US 0702-3A Design and Execution-F3

service d'Études

techniques

des routes

et autoroutes

Sétra march 2007

Guide technique

Design and execution of earthworksSection 3: test procedures

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

Sétra supports the public owner Sétra 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.

Sétra, promoting state-of-the-art know-how On 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.

Sétra, working in partnership • 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 de l’Equipement – RST), in particular the Public Works Regional Engineering Offices (Centres d’études techniques de l’Equipement – CETE), companies and professional organizations; motorway concessionary operators; other organizations such as the French Rail Network Company (Réseau Ferré de France – RFF) and the French Waterways Network (Voies Navigables de France - VNF); and government departments 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, and through assignments and consultancy work in other countries. It takes part in the European standardization commissions and many international authorities and working groups. Sétra is an organization for technical approval, as a member of EOTA (European Organization for Technical Approvals).

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Introduction The objective of this "design and execution of earthwork" guide is to assist and advise the Construction Manager from the time of preparation of the final design up until the execution of the earthwork. It consists of 3 independent sections: - section 1: design and execution of the works; - section 2: organization of checks; - this section 3: test procedures. __________________________________________ -----------------------------------------------------------------------

The technical data sheets set out in this section summarizes the basic information relating to the main tests, items of apparatus and procedures usually used for checking earthwork. For further details of their application, reference must be made to the standards indicated on each of the sheets. The tests described may also be used, in specific cases, for other fields of application than checks. They are divided into 3 groups: Check on the identification of materials, Check on installation, Check of plant.

These sheets include the following headings:

- Description - Field of application - Principle of the test - Expression of the results - Interpretation - Particular features and response time.

Check on the identification of materials,

Sheet No. Description Standard1 Granulometric analysis NF P 94-056 2 Water content NF P 94-050 3 Atterberg limits WL, WP, IP and IC NF P 94-051 4 The methylene blue value of a soil (MBV) NF P 94-068 5 Standard Proctor test NF P 94-093 6 IBV and CBR immersion indices NF P 94-078 7 Fragmentability of rocky material NF P 94-066 8 Degradability of rocky material NF P 94-067 9 Los Angeles test NF EN 1097 - 2

10 Wet micro Deval wear test NF EN 1097 – 1 11 Friability coefficient for fine aggregate P 18-576 12 Density of solid particles in a soil NF P 94-054 13 Density of a dehydrated rock NF P 94-064 14 Quick lime reactivity test NF P 98-102 15 Determination of mechanical characteristics from core samples NF P 98-232-3

NF EN 13286-41 42 43 Check on installation;

Sheet No. Description Standard 16 Determination of compaction quality using the Q/S method - 17 Measurement of the density of a coarse material on site NF P 94-061-4

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18 Measurement of density using a gammadensitometer NF P 94-061-1 19 Measurement of density using gamma-gamma ray log NF P 94-062 20 Measurement of plate test static deformation module NF P 94-117-1 21 Measurement of dynamic deformation module using a Dynaplaque NF P 94-117-2 22 Measurement of dynamic deformation module using a Portancemètre - 23 Measurement of deflection (Benkelman beam, deflectograph, Curviamètre) NF P 98-200-1 to 4 24 Measurement of the spreading of binders using a tarpaulin or trough - 25 Checking the quality of compaction using a dynamic penetrometer XP P 94-063

Check of plant.

Sheet No.

Description Standard

26 Evaluation of the eccentric moment of compactors NF P 98-761 27 Evaluation of the contact pressure on soil of pneumatic-tired compactors NF P 98-760 28 Checking the calibration of compactor tachographs - 29 Checking the spreading of a treatment product by weighing the spreader -

Finally, a bibliography lists the main basic technical documents and normative texts applicable to the

control of execution of earthwork.

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Sheet No. 1

Granulometric analysis

NF P94-056: Dry sieving method after washing

Objective: To establish the proportions by weight of the granular elements of a material.

Field of application: Proportion of a material between 80 µm and 50 mm. For elements smaller than 80 µm, reference should be made to standard NF P94-057 (sedimentation method) and, for elements larger than 50 mm, the GTR recommends a visual estimate.

Principle of the test: The test consists of separating the clumps of grains by mixing them with water, then, once dried, classifying them using a series of sieves and weighing the amount failing to pass through each sieve. The amount failing to pass through each sieve is related to the total dry mass, in order to calculate the percentage passing through by deduction (underflow).

Expression of the results: The proportion by weight of the elements is represented by a granulometric graph to a semi-logarithmic scale. >50mm estimation visuelle du Dmax et proportion >50 mm Visual estimate of Dmax and proportion Tamisat Underflow Refus Rejection

Interpretation: - 50 mm: separation between coarse soils (rubble) and fine, sandy, gravely soils; - 2 mm: separation between gravely and sandy soils; - Passing 80 µm: this threshold gives the percentage of fines and contributes to the evaluation of their sensitivity to

water; - 20 mm: maximum threshold allowing a Proctor test to be carried out; - 0/50 mm: reference fraction of the identification tests allowing classification as the GTR; - Dmax: this parameter is determining for the evaluation of the layers to be compacted, the conditions of grading and

mixing, and also the sensitivity to segregation.

Particular features of the test and of the response time: The mass of the sample to be tested will depend on Dmax (when Dmax = 50 mm, the minimum mass shall be 20 kg, whereas it shall only be 300 g when Dmax is 5 mm). The more clayey the materials, the longer the time spent soaking and stirring. Timescale: 6 to 48 hours.

Matériau

>50mmestimation visuelle

du Dmax et proportion

0/50mm

%

%

%

D max

Refus0

50%

100%80µm 2mm 20mm 50mm

100%

50%

0

Tamisat

Example of granulometric analysis graph

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Sheet No. 2

Water content

NF P94 050 : Determination of the water content by weight of the materials – oven-drying method

Objective: Determining the water content of a material.

Field of application: All the materials referred to in standard NF P 11 300 and the GTR.

Principle of the test: The sample of wet material is weighed and then placed in an oven at 105°C until a constant mass is obtained (thus corresponding to the mass of the dry material).

Expression of the results:

The water content (w) is equal to: %a as expressed materialdry of mass

evaporated water of mass w = .

Interpretation: The water content enables the moisture conditions of the soil to be characterized:

- in respect of the relative difference from the water content of the OPN (OPNw

w )

- by the consistency index: p

n L c IwwI −= where: wL liquidity limit

IP plasticity index wn natural water content of the fraction 0/400 µm

It also enables:

- the dry density of a material to be determined from its wet density; - an estimate to be made of the quantity of water needed to adapt its moisture conditions; - the suitable amount of lime for the treatment of a damp material to be assessed.

Particular features and response time: The mass of the sample to be tested will depend on the Dmax of the material (e.g.: 500 g for 0/5 mm and 20 kg for 0/50 mm). If heat-sensitive minerals are present, the measurement shall be taken at 50°C instead of 105°C. There are two other methods: NF P 94 049-1 Microwave oven drying method,

NF P 94 049-2 Heating plate or radiating panel method.

These 2 methods require calibration with standard NF P 94 050 for clayey materials. Timescale: 6 to 24 hours on average, and up to 72 hours if the material is heat-sensitive.

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Sheet No. 3

Atterberg's limits

NF P 94-051: Determination of Atterberg's limits: liquid limit test using cassagrande apparatus – plastic limit test on rolled thread.

Objective: To characterize the clay content of a soil.

