KON - Structures

This document specifies a method of determining the water content of rocks.
This document is applicable to the laboratory determination of the water content of a rock test specimen by oven-drying within the scope of geotechnical investigations. The oven-drying method is the definitive procedure used in usual laboratory practice.
The practical procedure for determining the water content of a rock is to determine the mass loss on drying the test specimen to a constant mass in a drying oven controlled at a given temperature. The mass loss is assumed to be due to free water and is referenced to the remaining dry mass of the test specimen.
NOTE            This document fulfils the requirements of the determination of water content of rock for geotechnical investigation and testing according to EN 1997-2.

This document is applicable to the borehole shear test using the phicometer procedure, commonly named the phicometer test (etymologically derived from phi for friction angle, co for cohesion and meter for measurement).
The test can be performed in all types of natural soils, fills and artificial soils, which can be saturated or not.
It does not apply to very soft fine soils, very loose coarse soils, medium strong to very strong rocks and natural or artificial soils with a predominance of cobbles having a particle diameter greater than 150 mm.
Generally, the test is applicable in soils with an order of magnitude of their in situ resistance characteristics as follows:
—     Ménard pressuremeter limit pressure: 0,4 MPa < plM < 3,5 MPa approximately or more than 4 MPa in granular non-cohesive soils;
—     CPT Cone resistance: 1,5 MPa —     SPT N: 8 The test can also be carried out in soils presenting a resistance outside these application limits as long as the representativeness of the results is assessed or validated by the analysis of the PBST graphs (see Clause 8).
This document applies only to tests carried out at a depth less than or equal to 30 m.
The parameters derived from this test are the shear strength properties, as the cohesion and angle of friction.

This CEN/TS gives complementary provisions for the use of reclaimed structural components in the execution of steel structures in EXC1 to EXC3 according to EN 1090-2. The provisions apply to products used in structures to be designed according to EN 1993-1-1 without seismic and/or fatigue design.  
This CEN/TS specifies requirements for the reusability assessment of reclaimed structural components and the declaration of mechanical and geometrical properties as well as weldability. The properties to be declared are those listed as required relevant properties to be specified according to clause 5.1 of EN 1090-2:
• strength (yield and tensile);
• elongation;
• tolerances on dimensions and shape;
• heat treatment delivery conditions;
• weldability.
This CEN/TS applies to reclaimed hot rolled profiles and hot finished or cold formed hollow sections used as constituent products according to EN 1090-2.
This CEN/TS can also be used for the assessment of the aforementioned properties of fabricated products.
The recommendations for the assessment of connections however, and in particular of welds, is non exhaustive and only informative.
This CEN/TS is not intended for thin gauge products according to EN 1090-4 or mechanical fasteners.

This document lists visual strength grades, species and sources of timber, and specifies the strength classes to which they are assigned. The assignments listed are for strength classes documented in EN 338.
Structural timber that has previously been graded cannot be re-graded to the same or different grades unless the method of determining characteristic values has made allowances for changes to the timber population caused by the previous grading.
NOTE 1   Consequently, the assignments stated in this document apply to timber that has not been previously strength graded in a way that introduces a bias on the population of timber to be graded, as compared to ungraded material.
Species/grades or species combination/grades are assigned to strength classes in accordance with EN 14081-1 and supporting standards, such as EN 384.
This document contains a list of assignments but is not intended to be exhaustive.
NOTE 2   Timber graded by machine to EN 14081-1 is graded directly to the strength classes and marked accordingly. Machine grading is therefore not referenced in this document.

This document specifies requirements, recommendations and information concerning the execution of permanent or temporary sheet pile wall, combined pile walls, high modulus wall structures and the handling of equipment and materials.
This document does not give requirements and recommendations for the installation of specific parts of the structure such as ground anchorages, displacement piles and micropiles which are covered by other documents.
This document is applicable to steel sheet pile walls, combined walls, high modulus walls, and synthetic sheet pile walls (composite), precast concrete and timber sheet pile walls. Tubular piles included in combined walls and high modulus walls can be filled with concrete.
Composite structures such as Berliner walls and sheet pile walls in combination with shotcrete, are not covered by this document.

