EN 13369:2004

SLOVENSKI STANDARD
01-oktober-2004
1DGRPHãþD
SIST EN 13369:2002
Skupna pravila za montažne betonske izdelke
Common rules for precast concrete products
Allgemeine Regeln für Betonfertigteile
Regles communes pour les produits préfabriqués en béton
Ta slovenski standard je istoveten z: EN 13369:2004
ICS:
91.100.30 Beton in betonski izdelki Concrete and concrete
products
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

EUROPEAN STANDARD
EN 13369
NORME EUROPÉENNE
EUROPÄISCHE NORM
July 2004
ICS 91.100.30 Supersedes EN 13369:2001
English version
Common rules for precast concrete products
Règles communes pour les produits préfabriqués en béton Allgemeine Regeln für Betonfertigteile
This European Standard was approved by CEN on 19 March 2004.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European
Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national
standards may be obtained on application to the Central Secretariat or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translation
under the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the official
versions.
CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,
Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Slovakia,
Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: rue de Stassart, 36  B-1050 Brussels
© 2004 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 13369:2004: E
worldwide for CEN national Members.

Contents
page
Foreword.4
Introduction .5
1 Scope.6
2 Normative references.6
2.1 General references.6
2.2 Concrete.6
2.3 Steel.7
2.4 Fire performance.7
2.5 Acoustic insulation.7
2.6 Thermal resistance.7
3 Terms and definitions .7
3.1 General.7
3.2 Dimensions.8
3.3 Joints.8
3.4 Special devices.9
3.5 Supporting elements.9
3.6 Tolerances.9
3.7 Durability.10
3.8 Mechanical properties.10
3.9 Reinforcement (of concrete products) .10
4 Requirements.11
4.1 Material requirements.11
4.2 Production requirements.12
4.3 Finished product requirements.16
5 Test methods.22
5.1 Tests on concrete .22
5.2 Measuring of dimensions and surface characteristics .23
5.3 Weight of the products.23
6 Evaluation of conformity.23
6.1 General.23
6.2 Type testing.24
6.3 Factory production control.25
7 Marking.27
8 Technical documentation.27
Annex A (informative)  Concrete cover as regard to corrosion .28
Annex B (informative)  Concrete quality control.30
Annex C (informative)  Reliability considerations .33
Annex D (normative)  Inspection schemes.35
Annex E (normative)  Assessment of compliance by a third party .43
Annex F (informative)  Acceptance testing of a consignment at delivery.45
Annex G (normative)  Test of water absorption.46
Annex H (informative)  Shape correlation factor for cores .49
Annex J (informative)  Measurement of dimensions.50
Annex K (informative)  Prestressing losses.55
Annex L (informative)  Tables of thermal conductivity of concrete.58
Annex M (informative)  Technical documentation .60
Annex N (normative)  Properties of indented bars and wire .61
Annex O (informative)  Resistance to fire : recommendations for the use of EN 1992-1-2.62
Bibliography.63
Foreword
This document (EN 13369:2004) has been prepared by Technical Committee CEN/TC 229 “Precast concrete
products”, the secretariat of which is held by AFNOR.
This European Standard shall be given the status of a national standard, either by publication of an identical text or
by endorsement, at the latest by January 2005, and conflicting national standards shall be withdrawn at the latest
by January 2005.
This document supersedes EN 13369:2001.
This document includes a Bibliography.
According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following
countries are bound to implement this European Standard: Austria, Belgium, Cyprus, Czech Republic, Denmark,
Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta,
Netherlands, Norway, Poland, Portugal, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.

Introduction
This European Standard is intended to outline the general common requirements applicable to a large variety of
precast concrete products manufactured in a factory environment. It will act as a reference standard for other
standards to enable a more consistent approach to standardisation in the field of precast concrete products and to
reduce the variations brought about by a large number of standards being produced in parallel by different groups
of experts. At the same time it allows those experts the flexibility to include variations in specific product standards
where they are required.
This standard has been produced as part of the total CEN programme for construction and is in phase with
associated standards EN 206-1 for concrete and EN 1992 for the design of concrete structures. As it is not a
harmonized standard it may not be used in isolation for the purpose of CE marking of concrete products.
The design of structural products should be verified to ensure the fitness of their properties for the particular
application, particular attention being paid to design co-ordination with other parts of the construction.
