KON.007 - Geotechnics

This document establishes requirements for pumping tests as part of geotechnical investigation service
in accordance with EN 1997-1 and EN 1997-2.
This document applies to pumping tests performed on aquifers whose permeability is such that
pumping from a well can create a lowering of the piezometric head within hours or days depending on
the ground conditions and the purpose. It covers pumping tests carried out in soils and rock.
The tests concerned by this document are those intended for evaluating the hydrodynamic parameters
of an aquifer and well parameters, such as:
— permeability of the aquifer,
— radius of influence of pumping,
— pumping rate of a well,
— response of drawdown in an aquifer during pumping,
— skin effect,
— well storage,
— response of recovery in an aquifer after pumping.

This document is applicable to the execution, testing and monitoring of geotechnical grouting work.
Grouting for geotechnical purposes (geotechnical grouting) is a process in which the remote placement of a pumpable material in the ground is indirectly controlled by adjusting its rheological characteristics and by the manipulation of the placement parameters (pressure, volume and the flow rate).
The following principles and methods of geotechnical grouting are covered by this document:
-   displacement grouting (compaction and compensation grouting);
-   grouting without displacement of the host material (permeation, fissure/rock grouting, bulk filling).
The principal objectives of geotechnical grouting are:
-   the modification of the hydraulic/hydrogeological characteristics the ground;
-   the modification of the mechanical properties of the ground;
-   the filling of natural cavities, mine workings, voids adjacent to structures;
-   inducing displacement to compensate for ground loss or to stabilize and lift footings, slabs and pavements.
Specialized grouting activities, generally associated with structural and/or emergency works, are not covered by this document.
The execution, testing and monitoring of jet grouting work is not covered by this document and is covered by EN 12716.

The standard comprises requirements for ground investigations by means of the field vane test (FVT) as part of the geotechnical investigations.

This standard forms part 4 of the series ISO 18674, as described in ISO 18674-1: Part 1. General rules the methods and gives rules for measurement of pore water pressures in geotechnical engineering or more general in foundation engineering. Pore pressures are needed to obtain effective stresses and play a key role in the analysis of engineered construction in and on ground.

The standard comprises requirements for ground investigations by means of the borehole dynamic probing (BDP) as part of the geotechnical investigations

This standard forms part 5 of the series ISO 18674, as described in ISO 18674-1: Part 1. General rules the methods and gives rules for measurement of total stresses  in geotechnical engineering or more general in foundation engineering. Stresses in soil or rock  are needed to judge the loading of engineered construction in the ground.

This document specifies methods for the laboratory determination of the water flow characteristics
in soil.
This document is applicable to the laboratory determination of the coefficient of permeability of soil
within the scope of geotechnical investigations.
NOTE This document fulfils the requirements of the determination of the coefficient of permeability of soils
in the laboratory for geotechnical investigation and testing in accordance with EN 1997-1 and EN 1997-2.

This Standard establishes the specifications for the execution of static pile load tests in which a single pile is subjected to an axial static load in compression in order to define its load-displacement behaviour.
The provisions of EN 22477-1 apply to vertical piles as well as raking piles.
All types of piles are covered by this standard.
The tests considered in this Standard are limited to maintained load tests.
EN 22477-1 shall be used in conjunction with EN 1997-1. Numerical values of partial factors for limit states and of correlation factors to derive characteristic values from static pile load tests to be taken into account in design are provided in EN 1997-1. Guidance on analysis of the load testing results is given in the informative Annex D.
This Standard provides specifications for:
  a) Investigation tests, whereby the pile is loaded up to failure or close to failure ;  
b) Control tests, whereby the pile is loaded up to a specified load in excess of the SLS design action.

