This document specifies the scheme for assessment and verification of competence of personnel installing post-tensioning kits.
The document provides provisions for the training providers, assessment bodies and possible certification bodies.
Requirements to the minimum competence and experience for personnel installing post-tensioning kits are given in EN 17678-1.
This document can be amended with a national annex where indicated in the text.

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This document specifies the standards for design, construction and maintenance following completion of intervention to be applied for performing intervention work using cementitious materials to improve the performance of existing concrete structures. The intervention dealt with in this document is intended to restore, sustain or improve the mechanical performance of concrete structures. When the intervention is aimed at restoring or improving durability, reference should be made to relevant documents. This document covers the overlaying, underlaying and jacketing methods using cementitious materials. The intervention with cementitious materials is covered in ISO 16311-1, Clause 4.

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This document specifies the standards for design and construction using the top-surface overlaying method, which increases the thickness of existing concrete members by integrating cementitious materials onto the top surface of the members so as to improve the safety, serviceability, durability and other properties of a concrete structure. This document specifies structural intervention of existing concrete structures using cementitious materials design and execution principles, and strategies for defects and on-going deterioration including, but not limited to: a) mechanical actions, e.g. fatigue, impact, overloading, movement caused by settlement, blast, vibration, and seismic actions; b) chemical and biological actions from environments, e.g. sulfate attack, alkali-aggregate reaction; c) physical actions, e.g. freeze–thaw, thermal cracking, moisture movement, salt crystallization, fire, and erosion; d) reinforcement corrosion; e) original construction defects that remained unaddressed from the time of construction.

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This document specifies the standards for design and construction using the bottom-surface (soffit) underlaying method. Bottom-surface (soffit) underlaying is a method whereby reinforcing materials are placed on the bottom surface of the slabs or beams whose performance is lower than required and the improvement of durability, serviceability, safety and other performance of the members is achieved by the integrity between the reinforcing materials and existing members. This document specifies structural intervention of existing concrete structures using cementitious materials design and execution principles, and strategies for defects and on-going deterioration including, but not limited to: a) mechanical actions, e.g. fatigue, impact, overloading, movement caused by settlement, blast, vibration, and seismic actions; b) chemical and biological actions from environments, e.g. sulfate attack, alkali-aggregate reaction; c) physical actions, e.g. freeze–thaw, thermal cracking, moisture movement, salt crystallization, fire, and erosion; d) reinforcement corrosion; e) original construction defects that remained unaddressed from the time of construction.

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This document specifies the standard requirements regarding design, construction and maintenance to be applied for structural intervention using the jacketing method, which places reinforcing materials such as reinforcing steel or fibre-reinforced polymer (FRP) grids around the periphery of existing concrete column or beam and jackets these members with cementitious materials. This document specifies structural intervention of existing concrete structures using cementitious materials design and execution principles, and strategies for defects and on-going deterioration including, but not limited to: a) mechanical actions, e.g. fatigue, impact, overloading, movement caused by settlement, blast, vibration, and seismic actions; b) chemical and biological actions from environments, e.g. sulfate attack, alkali-aggregate reaction; c) physical actions, e.g. freeze–thaw, thermal cracking, moisture movement, salt crystallization, fire, and erosion; d) reinforcement corrosion; e) original construction defects that remained unaddressed from the time of construction.

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This document specifies a laboratory test method for indirectly measuring the adhesion performance of repair material to wet concrete crack surfaces by qualitatively, as a pass/fail at predetermined time, against predetermined amount of weight exerted on the repair material adhesion. NOTE This document classifies and categorizes materials that are tested into families of similar properties for the purpose of making relative comparisons with the data results.

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This document specifies a laboratory test method for the qualitative determination of the retention level of chemical resistance of repair materials in repaired cracks of concrete structures in conditions where the material is either underwater or in contact with water that can have various chemical components present.

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This document specifies a laboratory test method on the quantitative determination of repair materials performance and resistance against erosion and wash out due to underground water flow.

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This document indicates the minimum training and registration requirements for post-tensioning personnel involved in the installation of PT kits in concrete structures using bonded or unbonded tendons in accordance with the relevant execution specifications, product standard and/or European Technical Assessment (ETA).
This document describes the tasks that the various categories of PT personnel can undertake.
For the purposes of this document, PT personnel means: PT-Manager, Supervisors, Operatives and Trainees who are directly employed or indirectly employed on a sub-contract basis.
This document does not cover general safety and health aspects.
This document does not cover contractual issues.
prEN 17678-2 deals with the assessment of competence.
Note: It is within the concept of this document that supplementing requirements can be given in the execution specification or in a national annex.

