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.

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This document sets out requirements regarding the performance of characteristics of the following types of cross laminated timber to be used in buildings and bridges:
-   type 1: Straight or curved cross laminated timber comprising only timber layers but no large finger joints;
-   type 2: Straight cross laminated timber comprising only timber layers and large finger joints;
-   type 3: Straight cross laminated timber comprising timber and wood-based panel layers but no large finger joints.
It also lays down procedures for assessment and verification of constancy of performance (AVPC) of characteristics and specifies marking and labelling of cross laminated timber.
This document covers cross laminated timber of all three types of cross laminated timber:
-   manufactured according to this standard, which sets up provisions for:
-   boundary conditions during manufacture of cross laminated timber;
-   moisture content and temperature of timber to be bonded;
-   production of finger joints and bonds between layers;
-   to be used in service class 1 or 2 according to EN 1995 1 1;
-   made of coniferous species and poplar listed in this standard;
-   which may be made of layers made of different species having similar properties;
-   bonded with phenolic or aminoplastic or moisture curing one-component polyurethane or emulsion polymer isocyanate adhesives of adhesive type I according to the respective standard;
-   built up of at least three orthogonally bonded layers (at least two of them timber layers);
-   which may have, depending on the number of layers, adjacent layers bonded parallel to the grain;
-   made of timber layers which are made of strength graded timber according to EN 14081 1;
-   made of timber layers having nominal thicknesses between 6 mm (including) and 60 mm (including) depending on the layup;
-   made of timber layers
-   which may comprise non-structural edge bonds; and
-   have a mean gap width of less than or equal to 0,6 mm and a 90th percentile of the gap width of 2 mm;
-   having nominal overall thicknesses up to 500 mm.
Additional provisions of this document apply for straight cross laminated timber comprising only timber layers and comprising large finger joints (type 2):
-   made from cross laminated timber pieces having the same cross-section and layup;
-   made from cross laminated timber pieces having nominal cross-sectional thicknesses from 51 mm (including) up to 345 mm (including) and nominal minimum thicknesses of the outer layers not less than 17 mm (including).
-   made from cross laminated timber pieces solely comprising timber layers;
-   made from plane cross laminated timber pieces;
-   with parallel x-axes of the jointed components;
-   with finger joints having a finger length of at least 45 mm and fingers which are visible at the two narrow sides of the components;
-   bonded with phenolic or aminoplastic or moisture curing one-component polyurethane adhesives of adhesive type I according to the respective standard.
Additional provisions of this document apply for straight cross laminated timber comprising timber and wood-based panel layers but no large finger joints (type 3):
-   made of structural wood-based panels specified in this European standard;
-   made of one panel per layer and;
-   having thicknesses between 6 mm (including) and 45 mm (including);
This document applies to cross laminated timber untreated or treated against biological attack.
This document  does not cover:
-   cross laminated timber treated with fire retardants;
-   cross laminated timber which is produced from re-used timber or wood-based panels comprising re-used timber.

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DOP of 12 months

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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.

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

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1.1   Scope of CEN/TS 17440
(1)This document provides additional or amended provisions to EN 1990 to cover the assessment of existing structures (see EN 1990:2002, 1.1(4)), and the retained parts of existing structures that are being modified, extended, strengthened or retrofitted.
NOTE 1   The assessment of an existing structure is, in many aspects, different from the design of a new structure, see Introduction.
NOTE 2   There can be some aspects of EN 1990 that are required for design but are not applicable for assessment. The definition of those aspects of EN 1990 that are not applicable can be included in the definition of the assessment objectives and the approach to the assessment, see 5.
NOTE 3   This document is based on the general requirements and principles of structural reliability provided in Eurocodes EN 1990 and EN 1991.
(2) This document covers general principles regarding actions for assessment complementing EN 1991.
NOTE   Supplementary provisions for seismic actions due to earthquake are provided in EN 1998.
(3) This document includes general principles for the assessment of the structural resistance of existing structures.
NOTE   The specific models used to assess resistance are not provided in this document and will depend on the materials and structure types.
(4) This document does not provide specific rules for initiation of assessment.
(5) This document does not provide specific rules on how to undertake interventions that can be carried out as a result of an assessment.
(6) This document does not cover the design of new elements that will be integrated into an existing structure.
NOTE   For the design of new elements, see EN 1990.
1.2   Assumptions
(1) The general assumptions of CEN/TS 17440 are:
-   the assessment of the structure is made by appropriately qualified and experienced personnel;
-   adequate supervision and quality control is provided during the assessment process;
-   the structure will be used in accordance with the assessment assumptions;
-   the structure will be maintained in accordance with the assessment assumptions.

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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.