This document specifies two laboratory test methods for the determination of the effective shear
strength of soils under consolidated drained conditions using either a shearbox or a ring shear device.
This document is applicable to the laboratory determination of effective shear strength parameters for
soils in direct shear within the scope of geotechnical investigations.
The tests included in this document are for undisturbed, remoulded, re-compacted or reconstituted
soils. The procedure describes the requirements of a determination of the shear resistance of a
specimen under a single vertical (normal) stress. Generally three or more similar specimens from
one soil are prepared for shearing under three or more different vertical pressures to allow the shear
strength parameters to be determined in accordance with Annex B.
Special procedures for preparation and testing the specimen, such as staged loading and pre-shearing
or for interface tests between soils and other materials, are not covered in the procedure of this
document.
NOTE This document fulfils the requirements of the determination of the drained shear strength of soils in
direct shear for geotechnical investigation and testing in accordance with EN 1997-1 and EN 1997-2.

This European Standard establishes general principles for the execution of jet grouting works.
The jet grouting processes should be distinguished from the grouting processes covered by EN 12715.

This document comprises requirements for investigations of soil and weak rock by pressuremeter tests with the full displacement pressuremeter (FDP) as part of the geotechnical investigation services according to EN 1997-1 and EN 1997-2.
Tests with the full displacement pressuremeter cover the measurement in situ of the deformation of soils and weak rocks by the expansion/contraction of a cylindrical flexible membrane under pressure.
The FDP is jacked into the ground with an integral cone at its lower end thereby creating its own test hole.
FDP equipment may take a number of forms therefore descriptions are given in accordance with the type of installation and measuring systems

This document comprises requirements for investigations of soil and weak rock by pressuremeter tests with the self-boring pressuremeter (SBP) as part of the geotechnical investigation services according to EN 1997-1 and EN 1997-2.
Tests with the self-boring pressuremeter cover the measurement in situ of the deformation of soils and weak rocks by the expansion and contraction of a cylindrical flexible membrane under pressure.
The SBP is drilled into the ground using an integral self-boring head at its lower end in such a way that the probe replaces the material it removes so creating its own test hole and minimises the disturbance to the soil outside the instrument.
Pressure applied to, and the associated expansion of the probe are measured and recorded so as to obtain the stress-displacement relationship for the soil as tested.
During both boring and testing the data is recorded automatically.

This Standard establishes specifications for the execution of tension tests to be carried out on an anchor grouted in the ground, as defined in EN 1997-1 and EN 1537. Three methods of test are recognised by this Standard. Method 1 involves cyclic tension loading with measurement of displacement at the load stages. Method 2 involves cyclic tension loading with measurement of loss of load after lock-off at peak load and Method 3 involves step-loading with measurement of displacement under successive maintained tension loads.
The standard provides specifications for three types of tension tests as defined in EN 1997-1 and EN 1537: investigation tests, suitability tests and acceptance tests.
The standard provides specifications for the experimental devices, the measurement apparatus, the test procedures, the definition and the presentation of the test results and the content of records.

This document specifies methods for the determination of the liquid and plastic limits of a soil. These
comprise two of the Atterberg limits for soils.
The liquid limit is the water content at which a soil changes from the liquid to the plastic state.
This document describes the determination of the liquid limit of a specimen of natural soil, or of
a specimen of soil from which material larger than about 0,4 mm has been removed. This document
describes two methods: the fall cone method and the Casagrande method.
NOTE The fall cone method in this document should not be confused with that of ISO 17892-6.
The plastic limit of a soil is the water content at which a soil ceases to be plastic when dried further.
The determination of the plastic limit is normally made in conjunction with the determination of the
liquid limit. It is recognized that the results of the test are subject to the judgement of the operator, and
that some variability in results will occur.

This standard establishes the specifications for the execution of dynamic pile load tests in which a single pile is subject to an axial short duration impact load in compression to predict its ultimate compressive resistance and load-displacement behaviour including shaft friction distribution and toe resistance.