Field of application: This test is generally applied to soils with a percentage of fines (80 µm) greater than 35%. The determination of the clay content of a soil using Atterberg's limits rather than the VBS test is to be favored when the soil has a medium to high clay content.

Principle of the test: The test is carried out on the 0/400 µm fraction in 2 phases:

- determination of the water content wL at which a groove formed in the cup closes, following repeated impacts for a given number of blows (this liquidity limit is the same as the conventional shear strength); - determination of the water content wP (this plasticity limit is the same as the conventional tensile strength) at which a soil roller cracks.


- liquidity limit wL (%) - plasticity limit wP (%) - plasticity index Ip = wL – wP

Interpretation: GTR uses the following thresholds: Etat solide Solid state Etat plastique Plastic state Etat liquide Liquid state Teneur en eau Water content faible low moyenne medium forte high très forte very high Argilosité Clay content Atterberg's limits enable the consistency index to be calculated, which characterizes the moisture condition of a soil (in the case of fine soils with a medium to high clay content, with at least 80 to 90% of elements ≤ 400 µm):

0 wP wL

Ip

w %

Etat solide Etat plastique Etat liquide Teneur en eau

wL: Forming the groove wP: Forming the soil roller

0 12 25 40Ip

faible moyenne forte très forte Argilosité

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Ipww Ic nL −= . where: . wn: natural water content of the fraction 0/400 µm,

. Ic = 0 if wn = wL, material in a liquid state, . Ic = 1 if wn = wP, material in a solid state.

Particular features and response time: This test requires the intervention of the operator, particularly for the determination of the plasticity limit. There is another method of determining the liquidity limit: NF P 94-052-1 determination of Atterberg's limits – liquidity limit, penetration cone method. Timescale: 3 to 5 days.

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Sheet No. 4

The methylene blue value of a soil (MBV)

NF P 94-068: Measurement of the methylene blue absorption capacity of a soil or a rocky material. Determination of the methylene blue of a soil or a rocky material by means of the stain test.

Objective: To characterize the clay content of a material.

Field of application: This test concerns soils and certain rocky materials. However, for materials with the highest clay content, Atterberg's limits should preferably be measured (Ip).

Principle of the test: The test consists of adding the quantity of methylene blue absorbed by the 0/5 mm fraction of the material in suspension in water. This quantity is related to the 0/50 mm fraction of the material. Ensemble du matériel d’essai


The methylene blue value of the soil is given by: 100 CmB VBS

s××= expressed in g of methylene blue per 100 g of dry

material. B: mass of methylene blue introduced (solution at 10 g/l);

ms: dry mass of the test sample; C: proportion of 0/5 mm (subjected to the test) in the 0/50 mm fraction of the dry material.

Interpretation: The MBV is a figure that expresses the overall quantity and activity of the clay contained in the material under study. GTR uses 6 thresholds:

- 0.1: threshold of insensitivity to water (if underflow at 80 µm ≤ 12%); - 0.2: threshold above which the soil is certainly sensitive to water; - 1.5: threshold between sandy-loamy and sandy-clayey soils;

- 2.5: threshold between slightly plastic loamy soils and loamy soils of medium plasticity; - 6: threshold between loamy and clayey soils;

- 8: threshold between clayey and very clayey soils.

Particular features and response time: The preparation and the storage of the methylene blue solution shall be subject to particular precautions. The results may also be influenced by certain chemical components (organic materials, etc.). Timescale: 4 to 24 hours.

Carrying out tasks with increasing dosage

Blue halo appearing at the perimeter of the stain (end of the adsorption of the blue)

Set of test material

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Sheet No. 5

Standard Proctor test

NF P 94-093: Determination of the compaction characteristics of a soil – Standard and Modified Proctor test

Objective: To determine the optimum dry density of a material (ρdOPN) and its corresponding water content.

Field of application: This test is applied to the fraction less than 20 mm of most materials defined in standard NF P 11-300.

Principle of the test: The test consists of wetting a material to at least five water contents and compacting it in a mould, using a standardized procedure and energy. The dry density of the material is determined for each water content. Photograph: Sheet_5a

Expression of the results: For each sample compacted, the water content, the mass of dry material contained in the mould and the density of the dry material are to be determined. The values of the densities of dry material and of the corresponding water contents are shown on a graph. The adjusted curve is then drawn on the five experimental points. The maximum of the curve gives the optimum dry density (ρdOPN in t/m3) and the optimum Proctor water content (wOPN in %).

Interpretation: The curve ρd = f(w) enables the behavior of the material on compaction, depending on the water content, to be assessed. The moisture condition of a material can also be characterized by the relative difference between its water content and that of its OPN (w/wOPN) The use of the compaction references of the material (ρdOPN and wOPN) is only possible when the proportion of elements greater than 20 mm is less than 30%.

Particular features and response time: The wetting is the most delicate phase of the test, particularly the estimation of the imbibition time of the material according to its clay content. The minimum quantity of dry material needed for the test is between 15 kg and 50 kg, depending on the Dmax of the material and the size of the mould used (Proctor or CBR moulds).

Timescale: 24 hours to 72 hours, depending on the clay content of the material.

Proctor / CBR apparatus

Example of Proctor graph

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Sheet No. 6

Bearing Ratios: IBV and I.CBR after immersion

NF P94-078: CBR after immersion. Immediate CBR. Immediate bearing ratio. Measurement on sample compacted in CBR mould Objective: To determine the bearing ratio of a compacted soil sample in a CBR mould at Standard Proctor energy. Fields of application: This test is applied to the fraction less than 20 mm of most materials defined in standard NF P 11-300.

Principle of the test: The test consists of indenting the sample of compacted material by the penetration of a cylindrical punch at a constant speed (1.27 mm/min). The values of the forces corresponding to indentations of 2.5 and 5 mm are measured. These values are related to those obtained from a reference material to deduce the value of the desired Bearing Ratio. The Immediate Bearing Value (IBV) is obtained when the indentation test is carried out, with no additional load, immediately after the test sample is made. The CBR immersion index (I.CBRi) is measured after 4 days immersion in water. In this case, the test sample is covered with additional loads to allow its surface to be banded and the linear expansion of the sample is measured. Expression of the results: The calculation is penetration force at 2.5 mm (in kN) x100 13,35 penetration force at 5 mm (in kN) x100 19,93 The desired index is the higher of the two values.

Photograph: fiche_6a

IBV measurement press

Interpretation: IBV This index is used to characterize the "average" to "very moist" moisture conditions of a water-sensitive soil. In addition, it is necessary to know in advance the classification of the nature of this soil (the condition limits varying according to the granularity and the clay content of the soils). In the case of studies into the treatment of soil for use as embankments or on the surface of embankments, the IBVs obtained must cover the desired threshold value. This value will depend of the classification of the soil and on the type of construction. The IBV enables the trafficability of a material to be assessed. IBV and I.CBRi The durability of an embankment surface treatment is assured when I.CBRi ≥ 1 IBV Particular features and response time: The bearing ratios can be obtained from test samples manufactured for the Standard Proctor test Timescale: From 1 hour (IBV) to 4 days (I.CBRi).

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Sheet No. 7

Fragmentability of rocky materials

NF P94–066: Fragmentability coefficient of rocky material

Objective: To determine the likelihood of a rocky material to fragment under the effect of the mechanical stresses to which it is subjected during extraction and use.

Field of application: Fragmentability is an identification criterion used by GTR to describe the classification of clayey rocks (R3), siliceous rocks (R4) and magmatic and metamorphic rocks (R6).

