EN 12794:2005

SLOVENSKI STANDARD
01-junij-2005
Montažni betonski izdelki – Piloti za temeljenje
Precast concrete products - Foundation piles
Betonfertigteile - Gründungspfähle
Produits préfabriqués en béton - Pieux de fondation
Ta slovenski standard je istoveten z: EN 12794:2005
ICS:
91.100.30 Beton in betonski izdelki Concrete and concrete
products
93.020 Zemeljska dela. Izkopavanja. Earthworks. Excavations.
Gradnja temeljev. Dela pod Foundation construction.
zemljo Underground works
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

EUROPEAN STANDARD
EN 12794
NORME EUROPÉENNE
EUROPÄISCHE NORM
February 2005
ICS 91.100.30; 93.020
English version
Precast concrete products - Foundation piles
Produits préfabriqués en béton - Pieux de fondation Betonfertigteile - Gründungspfähle
This European Standard was approved by CEN on 22 November 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
© 2005 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 12794:2005: E
worldwide for CEN national Members.

Contents
Page
Foreword.3
Introduction .5
1 Scope .6
2 Normative references .6
3 Terms and definitions .6
4 Requirements.9
5 Test methods.15
6 Evaluation of conformity.16
7 Marking .17
8 Technical documentation .17
Annex A (normative) Type test method for the verification of robustness and rigidity of pile
joints .18
Annex B (normative) Design aspects in reference with EN 1992-1-1.22
Annex C (normative)  Provisions for the design and manufacture of piles reinforced with a single
bar in reference with this document and EN 1992-1-1.26
Annex D (informative) Provisions for the design and installation of piles and pile segments
reinforced with a single bar .28
Annex E (normative) Method to measure perpendicularity of the pile top, pile bottom or pile joint
against pile axis .29
Annex Y (Informative) Choice of CE marking method.43
Bibliography .44

Foreword
This document (EN 12794:2005) has been prepared by Technical Committee CEN/TC 229 “Precast concrete
products”, the secretariat of which is held by AFNOR.
This document was examined by and agreed with a joint working party appointed by the Liaison Group
CEN/TC229-TC250, particularly for its compatibility with structural Eurocodes.
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 August 2005, and conflicting national standards shall be withdrawn at
the latest by November 2006.
This document has been prepared under a mandate given to CEN by the European Commission and the
European Free Trade Association and supports essential requirements of EU Construction Products
Directives (89/106/EEC).
This document is one of a series of product standards for precast concrete products.
For common aspects reference is made to EN 13369: Common rules for precast products, from which also
the relevant requirements of the EN 206-1: Concrete — Part 1: Specification, performances, production and
conformity are taken.
The references to EN 13369 by CEN/TC 229 product standards are intended to make them homogeneous
and to avoid repetitions of similar requirements.
Eurocodes are taken as a common reference for design aspects. The installation of some structural precast
concrete products is dealt with by ENV 13670-1: Execution of concrete structures — Part 1: Common rules,
which has at the moment the status of an European prestandard. In all countries it can be accompanied by
alternatives for national application and it shall not be treated as an European Standard.
The programme of Standards for structural precast concrete products comprises the following Standards, in
some cases consisting of several parts:
prEN 1168, Precast concrete products — Hollow core slabs
EN 12794, Precast concrete products - Foundation piles
EN 12843, Precast concrete products — Masts and poles
prEN 13747, Precast concrete products — Floor plates for floor systems
prEN 15037-1, Precast concrete products - Beam-and-block floor systems - Part 1: Beams
prEN 15037-2, Precast concrete products - Beam-and-block floor systems - Part 2: Blocks
EN 13224, Precast concrete products — Ribbed floor elements
EN 13225, Precast concrete products — Linear structural elements
prEN 14992, Precast concrete products — Wall elements : Products properties and performances
WI00229014, Retaining wall elements
EN 13693, Precast concrete products — Special roof elements
prEN 14844, Precast concrete products — Box culverts
prEN 13978, Precast concrete products — Precast concrete garages
prEN 14991, Precast concrete products — Foundation elements
prEN 15050, Precast concrete bridge elements
WI00229019, Precast concrete products - Silos
prEN14843, Precast concrete products — Stairs
This document defines in Annex ZA the application methods of CE marking to products designed using the
relevant EN Eurocodes (EN 1992-1-1). Where, in default of applicability conditions of EN Eurocodes to the
works of destination, design Provisions other than EN Eurocodes are used for mechanical strength, the
conditions to affix CE marking to the product are described in ZA.3.4.
