EN 16907-2:2018

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Zemeljska dela - 2. del: Klasifikacija materialovErdarbeiten - Teil 2: MaterialklassifizierungTerrassements - Partie 2: Classification des matériauxEarthworks - Part 2: Classification of materials93.020Zemeljska dela. Izkopavanja. Gradnja temeljev. Dela pod zemljoEarthworks. Excavations. Foundation construction. Underground works13.080.99Drugi standardi v zvezi s kakovostjo talOther standards related to soil qualityICS:Ta slovenski standard je istoveten z:EN 16907-2:2018SIST EN 16907-2:2019en,fr,de01-april-2019SIST EN 16907-2:2019SLOVENSKI
STANDARD
EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORM
EN 16907-2
December
t r s z ICS
s uä r z rä { {â
{ uä r t r English Version
Earthworks æ Part
tã Classification of materials Terrassements æ Partie
tã Classification des matériaux Erdarbeiten æ Teil
tã Materialklassifizierung This European Standard was approved by CEN on
s v May
t r s zä
egulations which stipulate the conditions for giving this European Standard the status of a national standard without any alterationä Upætoædate lists and bibliographical references concerning such national standards may be obtained on application to the CENæCENELEC Management Centre or to any CEN memberä
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s x { r yæ tã t r s z ESIST EN 16907-2:2019

List of test standards relevant to earthworks as detailed in Clause 10 . 29 Bibliography . 40 SIST EN 16907-2:2019

IEC Electropedia: available at http://www.electropedia.org/
ISO Online browsing platform: available at http://www.iso.org/obp 3.1.1 description identification and naming of a given material and its physical and soil mechanical properties that are relevant for earthwork purposes 3.1.2 classification definition of material groups and classes and assigning of materials to groups and classes with similar properties for earthworks 3.1.3 classification parameters values of characteristics that define groups and classes 3.1.4 characteristics material properties which may be relevant for a defined use 3.1.5 properties physical and chemical attributes of a material 3.1.6 intrinsic properties properties of solids of soils and rock which do not change in the course of earthworks such as particle size distribution, particle shape, mineralogy, plasticity, organic or carbonate content 3.1.7 state properties properties of the soil or rock that may change during earthworks; such as density, water content, strength, consistency, relative density or stiffness 3.1.8 materials all soils, rocks, by-products and recycled mineral materials handled during earthworks 3.1.9 material groups classification of materials based on intrinsic properties SIST EN 16907-2:2019

Symbols for Quantities CC Coefficient of curvature dimensionless CLA Los Angeles coefficient (by LA test) dimensionless CMDE Micro-Deval coefficient dimensionless COM Organic matter content dimensionless (%) CU Coefficient of uniformity (CU = D60/D10) dimensionless Cx Mass percentage of particles smaller than x (mm)
(e.g. C0,063 < 5 %:
the content of fines is less than 5 % of the soil mass) dimensionless (%) D Particle size (representative diameter) mm SIST EN 16907-2:2019

to EN 933-9 g/1000g VBS Methylene blue value (fraction 0/50 mm) g/100g Vp Compression wave velocity m/s wL Liquid limit dimensionless (%) wP Plastic limit dimensionless (%) d Dry density Mg/m3 di Intact dry density (by IDD test) Mg/m3 Symbols for soil and rock groups See Tables 3 to 9 in Clause 6. Symbols for state parameters of rock See Tables 10 and 11 in Clause 7. 4 Principles of classification Soils, rocks and other materials shall be placed into groups (based on intrinsic properties) and classes (based on state properties) which have similar behaviour for one or more earthworks procedures (excavation, transport, treatment, placement and compaction) and which will have similar engineering properties in an earth structure after completion of the earthwork procedures. The system of classes or classification system shall be defined on the basis of experience from previous works and is influenced by the geological and climatic conditions that prevail in each country. The classification system may represent national practices, local practices based on experiences with particular materials or project based. It may be limited to materials for which previous experience exists. Variations between countries are allowed to account for national experiences. The national regulations mentioned in the annexes to EN 16907-1:2018 may be used where appropriate. When a new classification system is prepared or an existing system is used, experience shall refer to: — the satisfactory behaviour of completed earth-structures made of a class of material using specific construction procedures, — the suitability of particular construction procedures for a given class of material. The engineering behaviour of the completed earth-structure shall be assessed according to the type of structure, see EN 16907-1:2018. The mineralogy and particle size distribution of soils and the origin, fragmentability and degradability of rocks are important properties from the point of view of engineering behaviour. The sensitivity of fine grained soils to water has a major effect on the execution of works and the water content of fine soils shall be considered, when relevant, in the classification system. SIST EN 16907-2:2019