1 Scope
This European Standard specifies the terminology, requirements, basic performance criteria, test methods and
evaluation of conformity that will be referred to by specific product standards unless they are not appropriate. It may
also be used to specify products for which there is no standard. Not all of the requirements (clause 4) of this
standard are relevant to all precast products.
If a specific precast concrete product standard exists it takes precedence over this standard.
The precast products dealt with in this standard are factory produced for building and civil engineering works. This
standard may also be applied to products manufactured in temporary plants on site if the production is protected
against adverse weather conditions and controlled following clause 6 provisions.
The analysis and design of precast concrete products is not within the scope of this standard but it does offer, for
non seismic zones, information about:
 the choice of partial safety factors defined by the pertinent Eurocode;
 the definition of some requirements for prestressed concrete products.
This standard applies to compact concrete with no appreciable amount of entrapped air other than entrained air
and with a dry density equal to or greater than 800 kg/m . It does not cover prefabricated reinforced components of
lightweight aggregate concrete with open structure.
2 Normative references
The following referenced documents are indispensable for the application 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.
2.1 General references
National documents take precedence until Eurocodes are published as European Standards.
EN 1990, Eurocode - Basis of structural design.
EN 1992-1-1:2004, Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings.
2.2 Concrete
EN 206-1:2000, Concrete - Part 1: Specification, performance, production and conformity.
EN 933-1, Tests for geometrical properties of aggregates - Part 1: Determination of particle size
distribution - Sieving method.
EN 934-2, Admixtures for concrete, mortar and grout - Part 2: Concrete admixtures - Definitions, requirements,
conformity, marking and labelling.
EN 1097-6, Tests for mechanical and physical properties of aggregates - Part 6: Determination of particle density
and water absorption.
EN 12390-2, Testing hardened concrete - Part 2: Making and curing specimens for strength tests.
EN 12390-3, Testing hardened concrete - Part 3: Compressive strength of test specimens.
EN 12390-7, Testing hardened concrete - Part 7: Density of hardened concrete.
EN 12504-1, Testing concrete in structures - Part 1: Cored specimens - Taking, examining and testing in
compression.
2.3 Steel
prEN 10080:1999, Steel for the reinforcement of concrete - Weldable reinforcing steel - Part 1: General
requirements.
prEN 10138-1, Prestressing steels - Part 1: General requirements.
prEN 10138-2, Prestressing steels - Part 2: Wire.
prEN 10138-3, Prestressing steels - Part 3: Strand.
prEN 10138-4, Prestressing steels - Part 4: Bars.
2.4 Fire performance
EN 13501-1, Fire classification of construction products and building elements - Part 1: Classification using test
data from reaction to fire tests.
EN 1991-1-2, Eurocode 1: Actions on structures - Part 1-2: General actions - Actions on structures exposed to fire.
EN 1992-1-2, Eurocode 2: Design of concrete structures - Part 1-2: General rules - Structural fire design.
2.5 Acoustic insulation
EN ISO 140-3, Acoustics - Measurement of sound insulation in buildings and of building elements –
Part 3: Laboratory measurements of airborne sound insulation of building elements (ISO 140-3:1995).
EN ISO 140-6, Acoustics - Measurement of sound insulation in buildings and of building elements –
Part 6: Laboratory measurements of impact sound insulation of floors (ISO 140-6:1998).
EN ISO 717-1, Acoustics - Rating of sound insulation in buildings and of building elements - Part 1: Airborne sound
insulation (ISO 717-1:1996).
EN ISO 717-2, Acoustics - Rating of sound insulation in buildings and of building elements - Part 2: Impact sound
insulation (ISO 717-2:1996).
2.6 Thermal resistance
EN ISO 10456:1999, Building materials and products - Procedures for determining declared and design thermal
values (ISO 10456:1999).
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1 General
3.1.1
concrete product
mass produced concrete unit manufactured in accordance with a product standard or this standard
NOTE Examples of concrete products are roof tiles, blocks, flags, garden furniture, etc., as opposed to precast products
which normally will be structural units.