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This document specifies the minimum training and registration requirements for post-tensioning personnel involved in the installation of PT kits. These PT kits are typically used in concrete structures using bonded or unbonded tendons in accordance with the relevant execution specifications, product standard and / or appropriate technical assessment.
This document specifies the tasks that the various categories of PT personnel can undertake.
For the purposes of this document, PT personnel means: PT Manager, PT Supervisors, PT Operatives and PT Trainees who are directly employed or indirectly employed on a sub-contract basis.
This document does not cover general safety and health aspects.
This document does not cover contractual issues.
prEN 17678-2:2022 deals with the assessment of competence.

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This document specifies performance requirements for cathodic protection of steel in cement-based
concrete, in both new and existing structures. It covers building and civil engineering structures,
including carbon steel reinforcement and prestressed reinforcement embedded in the concrete. It is
applicable to uncoated steel reinforcement and to organic-coated steel reinforcement. It is not applicable
to reinforced concrete containing electrically conductive fibres (e.g. carbon or steel).
This document applies to steel embedded in atmospherically exposed, buried, immersed and tidal
elements of buildings or structures.
This document is only applicable to the applications of cathodic protection to steel in concrete which
are designed with the intention to, and can be demonstrated to, meet the criteria of protection specified
in 8.6. This requires the provision of sufficient performance monitoring systems as specified in 6.3 to
all parts of the structure intended to be protected, in order to assess the extent to which the criteria in
8.6 are met.
This document does not apply to galvanic anodes or systems applied into patch repairs to reduce the
effects of ‘incipient anodes’. This document does also not apply to any form of cathodic protection
systems or other electrochemical treatments that either cannot meet the requirements of 8.6 or are not
provided with the performance monitoring systems (see 6.3) that are necessary to assess whether the
criteria of protection specified in 8.6 are met.
NOTE 1 Annex A gives guidance on the principles of cathodic protection and its application to steel in concrete.
NOTE 2 This document, while not specifically intended to address cathodic protection of steel in any
electrolyte except concrete, can be applied to cathodic protection of steel in other cementitious materials such as
are found, for example, in early 20th century steel-framed masonry, brick and terracotta clad buildings. In such
applications, additional considerations specific to these structures are required in respect of design, materials
and installation of cathodic protection; however, the requirements of this document can be applied to these
systems

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This document specifies requirements for unidirectional carbon fibre-reinforced polymer (CFRP) strips as external-bonded reinforcements on the concrete substrate. This document is applicable for the CFRP strips that: — consist of carbon fibre and thermoset resin; — are manufactured by pultrusion method; — have a carbon fibre fraction over 60 % by volume; and — have a thickness within 3 mm. This document specifies the methodologies to express the mechanical properties as characteristic values, appearance and dimensions, and sampling test.

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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.

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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.

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This document provides information to perform the design of the prestressed concrete box girder bridge for road that complies with the limitations established in 6.1. The rules of design as set forth in the document are simplifications of more elaborate requirements. Among several erection methods of box girder bridges, the provisions of this document are mainly applicable to full staging method (FSM). Designs and details for new road bridges address structural integrity by considering the following: — the use of continuity and redundancy to provide one or more alternate paths; — structural members and bearing seat widths that are resistant to damage or instability; and — external protection systems to minimize the effects of reasonably conceived severe loads.

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This document provides information to perform the design of the prestressed concrete I-girder bridge for road that complies with the limitations established in 6.1. The rules of design set forth in this document are simplifications of more elaborate requirements. Designs and details for new road bridges address structural integrity by considering the following: — the use of continuity and redundancy to provide one or more alternate paths; — structural members and bearing seat widths that are resistant to damage or instability; and — external protection systems to minimize the effects of reasonably conceived severe loads.

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This document provides the principles for implementing life cycle management (LCM) of concrete structures throughout the stages of planning, design, execution, use and end-of-life, as well as the framework and procedures for LCM. This document is applicable not only to new structures but also existing structures. It is also applicable to the entire life cycle and each one or more stages composing the life cycle of a structure. NOTE Details in the procedures and specific methodologies for management in each stage of structure's life cycle based on this document is established separately.

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This document specifies requirements for steel strand which has been given a stress-relieving heat treatment according to the general requirements specified in ISO 6934-1. This document covers 10 grades of steel strand for use in prestressed concrete construction; each strand can contain either 2, 3, 7 or 19 individual wires. In case of any conflict between the requirements of this document and ISO 6934-1, the requirements of document prevail.

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This Technical Report explains the reasoning behind the requirements and procedures given in EN 13791 [1] and why some concepts and procedures given in EN 13791:2007 [2] were not adopted in the 2017 revision. The annex comprises worked examples of the procedures given in EN 13791.