3) Classification shall be made during the design, planning and construction stages, on the basis of the state properties. Classification by state properties should be used to plan, specify and control the works and to demonstrate that the product required by the design and the specification has been achieved. Depending on project conditions other application fields for the different classification levels may be considered. For the use of recycled mineral materials and by-products in earthworks, the approaches in Table 1 may also be applicable. Where the material is not natural its mineralogy, properties and origin shall be stated. SIST EN 16907-2:2019

plasticity Classification to determine material applicability in different zones of the proposed earthwork. Available tests can be selected from those listed in Annex A. Classification (state) See Tables 10 to 13 Characterization on the basis of the state of the ground, that is by those properties that can change by sampling or by the earthwork procedures Selection of appropriate tests to determine properties such as water content, strength, stiffness and stability. The properties to be measured will depend on the particle size of the soil and the strength of the particles Classification to determine classes depending on engineering properties at excavation, transport, deposition and compaction. Available tests can be selected from those listed in Annex A. NOTE: The details given in the Column “application” are taken as examples only. 5.2 Description The materials present at the site should be described by systematic recording of the material and mass characteristics of the soil or rock. Description of the materials is usually related to the geological succession, which may be subdivided into subgroups depending on the variability. Geological input should be incorporated so as to ensure a full and accurate description. The soils and rocks that may be used in the earthwork shall be described in accordance with EN ISO 14688-1 and EN ISO 14689 on the basis of visual and manual techniques in the field applied in trial pits or in samples recovered from boreholes and/or in the laboratory. Description of soils is based on particle size distribution, plasticity and organic content. The size fractions defined in EN ISO 14688-1 shall be used, which are — Very coarse soils (boulders and cobbles); — Coarse soils (gravel and sand); — Fine soils (silt and clay). SIST EN 16907-2:2019

(Dmax > 63 mm), see Table 2 — Soils with particles of diameters not larger than 63 mm (Dmax
¶ 63 mm) and with organic content not more than 2 % (COM
¶ 2 %), subdivided into —
mm diameter) not more than 15 % (C0,063
¶ 15 %), using the parameters “particle size fractions” and “uniformity coefficient” for subgrouping (Table 3a) — Intermediate Soils and Fine Soils with content of fines more than 15 % (C0,063 > 15 %), using the parameters “particle size fraction of fines” and either “Liquid limit” or “Plasticity Index”
or “Methylene Blue Value” for subgrouping (Table 3b) — Organic Soils (COM > 2 %) (Table 4) — Anthropogenic
Materials (Table 5) The grouping of soils for earthwork should be made according to the following Tables 2 to 5 (see also the following notes). NOTE 1 Alternative national classifications are presented in EN 16907-1:2018. NOTE 2 Assessment of the material characteristics under the influence of frost and for frost heave potential varies nationally. The soil classification criteria, which correspond to intrinsic soil properties, should include at least: — Particle size distribution; — Plasticity; — Organic content. The evaluation of parameters should be supported by laboratory examination and testing. For soils containing salts, the classification should be made according to Table 9. SIST EN 16907-2:2019

¶ 63 mm should be placed into groups as an additional parameter according to Table 3. Size of blocks shall be considered for excavation and placement Soil may need to be processed before using in earth structures Soil with very coarse particles VC2 The range of particle sizes present and their proportions by mass are estimated in the field by description. The behaviour in fill is controlled by the fraction
¶ 63 mm. The fraction
¶ 63 mm shall be placed into groups according to Table 3. SIST EN 16907-2:2019

