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C 1064 – C 1064M – 03 ;QZEWNJQVQZEWNJRN
Europische Organisation fr Technische Zulassungen
Organisation Europenne pour lAgrment Technique
Part five: BONDED ANCHORS
1 Amended November 2006
2nd Amended February 2008
3rd Amended April 2013
Copyright 2012 EOTA
Avenue des Arts 40 Kunstlaan
In this Part requirements, criteria and test information applicable only for bonded anchors are given. They may
be additional to Part 1 or may replace the provisions in Part 1. The same numbering of paragraphs as in Part 1 is
used. If a paragraph is not mentioned, then the text in Part 1 applies without modification.
SCOPE............................................................................................................................................................3
General ...........................................................................................................................................................3
Anchors ...........................................................................................................................................................3
2.1.1 Types and operating principles ..........................................................................................................3
2.1.2 Materials.............................................................................................................................................5
2.2 Concrete..........................................................................................................................................................5
2.2.2 Concrete members ............................................................................................................................5
2.3 Actions ............................................................................................................................................................6
2.4 Categories.......................................................................................................................................................6
TERMINOLOGY .............................................................................................................................................6
3.2 Particular terminology and abbreviations ........................................................................................................6
3.2.1 General (additional terms) .................................................................................................................6
REQUIREMENTS FOR WORKS....................................................................................................................7
4.1 Mechanical resistance and stability (ER 1) .....................................................................................................7
4.3 Hygiene, health and the environment..............................................................................................................7
4.3.1 Content and /or release of dangerous substances ............................................................................7
METHODS OF VERIFICATION......................................................................................................................8
5.0 General ...........................................................................................................................................................8
5.1 Methods related to 4.1 (mechanical resistance and stability) .........................................................................9
5.1.1 General ..............................................................................................................................................9
5.1.2 Tests for suitability ...........................................................................................................................11
5.1.3 Tests for admissible service conditions ...........................................................................................17
Tests for checking durability ........................................................................................................20
5.3 Methods related to 4.3 (hygiene, health and the environment).....................................................................21
Method of verification...................................................................................................................21
ASSESSING AND JUDGING THE FITNESS OF ANCHORS FOR AN INTENDED USE ...........................21
Conversion of ultimate loads to take account of concrete and steel strength ......................................21
6.1 Assessing and judging related to 4.1 (mechanical resistance and stability) .................................................21
6.1.1 Suitability ..........................................................................................................................................21
6.1.2 Admissible service conditions ..........................................................................................................24
6.1.3 Assessment of durability ..................................................................................................................29
6.3 Assessment related to ER3 ..........................................................................................................................29
6.3.1 Methods of assessing and judging...................................................................................................29
6.7 Identification of anchors ................................................................................................................................30
ASSUMPTIONS UNDER WHICH THE ETA IS TO BE ASSESSED ...........................................................31
7.1 Design methods for anchorages ...................................................................................................................31
7.2 Recommendations for packaging, transport and storage .............................................................................31
7.3 Installation of anchors ...................................................................................................................................31
THE ETA CONTENT ....................................................................................................................................32
This Part of the Guideline is for bonded anchors consisting of a bonding material and an embedded metal part.
In general bonded anchors are supplied and used as a unit. However, if the metal part is specified by the
manufacturer of the bonded anchor according to a European or ISO Standard as embedded part, then this part
may be supplied by another party. This Guideline does not cover products intended for the repair of reinforced
This Guideline covers bonded anchors with the following mixing and installation techniques:
Only those bonded anchors in which the mix proportions are controlled by the anchor are covered.
This includes, for example, the following types: glass capsule, soft-skin capsule, pre-packed injection
(coaxial or side by side) cartridges, bulk with mechanical proportioning and bulk where all components
are mixed exactly as supplied.
Systems where the mix proportions are controlled by the installer, such as the bulk type where
component volumes have to be measured by the installer, are not covered.
controlled by anchor, e.g. injection cartridge with static mixer nozzle, bulk type with mechanical mixing.
controlled by the installer - e.g. bulk type mixed in the pot.
controlled during installation - e.g. capsule type
Volume of placed bonding material
controlled by the anchor, e.g. capsule type.
controlled by the installer, e.g. injection and bulk types.
undercut hole.
rotary hammer (electric drilling machine or driven by compressed air)
Capsule placed in the hole and embedded part driven by machine with simultaneous hammering
and turning (Figure 2.2a).
Bonding material injected into the hole. Embedded part may be inserted manually or mechanically
Bonding material poured into the hole and embedded part inserted (Figure 2.2c).
Anchor installation may be independent of torque control or dependent on torque control.
- Bonded anchor:
placed in cylindrical hole and anchored by bonding the metal parts to the
sides of the drilled hole.
- Undercut bonded anchor:
placed into an undercut hole; the load transfer is a combination of
bonding the metal parts to the wall of the hole and mechanical interlock
of the mortar with the undercut in the concrete.
- Torque-controlled bonded anchor:
placed into a cylindrical hole, the load transfer is a combination of
bonding and expansion, where the expansion is achieved by a special
- Post-installed rebar connections:
straight ribbed reinforced bar placed into a cylindrical hole. The post
installed rebar connections are designed according to Eurocode 2 and
ETA based on TR 023.
The test programme for "Torque-controlled bonded anchor" is specified in Technical Report TR 018 and the test
programme for "Post-installed rebar connections" is specified in Technical Report TR 023 to this Part of ETAG.