Principle of the test: The test consists of determining the reduction of D10 (size of grains in mm, below which 10% of the mass of a granular material is located) in a given sample d/D subjected to conventional tamping

100 coups 100 blows

Dame proctor Proctor tamper

moule CBR CBR mould


The coefficient of fragmentability FR is equal to: ingafter tamp material theof D

tampingbefore material theof DFR10

10=

Interpretation: This parameter is aimed at the possibilities of using modified rocky materials for embankments and certain friable rocky materials, of which the LA and MDE coefficients lack sensitivity, as a capping layer. GTR has adopted the threshold of 7 to classify modified or friable rocks:

- slightly fragmentable rocks if FR ≤ 7, - fragmentable rocks if FR > 7.

Particular features and response time: The test is carried out on the 10/20 mm fraction of the material, with the exception of clayey schists for which the 40/80 mm fraction is used. Timescale: ½ day (excluding preparation of the fraction submitted for the test).

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Sheet No. 8

Degradability of rocky materials

NF P94–067: Degradability coefficient of rocky material

Objective: To determine the likelihood of a rocky material to degrade under the combined action of climatic or hydro-geological agents (frosts, soak/dry cycles) and mechanical constraints.

Field of application: Degradability is an identification criterion used by GTR to describe the classification of clayey rocks (R3).

Principle of the test: The test consists of determining the reduction of D10 (size of grains in mm, below which 10% of the mass of a granular material is located) in a given sample d/D subjected to four conventional imbibition/drying cycles

bac de mise en immersion immersion tank Etuve réglée à 105° Oven set at 105°


The coefficient of degradability DG is equal to: cycle drying - imbibition 4th after the material theof D

cycle drying - imbibition1st before material theof DDG10

10=

Interpretation: This parameter is aimed essentially at the possibilities of using materials arising from clayey rocks for embankments. GTR uses the two thresholds of 5 and 20 to classify clayey rocks:

- DG > 20 very degradable rocky material, - 5 < DG ≤ 20 averagely degradable material, - DG ≤ 5 slightly degradable rocky material.

Particular features and response time: The test is carried out on the 10/20 mm fraction of the material, with the exception of clayey schists for which the 40/80 mm fraction is used. Long test. Timescale: 1 week.

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Sheet No. 9

Los Angeles test NF EN 1097-2: Aggregates – Los Angeles test

Objective: Measurement of the resistance of a granular fraction to fragmentation by impact.

Field of application: Aggregates of natural or artificial origin. Resistance to fragmentation is a criterion of the classification of granular soils and rocky materials. Principle of the test: A fraction d/D of the material is subjected to impacts caused by dropping steel balls into a cylindrical machine in rotation.

Expression of the results: The Los Angeles coefficient LA is equal to:

50006.1)(100 testaftermmatunderflowtheofgmassdry

×

Interpretation: LA is one of the indicators enabling the resistance of non-treated granular materials used as a subgrade to site traffic to be judged. The upper limit recommended for this use is LA = 45.

Particular features and response time: The fraction submitted to the test may be the 4/6.3, 6.3/10 or 10/14 fraction of the material. In general, the predominant fraction of the relevant material is used. Timescale: half a day (excluding preparation of the fraction submitted for the test).

Los Angeles Machine

Photograph: fiche_9b

Material before test

Photograph: fiche_9c

Material after test

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Sheet No. 10

Micro Deval wear test

NF EN 1097-1: Aggregates – Micro Deval wear test

Objective: Measurement of the resistance to wear of a granular fraction.

Field of application: Aggregates of natural or artificial origin. Resistance to wear is a criterion of the classification of granular soils and rocky materials.

Principle of the test:

A fraction d/D of the material is subject to wear produced by the reciprocal friction of the grains in the presence of water and a charge of steel balls in a cylinder in rotation.

Expression of the results: The micro Deval coefficient MDE is equal to:

5006.1)(100 testaftermmatunderflowofgmassdry

×

Interpretation: MDE is one of the indicators enabling the resistance of non-treated granular materials used as a subgrade to site traffic to be judged. The upper limit recommended for this use is MDE = 45.

Particular features and response time: The fraction submitted to the test may be the 4/6.3, 6.3/10 or 10/14 fraction of the material. In general, the predominant fraction of the relevant material is used. Timescale: half a day (excluding preparation of the fraction submitted for the test).

Micro-Deval

Photograph: fiche_10b

Material before test

Photograph: fiche_10c

Material after test

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Sheet No. 11

Friability coefficient for fine aggregate

P18–576: Aggregates – Measurement of the friability coefficient for fine aggregate

Objective: To determine the resistance to fragmentation of a fine aggregate.

Field of application: Friability is an identification criterion used by GTR to describe the classification of fine aggregates D1, B1 and B2 for use in a subgrade

Principle of the test: To measure the granulometric change in a fraction of fine aggregate (0.2-2 mm or 0.2-4 mm) produced by fragmentation in a cylinder in rotation in the presence of water and a grinding charge (steel balls).

Photograph : Fiche 11 Example of apparatus usable for measurement of FS

Expression of the results: The friability coefficient for fine aggregate FS is equal to:

500 test theduring produced mm 0.1 thanless elements theof (g) massdry 100FS ×=

Interpretation: FS is one of the indicators enabling the resistance of non-treated sandy materials used as a subgrade to site traffic to be judged. The upper limit recommended for this use is FS = 60.

Particular features and response time: The test is carried out on the 0.2-2 mm or 0.2-4 mm fraction. In general, the predominant fraction of the relevant material is used. Timescale: half a day (excluding preparation of the fraction submitted for the test).

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Sheet No. 12

Density of solid particles in a soil

NF P94-054: Determination of particle density – Pycnometer method

Objective: To determine the average density of the solid particles in a soil.

Field of application: This test applies to any soil sample having its largest elements less than 2 mm. The density of the solid particles of a soil is used to determine the voids ratio, the degree of saturation and the porosity.

Principle of the test: The test comprises: - on the one hand the determination of the mass of the solid particles by weighing; - on the other hand the measurement of the volume of those particles (obtained by weighing with the pycnometer with the material submerged and totally de-aired, and calculating the difference from the mass of the pycnometer filled only with water)

Expression of the results: The dry density ρs is equal to the dry mass of the solid particles divided by the volume of those particles. It is expressed in t/m3.

Interpretation: The value of ρs is used essentially:

- to locate the Proctor graph in relation to the degree of saturation graphs; - to calculate the porosity or the voids ratio of a material.

Particular features and response time: The agglomerates of particles used for the test must first be separated delicately with a pestle and mortar. This test is used very rarely for earthwork. Timescale: half a day maximum (excluding preparation of the material).

Pycnometer with the submerged material

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Sheet No. 13

Dry density of a rock

NF P 94-064: Density of a dehydrated rock sample – Hydrostatic weighing method

Objective: To determine the dry density of an element of rock.

Field of application: The dry density of a rock is an identification criterion used by GTR for the classification of chalks and certain limestone rocks (materials R1 and R2 of standard NF P11-300).

Principle of the test: Having first dried the sample of rock at 105°C, the test consists of waxing it and of determining, on the one hand, its mass by traditional weighing and, on the other hand, its volume by hydrostatic weighing.

Weighing of the sample then of the waxed sample

Hydrostatic weighing (submerged sample)

Expression of the results: The dry density ρd s is equal to the dry mass of the sample divided by the volume of the sample. It is expressed in t/m3.