and with organic matter content not more than 2 % Table 3a — Soils with fines content not more than 15 % - Coarse soils and Composite soils Main Group Group name Soil group symbol Particle fractions Further Grouping Parameters (intrinsic properties) Comments
Fines content C0,063 Sand fraction 0,063 mm < D
2 mm Gravel fraction 2 mm < D
63 mm Uniformity coefficient Cu
Coarse soil Gravel widely graded G1 < 5 % less than
gravel fraction more than
sand fraction
6 Normally soil is usable in earth structure. Gravel narrowly graded G2 < 6 Sand widely graded S1 more than
gravel fraction less than
sand fraction
6 Sand narrowly graded S2 < 6 Composite soil Gravel-Fines mixture widely graded G3 5 to 15 % less than
gravel fraction more than
sand fraction
6 Gravel-Fines mixture narrowly graded G4 < 6 Sand-Fines mixture widely graded S3 more than
gravel fraction less than
sand fraction
6 Sand-Fines mixture narrowly graded S4 < 6 NOTE
The coefficient of curvature CC
is also useful for classification. Approaches and limiting values vary widely in different countries. SIST EN 16907-2:2019

of more than 15 % - Intermediate Soils and Fine Soils Main Group Group name Soil group symbol Fines Content C0,063 Further Grouping Parameters (see Note 1) Comments
Liquid Limit wL Plasticity Index
IP (Methylene Blue Value VBS)
Intermediate soil (see Note 2) Intermediate soil — low plasticity I1
> 15 to 35 %
12 %
Normally soil is usable in earth structure IL
35 %
Intermediate soil — medium to high plasticity I2
> 12 % (>1,5) IM
> 35 %
Fine soil Low plasticity
fine soil F1
> 35 %
12 %
Normally soil is usable in earth structure. Distinction between Silt and Clay in fine soils may be made on the basis of the A line (see Figure 1) FL
35 %
Medium plasticity fine soil F2
> 12 to 22 % (>2,5 to 6) FM
> 35 to 50 %
High plasticity
fine soil F3
> 22 to 40 % (>6) FH
> 50 to 70 %
Very high plasticity fine soil F4
> 40 % (n/a) These soils should be presumed to be not usable unless testing, local experience, or treatment demonstrate otherwise FV
> 70 %
NOTE 1 Intermediate soils and fine soils may be grouped using Liquid limit or Plasticity Index or Methylene Blue Value VBS (but only using one parameter at a time); the parameter used in classification is stated using the group codes above. NOTE 2 More detailed grouping of intermediate soils may be achieved by adding the group of the coarse fraction according to groups given in Table 3a and the group of fine fraction according to groups of fine soils in Table 3b (e.g. IM/S1/FH).
determined by EN 933-9 for aggregates. The main differences between the standards are: - The test for VBS is carried out on the fraction 0/5 mm instead of 0/2 mm for MB and 0/0.125 mm for MBf . - The sieving for VBS can be performed wet or dry instead of only wet for MB and MBf . - The sampling is ranging between 60g and 200 g depending on the material instead of a fixed value. - Unit of the result of VBS is g/100 g instead of g/kg for MB and MBf . - For VBS, the mass of methylene blue given at the test of the fraction 0/5 mm is recalculated on the fraction 0/50 mm.
(e.g.: if 0/5 mm = 60 % of 0/50 mm, VBS = 0.6 × mass of methylene blue). Fine soils or the fine constituents of other soils may be classified using consistency limits which, in earthworks, usually include liquid limit and plasticity index. These parameters can be plotted on a Plasticity Chart (Figure 1) where the A-line is conventionally taken to be a differentiation between clays and silts. The shape of the representation of the different classes on this chart can vary nationally.
Key X Liquid Limit (wL),
a A-line Y = (X-20)*0.73 c Clay (above A-line) Y Plasticity Index (IP) b U-line Y = (X-8)*0.9 d Silt (below A-line)
Soil group symbol Liquid Limit wL [%] Soil group symbol Plasticity Index Ip [%] FL < 35 F1 < 12 FM 35 to 50 F2 12 to 22 FH 50 to 70 F3 22 to 40 FV > 70 F4 > 40
NOTE Fine soils with liquid limits above 70 % and plotting below the A-line can be called 'very high plasticity silt' but such materials are unlikely to occur in practice. Figure 1 — Plasticity Chart for Subdivision of Fine Soils SIST EN 16907-2:2019