Examples of installation techniques (bonded anchors)
The following default values for the minimum embedment depth shall be used:
d 10mm h ef = 60 mm
12mm hef = 70 mm
16mm hef = 80 mm
20mm hef = 90 mm
24mm hef = 4d
Lower values of minimum embedment depth are possible only if 20 tests at least be carried out with quadruple
anchor groups according to ETAG 001, Annex A, 5.2.2. These 20 tests could be made with each 5 tests with the
smallest 4 sizes; the requirements of ETAG 001 Part 1, 6.1.2.2.3 have to be fulfilled for all anchor sizes.
The embedment depths in the ETA may not be less than the minimum values 40 mm and 4d.
The bonding materials may be manufactured from synthetic mortar, cementitious mortar or a mixture of the two
including fillers and/or additives.
The packaging systems may be glass capsule, soft-skin capsule, cartridge or bulk.
The embedded parts of the anchor may be threaded rod, deformed reinforcing bar, internally threaded socket or
If embedded parts are commercial standard rods supplied by another party as the approval holder (e.g.
manufacturer of standard rods), then the following conditions have to be fulfilled:
Material, dimensions and mechanical properties of the metal parts according to the specifications given in
an Annex of the ETA
Confirmation of material and mechanical properties of the metal part by inspection certificate 3.1
according to EN 10204: 2004; the documents shall be stored.
Marking of the rod with the envisage embedment depth. This may be done by the manufacturer of the rod
or the person on job site.
Part 5 applies to applications where the minimum thickness of members in which anchors are installed is
h > 100 mm.
The minimum member thickness depends on application parameters and it is given by:
h = hef + h
The values given for h under (a) and (b) are valid for holes drilled with electrical hammer drilling machines and
diamond drilling. For compressed air drilling these values shall be evaluated by tests.
h 2do
Applicable to all anchor types. No application restrictions.
Applicable to all anchor types.
This may be applied where the remote face of the concrete member is accessible and can be
inspected to ensure there has been no break-through. In case of a break-through, measures shall be
taken to ensure that the full bonded length, hef, will be achieved and any potential loss of bonding
material, for instance due to spalling, shall be compensated for. When this is not possible, e.g. with
capsule anchors, then the hole shall be redrilled at a distance according to Part 1, 7.3.
Applicable to injection type anchors.
This may be applied where it can be ensured that the full bonded length, hef, will be achieved, and
compensation shall be made for any potential loss of bonding material.
Option a) is mandatory.
The manufacturer may additionally apply for an ETA to options (b) or (c). In those tests where minimum member
thickness is required, they shall be carried out with each anchor size in its minimum member thickness.
In contrast to Part 1, the transmission of compressive forces on the anchor is allowed.
In contrast to Part 1, it is necessary to consider the different intended uses according to installation or service
conditions in the base material.
use category 1:
Installation in dry or wet concrete
Service condition in dry or wet concrete
use category 2:
Installation in dry or wet concrete or in a flooded hole (not sea water)
Service condition in dry or wet concrete or under water (not sea water)
General (additional terms)
Service temperature range: Range of ambient temperatures after installation and during the lifetime of the
Short term temperature: Temperatures within the service temperature range which vary over short intervals, e.g.
day/night cycles and freeze/thaw cycles.
Maximum short term temperature: Upper limit of the service temperature range.
Long term temperature: Temperature, within the service temperature range, which will be approximately
constant over significant periods of time. Long term temperatures will include constant or near constant
temperatures, such as those experienced in cold stores or next to heating installations.
Maximum long term temperature: Specified by the manufacturer within the range of 0,0,6 times to 1,0 x times
the maximum short term temperature.
Normal ambient temperature: Temperature 21 C 3 C (for test conditions only)
Open time: The maximum time from end of mixing to when the insertion of the anchor into the bonding material
Installation ambient temperature range: The environmental temperature range of the base material allowed by
the manufacturer for installation.
Anchor component installation temperature range: The temperature range of the bonding material and
embedded part immediately prior to installation.
Curing time: The minimum time from the end of mixing to the time when the anchor may be torqued or loaded
(whichever is longer). The curing time depends on the ambient temperature.
4.1.1.2 Temperature
The functioning of a bonded anchor, including its ability to sustain its design load with an appropriate safety
factor and to limit displacements, shall not be adversely affected by temperatures in the concrete near to the
surface within a temperature range to be specified by the manufacturer which may be either:
- 40 C to + 40 C (max short term temperature + 40 C and max long term temperature + 24 C)
- 40 C to + 80 C (max short term temperature + 80 C and max long term temperature + 50 C)
on manufacturers request with 40 C to T1 (short term:T1>+40 C, long term:0,0,6 T1 to 1,0 T1)
In general bonded anchors are not affected by service temperatures down to - 40 C. If there is no experience
for unknown bonding materials on their performance at - 40 C then normal pull-out tests at - 40 C will be
The performance shall not be adversely affected by short term temperatures within the service temperature
range or by long term temperatures up to the maximum long term temperature.
Performance at the maximum long term temperature and maximum short term temperature is checked by tests
described in 5.1.3.1(a) and 5.1.2.5.
Installation temperature range and curing time
Functioning shall also be validated for the range of installation temperatures to be specified by the manufacturer
in terms of lowest and highest installation ambient temperatures, normally in the range 0 C to + 40 C, lowest
and highest anchor component installation temperatures and associated curing times.
Performance at lowest installation temperature and at normal ambient temperature is checked by tests as
described in 5.1.3.1(b) and 5.1.3.1(c). The manufacturer has to provide corresponding data for the upper
installation temperature limit and the associated curing times and for temperatures in between.
