for investigation, reconnaissance or rescue of any archaeological remains, wherenecessary, must be undertaken by bodies approved by the DRAC in order to conserve archaeological heritage;

• any fortuitous archaeological discoveries must therefore be made known to the mayor of the municipality whomust notify the Préfet without delay – in general, excavations will have been carried out by the project ownerfollowing approval of the project report and prior to production of the first DCE for works;

• a check must therefore be run to ensure that all facilities, including the location of the main site, orearthworks, will be in areas that are cleared by archaeological agencies or departments;

• the financing agreement for archaeological excavations must envisage filling of excavations and restoration oftopsoil to prevent the trapping of water in holes. This practice will maintain a satisfactory moisture condition in thesoils, and will also prevent excess loss of reusable materials, particularly when work is due to start 1 or even 2 yearsafterwards.

This practice has the advantages of preserving the landscape and of saving costs for the entire operation. Thecosts of archaeological excavations may be extremely high, particularly when the site has a rich content ofarchaeological items, but also in the case of compressible soils. Estimates should be requested as soon as possible from the DRAC.

Conservation of the environment Noise

• noise in connection to site activity creates sporadic nuisances for residents, disturbances in connection withfauna, and has harmful effects on the health of employees when they do not have protection equipment;

• the construction plant and equipment used must, first and foremost, comply with the regulations in forceconcerning limitation of noise;

• in accordance with article 12 of the law on noise, the project owner is bound to notify the Préfet and mayorsconcerned of the noise levels which will be created by the construction work, and the measures taken to reduce theexpected nuisances;

• the Particular Administrative Specifications [CCAP] should therefore state that the contractor must provide theconstruction manager with all the required items for this declaration as of notification of the site preparation

period;• concerning noise in relation to rock excavation blasting operations, see chapter B10 of this guide.

Flow of nat ural wa ter

• in the absence of specific stipulations in the DCE, modification of surface or subsurface flows duringearthworks often entails pollution which can migrate outside the site;





• it should therefore be borne in mind that flows of natural water are governed by the constraints in articles 640and 645 of the Civil Code, namely:

• lower courses are subjugated to those on a higher level to take in water flowing from them naturally withoutany human contribution;

• the owner of the area above can do nothing to aggravate the constraint of lower courses;

• if usage of this water or the direction given to the water aggravates the natural constraint of flow, an indemnityis owed to the owner of the lower course;

• in order to reduce or eliminate any risk of pollution of natural and aquatic media, temporary sewerage systemson site must be specified in the DCE and renotified to the contractor during the preparatory period;

• these measures for collection, storage, treatment and disposal in a natural outlet may be accompanied, wherenecessary, by suitable additional treatment: if the discharged rate of material in suspension is ≥ 150 g/l,approved flocculation agents must be used which are compatible with aquatic fauna;

• particular attention must likewise be paid to large flows which could lead to a substantial increase in the flowsof neighboring water courses which are incompatible with the equilibrium of aquatic ecosystems, particularlyduring spawning periods;

• earthworks (cuts, embankments and fills) may modify the natural course of subsurface water and its flow. Forthis reason, an inventory and a list of the wells located within the immediate surroundings of the project (100 mon either side) will be drawn up before any work commences. Piezometers perpendicular to the project may beused to confirm or annul changes in the water table that supplies the wells (lowering of the water table,dewatering, etc.). Considerable modifications may lead the project owner to finance a new well.

• during a prolonged period of drought, the Préfet occasionally issues a decree forbidding certain uses of water.

Atmospheri c pol l u t ion

• there are many nuisances created by dust, and over and beyond the safety and health of employees these alsoaffect residents living in proximity to the site, although, due to the strength of the wind, also those who live atsome distance from the site;

• the chapter relating to atmospheric pollution caused by dust from limestone and cement is properly set out inthe technical guide to treatment of soils (chapter 5.3 page 51). This document should be noted in the CCAPParticular Administrative Specifications, and particularly the paragraph concerned, or to take up the prescriptions in the Particular Technical Specifications [CCTP];• in order to prevent flying dust, particularly during dry periods, the site, with particular emphasis on tracks used by machinery, must be sprinkled on a permanent basis;

• when a drought decree is issued by the Préfet , earthworks sites are often obliged to shut down. The principlesset out in the decree of 8 January 1965 (modified by the decree of 6 May 1995) authorize the head of thecontractor’s company to take the initiative of sprinkling the site tracks for employee safety and thus to continuework (a decree overrules an official order). The use of water, however, to moisten soil whose water content istoo low to make it reusable on part of the structure would not be possible in the event of a drought decree, andin this case the decree may not be evoked;

• on another point, dust falling into water courses or areas of moisture will have an impact on the aquaticenvironment or will clog up areas of moisture. The presence of these environments in the immediate

surroundings of the site must be set out in the DCE and renotified to the contractor during the preparatory periodon site;

• the use of industrial by-products or waste such as incinerator ash, for example, may create olfactory pollutionin sensitive environments (habitats).

Fauna and f lo ra

• in relation to fauna and flora, ecosystems and biotopes to be conserved which are located near the site andwhich have been fully identified in the preliminary phases of road studies (overview / background summary[APS], impact study, Water Acts, working design, etc.) may be listed in the Particular AdministrativeSpecifications [CCAP] and made known to the contractor from the outset of the preparatory phase, to allow thecontractor to avoid causing any deterioration due to dust, noise, leaching caused by non-natural surface flows, petroleum products, detergents, etc., in these sensitive, often listed environments, where the long-term quality ofecosystems and biotopes must be guaranteed.





Safety on earthworks sites

In addition to the requirements of legislation and regulations, safety must be present at all times from productionof the DCE, during the preparatory phase, and on a permanent basis during the construction works phase.

Safety is clearly of interest to work stations, but also in relation to the conditions of access to the site (geometricand structural characteristics of roadways, pollution on roads), on-site traffic (speed, dust, crossing of trafficked

roads), storage and use of hazardous products (quicklime in all cases and especially in proximity to built-upareas or trafficked roads, explosives, etc.).

In relation to work stations, the decree of 8 January 1965 modified on 6 May 1995 and applicable texts stipulatethe minimum prescriptions applicable to building sites or public works.

In relation to earthworks, the most important points concern the stability of earthworks slopes or walls fortrenches, work by machinery on the edges of old or recent slopes or slopes with excessive gradients, thereversing warning signal on machinery, and light vehicle traffic.

E.3 .2 – Inv en to ry o f t he t oo l s requ i red f o r p rope r s i t e c ons t r uc t i o n

The procedures listed below are the responsibility of the project owner and the construction manager.They must be implemented at the earliest possible stage so that they do not constitute either non-qualityin production of the DCE and during site work, or a hindrance to sound site progress. 1) Master plan quality sketch (ESDQ).

2) Displacement of networks in public and private areas.

3) Taking up advance possession through offers to sell or a Prefectoral order for the land reallocation procedure.