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This document explains the reasoning behind the requirements and procedures given in EN 13791 [1] and why some concepts and procedures given in EN 13791:2007 [2] were not adopted in the 2019 revision. The annex comprises worked examples of the procedures given in EN 13791:2019.

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The present document refers to the panel-to-structure and panel-to panel connections used for the cladding systems of reinforced concrete frame structures of single-storey buildings, typically precast. They can be used also for multi-storey buildings with proper modifications. The fastening devices considered in the present document consist mainly of steel elements or sliding connectors. Dissipative devices with friction or plastic behaviour are also considered. Other types of common supports and bond connections are treated where needed. The use of any other existing fastening types or the connections with different characteristics than those described in the following clauses is not allowed unless comparable experimental and analytical studies do provide the necessary data and verify the design methodology for the particular type.

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This document provides a guideline for the selection of a proper grout material to repair water leakage through cracks and other deformities in concrete structures. The factors relevant to the quality control of maintenance and repair of water-leakage cracks are as the following; a) conditions of water-leakage cracks; b) performance requirements for repair materials; c) different types of repair materials (grouts); d) procedures followed to select the appropriate repair materials; e) execution of different types of repair methods; f) performance assessments of applied materials and methods; g) data collection. This document does not include any details on the repair of dry cracks and the causes of cracks. The details on dry crack repair are covered in ISO 16311-4. A flow chart for maintenance of water-leakage cracks is shown in Figure 1.

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This document provides general principles for the verification and assessment of the performance of concrete structures with the applications of different fibre-reinforced polymer (FRP) systems varying from internal FRP reinforcements/tendons, external FRP tendons, externally bonded FRP sheets/plates, to near-surface mounted FRP reinforcement. It can be used for the international harmonization of the design of un-reinforced, conventionally reinforced, and pre-stressed concrete structures with the use of the above-mentioned FRP systems.

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(1) This document:
- gives methods and procedures for the estimation of the in situ compressive strength and characteristic in situ compressive strength of concrete in structures and precast concrete components using direct methods (core testing) and indirect methods, e.g. ultra-sonic pulse velocity, rebound number;
NOTE    To align with the design standard EN 1992-1-1, where the compressive strength is based on 2:1 cylinders, the in situ compressive strength is based in 2:1 cores of diameter ≥ 75 mm.
- provides principles and guidance for establishing the relationships between test results from indirect test methods and the in situ compressive strength;
- provides procedures and guidance for assessing the conformity with the compressive strength class of concrete supplied to structures under construction where standard tests indicate doubt or where the quality of execution is in doubt.
(2) This document provides requirements for determining the in situ strength at test locations and the characteristic strength of test regions, but how this information is to be applied needs to be considered in the light of the specific situation and engineering judgement applied to the specific case.
(3) This document does not include the assessment of the quality of concrete for properties other than compressive strength, e.g. durability-related properties.
(4) This document is not for the assessment of conformity of concrete compressive strength in accordance with EN 206 or EN 13369, except as indicated in EN 206:2013+A1:2016, 5.5.1.2 or 8.4.
(5) This document does not cover the procedures or criteria for the routine conformity control of precast concrete components using either direct or indirect measurements of the in situ strength.
(3) This document does not include the assessment of the quality of concrete for properties other than compressive strength, e.g. durability-related properties.
(4)   This document is not for the assessment of conformity of concrete compressive strength in accordance with EN 206 or EN 13369, except as indicated in EN 206:2013+A1:2016, 5.5.1.2 or 8.4.
(5)   This document does not cover the procedures or criteria for the routine conformity control of precast concrete components using either direct or indirect measurements of the in-situ strength.

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This document specifies requirements and provides recommendations applicable to fixed, floating and grounded concrete offshore structures for the petroleum and natural gas industries and for structures supporting nationally-important power generation, transmission or distribution facility. This document specifically addresses - the design, construction, transportation and installation of new structures, including requirements for in-service inspection and possible removal of structures, - the assessment of structures in service, and - the assessment of structures for reuse at other locations. This document is intended to cover the engineering processes needed for the major engineering disciplines to establish a facility for offshore operation.