Interpretation: This parameter, which has the advantage of being easily measurable, is in close correlation with the fragmentability of materials such as chalks and soft limestones. Its interpretation is aimed essentially at the possibilities of using these materials for embankments. The values of ρd enable the following to be differentiated:

- dense chalks (ρd > 1.7 t/m3), - medium density chalks (1.5 < ρd ≤ 1.7 t/m3), - slightly dense chalks (ρd ≤ 1.5 t/m3), - fragmentable limestones (ρd ≤ 1.8 t/m3), medium density and/or hard limestones.

Particular features and response time: Simple test. Timescale: less than 24 hours.

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Sheet No. 14

Quick lime reactivity test

NF P98-102: High-calcium lime for soils and roads – Water reactivity test for quick lime

Objective: To determine an overall quality characteristic of a high-calcium lime, based on a hydration test.

Field of application: This test applies only to high-calcium lime and quick lime for use as a soil treatment.

Principle of the test: The test consists of combining a quantity of quick lime with a large excess of water in a thermostatic tank and of measuring the rise in temperature of the solution over a period of time. This rise results from the strongly exothermic hydration reaction of the calcium oxide (CaO) into calcium hydroxide (Ca(OH)2).

Photograph : fiche_14a

Expression of the results: The result is given in the form of a graph showing the rise in temperature over a period of time and the maximum temperature reached.

Interpretation: This test is an overall test of the quality of the lime, as it takes into account the amount of free lime, the quality of burning and the fineness of grinding. The threshold value used is a minimum temperature of 60°C reached in less than 25 minutes.

Température Temperature Temps (min) Time (mins) Chaux très réactive Very reactive lime Chaux moyennement réactive Averagely reactive lime Chaux peu réactive Slightly reactive lime

Particular features and response time: Simple and rapid test. Timescale: less than 1 hour.

Test equipment (Thermostatic tank, stirrer,

thermometer)

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Sheet No. 15

DETERMINATION OF MECHANICAL CHARACTERISTICS FROM CORE SAMPLES

NF EN 13286-41, Simple compression test, 42, Indirect tensile test,43, Determination of modulus of elasticity NF P 98-232-3: Diametral compression test

Objective: To determine the strength and the modulus of simple compression, together with the indirect tensile strength (diametral compression test or Brazilian test) of core samples taken on site. Field of application: These tests apply to core samples of materials treated with hydraulic binders, used in particular as subgrades.

Principle of the test: The simple compression test consists of subjecting the core sample of treated material to a compression force, using a press, until the core sample breaks. During the test, the load and the deformation are recorded in order to determine the strength and the elastic modulus. The Brazilian test consists of subjecting the core sample of treated material to a diametral compression, using a press, until failure. The value of the force applied at failure is then noted.

Expression of the results: The simple compression strength Rc is equal to the load reached at the moment of failure. This load is the ratio between the force applied at failure and the sectional area of the core sample. It is expressed in MPa. The elastic modulus E30c (expressed in MPa) is determined by calculating the slope of the straight line connecting the origin to the point equal to 0.3 Rc of the stress/deformation graph. The diametral compression strength Rtb (expressed in MPa) is equal to 2.10 –2 Fr / ΠØh Where Fr = force applied at failure in Newtons. Ø = diameter of the core sample in cm. h = height of the core sample in cm. In certain cases, the modulus Etb (expressed in MPa) can also be determined, the method of calculation of which is set out in standard NF P 98-232-3 or NF EN 13286-43. Interpretation: These mechanical characteristics are used as information tests for the quality control of subgrades treated with hydraulic binders.

Particular features and response time: In order to carry out the core sampling properly, the samples are generally taken after a curing period of at least 28 days. Indeed, the geometric characteristics and the condition of the sides of the core sample are essential parameters for the quality of the tests. Before the test, it is often useful to determine the dry density gradient of the core samples (gamma bench). In the case of taking samples and/or cutting using water, it is desirable to wait for the water content of the core sample to stabilize before proceeding with the tests. The modulus E30c is similar to the direct tensile modulus E30t taken as a reference for the mechanical classification of treated materials (GTR, GTS). In the event that it is wished to use the same core sample to determine E30c and Rtb, it is essential not to load the core sample in simple compression beyond an estimated 30% of the failure load (this estimate must be deduced from a Rc test on a core sample in the same series). Timescale: 2 hours approximately, excluding the taking of the samples.

Simple compression test

Brazilian test

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Sheet No. 16

Determination of the quality of compaction using the e-Q/S method

Objective:

To determine overall compaction quality by checking the thickness of the layers and the ways in which the compaction plant is used. Field of application: Compaction of embankments and capping layers. Principle of the test: Let e be the thickness (in m) of the compacted layer, let Q/S be the ratio, expressed in m3/m2, between the volume Q of soil compacted over a certain period of time and the area S swept by the compactor. Using the classification of the soils, by nature and by moisture condition, and that of the compaction plant, GTR provides the reference values e and Q/S to be adopted, depending on the required use of the materials and the intensity of compaction. On site, the thickness of the layers and the volumes of materials are estimated, and then, using the disc(s) recorded by the tachograph(s) fitted to the compactor(s), the areas covered by the compaction plant are determined. The unit of time used is generally the day. The characteristics of operation of the compactors are also checked: speed and vibration for vibrating compactors. These values are compared with the reference values given by GTR. Expression of the results: A summary table comprising:

• the identification of the nature and condition of the soils, • the estimate of the thickness of the layers, • the estimate of the volumes compacted by using the amounts

delivered by the transport plant or by topographical surveys, • the determination of the areas covered by the compactors by

using the tachograph discs (distance covered x compaction width),

• the determination of the speed of working by using the tachograph discs,

• the calculation of the Q/S ratio.

The various discs are to be attached to the summary table.

Tachograph disc

Echelle de temps (h) Time scale (h) Vitesse (Km/h x 10) Speed (km/h x 10) Temps de marche et d'arrêt (h)

Time driving and stationary (h)

Distances parcourues (1 segment = 500 m)

Distances traveled (1 segment = 500 m)

Interpretation: Intensity Thickness Q/S Speed Embankment

Low emeasured = eGTR ± 15%

Q/Smeasured = Q/SGTR ± 20%

Vibrating, pneumatic-tired: vmeasured ≤ vGTR

Average Intense

emeasured ≤ eGTR

Q/Smeasured ≤ Q/SGTR Static tamper feet and other compactors:

Capping layer

emeasured = eGTR

Q/Smeasured ≤ Q/SGTR vaverage ≅ vGTR

Particular features and response time:

This is an overall measurement, which must be accompanied by a check on the uniform distribution of working of the compactors over the whole zone involved, a check on the calibration of the tachographs and a check on the classification of the compactors (see sheets Nos. 26 to 28). The results must be acted upon as soon as the sequence being checked is complete.