4.1.2.1 Correct installation
In addition to the requirements of Part 1, 4.1.2.1:
Dependent on the applications as specified by the manufacturer, it shall be possible to install anchors in dry and
wet concrete (use category 1 according to 2.4) or in dry and wet concrete and in a flooded hole (not sea
water)(use category 2 according to 2.4) and also in the specified installation directions with the drilling
techniques specified by the manufacturer.
Content and /or release of dangerous substances
The applicant shall either
- submit the chemical constitution and composition of the product and/or constituents of the product to the
Approval Body which will observe strict rules of confidentiality
submit a written declaration to the Approval Body stating whether or not and in which concentration the
product and/or constituents of the product contains substances which have to be classified as dangerous
according to Directive 67/548/EEC and Regulation (EC) No 1272/2008 and listed in the "Indicative list on
dangerous substances" of the EGDS - taking into account the installation conditions of the construction
product and the release scenarios resulting from there.
The use of recycled materials shall always be indicated, because this could lead to the implementation of further
assessment and verification methods.
The information concerning the presence of dangerous substances listed in Council Directive 67/548/EEC and
Regulation (EC) No 1272/2008 regulated at European level and listed in the "Indicative list on dangerous
substances" of the EGDS (Expert Group on Dangerous Substances of the EU Commission) and/or of other
dangerous substances, shall be circulated as part of the evaluation report by the issuing Approval Body to the
other Approval Bodies, under strict conditions of confidentiality.
In this section two test methods are distinguished: unconfined tests (see Figure 5.1) and confined tests
(see figure 5.2). Unconfined tests allow an unrestricted formation of the rupture concrete cone. They are
performed according (see figure 5.1) to Annex A, 4. In confined tests concrete cone failure is eliminated by
transferring the reaction force close to the anchor into the concrete.
concrete test member
2 h ef
Example of a tension test rig for unconfined tests
- 2 d0
The rig - steel plate shall be stiff and the area of support large to avoid high compression of the
concrete. Recommendation: compression strength under the steel plate < 0,7 of the concrete
Example of a tension test rig for confined tests
Methods related to 4.1 (mechanical resistance and stability)
Under tension loading bonded anchors may show combined pull-out and concrete cone failure, concrete cone
failure, steel failure and splitting failure.
The failure mode combined pull-out and concrete cone failure is characterized by pulling the embedded part
(with or without the surrounding mortar) out of the concrete. Depending on various influencing factors single
anchors and especially anchor groups may show combined pull-out and concrete cone failures starting from any
point along the embedment depth.
The failure mode concrete cone failure is characterized by a concrete failure starting from the deepest point of
embedment. This failure mode may be observed for single anchors
or anchor groups with or without an influence
of edge distances. The concrete cone failure mode shows the highest possible resistance of bonded anchors
and may be predicted according to current experience as given for
platecontrolled expansion anchors (ETAG
001, Part 2) or undercut anchors (ETAG 001, Part 3).
Steel failure or splitting failure may limit the resistance of bonded
testcompared
memberto the resistance of
combined pull-out and concrete cone failure or concrete cone failure.
In the required tests various influencing factors on the performance of bonded anchors are checked (suitability
tests: e.g. hole cleaning, mixing
technique, tests for admissible service conditions: e.g. temperature effects,
durability tests). In general these influencing factors are only related to combined pull-out and concrete cone
resistance and not to the other failure modes as concrete cone, steel or splitting failure (e.g. tension tests
with concrete cone failure at 20 C and
mm cone failure at 80 C show same performance). By varying
the influencing factors the failure mode may change (e.g. tests with concrete cone failure at 20 C and
combined pull-out and concrete cone failure at 80 C show lower performance at 80 C). If the tests are
performed in such a way that combined pull-out and concrete cone failure is observed (e.g. at 20 C and 80 C)
the largest difference in performance is observed. This influencing factor is decisive for the evaluation of a
bonded anchor system.
So the main aim of the test regime is to establish a resistance for combined pull-out and concrete cone failure if required, modified by the influencing factors-, which is published as Rk in the ETA. The characteristic bond
resistance allows a design of bonded anchors for combined pull-out and concrete cone resistance at variable
embedment depth with or without group- or edge effects. The resistance for concrete cone and steel failure
can be calculated according to current experience.
To avoid steel failure in the tests embedded parts of a higher strength than specified by the manufacturer and
published in the ETA may be used as long as the functioning of the anchor is not influenced. This condition is
fulfilled if the geometry of the embedded part of higher strength steel is identical with the specified embedded
In cases where the use of high strength anchor elements (steel strength 10.9) is insufficient to prevent steel
failure the anchor embedment depth shall be reduced. This principle may overrule the required embedment
depth for the suitability tests (5.1.2) and admissible service condition tests (5.1.3).
Special conditions for tests according to line 1 of Table 5.1 or 5.2 are given in 5.1.2.
The unconfined tests with minimum specified embedment depth in the admissible service condition tests may
show concrete cone failure. If these results are used for evaluating the characteristic bond resistance
(eventually modified by the various influencing factors) the approach is conservative. More precise results may
be achieved if the minimum embedment depth is chosen in a way that bond failure (combined pull-out and
concrete cone failure) is decisive.
Bonded anchors with a high bond resistance may show only concrete cone failure or steel failure in
unconfined tests. In this case it is recommended to perform all tests as confined tests and to evaluate Rk taking
the modification factor setup into account (see Equation 6.17.1).
For the assessment of a bonded anchor the overall test programme has to be carried out including at least the
following minimum number of different concrete batches within the programme of testing:
Assessment for C20/25:
on at least 3 different batches, if the concrete comes from different
on at least 4 different batches, if the concrete comes from the same
Assessment for C50/60:
on at least 2 different batches, if the concrete comes from the same or from
different concrete suppliers.