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 document specifies the requirements, the basic performance criteria and detailing provisions for precast
concrete foundation piles manufactured in a factory environment, stored, transported and ultimately installed
on a construction site. The design of structural products shall ensure their fitness for the particular application.
Particular attention is to be paid to design co-ordination with other parts of the construction.
1 Scope
This document specifies the terminology, requirements, basic performance criteria, test methods and
evaluation of conformity that will be applied to precast concrete foundation piles, factory produced for building
and civil engineering works and installed at the site by the use of impact, vibration, pressing or other suitable
techniques. This document may also be applied to products manufactured in temporary plants on site where
production is controlled in accordance with the provisions of Clause 6 and is protected against adverse
weather conditions as necessary.
This document applies to foundation piles produced in a plant as reinforced or prestressed concrete elements.
The cross-section may be solid or provided with a hollow core, either prismatic or cylindrical. The cross-
section may be constant over the full length or tapered partly or wholly along the pile or pile segment length.
This document deals with foundation piles manufactured either in one length or in segments with cast-in pile
joints. The foundation piles may have an enlarged toe or a pile shoe.
This document applies to normal weight concrete as defined in EN 206-1 compacted so as to retain no
appreciable amount of entrapped air other than entrained air.
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.
EN 1992-1-1:2004, Eurocode 2: Design of concrete structures — Part 1-1: General rules and rules for
buildings
EN 1997-1:2004, Eurocode 7: Geotechnical design — Part 1: General rules
EN 13369:2004, Common rules for precast concrete products
3 Terms and definitions
For the purposes of this document, the terms and definitions given in EN 13369:2004 and the following apply.
In general the term “product” refers to an element which is produced in large numbers.
3.1 Foundation piles
A number of these definitions are illustrated in Figure 1.
3.1.1
pile
long element to be driven in the ground to provide support to the foundation
3.1.2
single length pile
pile without joints
3.1.3
segmental pile
pile with joints
3.1.4
pile length
distance between pile top and pile bottom
3.1.5
pile segment
single unit of a jointed pile
3.1.6
segment length
length of a pile segment forming a part of the pile length
3.1.7
pile top
surface of a pile head
3.1.8
pile head
upper section of a pile
3.1.9
pile shaft
section of the pile between pile head and pile toe
3.1.10
pile toe
lower part of a pile
3.1.11
pile bottom
surface of a pile toe
3.1.12
enlarged toe
a concrete section with a cross-section greater than the pile shaft, cast in one production operation
3.1.13
shape factor
ratio between the pile length or the length of a segment and the smallest transverse dimension of the shaft
3.1.14
pile joint
a device by which separate segments of a segmental pile are structurally connected
3.1.15
pile shoe
a device by which the pile toe may be strengthened or protected
3.1.16
crack ring
a device by which the pile head or toe may be strengthened or protected
Key
1 Pile top
2 Pile length
3 Shaft length
4 Pile segment
5 Segment length
6 Pile joint
7 Pile shoe
8 Pile toe
9 Pile bottom
Figure 1 — Terms and definitions
4 Requirements
4.1 Material requirements
For general aspects, constituent materials of concrete, reinforcing and prestressing steel, inserts and
connectors the relevant Clauses of EN 13369:2004 4.1 shall apply. The ultimate tensile and tensile yield
strength of steel shall be considered.
4.2 Production requirements
4.2.1 Concrete production
4.2.1 of EN 13369:2004 shall apply.
4.2.2 Hardened concrete
4.2.2.1 Strength classes
4.2.2.1 of EN 13369:2004 shall apply.
The minimum concrete class for either reinforced or prestressed precast foundation piles shall be C35/45.
4.2.2.2 Compressive strengths
4.2.2.2 of EN 13369:2004 shall apply.
The minimum compressive strength to achieve before transportation or when applicable also before
installation of the pile shall be specified.