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Sheet No. 17

Measurement of the density of a coarse material on site Tarpaulin test

NF P 94-061-4: Determination of the density of a material on site – Method for coarse materials (Dmax > 50 mm) Objective: Spot determination of the density of a coarse material on site (ρh). Field of application: This test concerns soils above the water table. It applies to all materials defined in standard NF P 11-300 and, in particular, to coarse materials, for which other methods of measurement are not applicable. Principle of the test: The test consists of digging a cavity, on a flat horizontal surface, to receive and weigh all of the material extracted (mh). The volume (V) of the cavity is then measured by laying a flexible film to make the sides watertight and then filling it with water. Expression of the results:

ρh = mh/ V

Where: ρh in t/m3, mh in t and V in m3

Once the overall water content of the material (w expressed as a %) has been determined from a sample in accordance with the method specified in standard NF P 94-061-4, the density of the dry material (ρd) can then be calculated:

ρd= (100 ρh ) / (100 + w)

Interpretation: Estimation of volumes excavated and transported. Control of compaction (the values obtained are compared to the threshold value set in the contract or to a reference board). Particular features and response time: The wet mass of the material extracted (expressed in grams) must not be less than 8 times Dmax

2 (Dmax being expressed in mm). For example, for a material of a diameter of 0-300 mm, 8 x (300)2 = 720 000 g i.e. 720 kg must be extracted. This test can only be used if the sides of the cavity are stable. The depth of the cavity must be between 0.75 and 1.25 times the diameter of its top. Timescale: from ½ day for the determination of ρh to 1 day for the determination of ρd.

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Sheet No. 18

Measurement of density using a gammadensitometer

NF P 94-061-1: Measurement of apparent average density using a direct transmission gammadensitometer

Objective: Measurement of the apparent average density of a material on site over a given thickness. Field of application: Treated or non-treated materials, of known chemical nature, used in earthwork; the thickness of the material examined may vary from 10 to 40 cm depending on the type of measurement equipment used.


The measurement is based on the absorption by the material of gamma photons of given energy emitted by a source previously buried at a determined depth in the layer to be tested.

The measurement of the density will depend on the flow detected.


The wet density ρ is in the form ρ = A ln C + B.

A and B being calibration constants. C being the number of gamma photons detected by the meter in the unit of time considered.

Photograph: Fiche_18

Gammadensitometer type GPV

The dry density ρd is calculated from ρ and the water content w, according to the expression: w

d1,11 +

=ρρ .

Interpretation: In order to determine the average rate of compaction enabling the densification of the controlled layer to be qualified, the

ratio 100)(

×OPNdensitydryreference

siteonmeasureddensitydry is calculated, taking into account the underflow at 20 mm and the limit

tolerated for the correction of the OPN reference.

- for embankments, this average rate of compaction must be ≥ 95% for at least 50% of the points checked (q4); - for capping layers, it must be ≥ 98.5% for at least 50% of the points checked (q3). It is advisable, also, to check the homogeneity of distribution of the density of the compacted material.


Other equipment for measuring density with a gammadensitometer, which does not comply with the standard, is also used on sites to monitor the regularity of compaction.

Timescale: ρ: 10 to 15 minutes ρd: 6 to 48 hours.

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Sheet No. 19

Measurement of apparent density using gamma-gamma ray log

NF P 94-062: Measurement of density on site - Gamma-gamma ray log Objective: Measurement of the density on site of a horizontal layer of an embankment or capping layer material.

Field of application: Treated or non-treated materials of which the chemical nature is known; the thickness of the layer of material examined shall, by definition, be that covering 95% of the number of photons detected by the meter.


The method is based on the absorption by the material of gamma photons of given energy. The apparatus comprises a radioactive source and a detector, located in the same plane and sliding simultaneously in two vertical tubes.

The measurement of the density depends on the number of photons detected over a unit of time.


The density ρ is in the form ( )BCAd

+= ln1ρ .

A and B

C

d

being calibration constants,

being the number of gamma photons detected by the meter in the unit of time,

being the distance between the tubes.

Interpretation:

The ratio 100)(

×OPNdensitydryreference

siteondensitydry defines a rate of

compaction that enables the densification of the material in the section examined to be qualified.

Measurements taken successively at different levels then enable the distribution of the density according to depth to be established.

- for embankments, the rates of compaction at the bottom of the layer must be greater than 92% for at least 50% of the control points;

- for capping layers, it must be ≥ 96% for at least 50% of the measurements.

Particular features and response time: The main difficulty lies in forming the holes and inserting the two parallel tubes. Timescale: 3 to 5 test profiles per day.

Photograph of a measurement

Diagram of principle

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Sheet No. 20

Plate test

NF P94 117-1: Plate test static deformation module (EV2)

Objective: This test enables the bearing capacity of a formation level to be determined by measurement of the ″Plate test static deformation module″.

Field of application: The test applies to formation levels of earthworks constructed with materials of which Dmax is less than 200 mm. The maximum value of the EV2 module that can be measured by this test is 250 MPa.

Principle of the test: Measurement of the settlement of a rigid circular plate ( 600 mm diameter) transmitting a uniform pressure to the soil. The value of the settlement of the plate (measured at the end of the second cycle) enables the EV2 module to be determined.

600 mm diameter plate with Benkelman beam

Expression of the results: Using the Boussinesq equation, we find:

2Z

90EV2 = where: ⎨ Z2: settlement of the plate caused by the 2nd loading in mm

⎨ EV2 in MPa

Interpretation: For example, for earthwork sub-formation levels, GTR uses a minimum value of 20 MPa, or 35 MPa in the case of a treated subgrade being formed. For roadway support formation levels, and on standard sites, a minimum EV2 module of 50 MPa is used, to enable the construction of the roadways. Higher values may be required, depending on the category of formation level, if it is considered that they are representative of the long-term bearing capacity. This module does not characterize the state of compaction of the soils of the formation level being examined.

Particular features and response time: A reaction base is needed that can enable at least 8 t to be applied to the plate, and with support points located more than 1.20 m from the centre of the loading plate. Other methods of determining the load-bearing capacity of a formation layer are the Dynaplaque and the Portancemètre. Timescale: 15 to 30 min, depending on the speed of stabilization.

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Sheet No. 21

Measurement of dynamic deformation module using a Dynaplaque

NF P 94-117-2: Dynamic deformation module (Dynaplaque 1 or 2 test) Objective: Measurement of a dynamic deformation module of a formation layer.

Field of application: The test applies to formation levels of earthworks of which Dmax is ≤ 200 mm.

Principle of the test: The dynamic load is obtained by a mass falling freely onto a loading plate of height hi.

In the case of Dynaplaque 1, springs are inserted between the falling mass and the plate, and the bounce h of the mass is recorded. The calculation of the dynamic module EDYN1 then results from a specific calibration for each apparatus between the bounce factor R = h / hi and the module E.

In the case of Dynaplaque 2, the movement of the loading plate and the force applied are recorded during the impact. The dynamic module EDYN2 is then calculated by equating the behavior of the soil under the plate with that of a dampened spring.

Colonne de guidage Guide column

Masse tombante Falling mass

Ressorts Springs

Hauteur initiale Initial height

Plaque de chargement Load plate

Plate-forme Platform

Diagram Dynaplaque 1

Expression of the results: The dynamic deformation module EDYN is expressed in MPa. The field of measurement is: ⎯ for Dynaplaque 1: 20 to 100 MPa ⎯ for Dynaplaque 2: 20 to 250 MPa

Dynaplaque 1 Example of calibration

Dynaplaque 2

Dynaplaque 2 – example of loop recording F

Déplacement - mm

E ( MPa )

R

0 0.20 0.40 0.60 0.80 1.000

20

40

60

80

100

- 25 -

Déplacement – mm Displacement – mm

Interpretation, particular features and response time: For earthwork sub-formation levels, GTR uses a minimum value of 20 MPa, or 35 MPa in the case of a treated subgrade being formed on that sub-formation level. For standard sites, a minimum dynamic module of 50 MPa on the formation level is generally used to enable the construction of the roadway layers. Higher values may be required, depending on the category of formation level, if it is considered that they are representative of the long-term bearing capacity. Timescale: 2 to 3 minutes.