3.1.2
precast element
concrete unit cast and cured in a place other than the final location in the works
3.1.3
precast product
precast element designed and manufactured in accordance with a product standard or this standard
3.1.4
(concrete) cover
distance from the surface of embedded reinforcement to the nearest concrete surface
3.1.5
design (nominal) cover
value of the cover quoted in the project documentation (equal or greater to the minimum cover plus the permitted
negative deviation)
3.1.6
minimum cover
minimum required value for actual cover
3.1.7
actual cover
cover measured on the finished product
3.1.8
type of concrete
concrete of a continuing factory production made with the same mix design and the same batching, casting and
curing techniques, for the same strength class of the hardened material
3.2 Dimensions
3.2.1
principal dimensions
length, width, depth or thickness
3.2.2
critical dimension
dimension having a critical influence on an essential performance of the product, such as the product resistance
and/or the building stability
3.2.3
design (nominal) dimension
dimension targeted in the project documentation
3.2.4
actual dimension (of the product)
dimension found by measurement (on the finished product)
3.3 Joints
3.3.1
joint
any type of interface between adjacent components
3.3.2
structural joint
any type of connection between products able to transmit forces (e.g. tensile, compressive, flexural or shear forces)
3.3.3
movement joint
joint that permits relative movement
3.3.4
expansion joint
movement joint for expansion (e.g. thermal) of the adjacent parts
3.4 Special devices
3.4.1
shear connector
connection device which transmits shear forces
3.4.2
anchorage (post-tensioned construction)
device to connect the end of a tendon to the concrete of a structural product and retain the force in the tendon
3.4.3
tie
tensile reinforcement for the connection of the parts of a structure
3.4.4
fastening
jointing device used for connecting one part to another
3.5 Supporting elements
3.5.1
bearing
support on which precast products are placed
3.5.2
bearing pad
element interposed between the supported product and the bearing
3.5.3
mortar bed
bearing pad composed of mortar
3.6 Tolerances
3.6.1
tolerance
permitted variation of dimension
3.6.2
deviation
difference between an actual dimension and the corresponding design dimension
3.6.3
production tolerance
tolerance on thickness, length, straightness, planarity, or other dimensions after production of a precast unit
3.6.4
erection tolerance
tolerance on local placing, verticality, horizontality, or other characteristics of the construction assembly after
installation
3.6.5
construction tolerance
tolerance in a measure arising from a combination of production, setting out, site work and erection tolerances
3.7 Durability
3.7.1
durability
ability of a construction or a component to maintain adequate levels of stability and serviceability during its design
working life under intended use with anticipated maintenance but without excessive unforeseen maintenance
3.7.2
working life
period of time during which the performance of the product in the works will be kept at a level compatible with the
fulfilment of the performance requirements of the works, provided it is properly maintained
3.7.3
design working life
working life assumed for the design purposes
3.7.4
environmental condition
ambient actions on the construction affecting its durability
3.8 Mechanical properties
3.8.1
potential strength (of concrete)
concrete strength derived from tests on cubes or cylinders conforming to EN 12390-3 made and cured in laboratory
conditions in accordance with EN 12390-2
3.8.2
structural (actual) strength (of concrete)
concrete strength derived from tests on specimens (drilled cores or cut prisms) extracted from the finished product
(direct structural strength) or deduced from tests on standard specimens (as for potential strength) but cured in
factory conditions as close as possible to the structural product (indirect structural strength)
3.8.3
characteristic strength
value of strength below which 5 % of the population of all possible strength determinations of the volume of
concrete under consideration are expected to fall
3.8.4
design strength (of material)
value obtained by dividing the characteristic strength by the pertinent partial safety factor
3.9 Reinforcement (of concrete products)
3.9.1
prestressed reinforcement
prestressing steel (wire, strand or bars) subjected to pre- or post-tensioning
3.9.2
reinforcement
steel (bars, wire, strand, welded mesh or fabric, lattice girder) not subjected to pre- or post-tensioning
4 Requirements
4.1 Material requirements
4.1.1 General
Only materials with established suitability shall be used.
For a particular material, the establishment of suitability may result from an European Standard which refers
specifically to the use of this material in concrete or in concrete products; in absence of an European Standard it
may also result, under the same conditions, from an ISO standard.
Where this material is not covered by an European or International Standard, or if it deviates from the requirements
of these standards, the establishment of suitability may result from:
 the relevant national standards or provisions valid in the place of use of the product which refer specifically to
the use of this material in concrete or in concrete products;
or
 a European Technical Approval specifically for the use of this material in concrete or concrete products.
4.1.2 Constituent materials of concrete
EN 206-1:2000, 5.1.2 to 5.1.6 shall apply.