4.2.3 Structural reinforcement
4.2.3.1 Processing of reinforcing steel
4.2.3.1 of EN 13369:2004 shall apply.
4.2.3.2 Tensioning and prestressing
4.2.3.2.1 Initial tensioning stresses
4.2.3.2.1 of EN 13369:2004 shall apply.
4.2.3.2.2 Accuracy of tensioning
Class A of 4.2.3.2.2 of EN 13369:2004 shall apply.
4.2.3.2.3 Minimum concrete strength at transfer
4.2.3.2.3 of EN 13369:2004 shall apply.
4.2.3.2.4 Slippage of tendons
Not relevant due to the common production technique.
4.3 Finished product requirements
4.3.1 Geometrical properties
4.3.1.1 Production tolerances
The following tolerances shall apply unless stricter tolerances are specified for single piles or pile segments:
 the axis of the pile shaft after production and without the influence of bending stresses shall be straight.
The permitted production deviation of straightness is shown in Table 2;
 for cross-sectional dimensions L, the permitted deviation is ∆L from nominal dimensions, see Table 2;
 the top and bottom of the pile shall be perpendicular and symmetric to the central axis of the pile. The
angular deviation shall not exceed the following values in class AD1 or class AD2 as shown in Table 1:
Table 1 — Classes of maximum angular deviation of the pile
Class Maximum permitted deviation
Class AD1 1/100 across the cross section
Class AD2 3/100 or 10 mm across the cross section whichever is less
 The top of the pile shall be either plane or convex.
 Axis of any enlarged toe shall be nominally concentric to the axis of the pile shaft. Maximum permitted
deviation is d /100 or 20 mm across the cross section whichever is the less. where d = depth of the
e e
cross-section of enlarged toe;
 for positioning of reinforcing and prestressing steel the permitted deviation is ∆d from nominal effective
depth d of the reinforcement and ∆c from nominal cover c of the reinforcement, see Table 2. For the
nom
single bar pile see Annex C;
 cover of each reinforcing bar from the pile top and pile bottom shall be within the limits of 10 mm to 50
mm, while the mutual difference between the ends of reinforcing bars shall be less than 20 mm, which is
not valid for the single bar pile described in Annex C;
 when determining the deviation from nominal effective depth the location of the reinforcement may be
determined as the mean of the measured values of the bars or strands in a cross section;
 the nominal cover c of the reinforcement shall be not less than the minimum cover c plus the lower

nom min
permitted deviation ∆c;
 the position of the reinforcement and its tolerances shall be specified in production drawings.
The requirements shall be verified in accordance with 5.2.
Table 2 — Permitted deviations for dimensions and cover of precast concrete piles
∆L ∆d ∆c
Target dimension of the cross-section in the direction to be checked
(mm) (mm) (mm)
Cross-section dimensions of the pile + 15 − 10 − 10

− 10
The actual cross section shall be greater than 95 % of the nominal cross
section
Nominal length of the pile + 150
− 100
Straightness of the axis of the shaft
L ≤ 10 m ± 20
10 m ≤ L < 20 m ± 2 L
L ≥ 20 m
± 40
NOTE 1 ∆L and ∆d are given to ensure that deviations in either cross-sectional dimensions or lengths as well as in the position of
the reinforcement do not exceed values covered by the relevant safety factors in the Eurocodes.
NOTE 2 The values for ∆c are given for durability purposes.
In this formula the dimension of length L is m.
4.3.1.2 Minimum dimensions
The shape factor shall not exceed the following values:
Multiple bar reinforced piles/pile segments 75
Prestressed piles 100
The dimensions of an enlarged toe shall be in compliance with Figure 2.
shaft
a ≥≥≥≥ b
c ≥≥≥≥ 500 mm and c ≥≥≥≥ d
e
d ≤≤ 1,6 e
≤≤
e
Key
1 Axis
Figure 2 — Requirements for the dimensions of the toe
The requirements shall be verified in accordance with 5.2.
4.3.1.3 Pile joints
The steel components of the pile joint shall be integrated in the pile segments to be joined. They shall be cast
in, in such a way, that their position can be inspected during production and on the finished product.
The quality of the further structural parts, e.g. locking parts, necessary to complete the actual joining of the
pile segments at the site of installation, shall be the pile producer’s responsibility.