4) Temporary occupation agreements.

5) Opening of quarries on the responsibility of the project owner if the materials are provided by him.

6) Archaeological excavations for the purposes of reconnaissance, investigation and safekeeping.

7) Authorization by the mayors concerned for elevation of soil beyond land requirements.

8) Authorization or declaration in relation to the Water Act.

9) The general safety and health coordination plan.

10) Prior declaration to the Préfet in connection with safety and health.

11) The declaration to the Préfet and mayors concerned in connection with article 12 of the law on noise (law of31/12/92 + decree of 9/01/95).

12) Site operation. When operations concern a number of contracts and agents, especially in urban areas, it is preferable for the construction manager to draw up the site operation report in association with the managementand field unit services.

13) Waste management in accordance with the law of 13 July 1992 and the circular of 15 February 2000.

14) The quality master plan (SDQ) in association with the contractor during the period of preparation.

The procedures listed below are the responsibility of the contractor or the agent of the group

1) Opening of quarries if the supply of materials is the responsibility of the contractor.

2) The declaration of intent to commence work (DICT). This must also be addressed to the mayors (decree of14/10/91 + order of 16/11/94).

3) The quality assurance plan (PAQ).

4) The environmental assurance plan (PAE) for certain types of site.

5) The site facility (decree 6548 of 1965 + 95-608 of 6/05/95 and the law of 19/07/76 + decree of 21/09/77).

6) Classified facilities (even in the case of a mobile crusher) and availability of surfaces.

7) The Special Plan for Protection of Health and Safety (PPSPS).

8) Site operation for simple sites in open country.

9) Authorization by the mayors concerned by elevations of soil outside land requirements.

10) Clearing and deforestation (attention must be paid to ownership of forests – see the offer to sell or the sale

document).





11) Building demolition (law of 13/07/92 on waste) – Provision of the organizational chart for wastemanagement (this will also include management of other site waste in accordance with the law).

12) Production of price breakdowns.

13) Subcontracting. The contract binding the subcontractor to the contractor must be submitted to the awardingauthority if the authority so requires.

The contractor must ensure that the project owner accepts the conditions of payment for the subcontractor by provision of a subcontracting document.

14) Requests for acceptance of materials and products. These must be drawn up during the preparatory phase inorder to give the construction manager time for verification.

15) Work plan and monthly financial accounts schedule. To be provided during the preparatory phase for soundmanagement of time lines and payment credits.

E.3 .3 – Ear th mov emen t and c ho i c e o f m a te r i a l s

Project earth movement plans

There are three objectives in connection with earth moving:

• connection via transportation lines of the needs established for a given project design to cuts of sufficient

geotechnical characteristics, without neglecting an attempt to retain the best materials for the most salient partsof the structure or layers;

• optimization of transport distances, with minimum total transport moment, while fulfilling the geotechnicalrequirements of the embankments/fills;

• integration of special constraints such as obstacles which cannot easily be negotiated (roads with heavy traffic,railway lines, etc.), compatibility with work phasing and coordination with other types of work.

Establishment of earth movements commences with a geometric analysis of each cut (site cuts and any borrowings), of the various parts of the structure of the embankments/fills (base of the embankments/fills,ordinary embankments/fills, upper parts of earthworks, capping layer, height of the embankments/fills, etc.), andwith geotechnical analysis to meet the most salient needs possible with the best possible quality materialsavailable, possibly treated or produced (capping layer, drainage bases, technical embankments/fills, extra-large

embankments/fills, roadways, etc.), and to produce ordinary embankments/fills and structures requiring materialswith lower levels of performance.

Prior to establishment of earth moving plans, a geotechnical study of the project must be forthcoming (aconstituent part of the DCE) with the agreement of the contractor, during the period of site preparation, asadditional geotechnical investigation. This will enhance information as to the nature of the materials and theirmoisture condition, and will help with appraisal of the levels of reutilization in relation to the nature of soils.

In the first outline of earth movements, the choice of material is not included, except perhaps in favor of certaintypes of extraction machinery for geotechnical or geometric reasons in connection with cuts, and certain rangesof transportation distances for economic reasons or reasons relating to the characteristics of site roads; this doesnot change the total moment.

This initial earth movement allows definition of the material means chosen in accordance with the criteria

described in the section below: “choice of earthmoving material”.The work schedule is thus drawn up by integrating earth movement, the estimated output of approved materialresources, foreseeable inclement weather conditions and the various site constraints (phasing, obstacles,timelines, etc.).

To optimize site execution, it is advisable to refine earth movement, choice of materials and the work schedule by successive iterations.

Choice of earthmoving material

Ex t rac t ion machi nery

There are two large families of extraction machinery, as follows:

Blade machinery Bucket machinery

BulldozersHydraulic shovels

Loaders





Scrapers

The first family (blade machinery) is suitable for layer extraction, for loose or rippable materials, with average-to-dry water content for scraping machinery.

The second family is more suited to “frontal” operations and for loose or rocky soils.Certain special extraction machinery such as draglines or bucket wheels may be used in special cases.

Transpor tat ion veh ic les

The choice of transportation vehicles depends on

• three main criteria:

1) the transportation distance between the place of extraction and the spreading location;

2) the nature and condition of the cut materials;

3) the configuration of the transportation track: slope, bearing capacity, rolling resistance, etc.

• four large families of machinery:

1) Pushing by tractor/bulldozer. This is limited to a range of 0 – 100 meters;2) Scrapers. These are currently used up to 1,500 meters (maximum 2,000 meters);

3) Single-piece or articulated dumpers. Depending on the configuration of the transportation track, they are usedover distances of 0 – 3,500/5,000 meters, or more, if road vehicles cannot be used (semi-trailers);

4) Semi-trailers. If the materials are not excessively adherent, they are used over distances of more than3,500/5,000 meters.

Leve l ing or spread ing mach inery :

The spreading conditions in the GTR Technical Guide to Embankments & Fills [10] are applicable:

• scrapers are best suited to spreading in thin layers;

• in most situations, spreading is carried out using the blade of the tractor/bulldozer, or the tamper;

• leveling is generally carried out using a grader (whether or not power-assisted).Compac t ing mach inery :

See GTR92 as to the possibility or impossibility of using each type of compactor in accordance with thematerial to be used on embankments/fills. This document also lists the outputs.

Material and outputs

In relation to the geometric and geotechnical characteristics of French sites and the problems encounteredduring transfer of machinery between sites, earthworks companies are restricted to utilization of the ordinarymaterial described below.

The output of the various levels of earthworks depends on many factors, particularly the following:

• the geometric characteristics of the structure;

• the nature and condition of the materials;

• past and present meteorological conditions;

• whether or not there is any interference with other levels or other tasks;

• site staff and management staff.





Material CharacteristicsAverage output for certain typical

levels

Scrapers Load capacities 15 - 40 T.(D10 pushdozer + 631 scrapers)

4,000 – 6,000 m3/d

Single-piece dumpers Load capacities 30 - 50 T.