4.1.3 Reinforcing steel
Reinforcing steel (bars, coils and welded fabric) shall comply with prEN 10080, meet the requirements for the
technical class specified for the precast product and, where applicable, shall comply with properties given by EN
1992-1-1, when this code is used in design.
Indented bars and wires, with diameters from 6 mm to 14 mm (included), complying with the properties given in
annex N, may be used in conjunction with EN 1992-1-1 and national provisions as regards to crack width,
transmission length and splitting failure.
Other types of reinforcing steel may be used according to relevant national standards or national provisions valid in
the place of use of the product, provided they are fit for the intended purpose and have the required properties.
4.1.4 Prestressing steel
Prestressing steel (wire, bars and strand) shall comply with prEN 10138-1, prEN 10138-2, prEN 10138-3, prEN
10138-4 and, where applicable, with properties given by EN 1992-1-1, when this code is used in design.
Other types of prestressing steel may be used according to relevant national standards or national provisions valid
in the place of use of the product.
Information on relaxation of the prestressing steel is given in EN 1992-1-1:2004, 3.3.2.
4.1.5 Inserts and connectors
Mechanical inserts and connectors shall:
a) resist the design actions;
b) have the necessary ductility;
c) maintain these properties for the lifetime of the product.
4.2 Production requirements
4.2.1 Concrete production
4.2.1.1 General
For concrete composition, type of cement, use of aggregates, additions and admixtures, and for resistance to
alkali-silica reaction, chloride content and concrete temperature, EN 206-1:2000, 5.2 shall apply.
For specification of concrete EN 206-1:2000 shall apply.
NOTE When concrete is specified by the manufacturer, basic requirements (EN 206-1:2000, 6.2.2) are given in the design
documentation and additional requirements (EN 206-1:2000, 6.2.3) are normally not relevant for precast concrete.
4.2.1.2 Placing of concrete
Concrete shall be placed as to retain no appreciable amount of entrapped air other than entrained air and to avoid
detrimental segregation.
4.2.1.3 Curing (protection against drying out)
All surfaces of newly cast concrete shall be protected against drying out, by at least one of the methods listed in
Table 2, unless it can be shown by tests on the product or otherwise, that no loss in strength or surface cracking
will occur in the production environment.
The protection against drying out shall be maintained until the minimum concrete strength (expressed either by the
degree of hardening or by the cylinder/cube strength at the end of curing) given in Table 1 is reached. For bridge
elements, design working life more than 50 years, or specific to local environmental conditions, other values may
be given following the requirements of their destination as indicated in the design documentation.
The concrete strength shall be measured by testing a concrete sample cured in the same manner as the product.
The degree of hardening may be measured either by testing a concrete sample or estimated by calculation using a
hardening law based on an initial test and maturity concept.
Table 1 — Minimum concrete strength at the end of protection against drying out
Exposure conditions in the place of use Minimum concrete strength at the end of protection against drying out
(EN 206-1 exposure classes)
degree of hardening as % of Cylinder/cube strength
required strength at 28 days
N/mm
For concrete without X0 only the requirement on 12/15
reinforcement or embedded
metal: all exposures except
where there is freeze/thaw,
abrasion or chemical attack.
For concrete with
reinforcement or embedded
metal: Dry
or Permanently wet XC1 cylinder/cube strength applies
Wet, rarely dry XC2, XD2
Moderate humidity XC3 40 or 16/20
Moderate saturation
Without deicing agent XF1
Other exposure conditions 60 or 25/30
(cyclic wet and dry)
Table 2 — Protection against drying out
Method Typical means of execution
 keeping the concrete in an environment with a relative humidity above 75 %;
A - Without addition of water
 keeping the formwork in place;
 covering the concrete surface with vapour-resistant sheets that are secured at
the edges and joints to prevent through draughts.
 maintaining wet coverings on the concrete surface;
B - Keep the concrete moist by
addition of water
 keeping the concrete surface visibly wet by spraying with water;
 ponding the concrete surface with water.
C – Use of curing compounds NOTE Effectiveness of this method should be estimated by initial testing showing
that the strength reached with curing compounds is of the same order as the strength
obtained by one of the above accepted means of curing.
4.2.1.4 Accelerated hydration by heat treatment
Where heat treatment at atmospheric pressure is applied to concrete during production in order to accelerate its
hardening, it shall be demonstrated by initial testing that the required strength is achieved for each concrete family.