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Sheet No. 22

Measurement of dynamic deformation module using a Portancemètre

Objective: Continuous measurement of a dynamic deformation module of a formation layer.

Field of application: The test applies to formation layers of earthworks formed from materials with a Dmax of ≤ 200 mm and for which the surface shear strength is sufficient to guarantee good trafficability for the measurement wheel (which excludes hollow or unstable materials). The field of measurement is from 30 to 250 MPa.


The formation layer examined is loaded with a narrow vibrating wheel towed at a speed close to 3.6 km/h. Sensors enable the measurement of: - the vertical components of the accelerations of the vibrating and suspended masses; - the dephasing between the vertical amplitude of vibration and the centrifugal force applied to the wheel.

A calculation algorithm then determines the vertical force to which the soil is subjected and the corresponding deflection. Processing of the force-deflection graph gives the stiffness of the soil being examined and, by comparing against the static plate test, the measurement of the dynamic module of the formation layer.

Expression of the results: The dynamic deformation module using a Portancemètre Ep, expressed in MPa, represents the average value of the module for each meter covered.

Masse suspendu Sprung mass Masse vibrante Vibrating mass Force Force Déflexion Deflection Interpretation: The Portancemètre is currently used as an information tool to enable anomalies to be detected. Particular features and response time: It enables a length of 15 to 20 km to be examined per day and the measurements to be viewed in real time.

Diagram of operating principle

Force-deflection graph recording

Fiche_22c

Portancemètre

- 27 -

Sheet No. 23

Measurement of the deflection caused by a rolling load (Benkelman beam, deflectograph)

NF P98-200-1, 2, 3, 4 and 7: Measurement of a rolling load deflection.

Objective: Measurement of the surface deformation of a formation layer under a defined load of 13 metric tons. Field of application: Earthwork sub-formation levels, roadway support formation levels. Principle of the test: The test consists of measuring the settlement caused by a single lorry axle with twin wheels, loaded to 13 metric tons. Benkelman beam: This is a spot measurement. The lorry must have sufficient set-back to enable the tip of the beam to be positioned vertically above the centre line of the two twin wheels. The vertical movement is measured at the other end of the beam using a comparator. Deflectograph: The deformation is measured between each of the pairs of wheels on the rear axle of the vehicle using pressure arms fitted with movement sensors and hinged on a reference beam. The lorry moves at a constant speed. The measurement interval is approximately 4 m.

Bec Tip Comparateur Comparator Plan de référence horizontal Horizontal reference plane

Lacroix 02 (short chassis) delfectograph

Graphical output of the deflectograph

Expression of the results: The deflection, which is that of the maximum deformation, is measured to 1/100 mm. For the deflectograph, the measurement is interpreted as a graph giving the deflection according to the distance. Interpretation of the results: The values obtained are compared with the threshold value set in the contract, at the age specified (28 days generally) of the treated materials. A comparison is made point by point, which enables the identification of non-compliant zones.

Particular features and response time: These tests need the surface condition of the layer tested to be good, especially for the long-chassis deflectograph 03. Benkelman beam: interpretation is instantaneous; with a maximum of 8 to 10 measurements per hour. Deflectograph: display in real time and deferred interpretation (≥ 1 day). Examination of 6 to 10 km per day.

100

Thresh ld

200 Distance in m

Poutre Benkelman Benkelman beam

- 28 -

Sheet No. 24

Measurement of the spreading of binders using a tarpaulin or trough

Objective: Spot determination of the mass per unit of area of spread treatment product. Field of application: Suitable for spreaders, check on in situ treatment of embankments, surfaces of embankments and capping layers. Principle of the test: The test comprises placing on the soil, before the spreader passes, tarpaulins or troughs of a known area (S) and weighing, after spreading, the quantities of treatment products (M) collected. Expression of the results: The mass per unit area spread in those locations is given by: ms = S

M in kg/m² (accuracy ± 2 to 4%).

Interpretation of the results:

During the progress of the works, the value of ms is to be compared with the value set in the contract mv , this latter value being the result of the formulation design. As a site check, the use of sets of 3 to 5 troughs or tarpaulins (or even more) enables the accuracy of the quantity applied to be checked, together with its dispersion, whether over a spreading strip or a day's work, if the spreader adjustments have not been modified. If desired, the use of twenty or more tarpaulins, set out at random (visual estimate), enables a judgment to be made on the overall spreading rate, while the use of troughs, positioned within the wheel track, can only quantify longitudinal dispersion.

Random positioning of the tarpaulins on site


The troughs have a surface area of 0.2 to 0.25 m2. Tarpaulins of 1 m2 or 0.5 m2 are frequently used. Tarpaulins of 1 m2 can be combined with 0.5 m2 frames to limit edge effects (see annex to the GTS). The height of the troughs must be compatible with the ground clearance of the skirts of the spreaders. The tests must cover the whole area spread (full lorry and half-empty lorry) in order to check its regularity. Period of measurement: immediate. 30 to 50 measurements, or even more, can be carried out per day.

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Sheet No. 25

Checking the quality of compaction using a constant energy dynamic penetrometer

XP P 94-063: Compaction quality control – Constant energy dynamic penetration test method

Objective: - To evaluate the thicknesses of layers; - To check the densification objective has been met.

Field of application: The method applies to the examination of embankments for a thickness of as much as 5 meters or more, depending on the nature of the materials.


The test consists of driving a set of rods with conical pointed ends into the ground and of measuring, during the test, the penetration per blow at the corresponding depth.

Dispositif de mesurage :- de l’enfoncement de la pointe- de la profondeur de la pointe

Mouton

Pointe

Enclume

Guidage des tiges

Expression of the results: The results are recorded in the form of a penetrogram, giving the penetration per blow according to the depth.

Interpretation: The layer thicknesses are evaluated after determining the layer interfaces (contrast between the penetration per blow). Once the nature and the moisture conditions of the material being examined have been identified, the base line DR and the limit line DL of this material can be recorded on the penetrogram. The quality of compaction is then determined according to the positioning of the penetrogram in relation to these lines. Correct compaction is characterized by a penetrogram close to the base line.

Dispositif de mesurage Measuring device de l'enfoncement de la pointe for the penetration of the point de la profondeur de la pointe for the depth of the point Mouton Tamping foot

Interpreted example of penetrogram

Diagram of the apparatus

- 30 -

Enclume Anvil Guidage des tiges Rod guide Pointe Point Profondeur atteinte Depth reached Nb de coups No. of blows Enfoncement (mm/coup) Penetration (mm/blow) Epaisseurs de couches régulières Thicknesses of regular layers Défaut de compactage sur les couches 1 et 2 Compaction defect on layers 1 and 2 Droite de référence Base line Droite de limite Limit line Particular features and response time: The use of a penetrogram is limited to non-treated materials or to materials treated with lime at a young age. Timescale: display of the measurements in real time and examination of 15 to 20 meters per day (excluding identification).