If concrete batches come from the same concrete supplier it shall be ensured that each batch is made from a
different delivery of either cement or aggregates.
Reference Tension Tests (R) shall be performed because they are needed for the evaluation of the results of the
suitability tests and to take account of the influence of certain parameters on the tension load resistance of
bonded anchors. They shall be made in each batch. All reference tests shall be carried out as follows:
in dry concrete
at normal ambient temperature (T = + 21 C + 3 C)
anchor installation in accordance with the manufacturers published instructions
as confined test; they shall be made at approximately the same curing time as the corresponding
suitability tests or tests for admissible service condition.
In general, the reference tests shall be made in the same concrete batch as the tests to which they shall be
compared (for exception, see note (6) in Table 5.1 and note (4) in Table 5.2). The reference tests shall be made
in non-cracked concrete (cracked concrete, w = 0,3mm), if their results shall be compared with results of tests
in non-cracked concrete (cracked concrete).
It is necessary to carry out at least 5 reference tests in each series. If the coefficient of variation of the failure
loads is > 15 %, then the number of reference tests shall be increased.
If the manufacturer applies for embedded parts of bonded anchors which are geometrically identical but of
different material, then all tests shall be made with one material. For the other material, only the torque tests
according to Part 1, Table 5.1 or 5.2, line 7 shall be carried out and if the embedded part has a reduced section
along the length shear tests according to Part 1, Table 5.4, line 5 and 6 or line 7 and 8 for the evaluation of the
characteristic shear resistance are necessary.
If the approval is to cover more than one drilling technique, then all tests shall be done with all drilling
The types of tests, test conditions, the number of required tests and the criteria applied to the results are given in
Table 5.1 (anchors for use in cracked and non-cracked concrete) and Table 5.2 (anchors for use in non-cracked
concrete only). Detailed information about special tests are given in the chapters after the Tables.
In all suitability tests, the hole shall be drilled with a drill bit dcut,m. In general a torque shall not be applied to the
anchor. Only in torque tests are the anchors torqued to failure.
The suitability tests shall be performed with the depth requested by the manufacturer. If the manufacturer
applies for bonded anchors with several embedment depths, the installation safety tests according to line 1,
Table 5.1 or 5.2 shall be done with the maximum embedment depth requested by the manufacturer, the other
suitability tests with the medium value between the minimum and maximum requested embedment depth.
To avoid steel failure in the installation safety tests with maximum embedment depth, as an example the
following test procedure may be employed:
Use a test member consisting of two concrete blocks which are stacked on the top of each other without
permanent connection. The drilling and cleaning of the hole as well as the injection of the hole for anchors with
the maximum embedment depth is done in the two parts. After that remove the upper concrete block, set the
anchor in the bottom block and after curing carry out the tension test.
Suitability tests for bonded anchors to be used in cracked and non-cracked concrete (10)
load/dis
> 0,8(8)
> 0,75(8)
Installation safety 1 (a) dry concrete
(b) wet concrete
(c) flooded hole
3 Functioning in low
4 Functioning in high
5 Functioning in crack
6 Functioning under
7 Maximum torque
8 Functioning under
freeze/thaw cond.
9 Functioning with
- - 5 - - R 5 5 5 5
- 5 - R - - - - -
6.1.1.2 (a)
6.1.1.1(a)
to (c), (e)
or >1,0
C50/60(6)
C20/25(7)
6.1.1.2 (d)
to (c), (f)
s = smallest; i = intermediate; m = medium; l = largest
m = M12 or smallest size if that is larger than M12.
see section 6.1.1.1 (d).
These suitability tests shall be performed as confined tests.
The test functioning in crack movements shall be carried out as unconfined test (Annex A, 5.5).
The following tension tests to failure shall be carried out as confined tests.
R: The reference tests shall be carried out with the same anchor diameter and in the same slab or
same concrete batch as in the corresponding suitability tests.
For Options 1, 3 and 5 (different characteristic values for C20/25 and C50/60) the corresponding
reference tests shall be carried out in a crack width of 0,3mm. The required -factor shall be > 0,8. For
Options 2, 4 and 6, reference tests (for line 3) will not be required, because in these options the
characteristic resistance is independent of the concrete strength, therefore the results of the suitability
tests will be compared with the results of reference tests carried out in low strength concrete (w = 0,3
mm, line 2), the required -factor shall be > 1,0
The corresponding reference tests for the tension tests after the crack movements tests are required
only for smallest, medium and largest sizes. They shall be carried out with w = 0,3 mm. The results of
the reference tests for intermediate sizes shall be derived from results of reference tests with the other
diameters by using the mean bond strength of the neighbouring sizes.
For 2 = 1,2. For other partial safety factors, see Table 6.1 in 6.1.2.2.2.
The tests shall be performed with largest diameter applied for installation direction
This Table is not valid for bonded anchor systems if expansion forces by the anchor are created; these
torque-controlled bonded anchors have to be assessed according to the Technical Report 018.
Suitability tests for bonded anchors to be used in non-cracked concrete only
load/dis.
Procedur Ref. test
5 Functioning under
6.1.1.2 (b)
These suitability tests are performed as confined tests.
Suitability tests for functioning in non-cracked high strength concrete (line 3) will only be required for
Options 8, 10 and 12. In these options the characteristic resistance is independent of the concrete
strength, therefore the results of the suitability tests in high strength concrete shall be compared with the
results of the reference tests in low strength concrete. The required -factor shall be > 1,0
For Options 7, 9 and 11 suitability tests in high strength concrete are not needed, because the anchor
behaviour in high strength concrete is checked in tests for admissible service conditions.