Articulated dumpers Load capacities 15 - 40 T.(50 T shovel + 35 T transport

vehicle)1,700 – 2,400 m3/d

Hydraulic shovels• Major earthworks machinery Machinery weight 35 – 85 T

(85 T shovel + 35 T transportvehicle)

2,500 – 4,000 m3/d

• Other earthworks Machinery weight 15 – 35 T(35 T shovel + 15 T transport

vehicle)600 – 1,200 m3/d

Loaders Buckets 1 - 6 m3

(5 m3 loader + 35 T transport

vehicle)2,200 – 3,500 m3/d

Tractor/bulldozersPower output generally 100 – 400

cv, and exceptionally 600 cv

GradersPower output generally 100 – 250

cv, and exceptionally 300 cv





Choice of machinery

The table below shows the material recommended for use in accordance with geometric, geotechnical, hydraulicand topographical parameters:

Geometric parameters

(average transportationdistance)

Geotechnical

parameters

Hydraulic

parameters

Topographical

parametersParametersFamiliesof

machinery

Types ofmachinery

300 –1,500 m

1,500 –3,500 m/5,000 m

Over3,500/

5,000 mLoose

Rippa ble

RockyWater % - IP

Underw.

table

Outside w.table

Steepramps

Tracks Roads

Shovel Yes Yes Yes Yes Yes mining Yes Yes Yes

Dragline repetition generally required Yes Yes Yes Yes Yes

Loader Yes Yes Yes Yesrepetiti

repetition low Yes

Loadingmachinery

Scraper Yes Yes Yes low Yes

Scraper Yes Yes Yes low Yes Yes Yes

Single-pieceYes Yes Yes Yes Yes Yes Yes Yes

ArticulatedYes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Transportmachinery

Road truck Yes Yes Yes Yes low Yes

Yes

(goodtracks) Yes

Compactionmachinery

vibratortires

tamperSee GTR





E.4 – Wor k p hase

E.4 .1 – P roc edu res t o be ob s e rv ed du r i n g t he wo rk ph as e

The procedures to be observed are specified in the CCAG General Administrative Specifications for Works, theCCTG General Technical Specifications, regulations and guides, and in the administrative sections of the works

contract.

The works management guide published by Sétra as reference A9922 sets out in detail with occasional referenceto jurisprudence all procedures relating to specific site situations during the works phase, namely the following:

•phase 0 choice, preparation of contractand notification ..................................................page 13

•phase 1 site preparation ....................................page 25

•phase 2 tasks for execution .............. ............... .page 32

•phase 2A technical problemsin relation to quality ....................................... page 54

•phase 2B finance problems ............. .............. page 69

•phase 2C timeline problems ..........................page 86

•phase 2D administrative problems .............. page 100

•phase 2E difficulties in relationto the environment ........................................page 118

•phase 2F safety problems ............................page 159

•phase 3 reception and guaranteeof full completion .........................................page 166

With respect to timelines, when the bidder is obliged to submit documents which require time, it must beverified that the timeline in the bid is compatible with the duration of the studies to be carried out.

Likewise, if certain work requires a certain amount of time during the site preparation phase– for instance,

drawing up a geotechnical study of a sector that is initially inaccessible (due to refusal by the owner), or a studyof formulation of treatment – then the timeline for the period of site preparation must be adapted.

The CCAG General Administrative Specifications for Works and the decree of 2002-232 set a certain number oftimelines which are summarized in the tables below.





E.4.1.1 – Contract management - CCAG General Administrative Specifications for Works

as completed by the stipulations of decree 2002-232 - Overall period for payment

PurposeArt.

CCAGMain constructioncontractor or agent

Art.CCAG

ConstructionManager

Art.CCAG

Project OwnerPRM

Choice ofaddress 2.22 Notifies the”awarding authority”(PA) and projectmanagement ≤15days after notification

of contract.

2.22 Failing this,notifications to theTown Hall.

2.22 Ditto projectmanagement.

Acceptance ofsubcontractors

2.41 Request foracceptance sent toPA.

2.42 Reply within 21 daysfollowing request –implicit rejectionfailing this.

Communication

subcontractingcontract

2.49.2 15 days after PA

request, default penalties after 1month applicationart. 49.

2.49.2 No reply > 1 month,

application of article49, formal notice period≥ 15 days.

Service ordersreplies

2.5250.11

15 days afterreception of serviceorder, in the form ofa note to projectmanagement

(50.11).

2.51

50.12

Addressed to thecontractor in 2copies, 1 of whichmust be returned to project managementafter signature withdate of receipt.

Project managementsends note to PAwith its opinion.

49.1

50.12

In the event of a failureto observe the serviceorders, formal noticewith execution time≥ 15 days.

decision notified to the

contractor within 2months of receipt ofnote – rejection failingthis.

Possibleguarantee

4.11 20 days afternotification ofcontract or additionalclause.

4.12 Absence of constitutionor increase createsobstacle to issue oforder.

Supply of price breakdown

10.34 Mini timeline of 20days following

service for production request.

10.34 Production requested by service order , and

timeline set at ≥ 20days.

10.34 Absence createsobstacle to regulation.

NotificationReports

Reserves onreport

12.412.5

12.4

The contractor mayask projectmanagement to drawup a report.

15 days followingdate of report toissue written remarksto projectmanagement.

12.4

50.12

Project managementsets the date ofnotification within a period of ≤ 8 days ofthe date of request.Joint report drawn upimmediately by all parties concerned.

Transmission toawarding authority ofthe note with itsopinion.

50.12 Decision notified to thecontractor within 2months of reception by project management ofreserves – rejectionfailing this.







but not final notified by additionalservice note within15 days of the previous.

overall prices





Contract management – CCAG General Administrative Specifications for Works


PurposeArt.


Art.CCAG

ConstructionManager

Art.CCAG

ProjectOwnerPRM

Increase in thework tasks dueto a change ofneeds orconditions ofuse

15.115.2

15.22

Notifies his refusalto execute in writingto the awardingauthority with copyto projectmanagement, within15 days of receipt ofthe service order.

15.22 Notifies the order toexecute the work byservice order.

The sum of thecontract isexceeded

15.4 Informs projectmanagement within 1month after the sum

of the contract hasallegedly beenexceeded.

15.4

15.5

Forwards to theawarding authority

Notifies thecontractor of thedecision of theawarding authority10 days prior to theestimated date onwhich the sum of thecontract wasexceeded. Notifies thecontractor of theforeseeableestimation of worktasks within 15 daysof the previousservice order.

15.4 The awardingauthority takes ordoes not take the

decision tocontinue.

Commencementof work

46.6 If notification ofcommencement > 6months afternotification has a period of 15 daysform thecommencementservice order torequest terminationin writing – failingthis, the right totermination is lost.

19.11 Notifiescommencement ofwork by service notewithin 6 months ofthe date ofnotification of thecontract.

49.1 If the contractor hasnot requestedtermination, formalnotice by theawarding authorityand possibleapplication of 49.2.