- 31 -

Sheet No. 26

Evaluation of the eccentric moment of a compactor NF P 98-761: Road construction and maintenance plant – Compactors – Evaluation of the eccentric moment

Objective: To evaluate the value(s) of the eccentric moment of the vibrator of a compactor with a vibrating cylinder. Field of application: This method applies to all compactors with vibrating cylinders as defined in standard NF P 98-705. Principle of the test: The test consists of causing the cylinder of the compactor to vibrate on a lift cushion at low air pressure and of recording the vertical amplitude Av of the vibrating cylinder when the vibrator is turning at the maximum frequency for the eccentric considered (large and/or small theoretical amplitude). The value Av may be measured with a vibrograph, an accelerometer or a contact-free movement sensor.

Expression of the results: The eccentric moment m.e is then evaluated by m x e = Av x M0 en mm.kg. where M0 = vibrating mass in kg.

Interpretation: The value of the eccentric moment indicated by the manufacturer is deemed to be correct when the m x e evaluated by the test falls within the interval:

0.9 m.e ≤ m.e (evaluated) ≤ 1.2 m.e The value measured Av is then considered to be equivalent to the theoretical amplitude A0. This value, associated with M1/L (total mass applied to the generatrix of the cylinder, related to its length), enables the classification of the vibrating compactor, as defined in the GTR, to be checked. Particular features and response time: The measurement requires a horizontal, non-deformable support to be available. The measurement must be taken on both sides of the vibrating cylinder. Timescale: approximately 30 minutes.

Measurement of the amplitude and of the frequency

- 32 -

Sheet No. 27

Evaluation of the contact pressure on soil of a pneumatic-tired compactor

NF P 98-760: Road construction and maintenance plant – Pneumatic-tired compactors – Evaluation of the contact pressure on soil

Objective: To measure the area of contact of a compactor tire in order to enable an evaluation of the average value of the ground contact pressure.

Field of application: This method applies to all pneumatic-tired compactors as defined in standard NF P 98-705.


The test consists of positioning the tires of the compactor on a sheet of revealing paper placed on the ground.

After spraying a liquid developer on the sheet of paper all around the imprint, the non-revealed area is measured, corresponding to the area of contact between the tire and the ground, using a planimeter.

Expression of the results: The ground pressure is given by the expression PCN = 10 CR/S where:

CR: load per wheel in kN S: contact area in cm² PCN: ground pressure in MPa

Interpretation: The ground contact pressure is one of the most important parameters concerning the efficiency of pneumatic-tired compactors. The parameter is used to supplement the value of the load per wheel (CR) which is the criterion of classification of pneumatic-tired compactors used by standard NF P 98-736. Particular features and response time: Test rarely used in the field of earthwork. The test area is formed from solid concrete and must be flat, clean and dry.

Timescale: approximately 30 minutes.

- 33 -

Sheet No. 28

Compactors – Checking the calibration of tachographs Objective: To check the accuracy of the recording of the parameters distance covered, speed and frequency of vibration.

Field of application: This method applies to the mechanical tachographs fitted to pneumatic-tired or damper vibrating compactors, as defined in standard NF P 98-705.


The test consists of driving the compactor at a constant speed over a previously-measured distance (e.g. surveyor's chain) and of measuring how long it takes. The measurements taken are compared to the recordings on the tachograph disc. For vibrating compactors, a measurement of the frequency of vibration using a contact-free or pressure-pad vibrograph may be taken and compared with the recording on the back of the disc.

Expression of the results: The distance traveled is compared to the sum of the segments recorded, each segment representing 500 meters. The speed of working is read directly from the disc (the values are to be divided by 10) and compared with the calculated speed.

Interpretation: A threshold of accuracy of 5% of the value measured is generally advised, so that the recording of the distance can be used validly. A threshold of accuracy of 10% of the target value of the speed is generally advised, so that the recording can be used validly. Particular features and response time: The measurement must be taken on both sides of the vibrating cylinder. A check on the frequency of vibration may also be made. Timescale: less than 1 hour.

View of the tachograph

Disc: front

- 34 -

Fiche N°29

Check on the spreading of a treatment product

(Method by weighing the spreader)

Objective: To determine the overall mass per unit of area of spread treatment product.

Field of application: The measurement of the mass per unit area of binder spread forms part of the control operations defined in the quality assurance process for embankments and subgrades.


The test consists of determining the mass (M) of the treatment product spread over a surface (S).

The determination of the mass is carried out by weighing all of the axles on the spreader (including the tractor) before and after spreading over the relevant area.

The area over which the product has been spread is determined by topographical means.

Expression of the results: The mass per unit of area spread is given by ms = M/S in kg/m² with an accuracy of ≤ 5%.

Interpretation: The value ms is to be compared with the target value mv resulting from the formulation study. The accuracy of proportioning e = 100.(ms-mv) / mv is to be compared with the value usually specified, i.e. e ≤ 5%.

Particular features and response time: In order to weigh the spreader, a horizontal, non-deformable support is needed. Timescale: 5 to 10 minutes per measurement.

Spreader weighing operation

- 35 -

BIBLIOGRAPHIC REFERENCES

TECHNICAL GUIDES AND GENERAL DOCUMENTS

Organisation of quality assurance inearthwork Technical guide SETRA/LCPC January 2000

Construction of embankments and capping layers Fascicules 1 and 2 Technical guide SETRA/LCPC July 2000

Backfilling of trenches and making good of roadways Technical gGuide echnique /LCPC-May 1994

Excavating using explosives in roadworks Technical guide CFTR January 2002

Treatment of soils with lime and hydraulic binders Technical guide SETRA/LCPC January 2000

Design and construction of embankments on compressible soils Technical guide SETRA/LCPC January 2001

Particular technical soecification (CCTP) June 2001

General technical specification (CCTG) Fascicule 2 – General earthwork 1979

- 36 -

STANDARDS RELATING TO TERMINOLOGY, METHODS, TESTS AND PLANT NF EN ISO 9003 – Quality systems. Model for quality assurance in final inspection and test. (X50-133). August 1994. NF EN 13286-41 - Unbound and hydraulically bound mixtures – Part 41: test method for the determination of the compressive strength of hydraulically bound mixtures. July 2003. NF EN 13286-42 – Unbound and hydraulically bound mixtures – Part 42: test method for the determination of the indirect tensile strength of hydraulically bound mixtures. September 2003. NF EN 13286-43 – Unbound and hydraulically bound mixtures – Part 43: test method for the determination of the modulus of elasticity of hydraulically bound mixtures. September 2003. NF G 38-050 – Textiles. Articles for industrial use: geotextiles. Identification. May 1983. G 38-060 – Textiles - Articles for industrial use. Recommendation for the use of geotextiles and related products. Installation – Specifications – Control of geotextiles and related products. G 38-063 – Articles for industrial use. Recommendation for the use of geotextiles and related products. Use of geotextiles and related products under embankments on compressible soils. February 1993. NF EN ISO 10320 – Geotextiles and related products. Identification on site. March 2000. NF EN 963 – Geotextiles and related products. Sampling and preparation of test specimens. October 1995. NF P 11-300 – Earthworks. Classification of materials for use in the construction of embankments and capping layers of road infrastructures. September 1992. NF P 11-301 – Earthworks. Terminology. December 1994. NF EN 1097-1 – Aggregates. Micro Deval wear test. December 1990. NF EN 1097-2 – Aggregates. Los Angeles test. December 1990. P 18-576 – Aggregates. Measurement of the friability coefficient for fine aggregate. December 1990. NF EN 933-8 – Tests for geometrical properties of aggregates – Part 8: Assessment of fines – Sand equivalent test. NF P 94-040 – Soils: investigation and testing. Practical method for identifying the 0/50 mm fraction of a granular material. Determination of particle size and blue value. October 1993. XP P 94-041 – Soil: investigation and testing. Granulometric description. Wet sieving method. December 1995. NF P 94-049-1 – Soil: survey and testing. Determination of water content on a mass basis. Part 1: microwave oven drying method. February 1996. NF P 94-049-2 – Soil: survey and testing. Determination of water content on a mass basis. Part 2: heating plate or radiating panel method. February 1996. NF P 94-050 – Soils: investigation and testing. Determination of water content. Oven drying method. September 1995. NF P 94-051 – Soil: investigation and testing. Determination of Atterberg's limits. Liquid limit test using cassagrande apparatus – Plastic limit test on rolled thread. March 1993. NF P 94-052-1 – Soil: investigation and testing. Atterberg limit determination. Part 1: liquid limit – Cone penetrometer method. November 1995. NF P 94-053 – Soils: investigation and testing. Determination of density of fine soils. Cutting curb, mould and water immersion methods. October 1991. NF P 94-054 – Soils: investigation and testing. Determination of particle density. Pycnometer method. October 1991. NF P 94-056 – Soil: investigation and testing. Granulometric analysis. Dry sieving method after washing. March 1996. NF P 94-057 - Soils: investigation and testing. Granulometric analysis. Hydrometer method. May 1992.