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This document refers to connections in precast frame systems, either for single-storey or multi-storey buildings. The connections for all orders of joints are considered. Large wall panel and three-dimensional cell systems are not considered. According to the position in the overall construction and of the consequent different structural functions, the seven following orders of joints are considered: a) mutual joints between floor or roof elements (floor-to-floor) that, in the seismic behaviour of the structural system, concern the diaphragm action of the floor; b) joints between floor or roof elements and supporting beams (floor-to-beam) that give the peripheral constraints to the floor diaphragm in its seismic behaviour; c) joints between beam and column (beam-to-column) that ensure in any direction the required degree of restraint in the frame system; d) joints between column segments (column-to-column) used for multi-storey buildings usually for dual wall braced systems; e) joints between column and foundation (column-to-foundation), able to ensure in any plane a fixed full support of the column; f) fastenings of cladding panels to the structure (panel-to-structure) that ensure the stability of the panels under the high forces or the large drifts expected under seismic action; g) joints between adjacent cladding panels (panel-to-panel) possibly used to increase the stiffness of the peripheral wall system and provide an additional source of energy dissipation. Simple bearings working by gravity load friction are not considered. Sliding and elastic deformable supporting devices neither, being all these types of connections not suitable for the transmission of seismic actions. The document provides formulae for the strength design of a large number of joint typologies.

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This document specifies technical requirements for ribbed bars to be used as reinforcement in concrete. It is applicable to steel delivered in the form of bars, coils and de-coiled products. This document covers both weldable and non-weldable steels. It does not apply to ribbed bars produced from finished products, such as plates and railway rails. The production process is at the discretion of the manufacturer.

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(1)   This European Standard:
-   gives methods and procedures for the estimation of the in-situ compressive strength and characteristic in-situ compressive strength of concrete in structures and precast concrete components using direct methods (core testing) and indirect methods, e.g. ultra-sonic pulse velocity, rebound number;
-   provides principles and guidance for establishing the relationships between test results from indirect test methods and the in-situ compressive strength;
-   provides procedures and guidance on in-situ assessment of the compressive strength class of concrete where there is doubt over the strength of concrete recently supplied to a structure or precast concrete component.
This European Standard does not include the following cases:
-   assessment based on cores less than 50 mm in diameter, micro-cores;
-   assessment of the quality of concrete for properties other than compressive strength, e.g. durability-related properties;
-   specific provisions for lightweight concretes;
-   use of pull-out testing;
-   in the Clause 8 procedures, provisions for less than 8 cores without indirect testing;
-   use of comparative testing (see CEN/TR Further guidance on the application of EN 13791:2016 and background to the provisions [1] for explanation).
(2)   This European Standard is not for the assessment of conformity of concrete compressive strength in accordance with EN 206 or EN 13369 except as indicated in EN 206:2013, 5.5.1.2 or 8.4.
(3)   This European Standard does not cover the procedures or criteria for the routine conformity control of precast concrete components using either direct or indirect measurements of the in-situ strength.

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This document provides the principles and procedures of environmental management for maintenance/remedial activities of concrete structures, and environmental management during the operation of concrete structures. When the environmental design of a concrete structure is to be carried out based on ISO 13315‑4, this document provides detailed information on the design for its use stage.

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This document applies to reinforced concrete building consisting of load bearing walls of reinforced concrete buildings [such buildings are called reinforced concrete box-shaped wall buildings and (RC wall building)] or to the part of RC wall building which uses both this and other types of structure. This document applies to RC wall building as follows: — RC wall building with 5 or fewer aboveground storeys; — eaves height of 16 m or less; — storey height on each storey of 3 m or less; — on the top storey, the storey height can be 3,3 m or less; — if the roof has a slope, the sum of the storey height of the top storey and the height from the eaves to the ridge of 4 m or less. Deep foundations, such as piles and caissons, and their pile footings and caps, are beyond the scope of this document, and are not covered by it.

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1.1   General
(1) This European Standard 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. This design method uses physical models which are based on a combination of tests and numerical analysis consistent with EN 1990:2002, 5.2.
The requirements for the transmission of the fastener loads within the concrete member to its supports are given in EN 1992-1-1 and Annex A of this EN.
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 CEN/TR 15728.
(2) This EN is intended for safety related applications in which the failure of fastenings may 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 can be either statically determinate or statically indeterminate. Each support can consist of one fastener or a group of fasteners.
(4) This EN is valid for applications which fall within the scope of the EN 1992 series. In applications where special considerations apply, e.g. nuclear power plants or civil defence structures, modifications can be necessary.
(5) This EN does not cover the design of the fixture. The requirements for the design of the fixture are given in the appropriate Standards and fulfil the requirements on the fixture as given in this EN.
(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 are given in a European Technical Product Specification for the corresponding loading conditions providing a basis for the design methods of this EN.
NOTE   The numerical values for certain parameters given in Notes can be used for pre-dimensioning. The values for verification are given in the European Technical Product Specifications and may be different.
1.2   Type of fasteners and fastening groups
(1)   This EN uses the fastener design theory ) (see Figure 1.1) and applies to:
a)   cast-in fasteners such as headed fasteners, anchor channels with rigid connection (e.g. welded, forged) between anchor and channel;
b)   post-installed mechanical fasteners such as expansion fasteners, undercut fasteners and concrete screws;
c)   post-installed bonded fasteners and bonded expansion fasteners.
(2)   For other types of fasteners modifications of the design provisions can 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 group of fasteners the loads are applied to the individual fasteners of the group by means of a common fixture. In a group of fasteners this European Standard applies only if fasteners of the same type and size are used.
(5)   The configurations of fastenings with cast-in place headed fasteners and post-installed fasteners covered by this EN are shown in Figure 1.2.
(6)   For anchor channels the number of anchors is not limited.
(...)
(7)   Post-installed ribbed reinforcing bars used to connect concrete members are covered by a European Technical Product Specification. This EN applies when connections are designed in accordance with EN 1992-1-1.
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. (....)