This document specifies a method for unconsolidated undrained triaxial compression tests.
This document is applicable to the laboratory determination of undrained triaxial shear strength under
compression loading within the scope of geotechnical investigations.
The cylindrical specimen, which can comprise undisturbed, re-compacted, remoulded or reconstituted
soil, is subjected to an isotropic stress under undrained conditions and thereafter is sheared
under undrained conditions. The test allows the determination of shear strength and stress-strain
relationships in terms of total stresses.
Non-standard procedures such as tests with the measurement of pore pressure or tests with filter
drains are not covered in this document.
NOTE This document fulfils the requirements of unconsolidated undrained triaxial compression tests for
geotechnical investigation and testing in accordance with EN 1997-1 and EN 1997-2.

This document specifies a method for consolidated triaxial compression tests on water-saturated soils.
This document is applicable to the laboratory determination of triaxial shear strength under
compression loading within the scope of geotechnical investigations.
The cylindrical specimen, which can comprise undisturbed, re-compacted, remoulded or reconstituted
soil, is subjected to an isotropic or an anisotropic stress under drained conditions and thereafter is
sheared under undrained or drained conditions. The test allows the determination of shear strength,
stress-strain relationships and effective stress paths. All stresses and strains are denoted as positive
numerical values in compression.
NOTE 1 This document provides a test for a single specimen. A set of at least three relatable tests are required
to determine the shear strength parameters from these tests. Procedures for evaluating the results are included
in Annex B and, where required, the shear strength parameters are to be included in the report.
Special procedures such as:
a) tests with lubricated ends;
b) multi-stage tests;
c) tests with zero lateral strain (K0) consolidation;
d) tests with local measurement of strain or local measurement of pore pressure;
e) tests without rubber membranes;
f) extension tests;
g) shearing where cell pressure varies,
are not fully covered in this procedure. However, these specific tests can refer to general procedures
described in this document.
NOTE 2 This document fulfils the requirements of consolidated triaxial compression tests for geotechnical
investigation and testing in accordance with EN 1997-1 and EN 1997-2.

This document specifies the rules for the identification and description of rock material and mass
on the basis of mineralogical composition, genetic aspects, structure, grain size, discontinuities and
other parameters. It also provides rules for the description of other characteristics as well as for their
designation.
This document applies to the description of rock for geotechnics and engineering geology in civil
engineering. The description is carried out on cores and other samples of rock and on exposures of
rock masses.
Rock mass classification systems using one or more descriptive parameters to suggest likely rock mass
behaviour are beyond the scope of this document (see Bibliography).
NOTE Identification and classification of soil for engineering purposes are covered in ISO 14688-1 and
ISO 14688-2. Identification and description of materials intermediate between soil and rock are carried out using
the procedures in ISO 14688-1, ISO 14688-2 and this document, as appropriate.

This document specifies a method for the unconfined compression test.
This document is applicable to the determination of the unconfined compressive strength for a
homogeneous specimen of undisturbed, re-compacted, remoulded or reconstituted soil under
compression loading within the scope of geotechnical investigations.
This test method is useful to estimate the undrained shear strength of soil. It is noted that drainage
is not prevented during this test. The estimated value for undrained shear strength is, therefore, only
valid for soils of low permeability, which behave sufficiently undrained during the test.
NOTE This document fulfils the requirements of unconfined compression tests for geotechnical investigation
and testing in accordance with EN 1997-1 and EN 1997-2.

This document specifies the basic principles for classification of those material characteristics
most commonly used for soils for engineering purposes. It is intended to be read in conjunction
with ISO 14688-1, which gives rules for the identification and description of soils. The relevant
characteristics could vary and therefore, for particular projects or materials, more detailed subdivisions
of the descriptive and classification terms could be appropriate. Due to differences in local geological
conditions, practices to enhance relevant classification criteria are used.
The classification principles established in this document allow soils to be classified into groups of
similar composition and geotechnical properties, based on the results of field and laboratory tests with
respect to their suitability for geotechnical engineering purposes.
This document is applicable to natural soil in situ, natural soil reworked artificially and synthetic
materials. A more detailed classification specific to use in earthworks is given in EN 16907-2.
NOTE 1 Identification and description of rocks are covered by ISO 14689. Identification and description of
materials intermediate between soil and rock are carried out using the procedures in ISO 14688-1, this document
and ISO 14689, as appropriate.
NOTE 2 The identification and classification of soil for pedological purposes, as well as in the framework of
measurements for soil protection and for remediation of contaminated areas, is covered by ISO 25177.