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NF P 94-061-1 – Soils: investigation and testing. Determination of density of materials on site. Part 1: method employing gammadensitometer with point (direct transmission). October 1996. NF P 94-061-2 – Soils: investigation and testing. Determination of density of materials on site. Part 2: membrane densitometer method. April 1996. NF P 94-061-3 – Soils: investigation and testing. Determination of density of materials on site. Part 3: method with sand. April 1996. NF P 94-061-3 – Soils: investigation and testing. Determination of density of materials on site. Part 4: method for large materials (dmax superior to 50 mm). December 1996. NF P 94-062 – Soils: investigation and testing. Measurement of density on site. Gamma-gamma ray log. August 1997. XP P 94-063 – Soils: investigation and testing. Compaction quality control. Constant energy dynamic penetration test method. Principle and method for calibrating penetrodensitographs. Exploitation of results. Interpretation. August 1997. NF P 94-064 – Soils: investigation and testing. Density of a dehydrated rock sample. Hydrostatic weighing method. November 1997. NF P 94-066 – Soils: investigation and tests. Fragmentability coefficient of rocky material. December 1992. NF P 94-067 – Soils: investigation and tests. Degradability coefficient of rocky material. December 1992. NF P 94-068 – Soils: investigation and testing. Measuring of the methylene blue adsorption capacity of a rocky soil. Determination of the methylene blue of a soil by means of the stain test. October 1998. NF P 94-078 – Soils: investigation and tests. CBR after immersion. Immediate CBR. Immediate bearing ratio. Measurement on sample compacted in CBR mould. May 1997. NF P 94-093 – Soils: investigation and testing. Determination of the compaction characteristics of a soil. Standard Proctor test. Modified Proctor test. October 1999. NF P 94-100 – Soils: investigation and testing. Lime and/or hydraulic binder treated materials. Test for determining the treatment ability of a soil. August 1999. XP P 94-105 – Soils: investigation and testing. Inspection of compaction quality. Method using a variable energy dynamic penetrometer – Principe and method for calibrating the penetrometer – Exploitation of results – Interpretation. May 2000.

NF P 94-117-1 – Soils: investigation and testing. Formation level bearing capacity. Part 1: plate test static deformation module (EV2) April 2000. NF P 94-117-2 – Soils: investigation and testing. Formation level bearing capacity. Part 2: dynamic deformation module (tests using Dynaplaque 1 or Dynaplaque 2). February 2002. NF P 94-119 – Soil: investigation and testing. Piezocone test. December 1995. NF P 98-102 – Road foundations. High-calcium lime for soils and roads. Water reactivity test for quicklime. July 1991. NF P 98-200-1 – Road testing. Measurement of a rolling load deflection. Part 1: definitions, measurements, specific values. July 1991. NF P 98-200-2 – Road testing. Measurement of a rolling load deflection. Part 2: determination of deflection and curvature values using modified Benkelman beam. November 1992. NF P 98-200-3 – Road testing. Measurement of a rolling load deflection. Part 3: determination of deflection values using deflectograph 02. September 1993. NF P 98-200-4 – Road testing. Measurement of a rolling load deflection. Part 4: determination of deflection values using deflectograph 03. September 1993. NF P 98-232-3 – Tests relating to pavements. Determination of the mechanical characteristics of material bound with hydraulic binders. Part 3: diametral compression test on hydraulic and pouzzolanic binder bound materials. October 1993. NF P 98-234-2 – Test relating to pavements. Frost behavior. Part 2: frost heaving test of soils or granular treated or non treated materials with D inferior or equal to 20 mm. February 1996. NF P 98-275-1 – Test relating to pavements. Determination of the rate of binder spray. Part 1: measurement of the mean value of spray rate and transversal homogeneity. September 1992. NF P 98-276-1 – Tests relating to pavements. Measurement of chipping aggregates rate. Part 1: test with the rate box. January 1992.

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NF P 98-701 – Road construction and maintenance equipment. Material processing plants. Terminology and performances. May 1993. NF P 98-705 – Road construction and maintenance equipment. Compactors. Terminology and commercial specifications. July 1992. NF P 98-711 – Road construction and maintenance equipment. Soils stabilization or retread: soils processing machinery, storage of binding materials. Terminology. August 1993. NF P 98-712 – Road construction and maintenance equipment. Soils stabilization or retread process: spreader plants of binder a pulvi-mixer. Terminology. August 1993. NF P 98-736 – Road construction and maintenance equipment. Compactors. Classification. September 1992. NF P 98-760 – Road construction and maintenance equipment. Pneumatic-tired compactors. Evaluation of the contact pressure on soil. December 1991. NF P 98-761 – Road construction and maintenance plant. Compactors. Evaluation of the eccentric moment. December 1991. NF P 98-771 – Road construction and maintenance equipment. Driving assistance and control equipment embarked on rollers. Terminology - Classification. December 1994.

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The purpose of the guide to “Design and execution of earthworks”is to assist and advise the Construction Manager in the course of theproject up to execution of earthworks.

It consists of 3 independent fascicules: • fascicule 1: studies and execution of work; • fascicule 2: organization of checks; • fascicule 3: test methods.

This section 3, "Test procedures", consists in data sheetssummarizing the main tests, equipment and methods used forcontrolling quality on earthworks sites. These data sheets presentthe purpose and the principle of the equipment or of the testconcerned, as well as its interpretation, its area of application, itsspecific features and its response time.

This document is available and can be downloaded on Sétra website: http://www.setra.equipement.gouv.fr Cover - Photographers: A. Delfaut (DREIF - LRPC), Y. Aubert (Entreprise GTM Terrassements), Y. Deniel (DDE 28), C. Drouaux (Sétra), G. Lacassy (CETE du Sud-Ouest - LRPC), E. Mazière (Entreprise GTM Terrassements), P. Pettier (Scétauroute), P. Rossi (Entreprise Razel), N. Travers (DDE 50). Sétra authorization is required for reproduction of this document (all or even part) © 2007 Sétra - Reference: 0748-3A - ISRN: EQ-SETRA--07-ED46--FR+ENG

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US 0702-3A Design and Execution-F3