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This document specifies a method based on density, for the selection of pieces of wood used in
determining the strength and stiffness properties of joints between members of structural timber
made with mechanical fasteners. It is intended to be used in conjunction with a test standard specifying
a test method.
It is assumed that the wood pieces are conditioned to the relevant conditions, that the wood density is
normally distributed and that any deviations are reported.
This document is applicable only to specimens of structural timber.
NOTE It is emphasized that the wood density is only one of the properties that can influence the strength of
a joint. Other relevant properties are, for example, growth-ring size and orientation, toughness and hardness.

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

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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.

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This European Standard specifies requirements for strength graded structural timber with rectangular cross-sections either visual or machine graded, shaped by sawing, planning or other methods and with cross-sectional dimensions complying with EN 336 (referred to as structural timber in the following clauses).
This European Standard includes provisions for test methods, Assessment and Verification of Constancy of Performance and marking of structural timber.
NOTE 1   For machine strength graded timber additional provisions for type testing (TT) are given in EN 14081-2 and for factory production control (FPC) in EN 14081-3.
NOTE 2   An acceptance procedure for verification of a lot is given in EN 14358 which may be used for a delivery of structural timber.
This European Standard identifies characteristics for which limits have to be given in visual grading standards.
This European Standard covers structural timber, untreated or treated against biological attack.
This European Standard does not cover:
-   timber treated by fire retardant products to improve its fire performance;
-   thermally and/or chemically modified timber;
-   structural finger jointed timber.

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EN 1993-1-5 gives design requirements of stiffened and unstiffened plates which are subject to inplane forces. Effects due to shear lag, in-plane load introduction and plate buckling for I-section girders and box girders are covered. Also covered are plated structural components subject to in-plane loads as in tanks and silos. The effects of out-of-plane loading are outside the scope of this document.

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This European Standard specifies requirements for the execution of aluminium structural components and structures made from:
a)   rolled sheet, strip and plate;
b)   extrusions;
c)   cold drawn rod, bar and tube;
d)   forgings;
e)   castings.
NOTE 1   The execution of structural components is referred to as manufacturing, in accordance with EN 1090-1.
This European Standard specifies requirements independent of the type and shape of the aluminium structure, and this European Standard is applicable to structures under predominantly static loads as well as structures subject to fatigue. It specifies requirements related to the execution classes that are linked with consequence classes.
NOTE 2   Consequence classes are defined in EN 1990.
NOTE 3   Recommendations for selection of execution class in relation to consequence class are given in EN 1999-1-1.
This European Standard covers components made of constituent products with thickness not less than 0,6 mm for welded components not less than 1,5 mm.
For components made from cold formed profiled sheeting that are within the scope of FprEN 1090-5, the requirements of FprEN 1090-5 take precedence over corresponding requirements in this European Standard.
This European Standard applies to structures designed according to the relevant parts of EN 1999. If this European Standard is used for structures designed according to other design rules or used for other alloys and tempers not covered by EN 1999, a judgement of the reliability elements in these design rules should be made.
This European Standard specifies requirements for surface preparation prior to application of a protective treatment, and gives guidelines for application for such treatment in an informative annex.
This European Standard gives options for specifying requirements to match project specific requirements.
This European Standard is also applicable to temporary aluminium structures.

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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.

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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.

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This Europen Standard specifies test methods for the determination of the fundamental frequency, damping, unit point load deflection and acceleration of timber or wood based composite beams and flooring systems.

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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.

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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.

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This European Standard gives a method for determining characteristic values of mechanical properties and density, for defined populations of visual grades and/or strength classes of machine graded structural timber. Additionally it covers the stages of sampling, testing, analysis and presentation of the data.
The standard provides methods to derive strength, stiffness and density properties for structural timber from tests with defect-free specimen.
The values determined in accordance with this standard for mechanical properties and density are suitable for assigning grades and species to the strength classes of EN 338.
NOTE 1   For assigning grades and species to the strength classes in EN 338 only three properties, i.e. bending or tension strength, modulus of elasticity parallel to grain in bending or tension and density need to be determined from test data, other properties can be calculated according to Table 2.
NOTE 2   EN 1912 gives examples of established visual grades assigned to strength classes.

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This European Standard specifies requirements for execution of structural steelwork as structures or as manufactured components, produced from hot rolled, structural steel products up to and including grade S690; cold formed components and sheeting up to and including grades S700; hot finished and cold formed austenitic, austenitic-ferritic and ferritic stainless steel products; hot finished and cold formed structural hollow sections, including standard range and custom-made rolled products and hollow sections manufactured by welding.

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This European Standard specifies requirements additional to those given in EN 14081-1 for factory production control of machine graded structural timber with rectangular cross-sections shaped by sawing, planing or other methods, and having deviations from the target sizes corresponding to EN 336.