This document specifies the rules for the identification and description of soils and is intended to
be read in conjunction with ISO 14688-2, which outlines the basis of classification of those material
characteristics most commonly used for soils for engineering purposes. The relevant characteristics
could vary and therefore, for particular projects or materials, more detailed subdivisions of the
descriptive and classification terms could be appropriate.
This document specifies procedures for the identification and description of soils based on a flexible
system for use by experienced persons, covering both material and mass characteristics by visual
and manual techniques. Details are given of the individual characteristics for identifying soils and the
descriptive terms in regular use, including those related to the results of hand tests carried out in the
field as part of the descriptive process.
This document is applicable to the description of soils for engineering purposes which can be those laid
by natural processes, those laid by man or comprise synthetic materials.
NOTE 1 The identification and description of rocks are covered by ISO 14689-1. Identification and description
of materials intermediate between soil and rocks are carried out using the procedures in this document,
ISO 14688-2 and ISO 14689-1 as appropriate.
NOTE 2 The identification and classification of soil for pedological purposes, as well as in the framework of
measurements for soil protection and for remediation of contaminated areas, is covered by ISO 25177.

The standard comprises  requirements  for  ground  investigations  by  means  of  the  weight sounding test (WST) as part of the geotechnical investigations according to EN 1997-1 and EN 1997-2.

ISO 18674-3 applies to the measurement of displacements across a measuring line by means
of inclinometers carried out for geotechnical monitoring.
ISO 18674-3 also refers to deflectometers (see Annex B) to supplement inclinometers for the
determination of horizontal displacements across horizontal measuring lines.

This document establishes guidelines for the equipment requirements, execution of and reporting on
flat dilatometer tests.
NOTE This document fulfils the requirements for flat dilatometer tests as part of the geotechnical
investigation and testing according to EN 1997‑1 and EN 1997‑2.
The basic flat dilatometer test consists of inserting vertically into the soil a blade-shaped steel probe
with a thin expandable circular steel membrane mounted flush on one face and determining two
pressures at selected depth intervals: the contact pressure exerted by the soil against the membrane
when the membrane is flush with the blade and, subsequently, the pressure exerted when the central
displacement of the membrane reaches 1,10 mm.
Results of flat dilatometer tests are used mostly to obtain information on soil stratigraphy, in situ state
of stress, deformation properties and shear strength. It is also used to detect slip surfaces in clays. The
flat dilatometer test is most applicable to clays, silts and sands, where particles are small compared to
the size of the membrane.

This document specifies the laboratory determination of undrained shear strength of both undisturbed and remoulded specimen of saturated fine grained cohesive soils by use of a fall-cone.
This document specifies the fall-cone test, in which a cone is allowed to fall with its tip towards a soil specimen, whereupon the penetration of the cone into the soil is measured. Tests performed according to this test yield penetration values which can be used to estimate the undrained shear strength. The test is applicable to both undisturbed and remoulded soil test specimen.

This document is intended for determination of the compression, swelling and consolidation properties of soils. The cylindrical test specimen is confined laterally, is subjected to discrete increments of vertical axial loading or unloading and is allowed to drain axially from the top and bottom surfaces.
The main parameters derived from the oedometer test relate to the compressibility and rate of primary consolidation of the soil. Estimates of preconsolidation pressure, rate of secondary compression, and swelling characteristics are sometimes also obtainable.

This document describes methods for the determination of the particle size distribution of soil samples.
The particle size distribution is one of the most important physical characteristics of soil. Classification of soils is mainly based on the particle size distribution.
The particle size distribution provides a description of soil, based on a subdivision in discrete classes of particle sizes. The size of each class can be determined by sieving and/or sedimentation.