Generalimplementation plan

27.1 Notifies thecontractor at thelatest 8 days afternotification of thecontract or at thesame time as theservice order forcommencement ofwork.

Programmingof execution ofSafety andHealth Plan

28.228.3

Submits for approval by projectmanagement < 10days before the end







Contract management – CCAG General Administrative Specifications for Works


PurposeArt.


Art.CCAG

ConstructionManager

Art.CCAG

ProjectOwnerPRM

Demolition ofconstructions

31.91 Request to projectmanagement 8 days before execution

31.91 No reply within 8days – authorizationassumed.

No usage forequipment andmaterials

37.2 Execution within thenext 30 daysfollowing formalnotice.

37.2 Draws up a serviceorder requestingrehabilitation, with noaction requested ofawarding authority aformal notice.

49.137.2 Formal notice issued

with no result > 30days permitsautomatic execution.

ReceptionPrior operations

Decisionof reception

Imperfectionsand defects

41.1

41.6

Informs projectmanagement andawarding authority inwriting of theestimated date oftermination.

Remedy forimperfections withinthe period set by

awarding authority inits decision, bydefault 3 months before expiry of theguarantee period.

41.1

41.2

Notifies thecontractor and proceeds withoperations within 20days of request orenvisagedtermination.

Advises the awardingauthority as to thedate.Draws up a reportimmediately.

Informs thecontractor of the proposal to awardingauthority within 5days.

41.3

41.6

The decision of theawarding authorityis notified withinthe 45 daysfollowing the dateof the report onoperations.If there is no

decision within this period, projectmanagement proposals areassumed to have been accepted.

If no executionwithin the period,may be executed atthe expense and riskof the contractor.

Documentsto be suppliedafter reception

40 At the time of therequest: Notice of functioningand maintenance 2months afterreception: DOEExecutionConformityDocuments.





E.4.1.2 – Contract management – settlement for subcontractors

The specific stipulations for subcontractors’ settlements (13.54 of CCAG General Administrative Specificationsfor Works), as completed by decree 2002-232 concerning the overall period for payment, are summarized below:

Subcontractor Main constructioncontractor or agent Construction Manager Project OwnerPRM

Forwards justificatory partsto the main constructioncontractor or agent.

If within 15 days ofreception the contractor hasnot made known hisopposition, the parts areconsidered as accepted.If the contractor has notrefused or forwarded to the

construction manager, thesubcontractor forwardsdirectly to the constructionmanager a copy of hisaccount projectaccompanied by a copy ofthe recorded delivery of hisdispatch to the contractor.

Accepts or refuses the justi ficatory parts within 15days of their date ofreception.

Accepted Forwards to theconstruction manager theaccount projectaccompanied by a

certificate of acceptance,setting out the sum to besettled to the subcontractor(art 13.51).

Refused And notifies thesubcontractor of hismotivated refusal

Directly advises thesubcontractor of the dateof reception of the account project and the certificate,

and the sum due in hisfavor, and forwards thesettlement statement to theawarding authority within15 days of reception of the project.(3.II of decree 2002.232)

Formally notifies thecontractor by letter withrecorded delivery to provehe has opposed a refusalwithin 15 days.

Informs the subcontractor ofthe date of formal notice.Requests suspension of the period for issuing the orderfrom the awarding authority.

Has an overall payment period of 45 days from thedate of submission of theaccount project to projectmanagement (art. 96 of theProcurement Contract Code).Sends notice of issue of theorder to the contractor andthe subcontractor.

Notifies the contractor of hismotivated decision forsuspension.Has an overall payment period of 45 days as above.However, if the periodremaining from the date ofsuspension is < 30 days, then this is changed to 30 days(arts. 2 and 4 of the decree).

The overall payment period includes:

• intervention of project management (15 days maximum, art. 3. II of the decree),

• intervention of the awarding authority,

• processing by the public accountant (15 days maximum, art. 7 of the decree),

• processing by finance bodies.





E.4 .2 – Orde r i ng o f t as k s

Preamble

An earthen structure, although occasionally complex (see preceding chapters, particularly the chapter onspecial structures), is generally one of the simplest structures to build.

Thus its user quality depends, more so than in other areas, on precision of command, preparation, siteorganization and the techniques of the various agents involved.

Again, more so than in other areas, quality control depends on the involvement of all concerned.

The formalism of the procedure, described below – and which could perhaps be summarized as “write downwhat we intend to do, do what we wrote down, write down what we did, check that we did well what we wrotedown, and keep what we wrote” – is absolutely necessary and must be strictly observed.

Quality is a whole which is not just the production of documents (ESDQ, SOPAQ, PAQ, SDQ, etc.), but coversall the phases of studies for preparation of the project and execution of the works.

A good geotechnical survey, good adaptation of execution times to the periods to be observed in relation toregulatory procedures (classified facilities, etc.), thorough study of the project file by the contractor, andthorough site preparation are all factors that will contribute to superior quality on the ground.

Producing paper is not an end in itself, and is definitely no guarantee of quality.

For example, a quality organization note, the main feature of the contractor’s Quality Assurance Plan, may often be set out on three or four typed sheets if they provide a good definition of site organization (organization chart,the role of each person and particularly subcontractors, the means used, frequency and nature of checks,sensitive points and stoppage points, management of anomalies, and the first procedures required to start work).

However, this must be a living document which evolves along with the site to make organization of the siteincreasingly efficiency.

Quality is above all a state of mind and it is everyone’s business, at all times.

Without this continuous collective involvement of all those involved, the objective has little chance of being

met.

Nom de la tâche Task name1 PERIODE PREPARATOIRE PREPARATION PERIOD2 Présentation du DCE et du dossier

géotechnique par le MOEPresentation of the DCE and the geotechnicalfile by PM

3 Reconnaissances complémentaires Further investigations4 Projet de mouvement de terres Earth movement project5 Provenance de la chaux vive Source of quicklime6 Etudes de traitement des sols pour PST et

CFSoil treatment studies for subformation andcapping layer

7 Provenance des matériaux pour PST et CF Source of materials for subformation andcapping layer

8 Itinéraire de transport et modalité d’accès auchantier

Transport route and site access method

9 Etat des lieux des itinéraires agrées Condition of approved routes10 Etablissement du programme d’exécution Creation of the execution program Nov. Dec. Jan. Feb. Mar Apr May Jun Jul Aug





Preamble

Opera t ions to be car r ied ou t by the cons t ruc t ion manager

N° OperationsDocuments to besubmitted andmaterialization

Production timePeriod for a response

by the contractor

1Plans for definition andlongitudinal sections

Plans, longitudinalsections

On notification of the period of preparation

2

Data from computercalculations fordefinition of horizontalaxes and longitudinalsection

Listings of currentsection and restorations.