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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

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1.1   General
This Technical Report provides design rules for fasteners used to connect statically indeterminate non-structural light weight systems (e.g. suspended ceilings, pipe work, ducting) to concrete members such as walls or floors (see Figure 1)).
The proposed design model may be applied to post-installed mechanical and bonded anchors covered by EN 1992-4:2017, 1.2. Their suitability will be confirmed in a European Technical Product Specification.
The design rules assume the following:
-   under extreme conditions (e.g. large crack width) excessive slip or failure of a fastener might occur;
-   elements or systems are attached with at least three fixing points with one or more fasteners at each fixing point;
-   where more than one fastener is used at a fixing point (MF, see Figure 1), only fasteners of the same type, size and length are used;
-   the attached system is sufficiently stiff to transfer the load at any fixing point to adjacent fixing points without significantly impairing the performance characteristics of the system both at serviceability and ultimate limit states.
(...)
This Technical Report applies to non-structural applications in structures covered by EN 1992-1-1. In applications where special considerations apply, e.g. nuclear power plants or civil defence structures, modifications may be necessary.
This document does not cover the design of the fixture. The design of the fixture will be carried out to comply with the appropriate Standards.
1.2   Type of fasteners
Post-installed fasteners according to EN 1992-4.
1.3   Fastener dimensions and materials
EN 1992-4:2017, 1.3 applies with the following addition: In precast pre-stressed hollow core elements the minimum embedment depth may be reduced to a value to ensure proper functioning if placed in a flange (wall) of minimum thickness of 17 mm. In this case the minimum embedment depth and the admissible position of the fastener in the hollow core slab given in the relevant European Technical Product Specification will be observed (Figure 2).
(...)-
1.4   Fastener loading
Loading on the fastenings will only be quasi static. Fatigue, impact and seismic loads are not covered.
Any axial compression on the fixture will be transmitted to the concrete either without acting on the fastener or via fasteners suitable for resisting compression.
1.5   Concrete strength
EN 1992-4 applies.
1.6   Concrete member loading
EN 1992-4 applies. However, fatigue, impact and seismic loads are not covered.
1.7   Concrete member dimensions
The minimum thickness of members in which fasteners are installed is at least 80 mm unless otherwise specified in the European Technical Product Specification. For precast pre-stressed hollow core elements, the minimum wall thickness is 17 mm.

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This European Standard specifies requirements, additional to those in EN 14081-1, for type testing of machine graded structural timber with rectangular cross-sections shaped by sawing, planing or other methods, and having deviations from the target sizes corresponding to EN 336. This includes requirements for strength grading machines.

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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.

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EN 1992-4 covers anchor channels located in cracked or uncracked concrete subjected to tensile loads and/or shear loads transverse to the longitudinal channel axis as well as combinations of these loads. Shear loads acting in direction of the longitudinal axis of the channel and combinations of shear loads acting transverse and in direction of the longitudinal axis of the channel, combinations of tensile loads and shear loads acting in direction of the longitudinal axis of the channel and combinations of loads in all three directions are excluded.
This Technical Report provides design rules for anchor channels under static and quasi-static shear loads acting in direction of the longitudinal channel axis and all possible combinations of shear and tension loads acting on the channel as well as design rules for anchor channels with supplementary reinforcement to take up shear loads, additional and alternative to the provisions of EN 1992-4. All relevant failure modes are considered and will be verified. Fatigue, impact and seismic loads are not covered.
The design rules in this document are only valid for anchor channels with a European Technical Product Specification. The design provisions for shear loads acting in direction of the longitudinal axis of the channel cover the following anchor channels and applications:
-   Anchor channels with 2 or 3 anchors.
-   Anchor channels where the shear load in the longitudinal axis of the channel is transferred to the channel by corresponding locking channel bolts creating mechanical interlock by means of a notch in the channel lips or serrated channel bolts which interlock with serrated lips of the channel (Figure 1).
-   Anchor channels produced from steel with at least two metal anchors rigidly connected to the back of the channel (e.g. by welding, forging or screwing). The anchor channels are placed flush with the concrete surface. A fixture is connected to the anchor channel by channel bolts with nut and washer.
-   Anchor channels close to the edge placed either parallel or transverse to the edge of the concrete member. The design provisions for concrete edge failure do not cover channel orientations inclined to the concrete edge.
The design method for anchor channels loaded in shear in direction of the longitudinal axis of the channel follows closely the existing design model for headed fasteners. For reasons of simplicity modifications specific for anchor channels are used where necessary.
The design provisions for the supplementary reinforcement to take up shear loads in case of anchor channels situated parallel to the edge and loaded in shear transverse to the longitudinal axis apply to anchor channels with unlimited number of anchors.
Examples of anchor channels and channel bolts ensuring mechanical interlock are given in Figure 1.
(...)