Organic soil Low organic soil O1
> 2 to 6 % Normally only used as structural fill with organic contents up to about 6 %, although national practices in testing methods and specifications vary Classification of the material shall be completed with Tables 2 and 3 Medium organic soil O2
> 6 to 20 % Peat O3
> 20 % normally not used in earthworks NOTE 1 These organic matter contents are based on using a loss of ignition test method. Other test methods, such as, addition to sodium hydroxide or titration or oxidation with KMnO4 will give different values. NOTE 2 There is no European Standard for determination of the organic matter content; therefore national test methods need to be used. Table 5 — Soil groups for earthworks: - Anthropogenic materials Main Group Group Name Soil group symbol Particle
size Examples Comments Anthropogenic material Natural materials processed mechanically AN all particle
sizes embankment fill, drainage layer, crushed rock, washed sand Grouping and classification of materials should follow the that given in Table 2 to 4 Manufactured materials (including secondary manufactured materials) AM ash, slag, expanded lightweight aggregates Grouping and classification of materials may follow that given in Tables 2 to 4. Site or material specific grouping and classification may be required. Recycled materials AR crushed concrete, brick rubble, tyres, road planings, cold planings, debris
> 10,0
> 250 volcanic rock, plutonic rock, metamorphic rock RVS very strong rock 4,0–10,0 100–250 volcanic rock, plutonic rock, metamorphic rock RS strong rock 2,0 to 4,0 50 to 100 sandstone, limestone, volcanic rock, plutonic rock, metamorphic rock RMS medium strong rock 1,0 to 2,0 25 to 50 sandstone, marlstone, limestone, schists, metamorphic rock RW weak rock 0,2 to 1,0 5 to 25 claystone, siltstone, sandstone, marlstone, limestone, schists, gypsum-stone, coal RVW very weak rock less than 0,2 1 to 5 weathered claystone, siltstone, sandstone, gypsum — stone, coal REW extremely weak rock
0,6 to 1 weathered claystone, siltstone, sandstone NOTE 2 Other intrinsic properties of rock used in classification may include mineralogy and density. REW and RVW materials might be degradable and testing should be used to confirm the material stability. Material specific correlation of Is50 with u should be used when available. Once rock has been excavated, it will behave as a soil, generally a coarse or very coarse soil but with varying amounts of fines. The coarse particles and the fines may each be strong and abrasive, weak and degradable or strong and degradable. The classification of rock for use in earthworks is given in Table 7. Rock materials are normally usable in earth structures except where the rocks are evolutive or degradable. These rocks may only be used, depending on the design, with special precautions.
< 25
< 10
as a granular soil Metamorphic rocks R1 Me
Very high Volcanic and plutonic rocks R2 Vo
< 35
< 25
Metamorphic rocks R2 Me
High Clay Rocks R3 Cld
< 7
> 5 / > 2
< 45
evolutive or degradable rock All other rocks R3 Xxd a)
< 7
> 5 / > 2
< 45
Clay Rocks R3 Cl
< 7
< 5 / < 2
< 45
non-evolutive or
non-degradable rock Limestone R3 Li
< 7
< 5 / < 2
< 45
as a granular soil Sandstone R3 Sa
< 7
< 5 / < 2
< 45
< 45
Conglomerate R3 Co
< 7
< 5 / < 2
< 45
< 45
Volcanic and plutonic rocks R3 Vo
< 45
< 45
Metamorphic rocks R3 Me
< 45
< 45
Inter-mediate Clay Rocks R4Cld
< 7
> 5 / > 2
> 45
evolutive or degradable rock All other rocks R4 Xxd a)
< 7
> 5 / > 2
> 45
Clay Rocks R4 Cl
< 7
< 5 / < 2
> 45
non-evolutive or
non-degradable rock Limestone R4 Li
< 5
/ < 2
> 45
> 1,8 SIST EN 16907-2:2019
< 7
< 5 / < 2
> 45
> 45
depending on the earth work procedure Conglomerate R4 Co
< 7
< 5 / < 2
> 45
> 45
Volcanic and plutonic rocks R4 Vo
< 7
< 5 / < 2
> 45
> 45
Metamorphic rocks R4 Me
< 7
< 5 / < 2
> 45
> 45
Low Clay rocks R5 Cl
> 7
as a soil after extraction Limestone R5 Li
> 45
< 1,8 Sandstone R5 Sa
> 7
Conglomerate R5 Co
> 7
Volcanic and plutonic rocks R5 Vo
> 7
Metamorphic rocks R5 Me
> 7
NOTE 1: The values for IFR and IDG will vary with the test procedures adopted. In this table parameters for IFR are given according to French Standard
NF P 94–066; parameters for
IDG are given according to French Standards NF P 94–067(first value) and Spanish Standard UNE 146510 (second value). NOTE 2 Clay rocks include rocks formed by mixtures of clay and calcite minerals. a) Xx denotes any other rock type designated using two letters as appropriate, for example Sa for Sandstone, Li for limestone.
(Mg/m3) Chalk of very high density CH1
> 1,95 Chalk of high density CH2 1,7 <
di
1,95 Chalk of medium density CH3 1,55 <
di
1,7 Chalk of low density CH4
1,55 Salt rocks contain soluble minerals that may be dissolved at a rate that may cause relevant effects within the lifetime of the earthwork. If required, rock of this type may be classified as given in Table 9. Table 9 — Salt rock groups Group Symbol Content of salt mineral (in mass percentage) Conditions for use in earthworks Range of solubility
of salt mineral (examples)
any No special conditions due to solubility. Low (calcite CaCO3, s = 0,01 g/l for T = 20 °C)
less than 0,2 % May be used in any area of the earth fill.
No special conditions due to solubility. Medium (gypsum CaSO4 Cb 2H2O, s = 2,40 g/l for
T = 20 °C) SR1 0,2 to 2 % May be used in the core of the earth fill.
No special precautions are needed when constructing the crown and haunches. SR2 2 % to 20 % Limited use in the core of the earth fill provided that: — The core shall constitute a compact and impermeable mass. — There are drainage measures and waterproofing to prevent access of surface water and groundwater into the fill. SR3 more than 20 % Generally shall not be used. Its use shall be limited to those cases in which no other soil is available and provided that this is specified and duly justified in the design
less than 0,2 % May be used in any area of the earth fill. No special conditions due to solubility. High (Halite NaCl, s = 360 g/l for T = 20 °C) SR4 less than 1 % May be used in the core of the earth fill. Special precautions shall need to be taken when constructing the crown and haunches. SR5 more than 1 % Not to be used. SIST EN 16907-2:2019