R: The reference tests shall be carried out with same anchor diameter and in the same slab or same
concrete batch as in the corresponding suitability tests.
5.1.2.1 Installation safety tests
Confined tension tests in non-cracked concrete C20/25.
The following test conditions are defined for drilling the hole with an electric hammer drilling machine. In general
the conditions are also valid for other drilling techniques. However some modifications of the installation safety
tests might be necessary which shall be agreed by the Approval Bodies.
5.1.2.1 (a)
Effect of hole cleaning technique in dry substrate
Tests in dry concrete.
Drill downwards to the depth defined by the manufacturer.
Clean the hole with the hand pump and brush supplied by the manufacturer, using two blowing and one brushing
operation in the order prescribed in the manufacturer's installation instructions. This test procedure is valid only if
the manufacturers installation instructions specify hole cleaning with at least four blowing and two brushing
operations. If the instructions specify less than this, then the above requirement (2 blows + 1 brush) shall be
reduced proportionately and the number of blows/ brushes shall be lowered to the next whole number. Therefore
where the manufacturers installation instructions recommend two blowing and one brushing operations, the
suitability tests shall be carried out without the brushing operation.
If precise instructions for hole cleaning are not provided by the manufacturer's installation instructions, then the
tests are carried out without hole cleaning.
Install the embedded part in accordance with the manufacturer's installation instructions.
5.1.2.1 (b)
Effect of hole cleaning technique in wet substrate
Hole cleaning and installation according to 5.1.2.1 (a). However the concrete in the area of anchorage shall be
water saturated when the hole is drilled, cleaned and the embedded part is installed.
The following procedure may be applied to ensure a water saturated concrete in the area of the anchorage:
1. A hole with approximately 0,5 d0 (d0 = drill hole diameter of the tested anchor) is drilled in the concrete
substrate to the recommended depth ,
2. The hole is filled with water and remains flooded for 8 days until water has percolated into the concrete at a
distance equal to 1,5d to 2d from the axis of the hole,
3. Water is sucked out of the hole,
4. The final hole is drilled at the recommended diameter d0,
Clean the hole according to the description for dry concrete (5.1.2.1(a)) and install the embedded part in
If methods other than those described above are used it shall be shown by appropriate methods that the
concrete in the area of the anchorage is water saturated.
5.1.2.1 (c)
Effect of hole cleaning technique in flooded hole
The tests are made in concrete which is water saturated in the area of the anchorage. To ensure a water
saturated concrete in the area of the anchorage the procedure of 5.1.2.1(b) shall be applied. After cleaning the
hole according to 5.1.2.1(a), fill the hole with water. Without removing water from the hole, place the bonding
material and insert the embedded part as described in the manufacturers installation instructions.
These tests are not required for anchors where the manufacturers installation instructions state that water shall
be completely removed before anchor installation. Installation instructions shall make it clear that simply inserting
a capsule or injecting bonding material does not adequately remove water, and a proper process shall be
described to remove water completely.
5.1.2.1 (d)
Effect of mixing technique
Tests are only required for those anchor types where the mixing technique is controlled by the installer, such
mixing components until a colour change is affected throughout the material
mixing with recommended equipment for a specified time
carrying out a repetitive mixing operation for a specified number of times.
Tests shall be carried out on incomplete mixes, i.e. by reducing the specified process by 25 %.
For example, in the case of a), the test is carried out after mixing for 75 % of the time taken to achieve an even
colour throughout the material.
Tests are not required for capsule type bonded anchors, because the effect of mixing on the anchor behaviour is
already covered by the other suitability tests.
5.1.2.1 (e)
Effect of hole drilling tolerances
From experience, tolerances of drill bits for cylindrical holes do not adversely affect the performance of bonded
anchors, therefore tests are not required.
5.1.2.1 (f)
Effect of variation in volume of bonding material
Tests are not required.
5.1.2.2 Functioning in low (C20/25) or high strength concrete (C50/60)
The tests shall be carried out according to Annex A, however as confined tests.
5.1.2.3 Functioning in crack movements
The tests shall be carried out according to Annex A, 5.5, however the constant tension load Np shall be
calculated from Equation (5.4).
0.75 NRk,p
characteristic resistance for pullout failure given in the ETA for cracked concrete C20/25
partial safety factor given in the ETA
ratio according to Equation (6.15), tests at maximum long term temperature 1,0
ratio according to Equation (6.16), tests at maximum short term temperature 1,0
ratio according to Equation (6.22), tests for checking durability of adhesive 1,0
The tension test after crack movements shall be done as a confined test.
5.1.2.4 Functioning under repeated loads
The tests shall be carried out in non-cracked concrete C20/25 according to Annex A, 5.6, however as confined
tests. The maximum load Nmax on the anchor shall be calculated by Equation (5.5).
1.1 NRk ,p
NRk,p = characteristic resistance for pullout failure given in the ETA for non-cracked concrete
Mc = partial safety factor given in the ETA
= ratio according to Equation (6.15), tests at maximum long term temperature 1,0
= ratio according to Equation (6.16), tests at maximum short term temperature 1,0
= ratio according to Equation (6.22), tests for checking durability of adhesive 1,0
5.1.2.5 Functioning under sustained loads
Tests shall be carried out in non-cracked concrete C20/25, both at normal ambient temperature and maximum
long term temperature.
(a) Tests at normal ambient temperature
Install anchors at normal ambient temperature.