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This Technical Report gives provisions for design of ultimate limit states in addition to EN 1992 4 for headed and post-installed fasteners excluding concrete screws, which only transmit static actions to the concrete, when the loads on individual fasteners are determined according to plastic analysis of the joint where only equilibrium conditions but no compatibility conditions are considered. Fatigue, impact and seismic loads are not covered.

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1.1   General
(1)   This EN provides a design method for fastenings (connection of structural elements and non-structural elements to structural components), which are used to transmit actions to the concrete.
Inserts embedded in precast concrete elements during production, under Factory Production Control (FPC) conditions and with the due reinforcement, intended for use only during transient situations for lifting and handling, are covered by the CEN/TR “Design and Use of Inserts for Lifting and Handling Precast Concrete Elements”, by CEN/TC 229.
(2)   This EN is intended for safety related applications in which the failure of fastenings will result in collapse or partial collapse of the structure, cause risk to human life or lead to significant economic loss.  In this context it also covers non-structural elements.
(3)   The support of the fixture may be either statically determinate or statically indeterminate. Each support may consist of one fastener or a group of fasteners.
(4)   This EN is valid for applications which fall within the scope of the series EN 1992. In applications where special considerations apply, e.g. nuclear power plants or civil defence structures, modifications may be necessary. The transmission of the fastener loads to the supports of the concrete member shall be shown for the ultimate limit state and the serviceability limit state according to EN 1992-1-1.
(5)   This EN does not cover the design of the fixture. The design of the fixture shall be carried out to comply with the appropriate Standards.
(6)   This document relies on characteristic resistances and distances which are stated in a European Technical Product Specification (see Annex E). At least the characteristics of Annex E, Table E.1 should be given in a European Technical Product Specification providing a basis for the design methods of this EN.
1.2   Type of fasteners and fastening groups
(1)   This EN uses the fastener design theory ) (Figure 1.1) and applies to:
a)   cast-in fasteners such as headed fasteners, anchor channels with rigid connection between anchor and channel;
b)   post-installed mechanical fasteners such as expansion anchors, undercut anchors and concrete screws;
c)   post-installed bonded anchors, bonded expansion anchors and bonded undercut anchors.
NOTE   Connections with post-installed ribbed reinforcing bars should be covered by a European Technical Product Specification and comply with the requirements of EN 1992-1-1.
(2)   For other types of fasteners modifications of the design provisions may be necessary.
(3)   This EN applies to fasteners with established suitability for the specified application in concrete covered by provisions, which refer to this EN and provide data required by this EN. The suitability of the fastener is stated in the relevant European Technical Product Specification.
(...)
(4)   This EN applies to single fasteners and groups of fasteners. In a fastening group the loads are applied to the individual fasteners of the group by means of a common fixture. In this EN it is assumed that in a fastener group only fasteners of the same type and size are used.
The configurations of fastenings with cast-in place headed fasteners and post-installed fasteners covered by this EN are shown in Figure 1.2.
For anchor channels the number of fasteners is not limited.
(...)
NOTE   Configuration with three fasteners is not recommended close to an edge (ci < 100mm) as there are no safe design models for shear loads.
1.3   Fastener dimensions and materials
(1)   This EN applies to fasteners with a minimum diameter or a minimum thread size of 6 mm (M6) or a corresponding cross section. In general, the effective embedment depth should be: hef  40 mm. The actual value for a particular fastener shall be taken from the relevant European Technical Product Specification. In case of post-installed chemical fasteners the effective embedment depth is limited to hef  20dnom. (....)

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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.

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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.

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This Technical Report reviews current practice with regard to designing, constructing and maintaining the parts of bridges and tracks where railway rails are installed across discontinuities in supporting structures. Current Standards and Codes of Practice are examined and some particular case histories are reviewed. The Technical Report gives guidance with respect to current best practice and makes recommendations for future standards development and also identifies areas in which further research and development is needed.

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This Standard defines the requirements for the manufacture of thingauge cold-formed steel elements, the execution of structures made from such elements (e.g. roofs, coverings, walls, floors, ceilings and purlins) under predominantly static loading conditions and corresponding requirements to documentation. It does cover products of construction class I and II according to EN 1993-1-3 used in structures

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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.

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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.

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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.

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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.

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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.

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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.

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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.

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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.

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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.

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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.

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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.

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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.

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DOP of 12 months!

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DOP of 12 months!

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The standard defines the requirements for the manufacture of thin-gauge cold-formed aluminium elements, the execution of structures made from such elements (e.g. roofs, coverings, walls, florors, ceilings and purlins) under predominantly static loading conditions and corresponding requirements to documentation

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