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The following documents are referred to in the text in such a way that some or all of their content constitutes requirements of this document. For dated references, only the edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies. ISO 12713, Non-destructive testing — Acoustic emission inspection — Primary calibration of transducers ISO 12714, Non-destructive testing — Acoustic emission inspection — Secondary calibration of acoustic emission sensors ISO 12716, Non-destructive testing — Acoustic emission inspection — Vocabulary ISO/TR 13115, Non-destructive testing — Methods for absolute calibration of acoustic emission transducers by the reciprocity technique

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This document establishes a measurement method for acoustic emission signals in concrete.

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This document specifies a test for damage qualification of reinforced concrete beams in services as bridges, docks and buildings.

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This document provides a general principle, procedures and requirements for environmental labels and declarations for concrete and concrete structures. It is used for the environmental labels and declarations for concrete constituents, reinforcement, concrete, concrete products and concrete structures. NOTE This document contains more specific requirements for environmental labels and declarations for concrete and concrete structures, based on ISO 14020, ISO 14024, ISO 14025 and ISO 21930. This document includes the following phases of concrete and concrete structures: — production phase of concrete constituents, concrete and concrete products; — execution phase of concrete structures; — use phase of concrete structures; and — end-of-life phase. This document applies to the partial life cycle (certain phases of the life cycle) or the entire life cycle of concrete and concrete structures. It applies to new concrete and concrete structures as well as to existing concrete and concrete structures.

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This European Standard specifies the composition, characteristics and preparation procedure for reference concrete substrates which are to be used in the test methods to measure performance requirements of products and systems for the repair and protection of concrete structures.
The provisions of this standard are applicable to concrete with a maximum aggregate size of 16 mm or 20 mm or with a maximum aggregate size of 8 mm or 10 mm.

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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
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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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 document specifies rules for a certification scheme for continuous production of steel bars, rods and wires for the reinforcement of concrete structures in order to verify conformity with requirements specified in product standards, such as ISO 6935‑1 and ISO 6935‑2. It includes requirements for the production process and management system assessment activities. A product certification scheme for continuous production consists of the following stages: — initial evaluation; — review of evidence of conformity; — certification decision and attestation; — surveillance activities.

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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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EN 1992-4:2018 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- 4:2018. 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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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 document provides guidelines for the planning, design and construction of a cylindrical tank constructed on the ground with prestressed concrete (PC) for use with potable water tank. This document is applicable to PC tanks for potable water with a capacity of 30 000 m3 or less and the diameter-to-height ratio (D/H) from 1,0 to 3,0. NOTE When designing and constructing a tank not covered by this document (reinforced concrete tanks, underground tanks, elevated tanks, etc.), a designer can refer to this document for common elements where possible.

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This document provides guidelines for the design and construction of low-rise concrete building
structures of small area to be built in the less developed areas of the world.
This document is applicable to the planning, design and construction of structural reinforced concrete
structures to be used in new low-rise buildings of restricted occupancy, number of stories, and area.
This document can be used as an alternative to the development of a National Concrete Building Code,
or equivalent document in countries where no national design codes are available by themselves, or as
an alternative to the National Concrete Building Code in countries where specifically considered and
accepted by the national standard body or other appropriate regulatory organization.

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This part of EN 1504 gives requirements for:
-   substrate condition before and during application of systems and products;
-   storage of systems and products;
-   structural stability during preparation, protection and repair;
-   methods of protection and repair;
-   quality control for execution of work;
-   maintenance of the structure.

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This Part of EN 1504 specifies procedures for sampling, quality control, assessment and verification of the constancy of performance (AVCP) including marking and labelling of products and systems for the protection and repair of concrete according to EN 1504 2 to EN 1504-7.

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