The site assembly of pile joints is not covered by this document.
Pile joints shall locate and maintain a coaxial connection between pile segments. The faces of the pile
components shall be perpendicular to the axis of the pile segments within the following tolerances:
 centres of cast in components shall not deviate more than 10 mm from the central axis of the pile/pile
segment;
 angular deviation of the faces of the pile components shall not exceed an inclination of 1:150.
Coaxial and angular deviation shall be verified in accordance with 5.2.
The classification of pile joints is specified under 4.3.8.3.
4.3.1.4 Pile shoes
Pile shoes, when fitted shall be coaxial with the pile. The face of the pile shoe shall be perpendicular to the
axis of the pile within the following tolerances:
 central axis of the pile shoe shall not deviate more than 10 mm from the central axis of the pile/pile
segment;
 angular deviation of the face of the pile shoe shall not exceed an inclination of 1:75.
Coaxial and angular deviation shall be verified in accordance with 5.2.
4.3.2 Surface characteristics
Not relevant.
4.3.3 Mechanical resistance
4.3.3.1 General
4.3.3 deals only with the nominal mechanical strength of the pile itself. The bearing capacity of the pile in its
final position on site also depends on the geotechnical considerations, which are out of the scope of this
document.
4.3.3.1 of EN 13369:2004 shall apply.
Due to the position of the reinforcement in the single bar pile and the absence of confining reinforcement in
the shaft of this type of pile, the piles in this document are divided into the classes defined in Table 3.
Table 3 — Classifications of piles
Class Pile type
1 Piles or segmental piles with distributed reinforcement and/or prestressed
reinforcement with or without an enlarged pile toe, see also Annex B
2 Piles or segmental piles reinforced with single centrally placed bars, see Annex C
4.3.3.2 Verification by calculation
4.3.3.2 of EN 13369:2004 shall apply.
4.3.3.2.1 Verification of the resistance for transportation
The characteristic concrete strength at time of transportation, as specified in 4.2.2 shall be used in verification
of the resistance according to 4.3.3.2 of EN 13369:2004 with the complementary rules given in Annex B.
4.3.3.2.2 Verification of the resistance for pile installation
The characteristic concrete strength at time of pile installation shall be used in verification of the resistance for
pile installation. The verification of the resistance for pile installation shall conform to relevant documents or
other provisions valid in the place of use taking in consideration the specific geographical conditions which
refer specifically to the installation of the precast concrete foundation piles.
NOTE 1 Provisions for pile installation may give higher minimum requirements for the concrete class and reinforcement
than specified in 4.2 of this document.
NOTE 2 Guidance for the execution of pile foundations is given in EN 12699.
NOTE 3 Provisions regarding the soil conditions in the place of use can be given for pile type – Class 2 – as specified
in Annex C.
4.3.3.2.3 Resistance to design loads
Resistance to design loads at the critical section of the pile shaft shall (e.g. near the joint) be verified by the
calculation in accordance with 4.3.3.2 of EN 13369:2004.
NOTE The calculated resistance of the pile cross section with respect to the axial force will be at least equal to the
geotechnical load bearing capacity of the installed foundation pile.
4.3.3.3 Verification by calculation aided by physical testing
4.3.3.3 of EN 13369:2004 shall apply.
4.3.3.5 Safety factors
4.3.3.5 of EN 13369:2004 shall apply.
4.3.3.6 Transient situations
4.3.3.6 of EN 13369:2004 shall apply.
4.3.4 Resistance and reaction to fire
Not relevant.
4.3.5 Acoustic properties
Not relevant.
4.3.6 Thermal properties
Not relevant.
4.3.7 Durability
4.3.7 of EN 13369:2004 shall apply.
The specific tolerances for piles given in 4.3.1.1 and Annex C shall be considered.
Concrete composition shall be appropriate to exposure class of the soil conditions of the site.
4.3.8 Other requirements
4.3.8 of EN 13369:2004 shall apply, with the following additional requirements.
4.3.8.3 Rigidity of pile joints
The producer shall declare the class of the pile joint and the relevant capacity values.
Pile joints shall be classified in the classes indicating the required capacities, performance and type of
verification methods. The classification is shown in Table 4.