This Standard applies to the measurement of displacements along a line by means of extensometers carried out for geotechnical monitoring. It is to be applied in conjunction with EN ISO 22474-1.
Specifically, this Standard applies to
–   investigating soils and rocks;
–   checking geotechnical design values in connection with the Observational Design method;
–   deriving geotechnical design values (e.g. pile load test; trial tunnelling);
–   evaluating stability ahead of, during or after construction (e.g. natural slopes, slope cuts, embankments, excavation walls, foundations, dams, refuse dumps, tunnels).

This standard establishes the specifications for the execution of rapid pile load tests in which a single pile is subject to an axial load in compression of intermediate duration to measure its load-displacement behaviour under rapid loading and an assessment of its static behaviour. The provisions of this standard apply to piles loaded axially in compression. This standard provides specifications for:
1) Investigation tests, whereby a sacrificial pile is loaded up to ultimate limit state;
2) Control tests, whereby the pile is loaded up to a specified load in excess of the serviceability limit state.

This standard specifies the technical principles for measuring equipment requirements, the execution and reporting on the parameters of investigation drilling process for geotechnical purposes.
The measuring while drilling (MWD) method deals with the recording of the machine parameters during the drilling process. This can be done manually or with the use of computerized systems which monitor a series of sensors installed on rotary and/or percussive drilling equipment. These sensors continuously and automatically collect data on all aspects of drilling, in real time, without interfering with the drilling progress. The data are displayed in realtime and are also recorded for further analysis.

This document describes a test method for determining the particle density by the pycnometer method.
The pycnometer method is based on the determination of the volume of a known mass of soil by the fluid displacement method. The density of solid particles is calculated from the mass of the soil and the volume. The pycnometer method applies to soil types with particle sizes under 4 mm.

A standard on geothermal testing methods is necessary because of the rapidly growing market in Europe of heat exchangers installation. Geothermal heat exchangers are used for heating and cooling and may be used in warmer and cooler areas throughout Europe. The use of geothermal energy leads to a reduction of coal and oil and therefore also of CO2 emissions. The drilling, installation of geothermal heat exchangers and testing for geothermal conductivity has to be determined by a standardised testing procedure.

This Standard applies to performance monitoring of the ground, structures interacting with the ground and geotechnical works.
Specifically, this Standard is applicable to field instrumentation and measurements carried out in connection with site investigations of soils and rocks in accordance with EN 1997-2; in connection with the Observational Design procedure in accordance with EN 1997-1; for ground behaviour evaluation, e.g. unstable slopes, consolidation etc or the proof or follow-up of a new equilibrium within the ground, after disturbance of its natural state by construction measures (e.g. foundation loads, excavation of soil, tunnelling); for the proof or follow-up of the stability, serviceability and safety of structures which may be influenced by geotechnical construction; for perpetuation of evidence; for the evaluation and control of geotechnical work.

This European Standard establishes general principles for the execution of diaphragm walls as either retaining walls or cut-off walls.
NOTE 1   This standard covers only structures constructed in a trench excavated with a support fluid or in dry conditions, where soil is removed and replaced by concrete or slurry and with wall thickness B ≥ 40 cm.
NOTE 2   Diaphragm walls can be permanent or temporary structures.
NOTE 3   The following types of structure are considered:
a)   retaining walls: usually constructed to support the sides of an excavation in the ground. They include:
1)   cast in situ concrete diaphragm walls;
2)   precast concrete diaphragm walls;
3)   reinforced slurry walls;
b)   cut-off walls: usually constructed to prevent migration of groundwater, clear or polluted, or of other contaminants present in the ground. They include:
1)   slurry walls (possibly with membranes or sheet piles);
2)   plastic concrete walls.
NOTE 4   Walls formed shallow vertical trenches (typically excavations with a ratio of depth over thickness D/B < 5 or D < 5 m) are not covered by this standard.