3Execution drawings (1) List of cross sections and

type cross sectionsOn notification of the period of preparation

4 Plans of known networks Plans As above

5Main precision traverseline

Situation planPostsTraversing

1 month after notificationof the period of preparation

6Plan of land requirements

Plans and listings of postsDemarcation


Possible remarks beforethe end of the period of

preparation

7

General pegging Plans, listings of singular

points and pegging

1 month after notification

of the period of preparation

Investigation report at the

end of the period of preparation

8Plans of safety equipmentand provisional signing(1)

Operating report 1 month after notificationof the period of preparation

9

Provision of terrain, provision of landrequirements.Inventory drawn up jointly by all partiesconcerned.

Parcel plan, investigationreport on demarcationwith joint signature


Drawing up the jointreport by all partiesconcerned no later than atthe end of the period of preparation

(1) Insofar as these execution documents, drawn up on the responsibility of the roads manager, are the responsibility of the construction

manager





Operations to be carried out by the construction contractor

The period of preparation must be adapted in accordance with the size of the site and the specific studies to becarried out before any actual work begins. This period may commence:

• on notification of the contract (this solution is not recommended);

• with a specific service order (recommended solution, set out in the tables);

• with a service order for commencement of work when it is included in the period for execution.

The periods shown are for information purposes, and may be modulated in accordance with the size of the siteand the nature and complexity of the work to be carried out.

N° OperationsDocuments to besubmitted andmaterialization

Production timeMaximum period for a

response by thecontractor

1

Additional geotechnicalinvestigation

BoresReport, plans, test results

1 month1.5 months afternotification of the periodof preparation

7 days(opinion of externalcheck)

2

Earth movement projectand topsoil movement plans

Plans, longitudinalsections, graph tables

End of the period of preparation and at least15 days before thecommencement ofearthworks

15 days(opinion of constructionmanager)

3General work program Explanatory note

Schedule (1)10 days before the end ofthe period of preparation

10 days

4Site facilities project Paper + Plans 10 days before the end of

the period of preparation7 days

5

Proposal for origin andnature of materials forembankment, upper partsof earthworks, cappinglayer (3)

Papers, documentation,samples, test results

1 month before thecommencement ofsupplies for each of the parts of the structuresconcerned


6

Studies of treatment ofsoils forembankments/fills, upper parts of earthworks,capping layer (3)

Papers, formulationstudies, test results

1 month beforecommencement oftreatment for each of the parts of the structuresconcerned


7Program for studies andsubmission of execution plans

Program 1 month after notificationof the period of preparation

Opinion of constructionmanagerIn 15 days

Note on generalorganization


15 days(approval of constructionmanager)

Quality Assurance Plan forStudies

15 days before the dateof the meeting forcommencement of

7 days(approval of constructionmanager)8

Establishment offramework for QualityAssurance Plans and theEnvironmental AssurancePlan (PAE) (stoppage point)

Model of monitoring files,checking plans, list ofstoppage points andcritiques, procedures forexecution, etc.

15 days before the end ofthe period of preparation

15 days(approval of constructionmanager)

9

Safety and health protection

PPSPSMembers of CISSCT

representing thecontractor

40 days after notificationof the period of

preparation

Acceptance by thecoordinator

10Financial program forwork

Monthly foreseeablestatement of expenses

1.5 months afternotification of the periodof preparation

Not applicable







Preamble

Operations to be carried out during the work stage

N° OperationsDocuments to besubmitted and

materialization


response by the

contractor

1Acceptance ofsubcontractors

2.5 months beforecommencement of work by subcontractors

21 days (acceptance isissued by the projectowner)

2Special subcontractordocument

Special subcontractordocument

2 months beforecommencement of work by subcontractors

2 months

3

Subcontractor QualityAssurance Plan

Report with specialsubcontractor document

In accordance with thework progress made, 30days before theircommencement

15 days for approval bythe construction manager

4Evolution of QualityAssurance Plan

New procedures,updating of procedures

In accordance with thework progress made, 30days before execution


5Updating of the programfor execution

Schedule Partial schedule every 15days and every month forthe general schedule


6

Specific detailed programs, partial

programs, site reportgraph

Schedules, plans, noteson specific stipulations

In general, every 15 days 7 days for approval bythe construction manager

7Updating of the financial program

Accounts schedule Every 3 months

Validation tests(stoppage point)including:

- acceptance of site shops Material description files 15 days beforecommencement of each

3 days to lift stoppage point

8

- evaluation of the procedure for execution

Results of checks andreport

The first day of execution 1 day to lift stoppage point





Preamble

Operations to be carried out during the work stage


materialization


response by the

contractor

Check on work Daily monitoring reports,report on tests, checksand daily updating ofquality file

Every day

Identification ofmaterials forembankments/fills ordeposit, and materials forupper parts of earthworks

Results of tests andreports, adjustment ofthicknesses of layers and(or) material

Every day

Q/S compaction Tachometer disks - report Every day

Bearing capacities in themain body of

Results of bearingcapacity tests

See CCTP

Conformity ofsubformation (stoppage point)

Results of measurementof bearing capacityResults of geometrycheck (topographical

End of earthworks onsection for reception, andat least 10 days beforecommencement of


Conformity of cappinglayer (stoppage point)

Ditto subformation End of work on thesection considered


9

Conformity of geometryof cuts (stoppage point)

Cross sections 10 days beforeimplementation ofcapping layer


10Updating of earthmovement plans

Plans, longitudinalsections

At least every 2 months

11Implementation of axes before conformity reporton capping layer

ListingPegging of axis

15 days before receptionof capping layer





Preamble

Operations to be carried out on completion of work


materialization


response by the

contractor

1

Quality Assurance Plancompleted

All items making up theQuality Assurance Plan

2 months after report on pre-reception operationsor after execution ofstructures

7 days for verification ofthe contents

2

Conformity of drawingswith execution of thestructure

All plans sent to thecontractor by theconstruction manager inthe contract file withupdated site work,movement of earth

carried out, andexecution plans drawn up by the contractorTracings, copies, digitalsupports, notes,reductions

2 months after report on pre-reception operationsor after execution ofstructures

15 days for verificationand any remarks





F - Pathologies

F.1 – Patho l ogy of ear th work s st r uctu res

F.1.1 - Preamble

Here we exclude special earth structures such as walls in reinforced earth, treated capping layers, etc., whichrequire special techniques and have their own methods of execution, and will focus exclusively on the pathologyof ordinary cuts and embankments/fills.

F .1 .2 – Patho l ogy o f c u t s

The equilibrium of a cut slope relates to its geometry (height, slope), the characteristics of the soils and rocks,and the hydrogeological context. Weather conditions can also create structural damage, especially when weatherconditions are exceptional.