Table 4 — Classification of pile joints

Capacity Performance Verification Methods
Class
Impact load test
Static calculations to be Impact load test with 1 000
Compression/tension Robustness and
A verified by impact testing and impact blows having stress
and bending rigidity
2 2
subsequent bending test.
level 28 N/mm .
Static calculations to be Impact load test with 1 000
Compression/tension Robustness and
B verified by impact testing and impact blows having stress
and bending rigidity
2 2
subsequent bending test.
level 22 N/mm .
Static calculations to be Impact load test with 1 000
Compression/tension Robustness and
C verified by impact testing and impact blows having stress
and bending rigidity
2 2
subsequent bending test.
level 17 N/mm .
Static calculations to be Impact load test with 500
Robustness and
D verified by impact testing. impact blows having stress
Compression
rigidity
2 2
level 17 N/mm .
IBT = Impact load test with subsequent bending test as defined in Annex A.
Stress level means: compressive stresses around the pile joint caused by impact blows.
Pile joint class (i.e. the dynamic stress level during Impact load test) is chosen according to national provisions to correspond the
target geotechnical capacity of the segmental pile.
NOTE Pile joints with better class than specified in the piling specification may be used.
For the pile joints connected with the pile segment, the pile joint class, gap width, calculated characteristic
static bearing capacity (i.e. compression, tension and bending capacity) shall be declared as well as the
flexural stiffness at the level of 0.75 x calculated ultimate bending moment.
Robustness and rigidity of pile joints shall be verified by impact loading testing followed by subsequent
bending testing in conformity with the procedures and methods given in Annex A.
Class A, B and C:
The ultimate bearing capacity (compression, tension and bending) of the pile joint shall be calculated taking in
account the design strengths of materials. Provided that the impact load test and subsequent bending test can
verify the static calculations, then the ultimate bearing capacity of the joint is identical to the static calculated
bearing capacity.
Robustness and rigidity may be deemed adequate if the pile joint performs satisfactorily in the test indicated in
Annex A.
Class D:
The ultimate bearing capacity (compression) of the pile joint shall be calculated taking in account the design
strengths of materials. Provided that the impact load test can verify the static calculations, then the ultimate
bearing capacity of the joint is identical to the static calculated bearing capacity.
Robustness and rigidity may be deemed adequate if the pile joint performs satisfactorily in the test indicated in
Annex A. In this case the subsequent bending test is not performed.
5 Test methods
5.1 Tests on concrete
5.1 of EN 13369:2004 shall apply.
5.2 Measuring of dimensions and surface characteristics
Dimensions shall be verified in conformity with the methods given in Annex J of EN 13369:2004 and Annex E
of this document. For the measurement of perpendicularity of the pile top and pile bottom against pile axis the
measurement shall be made in two directions (e.g. horizontal and vertical directions).
5.3 Weight of the products
The weight of piles is calculated.
6 Evaluation of conformity
6.1 General
6.1 of EN 13369:2004 shall apply.
6.2 Initial type testing
6.2 of EN 13369:2004 shall apply.
Joint rigidity for segmental piles shall be tested following Annex A.
6.3 Factory production control
6.3, except 6.3.6.5, of EN 13369:2004 shall apply.
6.3.6.5 Finished products
Compliance verifications on the finished products shall be performed following Table 5. Other verifications can
be performed when a special necessity arises.
The check shall be carried out at the earliest time possible, preferably in the factory or at the stack yard, and
never after the precast units have been received and accepted by the client.
Table 5 — Finished product inspection
SUBJECT ASPECT METHOD FREQUENCY REGISTRATION
Elements Total length See 4.3 and 5.2 One every month for each casting line Notation in the record
and any type of product form
Elements Straightness Visual inspection One visual for each casting line daily Notice of imperfections
in the record form
See 4.3 and 5.2 One every month for each casting line Notice of imperfections
in the record form
Elements Marking and Visual inspection Visual check daily Notation in the record
Labelling form
Elements Other See 4.3 and 5.2 One every month for each casting line Notation in the record
geometrical form
tolerances
The manufacturer shall keep the records of the elements produced (unique code/mark, production location,
date of casting, etc.) for the required period of archiving and shall provide these data when required.