Load anchor to Nsust according to Equation (5.6a):
Nsust =
Maintain load at Nsust and maintain temperature at normal ambient temperature and measure the displacements
until they appear to have stabilised, but at least for three months (in special justified cases the Approval Body
may allow a shorter duration for the sustained load test). Temperatures in the room may vary by + 3K due to
day/night and seasonal effects but the required test room temperature shall be achieved as an mean over the
test period. The frequency of monitoring displacements shall be chosen so as to demonstrate the characteristics
of the anchor. As displacements are greatest in the early stages, the frequency shall be high initially and reduced
with time. As an example, the following regime would be acceptable:
During first hour:
During next 6 hours:
During next 10 days:
every 5-10 days.
To check the remaining load capacity after the sustained load test, unload the anchor and carry out a confined
(b) Test at maximum long term temperature
These tests are not needed for temperature range (a), see 4.1.1.2 (-40 C to +40 C), because the effect of the
maximum long term temperature (+24 C) is tested under normal ambient temperature.
It is recommended to perform the tests in concrete specimen made from the same batch as the specimen used
for the tests according to 5.1.3.1(a).
Load anchor to Nsust according to Equation (5.6b):
1.1 NRk,p
= ratio according to Equation (6.22), tests for checking durability of adhesive. 1,0
Raise the temperature of the test chamber to the maximum long term temperature at a rate of approximately 20
Maintain load Nsust and maintain temperature at the maximum long term temperature. For the duration of the
tests, the allowed variation of the temperature of the test chamber and the frequency of monitoring
displacements 5.1.2.5(a) applies.
tension test at the maximum long term temperature.
5.1.2.6 Torque tests
Tests according to Annex A, 5.10.
In addition, it has to be checked if the 95% of tension force generated in the torque tests at T = 1,3 Tinst is not
larger than the characteristic resistance for pullout failure NRk,p = d hef Rk,ucr
min embedment depth for the corresponding diameter
Rk,ucr:
characteristic bond resistance for non-cracked concrete C20/25 as given in the ETA.
5.1.2.7 Functioning under freeze/thaw conditions
The tests are performed in non-cracked freeze-thaw resistant concrete C50/60 in accordance with EN 206. As
test member in general a cube with side length of 200 mm to 300 mm or 15d to 25d shall be used, splitting of
concrete shall be prevented.
Cover the top surface of the test member with tap water to a depth of 12 mm, other exposed surfaces shall be
sealed to prevent evaporation of water.
Load anchor to Nsust according to Equation (5.7):
NRk ,p
NRk,p = characteristic resistance for pullout failure given in the ETA for non-cracked concrete C50/60
= partial safety factor for actions = 1,4Carry out 50 freeze/thaw cycles as follows:
- Raise temperature of chamber to (+ 20 2) C within 1 hour, maintain chamber temperature at (+ 20 2) C
- Lower temperature of chamber to (-20 2) C within 2 hours, maintain chamber temperature at (-20 2) C for
14 hours (total of 16 hours).
If the test is interrupted, the samples shall always be stored at a temperature of (-20 2) C between the cycles.
The displacements shall be measured during the temperature cycles.
After completion of 50 cycles carry out a confined tension test at normal ambient temperature.
5.1.2.8 Effect of installation directions
The effect of installation directions shall be shown by appropriate tests or investigations. If the conditions in
6.1.1.2(g) are satisfied, then further tests are not required. However, for the critical overhead installation, it is
necessary to carry out tension tests, unless the manufacturer's installation instructions exclude overhead use.
The test conditions are given in Part 1, 5.1.3 and Annex B. They are summarised in Table 5.4 of Part 1. Table
5.4 applies to anchors to be used in cracked and non-cracked concrete according to Option 1. In addition to Part
1, 5.1.3 and Annex B, tests according to 5.1.3.1, 5.1.3.2 and 5.1.4 shall be carried out.
The current experience for bonded anchors is valid only for anchors with an embedment depth in the range as
given in 2.1.1.
The tests shall be performed with the depth requested by the manufacturer. If the manufacturer applies for
bonded anchors with several embedment depths, the tests for admissible service conditions shall be done as
unconfined tests for all diameters with the minimum requested embedment depth.
Table 5.5 and Table 5.6 show the required number of tests for determination of the admissible service conditions
where the design model with characteristic bond resistance Rk according to the Technical Report 029 is used.
Table 5.5 is given for bonded anchors to be used in cracked and non-cracked concrete based on unconfined
tests. A1 - tests with intermediate anchor sizes may be omitted only if a continuous bond resistance is shown
with A1 tests as confined tests for all anchor sizes.
Table 5.6 is given for bonded anchors to be used in cracked and non-cracked concrete based on confined tests
and calculated with setup.
Test series A3 and A4 may be omitted for anchors to be used in non-cracked concrete only.
For all tests for determination of admissible service conditions for tension resistance, Reference tension tests
(R) shall be carried out in the same slab or batch (see 5.1.1) with the medium anchor size (see note 1 in Tables
5.1 and 5.2).The reference tests for cracked concrete shall be carried out in a crack width of 0,3 mm.
Admissible service condition tests for bonded anchors to be used in cracked and non-cracked
concrete based on unconfined test
Tension in noncracked low
A1 conf
A2 (1) Tension in noncracked high
A3 (1) Tension in cracked
A4 (1) Tension in cracked
A14 (1) Tension test in
A20 (1) Minimum spacing
Notes to Table 5.5
Minimum number of tests for anchor size
R-tests for batch factor not included in table
Anchor size: s = smallest; i = intermediate; m = medium; l = largest
Example for threaded rods:
A1 confined tests show continuous bond resistance for all sizes.
The applicant demands approval for 3 sizes; test all sizes.
The applicant demands approval for 5 sizes; test 3 sizes (see table).