(1) This document provides guidance for the development or improvement of rules deemed to help with the choosing of appropriate glazing for protection against injuries and falling, hereafter called "the Specifications". The Specifications to be written or revised can be a national regulation, a national standard, recommendations from a professional association, requirements for a particular project, etc.
(2) This document deals with the choice of the mode of breakage (see 5.2) with regard to the safety of people against:
-   the risk of injury in the event of a collision with a glazed element, e.g. a partition,
-   the risk of falling through or over a glazed element, e.g. a balustrade, and
-   the risk of accidental falling of glass fragments on people not having caused the breakage, e.g. an overhead glazing.
(3) These risks can be evaluated in the function of a normal use of the building or construction work. This includes use by the elderly, children and people with disabilities, but excludes deliberate risk taking. It presupposes a rational and responsible behaviour of the users or, in case of children, of those responsible for supervising them.
(4) The information contained in this document can be used to define minimum glass configuration. It does not exempt from the verification according to CEN/TS 19100-1 and CEN/TS 19100-2 and where appropriate CEN/TS 19100-3.
(5) Safety against burglary, vandalism, bullet attack, explosion, exposition to fire and seismic actions are not covered in this document. Preventing these risks needs further appropriate requirements.
(6) This document does not apply to the following glass products:
-   glass blocks and paver units;
-   channel-shaped glass.
(7) It also does not apply to the following applications:
-   escalators and moving walkway;
-   lifts;
-   accesses to machinery;
-   animal enclosures and aquariums;
-   greenhouses and agricultural installations;
-   temporary scaffolds.

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 S700;
-   cold formed components and sheeting up to and including grade S700 (unless coming within the scope of prEN 1090-4);
-   hot finished or cold formed austenitic, austenitic-ferritic and ferritic stainless steel products;
-   hot finished or cold formed structural hollow sections, including standard range and custom-made rolled products and hollow sections manufactured by welding.
For components produced from cold formed components, and cold formed structural hollow sections that are within the scope of prEN 1090-4, the requirements of prEN 1090-4 take precedence over corresponding requirements in this European Standard.
This European Standard can also be used for structural steel grades up to and including S960, provided that conditions for execution are verified against reliability criteria and any necessary additional requirements are specified.
This European Standard specifies requirements, which are mostly independent of the type and shape of the steel structure (e.g. buildings, bridges, plated or latticed components) including structures subjected to fatigue or seismic actions. Certain requirements are differentiated in terms of execution classes.
This European Standard applies to structures designed according to the relevant part of the EN 1993 series. Sheet piling, displacement piles and micropiles designed to EN 1993-5 are intended to be executed in accordance with respectively EN 12063, EN 12699 and EN 14199. This European Standard only applies to the execution of waling, bracing, and connections.
This European Standard applies to steel components in composite steel and concrete structures designed according to the relevant part of the EN 1994 series.
This European Standard can be used for structures designed according to other design rules provided that conditions for execution comply with them and any necessary additional requirements are specified.
This European Standard includes the requirements for the welding of reinforcing steels to structural steels. This European Standard does not include requirements for the use of reinforcing steels for reinforced concrete applications.