1.1   This European Standard establishes general principles for the execution of bored piles (see 3.2).
NOTE 1   This standard covers piles or barrettes which are formed in the ground by excavation and are structural members used to transfer actions and/or limit deformations.
NOTE 2   This standard covers piles with circular cross-section (see Figures 1 and A.1a)) and barrettes (see 3.3) with rectangular, T or L or any other similar cross-section (see Figure 2) concreted in a single operation.
NOTE 3   In the standard the term pile is used for circular cross-section structure and the term barrette for other shapes. Both are bored piles.
1.2    This European Standard applies to bored piles (see Figure 3) with:
-   uniform cross-section (straight shaft);
-   telescopically changing shaft dimensions;
-   excavated base enlargements; or
-   excavated shaft enlargements.
NOTE    The shape of a pile base and of an enlargement depends on the tool used for the excavation.
1.3    This European Standard applies (see Note) to:
-   bored piles with a depth to width ratio  5;
-   piles (see Figures 1 and 3) with a shaft diameter 0,3 m  D  3,0 m;
-   barrettes (see Figure 2) with the least dimension Wi  0,4 m, a ratio LBiB / Wi between its largest and its least dimensions  6 and a cross-sectional area A  15 m²;
-   piles with circular precast elements used as structural member (see Figure 7) with a least dimension DP  0,3 m;
-   barrettes with rectangular precast elements used as structural member with a least dimension WP  0,3 m.
NOTE   The standard covers a large range of diameters. For small diameter bored piles less than 450 mm, the general specification can be adapted to cater for the lack of space (e.g. minimum bars number and spacing).
1.4    This European Standard applies to piles with the following rake (see Figure 4):
-   n  4 (  76°);
-   n  3 (  72°) for permanently cased piles.
(...)

1.1   This document establishes general principles for the execution of micropiles.
They are for:
-  drilled piles constructed using a drilling tool with a diameter  less than 300 mm;
NOTE 1   This document is not applicable to driven piles, the execution of which is governed by EN 12699.
NOTE 2   Definition of shaft diameter see 3.3.
1.2   Micropiles are structural members to transfer actions to the ground and may contain bearing elements to transfer directly or indirectly loads and or to limit deformations. Examples of micropiles see Figure 1 to Figure 3. Their shaft and base resistance may be improved (mostly by grouting) and they may be constructed with (see Figure 4):
-  uniform cross section (straight shaft); or
-  telescopically changing shaft dimensions;
-  shaft enlargements; and/or
-  base enlargement.
1.3   Other than practical considerations, there are no limitations regarding, length, inclination (definition of inclination, see Figure 5), slenderness ratio or shaft and base enlargements.
1.4   The provisions of the document apply to (see Figure 6):
-  single micropiles;
-  micropile groups;
-  reticulated micropiles;
-  micropile walls.
1.5   The material of micropiles covered by this document can be:
-  steel or other reinforcement materials;
-  grout, mortar or concrete;
-  a combination of above.
1.6   Micropiles may be used for:
-  working under restricted access and/or headroom conditions;
-  foundations of new structures (particularly in very heterogeneous soil or rock formations);
-  reinforcing or strengthening of existing structures to increase the capacity to transfer load to depth with acceptable load settlement characteristics, e.g. underpinning works;
-  reducing settlements and/or displacements;
-  forming a retaining wall;
-  reinforcing of soil to form a bearing and/or retaining structure;
-  improving slope stability;
-  securing against uplift;
-  other applications where micropile techniques are appropriate.
1.7   Mixed-in-place columns are not included in this document. Columns constructed by jet grouting are covered by EN 12716. Ground anchors are covered by EN 1537.