In order to avoid microcracking and/or durability defects, the following conditions shall be fulfilled unless previous
positive experience has shown that these requirements are not necessary:
 a proper preheating period shall be applied when the heat treatment maximum mean temperature T exceeds
40 °C;
 where T exceeds 40 °C the temperature difference between adjacent parts of the elements during the heating
and the cooling phases shall be limited to 20 °C.
The preheating period and the heating rate shall be documented.
During the full heating and cooling period the maximum mean temperature T shall be limited to the values of
Table 3. However higher temperatures may be accepted provided the durability of concrete under the specified
environment is demonstrated by long term positive experience.
Table 3 — Conditions for accelerated hydration
Product environments a
Maximum mean concrete temperature T
b
Predominantly dry or moderate
- T ≤ 85 °C
humidity
Wet and cyclic wet
- T ≤ 65 °C.
a
T is the maximum mean temperature within the concrete, individual values may be 5 °C higher.
b
When 70 °C < T ≤ 85 °C initial tests shall have demonstrated that the required strength is fulfilled at 90 days.
For wet and cyclic wet environments, in case of no long term positive experience, the suitability of the higher
temperature treatment shall be demonstrated; the following limits may be a basis for this demonstration: for
concrete Na Oeq content ≤ 3,5 kg/m , for cement SO content ≤ 3,5 % by mass.
2 3
In this case, depending on material and climatic conditions, more restricted requirements may apply to the heat
treatment of outdoor elements in certain areas. These requirements shall be introduced in the National Annex of
this standard.
The above limits for Na Oeq and SO content may be changed in value, or limits on other constituents may be put,
2 3
according to the results of scientific or technical experience. The latest knowledge should be taken into account.
4.2.2 Hardened concrete
4.2.2.1 Strength classes
For compressive strength classes of concrete 4.3.1 of EN 206-1:2000 applies. For design purposes the properties
of concrete strength classes up to C90/105 are given in Table 3.1 of EN 1992-1-1:2004.
The producer can select intermediate classes, in 1,0 N/mm steps of the characteristic cylinder strength. In this
case the concrete properties are obtained by linear interpolation.
For reinforced or prestressed precast products the minimum strength class of concrete shall be:
 C20/25 for reinforced products;
 C30/37 for prestressed products.
4.2.2.2 Compressive strength
4.2.2.2.1 General
The compressive strength to verify the strength class of concrete is defined by the potential strength; the
manufacturer may use direct structural strength or indirect structural strength to confirm it.
4.2.2.2.2 Potential strength
The potential compressive strength of concrete is tested at 28 days. Supplementary tests of early strengths may be
made before 28 days, when required by the production process (prestressing, demoulding, lifting, .).
The manufacturer may perform tests before 28 days to evaluate the potential compressive strength.
For determination of potential strength EN 206-1:2000, 5.5.1.1 and 5.5.1.2 shall apply. 5.1.1 of this standard gives
additional requirements.
4.2.2.2.3 Direct structural strength
Compressive direct structural strength shall be determined from the finished product by drilled cores in accordance
with EN 12504-1 or by cut prisms converted to cube or cylinder with the appropriate correction factor.
4.2.2.2.4 Indirect structural strength
For stabilised production processes where the composition of the concrete and curing methods are not changed,
compressive indirect structural strength may be determined by test specimens, made from fresh concrete, cured
and stored in factory conditions as close to the product as possible, provided an initial test has determined the
correspondence with direct structural strength.
4.2.2.2.5 Conversion factor
The deviation of direct structural strength from the potential strength is covered by the conversion factor η = 0,85
which is included in part of the value of the safety factor γ given in EN 1992-1-1:2004, 2.4.1.4, for ultimate limit
c
states (see also annex C).
When structural strength is used, comparison with the required strength class is made by multiplying the test value
by 1/η.
4.2.3 Structural reinforcement
4.2.3.1 Processing of reinforcing steel
Reinforcing steel for structural purposes that is straightened or welded in the factory shall remain in compliance
with 4.1.3 after this treatment.
Welded connection of reinforcing bars may only be used when the weldability of the steel is fully documented.
4.2.3.2 Tensioning and prestressing
4.2.3.2.1 Initial tensioning stresses
The maximum prestressing force applied to a unit immediately after release of tendons shall satisfy the following
conditions:
 absence of uncontrolled longitudinal cracking, spalling or bursting of the concrete;
 the stress in the concrete does not lead to excessive creep or deformation of the product.