1.1   Scope of CEN/TS 19102
(1) This document applies to the design of buildings and structural works, made of structural membrane material. It provides guidance for the design of tensioned membrane structures, either mechanically or pneumatically tensioned at a defined prestress level.
NOTE 1   Membrane materials comprise structural fabrics, coated structural fabrics and foils.
NOTE 2   For elements of tensile surface structures not governed by this Technical Specification (for example made of steel, aluminium, wood or other structural materials), see relevant Eurocode parts.
(2) This document is concerned with the requirements for resistance, serviceability and durability of tensioned membrane structures, as given in EN 1990.
NOTE 1   The safety criteria follow EN 1990 and will consider specific limit states for tensioned membrane structures.
NOTE 2   Specific requirements concerning seismic design are not considered.
(3) Design and verification in this document is based on limit state design in conjunction with the partial factor method.
NOTE   Special attention goes to the action of prestress, snow, wind and rain action on membrane structures and the combined effect of wind and rain or snow.
(4) This document covers analysis methodologies appropriate for tensioned membrane structures, from analytical to full numerical simulation methods.
(5) This document considers connections between membrane materials and between membrane materials and others.
(6) This document is applicable for hybrid membrane structures integrating different kinds of load bearing behaviour (tension, compression, bending, inflation…), in a way that the structural membrane shares loadbearing capacity with other structural elements made of different materials.
NOTE   The term ‘hybrid structure’ refers to this combined structural behaviour or use of materials.
1.2   Assumptions
(1) The assumptions of EN 1990 apply to this document.
(2) This document is intended to be used in conjunction with EN 1990, the EN 1991 series, the EN 1993 series, the EN 1999 series, ENs, EADs and ETAs for construction products relevant to tensioned membrane structures.

This document specifies the measurement of forces by means of load cells carried out for geotechnical monitoring. General rules of performance monitoring of the ground, of structures interacting with the ground, of geotechnical fills and of geotechnical works are presented in ISO 18674-1.
This document is applicable to:
—     performance monitoring of geotechnical structures such as anchors, tiebacks, piles, struts, props and steel linings;
—     checking geotechnical designs and adjustment of construction in connection with the observational method;
—     evaluating stability during or after construction.
This document is not applicable to devices where the load is purposely applied to geotechnical structures in the wake of geotechnical field tests such as calibrated hydraulic jacks for pull-out tests of anchors or load tests of piles.
NOTE 1       This document fulfils the requirements for the performance monitoring of the ground, of structures interacting with the ground and of geotechnical works by the means of load cells as part of the geotechnical investigation and testing in accordance with References [2] and [3].
NOTE 2       ISO 18674-7 is intended to define the measurement of forces by means of strain or displacement gauges.

This document establishes the specifications for the execution of static pile load tests in which a single pile is subjected to an axial static load in tension in order to define its load-displacement behaviour.
This document is applicable to vertical piles as well as raking piles.
All types of piles are covered by this document. The tests considered in this document are limited to maintained load tests. Cyclic load tests are not covered by this document.
NOTE            ISO 22477-2 is intended to 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.
This document provides specifications for the execution of static axial pile load tests:
a)       checking that a pile behaves as designed,
b)       measuring the resistance of a pile.

This document is applicable to pressuremeter tests using cylindrical flexible probes placed in pre-existent boreholes using testing procedures other than the Menard procedure.
Pressuremeter tests following the Menard procedure are provided in ISO 22476-4.
NOTE          A high-pressure flexible pressuremeter probe which contains transducers for the measurement of radial displacements is also known as flexible dilatometer probe or high-pressure dilatometer probe.
This document applies to tests performed in any kind of grounds, starting from soils, treated or untreated fills, hard soils and soft rocks, up to hard and very hard rocks, either on land or offshore.
The parameters derived from this test can include stiffness, strength, initial in-situ stress state and consolidation properties.

This document establishes equipment, procedural and reporting requirements and recommendations on cone and piezocone penetration tests.
NOTE       This document fulfils the requirements for cone and piezocone penetration tests as part of geotechnical investigation and testing according to the EN 1997 series.
This document specifies the following features:
a)    type of cone penetration test;
b)    cone penetrometer class according to Table 2;
c)    test categories according to Table 3;
d)    penetration length or penetration depth;
e)    elevation of the ground surface or the underwater ground surface at the location of the cone penetration test with reference to a datum;
f)     location of the cone penetration test relative to a reproducible fixed location reference point;
g)    pore pressure dissipation tests.
This document covers onshore and nearshore cone penetration test (CPT). For requirements for offshore CPT, see ISO 19901-8.