7 Marking
The producer shall provide a manual in which, among other items, the meaning of the marking is described
and instructions are given for the handling of the pile during transportation, storage and lifting on site.
Each foundation pile or segment shall be marked or labelled near the head of the pile.
For segmental piles the pile joint type shall be indicated.
NOTE For CE marking see Annex ZA.
Markings, unambiguously indicating the points of support during storage and transportation, the hoisting
points and, when necessary, the head and the toe of the pile element, shall be shown on the pile.
8 Technical documentation
The detailing of the element, with respect to geometrical data and complementary properties of materials and
inserts, shall be given in technical documentation, which includes the construction data, such as the
dimensions, the tolerances, the layout of reinforcement, the concrete cover, the expected transient and final
support conditions and lifting conditions.
The composition of technical documentation is given in Clause 8 of EN 13369:2004.
Annex A
(normative)
Type test method for the verification of robustness and rigidity of pile
joints
A.1 Impact load test with subsequent bending test
A.1.1 Principle
Impact load test with subsequent bending test consisting of submitting a segmental pile with cast in pile joint
to a series of impact loads, which generates substantial stresses in the pile joint and in the pile segments.
After impact test the gap between two joint halves is measured and the segmental pile is submitted to a two
point load bending test, where the bending capacity of the pile joint is determined.
A.1.2 Apparatus
The following apparatus are used to perform the test:
 pile driving rig with an impact hammer capable of achieving adequate stresses to the pile joint. The pile
driving rig shall be capable of maintaining the submitted impact loads to an accuracy of ± 10 % of the
specified value;
 stress wave measurement device;
 loading device for applying two equal vertical loads. The device shall be capable of increasing the load
continuously and maintaining the chosen load level constant for the required time (3 minutes to 5
minutes). The force applied shall be measured to an accuracy of 3 %;
 gauges for measuring deflections of the segmental pile due to imposed load during bending test to an
accuracy of 0,1 mm;
 gauge for measuring gap between two joints halves to an accuracy of 0,1 mm.
A.1.3 Test specimens
The test specimen is the segmental pile composed of two pile joint components.
When impact test is performed the length of the upper pile segment shall be at least 3 m. The bottom pile
segment may be provided with a pile shoe and shall have a length, which ensures that the joint will remain
above the ground during the impact test.
The three test specimens, one per test, are assumed to be identical.
A.1.4 Impact load test
The test piling shall take place in a well-defined area, where geotechnical investigation shows sufficient soil
bearing capacity in a suitable depth. A reinforced foundation slab in the prescribed depth can also be used as
a footing to increase the resistance during the driving operations.
The bottom pile segment is driven vertically until it stands firmly imbedded in the soil in such a way that the
pile joint is above the ground and can be observed during the whole test. Care should be taken that failure in
the pile does not occur, due to high stresses during driving.
After driving of the bottom segment the upper segmental pile is jointed to the lower segment.
The impact load test consists of impact blows to the segmental pile generating compressive/tensile stresses
around the pile joint. The number of impact blows and the compressive stress level around the pile joint shall
be according to pile joint class. The stress level in the pile is monitored by means of stress wave
measurements.
After each 500 blows the joint and the pile section around the joint is visually examined, and findings are
recorded. The penetration of the pile is also recorded. In addition to this, the alignment between the bottom -
and top section of the pile is controlled to be not more than inclination 1:150.
A.1.5 Bending test
For the test, the segmental pile is cut to a length having slenderness (pile length/minimum dimension of the
pile cross-section) between 11 and 12.
For the measurement of the gap v between two joint halves without external loading the segmental pile is
supported as shown in Figure A.1. The gap v is measured when the segmental pile (loaded only by its own
weight) is supported in the middle where the pile joint is located and gap v is measured when the segmental
pile (loaded only by its own weight) is supported at both ends to an accuracy of 0,1 mm. The gap v is
calculated from the equation: v = (v + v )/2.
0 1 2
Figure A.1 — Measurement of the gap v between two joint halves without external loading
For the loading test the segmental pile is placed on two supports so that it is tested in its weakest direction
with a span equal to 10 times the minimum dimension of the pile cross-section but at least 3 m. The pile joint
shall be situated exactly in the middle of the span. In Figure A.2 the distance a is equal to L/3 + 2 times the
minimum dimension of the pile cross section.