When compliance of the product with the relevant requirements of the product standard is demonstrated by initial
type testing and factory production control and the tightened tolerances of 4.2.3.2.2 are met, the maximum value of
tensioning stress σ can be taken as:
Omax
σ = min (0,85 f or 0,95 f ) class 1
O max pk p0,1k
If the conditions mentioned in the previous paragraph are not met, 5.10.2.1 of EN 1992-1-1:2004, shall apply:
σ = min (0,80 f or 0,90 f ) class 2
O max pk p0,1k
4.2.3.2.2 Accuracy of tensioning
The deviation between the applied and target tensioning force (see annex K) at the active end, immediately after
stressing, shall remain within the following tolerances:
Class A – normal tolerances
 single tendon/force: ± 7 %;
 total force:  ± 5 %.
Class B – tightened tolerances
 single tendon/force: ± 4 %.
4.2.3.2.3 Minimum concrete strength at transfer
At transfer of the prestressing force, the concrete shall have a minimum strength f of 1,5 times the maximum
cm,p
compressive stress in the concrete and not less than 25 N/mm .
In any case the strength shall be adequate for the anchorage of the strands.
4.2.3.2.4 Slippage of tendons
Slippage, which is the shortening of the tendon after transfer of the prestress force, shall be limited to the following
values:
 for individual tendons (strands or wires): 1,3 ∆L ;
 for the mean value of all tendons in an element: ∆L .
For strands the average value of three circumferentially positioned wires shall be taken into account.
The value of ∆L , in millimetres, shall be calculated from:
σ
pmo
∆L = 0,4 l
0 pt2
E
p
where
l is the upper bound value of transmission length = 1,2 l , in millimetres according to 8.10.2.2 of

pt2 pt
EN 1992 1-1;
σ is the initial stress in the prestressing steel immediately after release, in MPa;
pmo
E is the modulus of elasticity of the prestressing steel, in MPa .
p
In general, slippage is measured only on sawn products.
4.3 Finished product requirements
4.3.1 Geometrical properties
4.3.1.1 Production tolerances
Production tolerances of structural parameters, which affect load-bearing capacity of the element in its intended
use, shall not exceed the values given in this clause. For other parameters, different tolerances may be specified.
For cross-sectional dimensions L, the permitted deviation is ∆L, and for position of reinforcing steel, prestressing
steel and for the design cover c the permitted deviation is ∆c.
Table 4 — Permitted deviations of cross-sections for structural elements
∆∆L ∆∆c
∆∆ ∆∆
Target dimension of the cross-section in the direction to be checked
(mm) (mm)
L ≤ 150 mm + 10 ± 5
− 5
L = 400 mm
± 15 + 15
− 10
L ≥ 2 500 mm ± 30 + 30
− 10
Linear interpolation for intermediate values.
NOTE 1 ∆L and the positive values for ∆c (upper permitted deviation) are given to ensure that deviations in cross-
sectional dimensions and in the position of the reinforcement do not exceed values covered by the relevant safety factors
in the Eurocodes.
NOTE 2 The negative values for ∆c (lower permitted deviation) are given for durability purposes.
NOTE 3   Particularly functional specificities of the products may require tighter tolerances.
NOTE 4 The given values may be modified by product standards.
The upper permitted deviation for the location of the reinforcement may be determined as the mean value of the
bars or strands in a cross-section over a width of 1 m (e.g. slabs and walls).
The design cover c of the reinforcement shall be at least the minimum cover c plus the lower permitted deviation

min
−∆c or the producer's guaranteed deviation, whichever is the lowest.
For principal dimensions other than cross-sectional dimensions:
∆L = ± (10 + L / 1 000) ≤ ± 40 mm
where
L is the target size of the linear measure expressed in millimetres.
Other types of tolerances may be given by product standards together with the values of the related permitted
deviations (i.e. camber of beams, …). These values will not include the deformation effects of any applied load or of
prestressing. In the verification of the measured deviations, such deformations shall be taken into account by
computing their value for the test situation (including all the relevant time related effects).
4.3.1.2 Minimum dimensions
The geometrical characteristics of precast structural products shall comply with the required minimum dimensions.
The values of the minimum dimensions shall be taken from relevant clauses of EN 1992-1-1:2004. These values
may be reduced provided there is fully documented justification for the use of smaller values.