1.1   Scope of FprCEN/TS 19101
(1) This document applies to the design of buildings, bridges and other civil engineering structures in fibre-polymer composite materials, including permanent and temporary structures. It complies with the principles and requirements for the safety, serviceability and durability of structures, the basis of their design and verification that are given in EN 1990.
NOTE   In this document, fibre-polymer composite materials are referred to as composite materials or as composites.
(2) This document is only concerned with the requirements for resistance, serviceability, durability and fire resistance of composite structures.
NOTE 1   Specific requirements concerning seismic design are not considered.
NOTE 2   Other requirements, e.g. concerning thermal or acoustic insulation, are not considered.
(3) This document gives a general basis for the design of composite structures composed of (i) composite members, or (ii) combinations of composite members and members of other materials (hybrid-composite structures), and (iii) the joints between these members.
(4) This document applies to composite structures in which the values of material temperature in members, joints and components in service conditions are (i) higher than -40 °C and (ii) lower than   - 20 °C, where   is the glass transition temperature of composite, core and adhesive materials, defined according to 5.1(1).
(5) This document applies to:
(i) composite members, i.e. profiles and sandwich panels, and
(ii) bolted, bonded and hybrid joints and their connections.
NOTE 1   Profiles and sandwich panels can be applied in structural systems such as beams, columns, frames, trusses, slabs, plates and shells.
NOTE 2   Sandwich panels include homogenous core and web-core panels. In web-core panels, the cells between webs can be filled (e.g. with foam) or remain empty (e.g. panels from pultruded profiles).
NOTE 3   This document does not apply to sandwich panels made of metallic face sheets.
NOTE 4   Built-up members can result from the assembly of two or more profiles, through bolting and/or adhesive bonding.
NOTE 5   The main manufacturing processes of composite members include pultrusion, filament winding, hand layup, resin transfer moulding (RTM), resin infusion moulding (RIM), vacuum-assisted resin transfer moulding (VARTM).
NOTE 6   This document does not apply to composite cables or special types of civil engineering works (e.g. pressure vessels, tanks or chemical storage containers).
(6) This document applies to:
(i) the composite components of composite members, i.e. composite plies, composite laminates, sandwich cores and plates or profiles, and
(ii) the components of joints or their connections, i.e. connection plates or profiles (e.g. cleats), bolts, and adhesive layers.
NOTE 1   Composite components are composed of composite materials (i.e. fibres and matrix resins) and core materials. Components of joints and their connections are also composed of composite, steel or adhesive materials.
NOTE 2   The fibre architecture of composite components can comprise a single type of fibres or a hybrid of two or more types of fibres.
NOTE 3   This document does not apply to composite components used for internal reinforcement of concrete structures (composite rebars) or strengthening of existing structures (composite rebars, strips or sheets).
(7) This document applies to composite materials, comprising:
(i) glass, carbon, basalt or aramid fibres, and
(ii) a matrix based on unsaturated polyester, vinylester, epoxy or phenolic thermoset resins.

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.

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

ISO 17892-1:2014 specifies a method of determining the water content of soils.
It is applicable to the laboratory determination of the water (also known as moisture) content of a soil test specimen by oven-drying within the scope of geotechnical investigations. The water content is required as a guide to the 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.
The practical procedure for determining the water content of a soil is to determine the mass loss on drying the test specimen to a constant mass in a drying oven controlled at a given temperature. The mass loss is assumed to be due to free water and is referenced to the remaining dry mass of solid particles.