Instabilities in cut slopes most often appear between a few months and several years after work has been

completed.Slides are often related to the following:

• inappropriate slopes, often too steep for the soils;

• water in a geological formation uncovered by the cut can lead to extremely unfavorable conditions forearthworks slope stability. This problem is often revealed on site work, particularly if the site has a wintertime.Superimposed permeability-heterogenic formations on a slope most often introduce water into slopes andfrequently cause structural damage;

• abrupt relief, as in a mountainous area, where earthworks slopes cannot be sufficiently inclined among somevery steep natural slopes, and where unstable cliffs or slopes are occasionally carved out;

• erosion of sandy or silty soils with no protection against gullying.

Prevention of this kind of structural damage is the result of appropriate design.

There must be knowledge of the soils and rocks to be used in earthworks for appropriate sizing of the slope and possible protection of the slopes on the cut and the land requirement to be reserved.

Extra-high slopes merit particular attention, and usually a specific soil mechanics study.

Geotechnical studies must prevent the discovery of these difficulties during site work since they often producesubstantial extra costs, which will be claimed by the contractor experiencing difficulties in the orders for workto be carried out, and the site or user safety may also be compromised.

As a general rule

• it is usually preferable to opt for a light embankment rather than a light cut;

• beyond essential research to integrate the project into the landscape, it is advisable to make the gradients ofearthworks slopes more gentle, with or without support at the bottom;

• the most common slopes used on cuts are two high-three at base for relatively stable soils, and one high-two at base for shaley and plastic materials. These slopes, however, can be subvertical in healthy rock with no cracks(or with cracks which have favorable orientation), and can be one high-three at base in the case of sensitiveclays found in certain regions. The sizing of these slopes must take into consideration the hydrogeologicalcontext, and may occasionally require drainage measures such as shields or trenches;

• it is advisable to quickly implement surface protection (topsoil and grass, and occasionally heavier or moresophisticated items) on the recently graded slope when the soils of which it consists are erodable, in order to prevent gullying related to rain or frost.

Special systems and devices may be used and designed during site work to deal with structural damage, in orderto:

• drain off water that makes the earthworks slope unstable (shields, drainage systems and subhorizontal drainsare the most frequently used);• provide a base abutment where we observe the beginning or the possibility of a slide (support, gabions, shield, bolts, etc.);

• reinforcement of a rocky slope to prevent falling rocks (nets, anchorage, various structures, etc.);





• improve the surface stability of soils against the risk of erosion (a number of claddings for the slope, grasssowing, etc.).

The pathology of cuts is most often due to unstable earthworks slopes. There are, however, other causes ofstructural damage, including the following:

• interception of a water table by the cut. This should be detected by the geotechnical study, which then suggests

a drainage device for proper site construction and to ensure the roadway will last;• insufficient surface drainage. Systematic questions should be asked on the routes available to water which hasinfiltrated the structure (bituminous concrete, even when properly constructed, can improve the runoffcoefficient, but it is not impermeable, and infiltrating water cannot evaporate). Likewise, side ditches must bedeep enough and maintained so that water ingresses do not moisten capping layers and bearing soil byinfiltration into the main body of road;

• incorrect transition between cut and embankment.

F .1 .3 – Patho lo gy o f embank men ts and f i l l s

This subject was studied in France in a survey initiated by the Regional Public Works Research Laboratories in1992 and completed in 1998 with an examination of 54 cases.

A study was performed on the same subject by the PIARC World Road Association in 1997-1998, which studied20 cases in 8 different countries and published the findings in its magazine Routes/Roads N° 306 in April 2000:“results of surveys on the pathology of operating embankments and fills” by J.C. Auriol, H. Havard, C.Mieussens and D. Queyroi.

It was found that this type of survey was extremely difficult, and this explains the rather restricted number ofcases studied. There are two main types of structural damage in relation to embankments and fills:

1) the “creeping” pathology of structures with slight deformations over several years before reaching an actualservice level.

A diagnosis is often only requested from a road-building expert 5 – 7 years after work has been carried out,since the pathology mainly consists of cracking in roads. In these conditions, it is generally concluded,erroneously, that the problem is due to insufficiency in the main body of the road, which is reinforced and will

have to undergo maintenance work again 3 - 4 years later (or less), and so on, over a period of at least twentyyears.

Correlatively, this type of pathology, which is extremely characteristic of a faulty embankment, is only rarelyattributed to faulty construction of the embankment, and will not emerge in an inquiry into embankment pathologyeven though it may be substantial.

2) a more obvious and immediate pathology (but also much rarer) involving break-ups and settlement which aresufficiently serious to require repair work, usually with interruptions in the flow of traffic.

This type of structural damage often emerges not long after work has been completed, and is identified andreported as embankment pathology.

These observations put into perspective the scope of the inquiries conducted and their representativeness in

terms of statistics. We can, however, state the following on the basis of information collated by the inquiries:• 90% of structural damage reported in France stems from design flaws (poorly sized drainage facilities,unsuitably inclined slope) or flaws in execution (lack of compaction, deficient drainage, implementation ininappropriate meteorological conditions) which could have been avoided by improvements in competence andstringency of practices. Flaws in relation to surface sewerage and drainage of the land requirement constitute themain cause of the pathologies encountered in the above-mentioned inquiries.

In the French inquiry, 33 of the 54 embankments and fills studied (or 2/3 of the pathology cases) manifestedflaws in surface sewerage or drainage as the diagnosed causes of structural damage:

• 75% of embankments and fills with structural damage were built with shaley material;

• the steeper the slope of the embankment, the greater the risk of structural damage. We may point to the lowvulnerability of embankment slopes built to the criterion of one high-two at base;

• in approximately 85% of cases, structural damage was manifested by surface cracking.It is important to observe that structural damage observed on embankments and fills is most often due to severalnon-independent causes.





Thus, soil which can evolve mechanically after implementation and which has been used on embankments andfills with no obvious rigor can cause structural damage in relation to which it can be difficult to identify themain cause (is this the changeable nature of the material or defective quality of implementation?).

In other words, a single flaw may sometimes have no consequences, but more often it combines with other

weaknesses or flaws to produce structural damage, and there is often no point in searching for the main cause,since the damage is caused by a combination of weaknesses.

This aspect complicates the diagnosis considerably when it is a matter of assigning responsibilities. The moredifficult the conditions of use of soil appear to be, the more careful and rigorous the project’s design andimplementation must therefore be.

In addition to emphasizing the important of surface sewerage and drainage as a “trigger” or aggravating cause, itshould also be borne in mind that many flaws take long periods of time to emerge.

Thus, a non-compacted embankment which has not been used by transport and construction vehicles will showits vicissitudes in a matter of weeks or perhaps a few months after completion. However, an embankment whichhas not been compacted by compaction machinery and has been used by transport and construction vehicles willonly show its flaws after around 5 – 7 years.

Likewise, drainage flaws may often be revealed, sometimes violently, after several years of operation, after anexceptional period of rainfall.

It is most often impossible to carry out rehabilitation work on a poorly constructed embankment withoutdemolishing it and rebuilding.

The objective of reinforcement solutions is most frequently to slow down and reduce damage and defects, andrarely to eliminate them. All the evidence points to the care which must be taken when building such structures.