1.1   This standard establishes general principles for the execution of displacement piles, that means piles which are installed in the ground without excavation or removal of material from the ground except for limiting heave and/or limiting vibration as well as removal of obstructions or to assist penetration.
Piles are driven into the ground using impact, vibration, pressing, screwing or a combination of these methods.
1.2   The material of displacement piles covered by this standard can be:
-  steel;
-  cast iron;
-  concrete, mortar;
-  timber;
-  grout;
-  combination of above.
1.3   This standard covers prefabricated, cast in situ, or a combination of these methods to form displacement piles of regular shape.
Examples are given in Figures A.2 and A.3 in Annex A.
1.4   Displacement piles may be installed in soils enhanced by ground improvement techniques. The ground improvement can be executed before, at the same time or after installation of the piles.
1.5   Other than practical considerations there are for the purpose of this Standard no limitations regarding shaft or base enlargements, length or rake.
1.6   The provisions of the standard apply to:
-  single piles;
-  pile groups;
-  concrete sheet piles.
1.7   Columns constructed by ground improvement techniques (such as mixed in situ columns, jet grouting, compaction grouting, vibro flotation, stone columns) are not covered by this standard. Bored piles are covered in EN 1536. Steel and timber sheet piles walls are covered in EN 12063. Micropiles are covered in EN 14199.

This document specifies the laboratory determination of the water (moisture) content of a soil test specimen by oven-drying. The water content is required as a guide to classification of natural soils and as a control criterion in re-compacted soils and is measured on samples used for most field and laboratory tests. The oven-drying method is the definitive procedure used in usual laboratory practice.

This document specifies methods of test for the determination of the bulk and dry density of intact soil or rock.
The bulk density of a soil is useful in the determination of the in-situ overburden stresses at various depth (geostatic stresses). Furthermore, bulk and dry density can qualitatively describe the mechanical characteristics of a soil via empirical relationships which are to be found in the technical literature.

This part of ISO 22476 deals with equipment requirements, the execution of and reporting on electrical cone and piezocone penetration tests. Within the electrical cone and piezocone penetration test, two subcategories of the cone penetration test are considered: - electrical cone penetration test (CPT), which includes measurement of cone resistance and sleeve friction; - piezocone test (CPTU), which is a cone penetration test with the additional measurement of pore pressure. The CPTU is performed like a CPT with the measurement of the pore pressure at one or several locations on the penetrometer surface. This part of ISO 22476 specifies the following features: a) type of cone penetration test, according to Table 1; b) application class, according to Table 2; c) penetration length or penetration depth; d) elevation of the ground surface or the underwater ground surface at the location of the cone penetration test with reference to a datum; e) location of the cone penetration test relative to a reproducible fixed location reference point; f) pore pressure dissipation tests.

This European Standard covers ground anchors grouted into the ground which are stressed and tested. They can be used for permanent or temporary applications. The anchors are designed in accordance with EN 1997-1 and are tested in accordance with prEN ISO 22477-5. Typical bond and compression type anchors are shown in Figure 1 and Figure 2. The term "ground" is taken to encompass soil, rock and fill already in place or existing prior to the execution of the construction work. The planning and design of ground anchors calls for experience and knowledge in this specialised field. The installation and testing phases require skilled, qualified labour and supervision. This standard cannot replace the knowledge of specialist personnel and the expertise of experienced contractors required to apply this standard. This standard does not address systems such as tension piles, screw anchors, mechanical anchors, soil nails, dead-man anchors or expander anchors as these do not fulfil the requirements of this standard.

This part of ISO 22476 specifies the equipment requirements, execution of and reporting on borehole jack tests. NOTE This part of ISO 22476 fulfils the requirements for borehole jack tests as part of geotechnical investigation and testing according to EN 1997-1 [1] and EN 1997-2 [2]. This part of ISO 22476 specifies the procedure for conducting a borehole jack test in ground stiff enough not to be adversely affected by the drilling operation. Two diametral cylindrical steel loading plates are placed in the ground and opened by pressure. Pressure applied to, and associated opening of the probe are measured and recorded so as to obtain a stress-displacement relationship of the ground for the range of the expected design stress. This part of ISO 22476 applies to test depths of ≤ 100 m and to testing either on land or off-shore.