This document specifies the characteristics of the following types of dowel-type fasteners:
-   nails;
-   staples;
-   screws;
-   dowels;
-   bolts with nuts.
This document covers dowel-type fasteners for structural use in load bearing timber structures only. This document covers also the following additional intended uses of the screws:
-   to fix roof or cladding elements to the timber structure, with or without insulation layers; and
-   as reinforcement inserted in timber or in a glue laminated timber element to improve its resistance to compression perpendicular to the grain.
This document covers types of dowel-type fasteners, which are manufactured of either carbon steel or stainless steel and which may be coated for the following purposes:
-   corrosion protection (as Type 1 coating);
-   lubrication, to facilitate insertion (as Type 2 coating);
-   withdrawal enhancement and/or collation for nails and staples (adhesive and/or resin coatings) (as Type 3 coating).
This document covers types of dowel-type fasteners, which are manufactured from materials and within the specifications for their geometry related properties, only as they are specified for:
-   nails (see G.1);
-   staples (see G.2);
-   screws (see G.3);
-   dowels (see G.4); and
-   bolts with nuts (see G.5).
This document specifies also the assessment and verification of constancy of performance (AVCP) procedures of these characteristics and includes provisions for marking of dowel-type fasteners.
This document does not cover dowel-type fasteners treated with fire retardants to improve their fire performance, nor does it cover glued-in rods.

This document 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.

This document specifies the qualification criteria for the person who is responsible for the performance of sampling, testing, measuring, monitoring and installation of equipment (e.g. piezometers, borehole heat exchangers, inclinometers and extensometers) in the framework of geotechnical investigation.

This document specifies the qualification criteria for a person performing sampling, testing, measuring, monitoring and installation of equipment (e.g. piezometers, borehole heat exchangers, inclinometers and extensometers) in the framework of geotechnical investigation.

This document specifies the qualification criteria for enterprises performing sampling, testing, measuring, monitoring and installation of equipment (e.g. piezometers, borehole heat exchangers, inclinometers and extensometers) in the framework of geotechnical investigation.

This document deals with principles of sampling of soil, rock and groundwater as part of the programme of geotechnical investigation and testing.
NOTE 1    This document fulfils the requirements for sampling of soil, rock and groundwater, and groundwater measurements as part of the programme of geotechnical investigation and testing according to EN 1997-1 and EN 1997-2.
The aims of such ground investigations are:
a) to recover soil, rock and water samples of a quality appropriate to assess the general suitability of a site for geotechnical engineering purposes and to determine the required ground characteristics in the laboratory;
b) to obtain information on the sequence, thickness and orientation of strata and discontinuities;
c) to establish the type, composition and condition of strata;
d) to obtain information on groundwater conditions and recover water samples for assessment of the interaction of groundwater, soil, rock and construction material.
Soil sampling for the purposes of agricultural and environmental soil investigation is not covered.
NOTE 2    Guidance on soil sampling for these purposes including of contaminated or potentially contaminated sites is provided in the ISO 18400 series. ISO 18400-204 provides in addition guidance on sampling and measurement of soil (ground) gas.
NOTE 3    The sampling methods, presented in this document may not be suitable for all types of soil e.g. peat with strong fibrous structure.
NOTE 4    Some of the sampling methods presented in this document are suitable for both soil and rock.
Water sampling for the purposes of quality control, quality characterisation and identification of sources of pollution of water, including bottom deposits and sludges, is not covered.
NOTE 5    Water sampling for these purposes can be found in the ISO 5667 series.

1.1   Scope of FprCEN/TS 19100-1
(1) FprCEN/TS 19100-1 gives basic design rules for mechanically supported glass components. This document is concerned with the requirements for resistance, serviceability, fracture characteristics and glass component failure consequences in relation to human safety, robustness, redundancy and durability of glass structures.
(2) This document covers the basis of design, materials, durability and structural design.
(3) This document also covers construction rules for the structural design of glass components.
1.2   Assumptions
(1) The assumptions of EN 1990 apply to FprCEN/TS 19100-1.
(2) This document is intended to be used in conjunction with EN 1990, EN 1991 (all parts), EN 1993-1-1, EN 1995 1 1, EN 1998 1, EN 1999 1 1 and EN 12488.