Annexes

Ac ronyms used

ADR European International Agreement for Road Transportation of Hazardous Goods (Accord européenrelatif au transport international des marchandises Dangereuses par Route)

AE Commitment Document (Acte d’Engagement)

AEP Drinking Water Supply (Alimentation en Eau Potable)

AM Ministerial Order (Arrêté Ministériel)

AP Prefectoral Order (Arrêté Préfectoral)

APA Preliminary Motorway Project under Concession (Avant Projet Autoroutier concédé)

APOA Preliminary Design for Structures (Avant Projet Ouvrage d’Art)

APOANC Preliminary Design for Extraordinary/Non-Standard Structures (Avant Projet Ouvrage d’Art NonCourant)

APS Overview / background summary (Avant-Projet Sommaire)

APSI Overview / background summary, Route (Avant-Projet Sommaire d’Itinéraire)

APSM Overview / background summary , Modifications (Avant-Projet Sommaire Modificatif)

APTCFH Earthworks Preliminary Design, Capping Layer, Hydraulics (Avant-Projet Terrassement, Couchede Forme, Hydraulique)

ARi Subformation Class i (Arase de classe i)

AVP Preliminary Project (Avant-Projet)

BPU Unit Prices Specification (Bordereau des Prix Unitaires)

BSDI Specification for Monitoring of Industrial Waste (Bordereau de Suivi des Déchets Industriels)

CAP Prior Acceptance Certificate (Certificat d’Acceptation Préalable)CCAG General Administrative Specifications (Cahier des Clauses Administratives Générales)

CCAP Particular Administrative Specifications (Cahier des Clauses Administratives Particulières)

CCTP Particular Technical Specifications (Cahier des Clauses Techniques Particulières)

CDC District Quarries Commission (Commission Départementale des Carrières)

CDF Capping Layer (Couche de Forme)

CDH District Hygiene Council (Conseil Départemental d’Hygiène)

CE Inquiry Commission (Commission d’Enquête)

CETE Technical Engineering Center for Infrastructure (Center d’Etudes Techniques de l’Equipement)

CFG French Geosynthetics Committee (Comité Français des Géosynthétiques)

CFTR French Road Engineering Committee (Comité Français pour les Techniques Routières)

CLE Local Water Commission (Commission Locale de l’Eau)

CMP Procurement Contract Code (Code des Marchés Publics)

CRPF Regional Forest Property Center (Center Régional de la Propriété Forestière)

CSP Higher Fishing Council (Conseil Supérieur de la Pêche)

DCE Tender Documents (Dossier de Consultation des Entreprises)

DDAF District-Level Department for Agriculture and Forests (Direction Départementale de l’Agricultureet de la Forêt)

DDASS District-Level Department for Sanitation and Social Affairs (Direction Départementale de l’ActionSanitaire et Sociale)

DDE District-Level Office for Infrastructure (Direction Départementale de l’Equipement)

DE Estimate (Détail Estimatif)

DG Final Account (Décompte Général)

DIB Ordinary Industrial Waste (Déchet Industriel Banal)





DICT Declaration of Intent to Commence Work (Déclaration d’Intention de Commencement desTravaux)

DIREN Region-level Office for the Environment (DIrection Régionale de l’Environnement)

DIS Special Industrial Waste (Déchet Industriel Spécial)

DOE Documents Conforming to Execution (Documents Conformes à l’Exécution)

DPE Water Policing Dossier (Dossier de Police des Eaux)DPF Public Rivers Sector (Domaine Public Fluvial)

DPM Public Maritime Sector (Domaine Public Maritime)

DRAC Region-level Office for Cultural Affairs (Direction Régionale des Affaires Culturelles)

DRIRE Region-level Office for Industry, Research and the Environment (Direction Régionale del’Industrie, de la Recherche et de l’Environnement)

DUP Acknowledgement of Public Interest (Déclaration d’Utilité Publique)

DVA Cross-town Roads Dossier (Dossier de Voirie d’Agglomération)

DVAAPS Different Development Variants on Overview / background summary (Différentes Variantesd’Aménagement à l’Avant-Projet Sommaire)

EBC Classified Wooded Space (Espace Boisé Classé)

EDF Electricité De France

EP Preliminary Study (Etude Préliminaire)

EPAPA Preliminary Study for Preliminary Motorway Project (Etude Préliminaire à l’Avant-ProjetAutoroutier)

EPOA Preliminary Study for Structures (Etude Préliminaire des Ouvrages d’Art)

EPOANC Preliminary Study for Extraordinary Structures (Etude Préliminaire des Ouvrages d’Art NonCourants)

FNTP National Public Works Federation (Fédération Nationale des Travaux Publics)

ICPE Classified Facility for Protection of the Environment (Installation Classée pour la Protection del’Environnement)

IOTA Facilities, Structures, Work or Activities (Installations, Ouvrages, Travaux ou Activités)

IMEC Central Level Mixed Instruction (Instruction Mixte à l’Echelon Central)

LCPC Central Public Works Research Laboratory (Laboratoire Central des Ponts et Chaussées)

LOTI Law for Orientation on Internal Transport (Loi d’Orientation sur les Transports Intérieurs)

LRPC Regional Public Works Research Laboratory (Laboratoire Régional des Ponts et Chaussées)

MEDD Ministry for Ecology and Sustainable Development (Ministère de l’Ecologie et du DéveloppementDurable (formerly MATE)

MATE Ministry for Regional Development and the Environment (Ministère de l’Aménagement duTerritoire et de l’Environnement)

MELT Ministry for Infrastructure, Housing and Transport (Ministère de l’Equipement du Logement et desTransports)

MES Material in Suspension (Matières En Suspension)

MISE Water Inter-services Mission (Mission Inter-Services de l’Eau)

MOe Construction Manager (Maîtrise d’œuvre)

MOu Project Owner (Maîtrise d’Ouvrage)

NOE Environmental Organization Note (Note d’Organisation Environnementale)

OA Structures (Ouvrages d’Art)

OH Hydraulic Structure (Ouvrage Hydraulique)

ONF National Forestry Office (Office National des Forêts)OS Service Order (Ordre de Service)

PA Awarding Authority (Pouvoir Adjudicateur)

PAE Environmental Assurance Plan (Plan d’Assurance Environnement)





PAQ Quality Assurance Plan (Plan d’Assurance Qualité)

PE Water Policing (Police de l’Eau)

PFi Class i Platform (Plate Forme de classe i)

PGCS General Safety Coordination Plan (Plan Général de Coordination Sécurité)

PLU Local Planning Scheme (Plan Local d’Urbanisme (replacing Land Occupation Plans following theSRU Urban Renovation and Solidarity Law of December 2000)PPR Plan for Prevention of Foreseeable Natural Risks (Plan de Prévention des Risques naturels

prévisibles)

PPSPS Special Safety and Health Protection Plan (Plan Particulier pour la Sécurité et la Protection de laSanté)