This document deals with equipment requirements, the execution of and reporting on the Ménard pressurermeter test as part of geotechnical investigation and testing according to EN 1997-1 and EN 1997-2.
The present document describes the procedure for conducting a Ménard pressuremeter test in natural soils, treated or untreated fills and in soft rocks, either on land or off-shore.

This part of ISO 22476 specifies the equipment requirements, execution of and reporting on flexible dilatometer tests. This part of ISO 22476 is applicable to tests in ground stiff enough not to be adversely affected by the drilling operation. This part of ISO 22476 is applicable to four procedures for conducting a test with the flexible dilatometer. This part of ISO 22476 applies to tests performed up to 1 800 m depth. Testing can be conducted either on land or off-shore.

This part of ISO 22476 deals with equipment requirements, the execution of and reporting on electrical cone and piezocone penetration tests. Within the electrical cone and piezocone penetration test, two subcategories of the cone penetration test are considered: - electrical cone penetration test (CPT), which includes measurement of cone resistance and sleeve friction; - piezocone test (CPTU), which is a cone penetration test with the additional measurement of pore pressure. The CPTU is performed like a CPT with the measurement of the pore pressure at one or several locations on the penetrometer surface. This part of ISO 22476 specifies the following features: a) type of cone penetration test, according to Table 1; b) application class, according to Table 2; c) penetration length or penetration depth; d) elevation of the ground surface or the underwater ground surface at the location of the cone penetration test with reference to a datum; e) location of the cone penetration test relative to a reproducible fixed location reference point; f) pore pressure dissipation tests.

This part of ISO 22282 specifies requirements for the determination of the local permeability in soils and rocks below or above the groundwater table in a closed system by the water permeability tests as part of the geotechnical investigation services according to EN 1997-1 and EN 1997-2.

This part of ISO 22282 establishes requirements for ground investigations by means of infiltrometer tests as part of geotechnical investigation services in accordance with EN 1997-1 and EN 1997-2. It applies to the in situ determination of the water permeability of an existing geological formation or of treated or compacted materials. The infiltrometer test is used to determine the infiltration capacity of the ground at the surface or shallow depth. It is a simple test for determining the permeability coefficient. The method can be applied using either steadystate or transient conditions, in saturated or unsaturated soils. The principle of the test is based on the measurement of a surface vertical flow rate of water which infiltrates the soil under the influence of a positive hydraulic head. Surface infiltration devices include single and double-ring infiltrometer designs of the open or closed type. The measurement devices and measurement procedures are adapted to different ranges of permeability. Open systems are adapted to permeability ranges from 10-5 to 10-8 m/s and closed systems for permeability lower than 10-8. Depending on the environmental conditions and the water permeability of the soil, a duration of a few minutes to a few days is needed to run the test. This part of ISO 22282 defines the terminology and the measured parameters. It specifies the required characteristics of the equipment, defines the procedures of the tests relating to the different measurement techniques and specifies the tests results. It is applicable to: - civil engineering projects; - hydrogeology studies; and - waste storage.

This part of ISO 22282 specifies requirements for the determination of the local permeability in soils and rocks below and above groundwater level in an open hole by water permeability tests as part of the geotechnical investigation services according to EN 1997-1 and EN 1997-2.

This part of ISO 22282 specifies the requirements for water pressures tests (WPT) carried out in boreholes drilled into rock as part of geotechnical investigation and testing according to EN 1997-1 and EN 1997-2. The tests are used to investigate the following: - hydraulic properties of the rock mass, which are mainly governed by discontinuities; - absorption capacity of the rock mass; - tightness of the rock mass; - effectiveness of grouting; - geomechanical behaviour, e.g. hydrofracturing, hydrojacking. Many effects of the geohydraulic tests are not only influenced by the ground itself, but stem from the testing procedure. Historically, the water pressure test was evaluated based on the assumption that the stationary behaviour was achieved. Recent advances in geohydraulics have shown that transient phenomena are often present. This part of ISO 22282 attempts to address the limitations of certain testing procedures without restricting the required equipment too stringently.