strength; — Tensile strength; — Stiffness/ Young’s modulus; — Swelling potential; — Collapse potential (inundation); — Density or degree of compaction; — Immediate bearing index — California Bearing Ratio; — Moisture Condition Value index; — Hydraulic conductivity; — Capillarity; — Seismic velocity; — Frost resistance; — Resistivity; — Redox potential; — Microbial activity index. 7.3 Rock state properties The classification of rock shall be made as appropriate for the in situ state of the rock, and separately for the rock material and rock mass characteristics after excavation. The assessment of the ease of excavation may be based on a combination of intrinsic properties (rock strength Table 6) and rock mass properties including fracture spacing as given in Table 10 or seismic P-wave velocity (Compression wave velocity Vp) as given in Table 11. SIST EN 16907-2:2019

> 4 000 V2 3 000 to 4 000 V3 2 000 to 3 000 V4 1 000 to 2 000 V5
< 1 000 The fracture spacing can indicate the maximum size of blocks or particles for transport and placement of the excavated material. The rock material after excavation and processing (including crushing or other treatment) should be treated as a coarse or very coarse soil in classification (see Tables 2 and 3). NOTE 1 Excavated or crushed rock may be more angular compared to very coarse naturally transported particles. The classification of rock for excavation can use one or more of these properties, which may or may not be independent; for example, a rock could be classified as RS XC V2 or RW C V3. NOTE 2 Other rock classifications are also available in EN 932-3 and EN 13383-1. 8 Characteristics and tests for assessing earthworks materials in situ 8.1 General Earthworks materials may be tested and classified following different strategies: — appropriate tests may be used to check that materials are acceptable for typical earthworks activities, such as excavation, placement, compaction, transport (Table 12); — appropriate tests may allow to group materials for use in specific parts of the earth-structure, such as general fill, capping layer, drainage layer (Table 13). In both cases, the limiting values adopted when compiling a classification for soil or rock as fill
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