Figure A.2 — Bending test arrangement
The test pile is loaded with two equal point loads in the third point of the span as shown in Figure A.2.
Data to be recorded:
 deflection is measured using three gauges, which are installed in point a (at the middle of the span) and
i
in points a and a at a distance of (0,5 a) from the middle on the span (see also Figure A.2);
l r
 the first deflection measurement is made when the pile is exposed to its own weight only (zero reading).
The increase of each load step is chosen in order that at least 10 load steps are made before ultimate
bending moment has been reached. After each load step the load is kept constant for about 3 minutes
before reading the gauges;
 the gap, on the lower side of the test specimen, between the two joint halves, shall be measured and
recorded during the test for each load step to an accuracy of 0,1 mm;
 the failure load; the test is carried on to the point when failure in the test specimen occurs.
A.1.6 Evaluation of test results
The measured deflection values provide the background for calculating the flexural stiffness from the following
formula:
Ma
El =
eq
8δ
m
where see Figure A.2
a = L/3 + 2h, in which h is the depth of the pile, see also Figure A.2;
M = bending moment in the pile joint caused by imposed load;
δ = deflection in the middle of the span = δ – (δ + δ )/2 where δ , δ and δ are respectively the
m i l r i l r
displacements of points a , a and a .
i l r
.
If all 3 test specimens perform satisfactorily during the impact test, e.g. no failure occurs in the pile joint during
the driving test and failure in the pile joint during the bending test occurs after the calculated bending moment
in the pile joint has been reached, then the test shall be deemed satisfactory.
A.1.7 Test report
The test report shall include the following information:
 number, title and date of issue of this document;
 name of this Annex A and title of test method (impact load test with subsequent bending test);
 identification of the tested pile joints in relation to production drawing;
 material certificate of the components of tested pile joints including measured material strengths;
 identification of the pile segments in relation to production drawing;
 dates and place of manufacture of tested pile joints and pile segments;
 place and date of testing, testing institute and name of the person responsible for testing;
 intended pile joint class;
 number of impact blows using different stress levels around the pile joint and the stress levels achieved;
 results of the stress wave measurements in impact test;
 observations, penetration of the pile and inclination of pile top and bottom segments after each 500 blows
in impact test;
 gap v between two joint halves without external loading;
 observations of the test specimens (e.g. cracks or deflection) before bending test;
 bending test arrangement i.e. span;
 load chart and load deflection diagram in bending test (deflections as absolute values);
 gap in the joint for each load step in bending test;
 calculated bending moment in the pile joint taking into account the actual strength of the materials, short
term loading and γ = 1;
m
 calculated bending moment, in the lowest value for the shaft and the joint, taking into account the design
strength of the materials;
 load and bending moment at yielding and at failure;
 flexural stiffness of the pile joint at the level of 0,75 x calculated characteristic bending moment of the pile
joint;
 observations of the test specimens after termination of test.
Annex B
(normative)
Design aspects in reference with EN 1992-1-1
B.1 General
B.1.1 Scope
This Annex B applies to the design of precast concrete foundation piles made of reinforced or prestressed
concrete and is complementary to EN 1992-1-1.
The numbering of Clauses of this Annex is arranged in the same order as used for the numbering of Clauses
of EN 1992-1-1.
The principles and application rules of EN 1992-1-1 shall be adhered to, unless explicitly adapted, amended
or modified.
Additional provisions for the single bar foundation pile are given in Annex C.
B.2 Basis of design
B.2.1 Requirements
B.2.1.1 Basic Requirements
P(4) The precast foundation pile shall be designed in accordance with the principles and application rules of
EN 1997-1:2004, 7.8.
P(5) The design for transient situations shall consider the intended methods of handling, transportation and
installation, using the nominal dimensions and a time corresponding specified minimum strength.
B.2.3 Basic variables
B.2.3.1 Actions and environmental influences
B.2.3.1.1 General
P(2) The dynamic action during handling, transportation and driving shall be taken into account according to
the actual operational methods.