POS Land Occupation Plan (PLU as of December 2000)

PRO Project (Projet)

PSIC Community Interest Site Proposition (Proposition de Site d’Intérêt Communautaire - Natura 2000)

PST Upper parts of earthworks (Partie Supérieure des Terrassements)

PV Report (Procès Verbal)

RC Rules for Tendering (Règlement de Consultation)

RC/A Office for Supervision of Motorway Concessionary Companies (Mission de Contrôle des sociétésconcessionnaires d’Autoroutes)

RNDE National Water Data Network (Réseau National de Données sur l’Eau)

RPC Special Rules for Tendering (Règlement Particulier de Consultation)

SAGE Water Management and Development Plan (Schéma d’Aménagement et de Gestion de l’Eau)

SAPRR Société des Autoroutes Paris-Rhin-Rhône

SCOT Territorial Coherence Diagram (Schéma de COhérence Territoriale)

SDAGE Water Management and Development Master Plan (Schéma Directeur d’Aménagement et deGestion de l’Eau)

SDVP District-level Fish Plan (Schéma Départemental de Vocation Piscicole)

SEBTP Société d’Edition du Bâtiment et des Travaux Publics

Sétra Service d’Études Techniques des Routes et Autoroutes

SMO Project Management Syndicate (Syndicat de Maîtrise d’Ouvrage)

SN Navigation Service (Service Navigation)

SOGED Organizational Diagram for Waste Management and Disposal (Schéma Organisationnel de Gestionet d’Elimination des Déchets)

SOPAE Organizational Diagram for Environmental Assurance Plan (Schéma d’Organisation du Pland’Assurance Environnement)

SOPAQ Organizational Diagram for Quality Assurance Plan (Schéma d’Organisationnel du Pland’Assurance Qualité)

SRU Urban Renovation and Solidarity (Solidarité et Rénovation Urbaine)

TN Natural Ground (Terrain Naturel)

TV Topsoil (Terre Végétale)

USIRF Union des Syndicats de l’Industrie Routière Française

W Water Content (Teneur en eau)

ZICO Bird Conservation Area (Zone d’Importance pour la Conservation des Oiseaux)

ZPS Special Protection Area (Zone de Protection Spéciale)

ZNIEFF Natural Ecology/Fauna/Flora area (Zone Naturelle d’Intérêt Ecologique, Faunistique ou

Floristique)ZSC Special Conservation Area (Zone Spéciale de Conservation)







[29] Site and building waste. Guide to professional building usage - Fédération Nationale du Bâtiment (FNB) -January 1995

Regulat ions

[30] Law No. 75-633 of 15 July 1975 concerning elimination of waste and recovery of materials.

[31] Law No. 76-663 of 19 July 1976 concerning classified facilities for protection of the environment.

[32] Law No. 92-646 of 13 July 1992 in completion and modification of the two laws of 1975 and 1976.

[33] Law No. 95-101 of 2 February 1995 (“Barnier Law”) concerning reinforcement for protection of theenvironment.

[34] European Council Directive 75/442/CEE modified by directives 91/156/CEE of 18/03/91 and 96/350/CE onwaste (JOCE L 194 of 25/07/1995)

[35] European Council Directive 1999/31/CE of 26 April 1999 concerning dumping of waste.

[36] Commission Decision 2000/532/CE of 16 January 2001 concerning the European waste list.

[37] Environmental Code, Book V, Section IV: Waste – Chapter 1: Elimination of waste and recovery ofmaterials.

[38] Environmental Code, Book V, Section I concerning classified facilities for protection of the environment

[39] Joint circular Ministry for Regional Development and the Environment / Ministry for Infrastructure,Housing and Transport of 15 February 2000 on planning for waste from building sites and public works.

[40] Decree No. 94-609 of 13 July 1994 concerning non-household packaging waste.

[41] Decree No. 97-517 of 15 May 1997 concerning the classification of hazardous waste.

[42] Decree No. 98-679 of 30 July 1998 concerning the transportation of waste by road.

[43] Circular No. 2001-39 of 18 June 2001 concerning waste management on the state highway network -METL/MATE (BO No. 2001-13)

[44] Circular of 28 April 1998, Ministry for Regional Development and the Environment, concerning theimplementation and evolution of district-level plans for elimination of household and assimilated waste (not published in the Official Journal)

[45] Regulation NF P 11-300 - September 1992 - Execution of earthworks - Classification of materials to beused in the construction of embankments/fills and capping layers for road infrastructures

[46] Regulation NF P 11-301 - December 1994 - Execution of earthworks - Terminology

[47] NF P 94-102-1 - July 2001 - Soils: investigation and tests – Soil treated with hydraulic binder and possibly lime, for use on capping layer - Part 1: Definition - Composition - Classification

[48] NF P 94-102-2 - July 2001 - Soils: investigation and tests – Soil treated with hydraulic binder and

possibly lime, for use on capping layer - Part 2: methodology for lab formulation studies.[49] Section 2 – General earthworks – CCTG General Technical Specifications - March 2003 (Special Section,BO No. 2003-2)

[50] Sections 35 – Landscape development. Open-air sports and leisure areas - CCTG General TechnicalSpecifications - April 1999 (Special Section BO No. 99-6)

[51] Mining Code





Other documents

[52] Article 10 of the Water Act No. 92-3 of 3 January 1992 and Application Decree 29/03/1993 concerningnomenclature of operations subject to authorization or declaration

[53] Notice of 11 November 1997 concerning nomenclature of waste (Official Journal of 11/11/1997)

[54] Stability of slopes – Volume 1: Natural slopes, Volume 2: Cuts and embankments/fills – Special BulletinIII, Public Works Research Laboratories - March 1976

[55] Hydraulics of soils - Special Bulletin V, Public Works Research Laboratories – April 1970

[56] Natural Risks – Liaison Bulletin, Public Works Research Laboratories No. 150–151 – July - October 1987

[57] Compaction with low water content in soils and materials for earthworks and roads - ISTED – October1986

[58] Applied geophysics: Code of Good Practices - Édition Union Française des Géologues, Paris 1992.

[59] Guide to building site waste - Coll.: Knowledge for action - ADEME, 1998.

[60] Plans for Prevention of Foreseeable Natural Risks – General Guide - La documentation Française, 1997

[61] Plans for Prevention of Natural Risks. Risks of movements in ground. Methodological Guide -MATE/MELT - La documentation Française, 1999

[62] Stability of slopes on cuts and embankments/fills – Special issue, LPC - LCPC, December 1976

[63] Site by-products and surpluses, proposals and solutions - F NTP, 1999

[64] Soil improvement by vertical rigid inclusions – Application to construction of embankments/fills onmediocre soils - O. Combarieu – Studies and research by the Public Works Research Laboratories, geotechnicalseries GT-26 - LCPC, December 1987.



The purpose of the guide to “Design and execution of earthworks”is to assist and advise the Construction Manager in the course of the project up to execution of earthworks.