The applicant demands approval for 8 sizes; test 4 sizes.
The applicant demands approval for 11 sizes; test 5 sizes.
The sizes shall be equally distributed in the range of all sizes.
Admissible service condition tests for bonded anchors to be used in cracked and noncracked concrete based on confined test and calculated with setup
Alternative to table 5.5
A1 conf Tension in noncracked low
A2 (1) Tension in nonconf
cracked high
Notes to Table 5.6
5.1.3.1 Influence of temperature on characteristic resistances
The tests according to 5.1.3.1(a) to 5.1.3.1(c) shall be carried out in concrete from the same concrete batch.
a) Effect of increased temperature
The tests shall be carried out in non-cracked concrete C20/25 at the following temperatures for the different
temperature ranges given in 4.1.1.2:
Temperature range a) maximum short term temperature up to + 40 C:
Test are performed with the maximum short term temperature at + 40 C. The maximum long term temperature
at approximately +24 C is checked by the tests at normal ambient temperature.
Temperature range b) maximum short term temperature up to + 80 C:
Test are performed with the maximum short term temperature at +80 C and with the maximum long term
temperature at +50 C.
Temperature range c) on manufacturer's request
Test are performed with the maximum short term temperature and the maximum long term temperature
specified by the manufacturer within the range of 0,6 times to 1,0 times the maximum short term temperature
and at temperatures between +21 C and maximum short term temperature with an increment of 20 K.
The tests are performed in non-cracked concrete C20/25. They may be carried out in slabs or, where space of
the heating chamber is restricted, in cubes. Splitting of the concrete shall be prevented by means of confinement
(dimensions, reinforcement or transverse pressure).
Anchor size: M12 (or smallest in range if smallest size is larger than M12).
Install anchors at normal ambient temperature according to manufacturer's installation instructions.
Raise test member temperature to required test temperature at a rate of approximately 20K per hour. Cure test
member at this temperature for 24 hours.
While maintaining the temperature of the test member in the area of the embedded part at a distance of 1d from
the concrete surface at + 2K of the required value, carry out confined tension test.
Note: The check that the requirement on the temperature in the test member is fulfilled shall be done
once and then the test procedure shall be kept constant.
Number of tests: 5 tests per temperature.
b) Effect of low installation temperature
The tests are performed in non-cracked concrete C20/25. For test member dimensions, see 5.1.3.1a).
Drill and clean hole according to manufacturer's installation instructions then cool test member to the lowest
installation ambient temperature specified by the manufacturer, and the bonding material and embedded part to
the lowest anchor component installation temperature specified by the manufacturer. Install anchor, maintain the
temperature of the test member at the lowest installation ambient temperature for the curing time quoted by the
manufacturer at that temperature.
Carry out confined tension test at the end of the curing time while maintaining the temperature of the test
member in the area of the embedded part at a distance of 1d from the concrete surface at the specified lowest
installation temperature 2K.
Note: The same note as for the test method in 5.1.3.1a) applies.
c) Minimum curing time at normal ambient temperature
Perform confined tension tests at normal ambient temperature at the corresponding minimum curing time
Note: One series of the reference tests according to 5.1.3 may be made at minimum curing time.
5.1.3.2 Shelf life
The manufacturer shall provide evidence in support of the quoted shelf life, including storage conditions.
Part 1, 5.1.4 applies. In addition, the durability of the bonding material shall be verified by slice tests. With slice
tests, the sensitivity of installed anchors to different environmental exposures can be shown.
The concrete compressive strength class shall be C20/25. The diameter or side length of the concrete specimen
shall be equal to or exceed 150mm. The test specimen may be manufactured from cubes or cylinders or may be
cut from a larger slab. They can be cast; it is also allowed to diamond core concrete cylinders from slabs.
One anchor (medium size M12 or smallest size if the smallest size is larger than M12) to be installed per cylinder
or cube on the central axis in dry concrete, drill bit dcut,m, according to the manufacturer's installation instructions .
The embedded part shall be made out of stainless steel.
After curing of the adhesive according to manufacturer's instructions the concrete cylinders or cubes are
carefully sawn into 30mm thick slices with a diamond saw. The top slice shall be discarded.
To gain sufficient information from the slice tests, at least 30 slices are necessary (10 slices for every
environmental exposure test and 10 slices for the comparison tests under normal climate conditions.
Storage of the test specimen under environmental exposure:
The slices with adhesive anchors are subjected to water with high alkalinity and condensed water with
sulphurous atmosphere. For comparison tests slices stored under normal climate conditions (dry / +21 C 3 C
/ relative humidity 50 5%) for 2000 hours are necessary.
The slices are stored under standard climate conditions in a container filled with an alkaline fluid (pH = 13.2). All
slices shall be completely covered for 2.000 hours. The alkaline fluid is produced by mixing water with KOH
(potassium hydroxide) powder or tablets until the pH-value of 13.2 is reached. The alkalinity of pH = 13.2 shall
be kept as close as possible to 13.2 during the storage and not fall below a value of 13.0. Therefore the pHvalue has to be checked and monitored in regular intervals (at least daily). The producing of alkaline fluid by
mixing water with KOH (potassium hydroxide) powder or tablets could be given as an example. If other materials
are used then it has to be shown that same results and comparable assessment are achieved respectively.
Sulphurous atmosphere:
The tests in sulphurous atmosphere shall be performed according to EN ISO 6988:1994 "Metallic and other nonorganic coatings Sulphur dioxide test with general condensation of moisture". The slices are put into the test
chamber, however in contrast to EN ISO 6988 the theoretical sulphur dioxide concentration shall be 0,67 % at
beginning of a cycle. This theoretical sulphur dioxide concentration corresponds to 2 dm3 of SO2 for a test
chamber volume of 300 dm3. At least 80 cycles shall be carried out.