Product standards may specify different values of minimum dimensions following the specific features of the
products.
4.3.2 Surface characteristics
For the specification of the surface characteristics of a finished product, reference should be made to J.4.
4.3.3 Mechanical resistance
4.3.3.1 General
All relevant structural properties of the product shall be considered in both ultimate and serviceability limit states.
For prestressing losses, reference may be made to informative annex K, in cases specified in that annex.
NOTE 1 Actions and safety factors for actions are subject to national regulations or other rules valid in the place of use of the
product. Design loads are assumed to be given values, depending on the intended use of the product.
NOTE 2 For precast elements with structural destination the structural design should be verified expressly to ensure their
fitness for the particular application. Special attention should be given with regard to Public Safety and to the design co-
ordination with the other parts of the construction and, where relevant, to conditions of transient periods.
4.3.3.2 Verification by calculation
Design values of capacities obtained by calculation shall be verified according to the relevant clauses of
EN 1992 1-1, to the pertinent complementary rules given in the product standards or national rules valid in the
place of use.
4.3.3.3 Verification by calculation aided by physical testing
Physical testing on finished products is required to aid calculation in the following cases:
 alternative design rules with respect to 4.3.3.2;
 structural arrangements with unusual design models not covered by 4.3.3.2.
In these cases physical testing on a small number of full scale specimens is needed before starting production in
order to verify the reliability of the design model assumed for calculation. This shall be done with load-tests up to
ultimate design conditions.
Physical testing is not required in case of reliable theoretical verification following the principles of EN 1992-1-1.
4.3.3.4 Verification by testing
In case of verification by testing, declared values shall be verified by direct load testing made on samples taken
following proper statistical criteria (e.g. EN 1990).
4.3.3.5 Safety factors
EN 1990 and EN 1992-1-1 give recommended values for partial safety factors. They also permit lower values under
certain conditions. Annex C provides such information.
4.3.3.6 Transient situations
The following special cases of actions concerning transient situations of precast elements shall be considered.
Dynamic vertical effects during lifting, handling, transportation and erection shall be considered.
When relevant for the type of element, for transient situations a nominal transverse horizontal force to cover out of
plane effects due to dynamic actions or verticality deviations shall be considered. This may be taken as 1,5 % of
the self weight of the element.
4.3.4 Resistance and reaction to fire
4.3.4.1 General
Resistance and reaction to fire shall be declared when relevant to the type of product.
Resistance to fire is normally declared as standard fire resistance by means of classes. Alternatively, it may be
declared as resistance to parametric fire.
Recommendations related to the use of EN 1992-1-2 are given in annex O.
NOTE The required class for standard fire resistance, or alternatively resistance to parametric fire, depends on the national
fire regulations.
4.3.4.2 Classification for standard fire resistance
For the verification of standard fire resistance one of the following methods can be chosen.
a) Classification by testing
Tests previously performed in accordance with the requirements of EN 13501-2 (i.e. same product, same or more
demanding test method, and same system of attestation of conformity) may be taken into account.
The validity of test results can be extended to other spans, cross-sections and loads by appropriate calculation
methods (see e.g. c) below).
b) Classification by tabulated data
For classification using tabulated data EN 1992-1-2 applies. Where applicable complementary rules may be given
in product standards.
c) Classification by calculation
For classification based on calculation methods EN 1992-1-2 shall apply.
4.3.4.3 Verification of resistance to parametric fire
Actions due to parametric fire shall be as given in EN 1991-1-2. Resistance to parametric fire may be verified either
by calculation methods in accordance to EN 1992-1-2, or by testing.
4.3.4.4 Reaction to fire
Precast cement bound concrete products made without organic materials may be declared as reaction to fire
Class A.1 without the need for testing. Precast cement bound products which include organic materials greater
than 1 % by mass or volume shall be tested and classified according to EN 13501–1.
NOTE See Commission Decision 96/603/EEC, Materials to be considered as reaction to fire Class A without the need for
testing as amended by commission Decision 2000/605/EC.
4.3.5 Acoustic properties
The sound insulation properties are airborne sound insulation and impact sound insulation.
When required, the relevant acoustic properties shall be given for the type of product.
The airborne sound insulation of a product shall be estimated by calculation or measured according to EN ISO 140-
3. It shall be expressed in the third octave bands 100 Hz to 3150 Hz and as a single
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