NOTE In absence of more rigorous determination, in addition to partial load factors, the factor allowing for the
dynamic effects on the self-weight of the pile may be taken on the basis of the following recommended values which are
inclusive of the self-weight partial safety factor:
γ γ = 1,35 for handling and for transportation of continuously supported piles;

G kd, dyn
 γ γ = 2,00 for transportation of locally supported piles.

G kd, dyn
B.2.4 Verification by the partial safety factor method
B.2.4.2 Design values
B.2.4.2.4 Partial safety factors for materials
(4) The partial safety factors for materials given in EN 1992-1-1 may be modified in accordance with 4.3.3.5
of EN 13369:2004.
B.3 Materials
B.4 Durability and cover to reinforcement
B.4.4 Methods of verification
B.4.4.1 Concrete cover
B.4.4.1.1 General
B.4.4.1.2 Concrete cover, c
min
(14) The concrete cover may be modified in accordance with EN13369:2004, 4.3.7.
(15) Where after installation the head of the precast foundation pile will be stripped, the concrete cover over
the stripping length may be reduced to 10 mm.
B.5 Structural analysis
B.6 Ultimate limit states (ULS)
B.7 Serviceability limit states (SLS)
B.8 Detailing of reinforcement and prestressing tendons
B.8.4 Anchorage of longitudinal reinforcement
B.8.4.1 General
B.8.4.2 Ultimate bond stress
(3) For horizontally cast foundation piles the limiting value of the depth in the direction of concreting, defining
areas with good bond conditions, may be taken as 350 mm, due to the application of an effective compacting
technique.
B.8.7 Laps and mechanical couplers
B.8.7.4 Transverse reinforcement in the lap zone
B.8.7.4.2 Transverse reinforcement for bars permanently in compression
(2) Pile joint anchors and additional longitudinal bars in pile heads are not to be considered as bars in a lap
slice.
B.9 Detailing of members and particular rules
B.9.5 Precast foundation piles
(1) For the single bar pile, see Annex C of this document.
B.9.5.2 Longitudinal reinforcement
P(1) For piles Class 1 the following requirements shall be met:
a) bars shall have a diameter not less than 8 mm;
b) welds or lap slices in bars shall be staggered. The distance between those shall not be less than two
times the largest transversal dimension of the pile shaft;
c) for piles shafts with a non-circular cross-section, at least one bar shall be positioned at each corner;
d) for piles shafts with a circular cross-section, at least 6 bars shall be positioned around the periphery;
e) the spacing of bars shall comply with EN 1992-1-1:2004, 8.2.
B.9.5.3 Transverse reinforcement
P(2) For piles Class 1 the following requirements shall be met:
a) for precast concrete foundation piles with transverse dimensions 300 mm or larger, the diameter of the
transverse reinforcement may be reduced to 5 mm;
b) for precast foundation piles with transverse dimensions smaller than 300 mm, the diameter of the
transverse reinforcement may be reduced to 4 mm;
c) the links, either stirrups or spirals, shall have a nominal diameter not less than 4 mm;
d) the transverse reinforcement in the pile head shall be applied over a length of at least 500 mm. The
number of links along this minimum length shall not be less than 9;
e) in case the pile toe is positioned in alluvial deposits, the transverse reinforcement shall be applied over a
length of at least 200 mm. The number of links over this minimum length shall be not less than 5. In case
a pile rests on hard rock or moraine layers, the transverse reinforcement shall be applied over a length of
at least 500 mm. The number of links shall be adapted accordingly;
f) the transverse reinforcement of the pile shaft between the pile head and pile toe shall be evenly
distributed, while the spacing of the links shall not exceed three times the shaft depth/width, whichever is
the less;
g) the diameter of mandrels used for bending the transverse reinforcement shall not be less than 2,5 times
the nominal diameter in case of cold bending and nor less than 1,5 times in case of hot bending;
h) in hollow core piles the cross sectional area of ties between the pile head and pile toe shall be at least
0,15 % of the concrete cross-section. The diameter of transverse spiral reinforcement shall be at least
2,4 mm or ¼ of the diameter of the longitudinal bars, the spacing shall be less than 15 times the diameter
of the longitudinal bars.
B.9.5.4 Detailing aspects
P(1) For piles Class1 the following requirements according detailing aspects shall be met:
a) the prest
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