1.1   Scope of CEN/TS 19103
(1)   CEN/TS 19103 gives general design rules for timber-concrete composite structures.
(2)   It provides requirements for materials, design parameters, connections, detailing and execution for timber-concrete composite structures. Recommendations for environmental parameters (temperature and moisture content), design methods and test methods are given in the Annexes.
(3)   It includes rules common to many types of timber-concrete composite, but does not include details for the design of glued timber-concrete composites, nor for bridges.
NOTE   For the design of glued timber-concrete composites or bridges alternative references are available.
(4)   It covers the design of timber-concrete composite structures in both quasi-constant and variable environmental conditions. For ease of use, it provides simple design rules for quasi-constant environmental conditions and more complex rules for variable environmental conditions.
1.2   Assumptions
(1)   The general assumptions of EN 1990 apply.
(2)   CEN/TS 19103 is intended to be used in conjunction with EN 1990, EN 1991 (all parts), EN  1992 (all parts), EN  1994 (all parts), EN 1995 (all parts), EN 1998 (all parts) when timber structures are built in seismic regions, and ENs for construction products relevant to timber structures.

1.1   Scope of FprCEN/TS 19100 2
(1) FprCEN/TS 19100 2 gives basic structural design rules for mechanically supported glass components primarily subjected to out of plane loading. Out of plane loaded glass components are made of flat or curved glass components.
NOTE   Out of plane loads are loads acting normal (e.g wind) to or having a component (e.g dead load, snow, ...) acting normal to the glass plane.
1.2   Assumptions
(1) The assumptions of EN 1990 apply to FprCEN/TS 19100-2.
(2) This document is intended to be used in conjunction with EN 1990, EN 1991 (all parts), EN 1993-1-1, EN 1995 1 1, EN 1998 1, EN 1999 1 1 and EN 12488.

1.1      Scope of CEN/TS 19100 3
(1) This document gives design rules for mechanically supported glass components primarily subjected to in-plane loading. It also covers construction rules for mechanical joints for in-plane loaded glass components.
NOTE   In-plane loaded glass elements are primarily subjected to in-plane loads, e.g. transferred from adjacent parts of a structure. They can also be subjected to out-of-plane loading.
1.2      Assumptions
(1) The assumptions of EN 1990 apply to this document.
(2) This document is intended to be used in conjunction with EN 1990, EN 1991 (all parts), EN 1993-1-1, EN 1995 1 1, EN 1998 1, EN 1999 1 1 and EN 12488.

This document specifies equipment requirements, the execution of and reporting on the Ménard pressuremeter test.
This document describes the procedure for conducting a Ménard pressuremeter test in natural grounds, treated or untreated fills, either on land or off-shore.
The pressuremeter tests results of this document are suited to a quantitative determination of ground strength and deformation parameters. They can yield lithological information in conjunction with measuring while drilling performed when creating the borehole (according to ISO 22476-15). They can also be combined with direct investigation (e.g. sampling according to ISO 22475-1) or compared with other in situ tests (see EN 1997-2).

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.

General rules for the structural design of buildings and civil engineering works in reinforced, unreinforced, prestressed and confined masonry. Detailed rules for use in structural design of buildings.

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 sets out provisions regarding the performance of characteristics of the following Types of cross laminated timber for use 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.
This document covers cross laminated timber of all three Types of cross laminated timber:
- manufactured according to this document, 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 document;
- which may be made of layers made of different species;
- 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;
- made of timber laminations having a nominal width between 40 mm (including) and 300 mm (including);
- 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 47 mm (including);
- made of timber layers which may comprise edge bonds;
- 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 large finger joints having a finger length of at least 45 mm and fingers which are visible at the two narrow sides of the components;
- having large finger joints 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 document;
- 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.
It also lays down procedures for assessment and verification of constancy of performance (AVPC) of cross laminated timber.

DOP of 12 months

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/contact grouting, bulk filling).
Figure 1 illustrates the various injection methods associated with these two principles.
NOTE   The term consolidation grouting is sometimes used to emphasize an improvement in the strength or deformation characteristics of a soil or rock mass, with the aim that it does not undergo any unacceptable deformation. The term compensation grouting is used when the objective of grouting is to concurrently compensate for ground loss.
The principal objectives of geotechnical grouting are:
-   the modification of the hydraulic/hydrogeological characteristics of 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.

This document deals with the equipment requirements, execution and reporting of field vane tests for the measurement of peak and remoulded vane shear strength together with the sensitivity of fine-grained soils. In addition, post-peak shear strength behaviour can be evaluated. Two types of field vane test are described: the ordinary field vane test (FVT) and the fast field vane test (FVT-F).
The uncertainties of the vane test result are described in Annex D.
NOTE 1  This document fulfils the requirements for field vane tests as part of the geotechnical investigation and testing according to EN 1997-1 and EN 1997-2.
NOTE 2  This document covers onshore and nearshore field vane testing.

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.

This document specifies the measurement of pore water pressures and piezometric levels in saturated ground by means of piezometers installed for geotechnical monitoring. General rules of performance monitoring of the ground, of structures interacting with the ground, of geotechnical fills and of geotechnical works are presented in ISO 18674‑1.
If applied in conjunction with ISO 18674-5, the procedures described in this document allow the determination of effective stresses acting in the ground.
This document is applicable to:
—     monitoring of water pressures acting on and in geotechnical structures (e.g. quay walls, dikes, excavation walls, foundations, dams, tunnels, slopes, embankments, etc.);
—     monitoring of consolidation processes of soil and fill (e.g. beneath foundations and in embankments);
—     evaluating stability and serviceability of geotechnical structures;
—     checking geotechnical designs in connection with the Observational Design procedure.
NOTE    This document fulfils the requirements for the performance monitoring of the ground, of structures interacting with the ground and of geotechnical works by the means of piezometers, installed as part of the geotechnical investigation and testing in accordance with References [4] and [5] This document relates to measuring devices, which are installed in the ground. For pore water pressure measurements carried out in connection with cone penetration tests, see ISO 22476-1.

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.

This document specifies the equipment requirements, execution of and reporting on borehole dynamic probing.
NOTE    This document fulfills the requirements for borehole dynamic probing as part of the geotechnical investigation and testing according to EN 1997-1 and EN 1997-2.
The document specifies technical requirements in respect to equipment and implementation, in order to extensively prevent incorrect appraisals of the subsoil conditions and to limit scatter in the probing results due to equipment and implementation.

This document specifies the measurement of stress changes by means of total pressure cells (TPC). General rules of performance monitoring of the ground, of structures interacting with the ground, of geotechnical fills and of geotechnical works are presented in ISO 18674‑1.
If applied in conjunction with ISO 18674‑4, this document allows the determination of effective stress acting in the ground.
This document is applicable to:
—          monitoring changes of the state of stress in the ground and in geo-engineered structures (e.g. in earth fill dams or tunnel lining);
—          monitoring contact pressures at the interface between two media (e.g. earth pressure on retaining wall; contact pressure at the base of a foundation);
—          checking geotechnical designs and adjustment of construction in connection with the Observational Design procedure;
—          evaluating stability during or after construction.
Guidelines for the application of TPC in geotechnical engineering are presented in Annex B.
NOTE       This document fulfils the requirements for the performance monitoring of the ground, of structures interacting with the ground and of geotechnical works by the means of total pressure cells as part of the geotechnical investigation and testing according to EN 1997-1[1] and EN 1997-2[2].

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.

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.

DOP of 12 months!

This document 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 document specifies requirements independent of the type and shape of the aluminium structure, and this document 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 document 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 EN 1090-5, the requirements of EN 1090-5 take precedence over corresponding requirements in this document.
This document applies to structures designed according to the relevant parts of EN 1999. If this document 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 is intended to be made.
This document 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 document gives options for specifying requirements to match project specific requirements.
This document is also applicable to temporary aluminium structures.

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 document 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.
This document is applicable to vertical piles as well as raking piles.
All types of piles are covered by this document. The tests considered in this document are limited to maintained load tests. Pile load tests with constant penetration rate and cyclic load tests are not covered by this document.
NOTE       This document is intended to be used in conjunction with EN 1997-1. EN 1997-1 provides 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.
This document provides specifications for the execution of static axial pile load tests:
a)    checking that a pile will behave as designed;
b)    measuring the resistance of a pile.

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.