Slice tests:
After the storage time, the thickness of the slices is measured and the metal segments of the bonded anchors
are pushed out of the slice, the slice is placed centrally to the hole of the steel rig plate. If slices are unreinforced
then splitting may be prevented by confinement. Care shall be taken to ensure that the loading punch acts
centrally on the anchor rod.
The results of at least 10 tests shall be taken for every environmental exposure and for comparison; results with
splitting failure shall be ignored.
The product and/or constituents of the product listed in the EOTA TR 034: "General Checklist for
ETAGs/CUAPs/ETAs -Content and/or release of dangerous substances in products/kits, which have to be
considered will be verified by the given methods taking into account the installation conditions of the construction
product and the release scenarios resulting from there. Regulations related to placing the product on the market
may also need to be taken into account.
Regarding the release scenarios referred to in the EOTA TR 034, the use category IA2 (Product with no direct
contact to (e.g. covered products) but possible impact on indoor air) have to be considered.
6.0(b) Conversion of ultimate loads to take account of concrete and steel strength
Part 1, 6.0(b) applies. However, for pullout failure (including pullout failure of single anchors with a typical shallow
cone at the loaded end), a linear relationship between the failure loads in low and high strength concrete may be
assumed for simplification.
Assessing and judging related to 4.1 (mechanical resistance and stability)
In all tests according to lines 1 to 6 and 8 to 9 of Tables 5.1 and 5.2 the following criteria shall be met.
(a) Instead of the requirement on the load-displacement curves in Part 1, 6.1.1.1 (a) with respect to
uncontrolled slip the following evaluation shall be done:
With bonded anchors uncontrolled slip occurs when the mortar with the embedded part is pulled out of the
drilled hole (because then the load displacement behaviour depends significantly on irregularities of the
drilled hole). The corresponding load when uncontrolled slip starts is called load at loss of adhesion Nu,adh.
Nu,adh shall be evaluated for every test from the measured load displacement curve. In general the load at
loss of adhesion is characterised by a significant change of stiffness, see Figure 6.1a). If the change in
stiffness at a defined load is not so obvious, e.g. the stiffness is smoothly decreasing, the load at loss of
adhesion shall be evaluated as follows:
1) Compute the tangent to the load-displacement curve at a load 0,3 Nu (Nu = peak load in test). In
general the tangent stiffness can be taken as the secant stiffness between the points 0/0 and
0,3 Nu/0,3 (0,3 = displacement at N = 0,3 Nu).
2) Divide the tangent stiffness with a factor of 1,5.
3) Draw a line through the point 0/0 with the stiffness as calculated in 2).
4) The point of intersection between this line and the measured load-displacement curve gives the load
Nu,adh where the adhesion fails, see Figure 6.1b).
If there is a peak in the load-displacement curve, to the left side of this line, which is higher than the load at
intersection, Nu,adh is taken as the peak load, see Figure 6.1c).
If there is a very stiff load-displacement curve at the beginning (0,3 0,05mm) the drawing of the line for
the calculation can be shifted to the point (0,3 Nu/0,3 ), see Figure 6.1d).
For all suitability tests factor 1 shall be calculated according to Equation (6.12):
Nu, adh Mc
NRk, p 4
Nu,adh = load at loss of adhesion as defined above
NRk,p = characteristic resistance for pullout failure given in the ETA for concrete strength
class and state of concrete (cracked, non-cracked) corresponding to the evaluated
= partial safety factor given in the ETA
The minimum value of 1 of all suitability tests is decisive. If the value of 1 is less than 1,0 then the
characteristic resistance NRk,p shall be reduced according to 6.1.2.2.1(b).
The evaluation of the load at loss of adhesion is not required when failure occurs between mortar and embedded
part along the entire embedment depth (see definition of uncontrolled slip). In this case the factor 1 shall be
taken as 1,0.
a) load at loss of adhesion by a significant change of stiffness
b) evaluation of load at loss of adhesion
c) evaluation of load at loss of adhesion
d) evaluation of load at loss of adhesion
Examples of load-displacement curves
(b) The criteria of the scatter of the load/displacement curves given in Part 1, 6.1.1.1 (b) are valid.
(c) In each test series, the coefficient of variation of the ultimate loads shall be smaller than v = 30 %.
(d) Instead of Equation (6.2) of Part 1, 6.1.1.1(d) the following Equation shall be used for calculation of the value
u,5%
= min r,i ; r,i
; u,5%
= mean (5% fractile) of bond resistance of the suitability tests carried out in slab i
= mean (5% fractile) of bond resistance of the corresponding reference test carried out
in the same slab i or same batch
The bond strength of each test is calculated according to Equation (6.17).
A comparison of the characteristic values in Equation (6.13) is not required, if the conditions in Part 1, 6.1.1.1(d)
are fulfilled or if the coefficient of variation of the ultimate bond strength values are 15% in both test series.
The results of the sustained load tests at maximum long term temperature according to 5.1.2.5(b) shall be
compared with the results of the corresponding test at maximum long term temperature according to 5.1.3.1a).
6.1.1.2 Additional criteria valid for specific tests
Sustained load tests
The displacements measured in the tests have to be extrapolated according to Equation (6.14) (Findley
approach) to 50 years (tests at normal ambient temperature), or 10 years (tests at maximum long term
temperature), respectively. The trend line according to Equation (6.14) may be constructed with data from not
less than the last 20 days (minimum of 20 data points) of the sustained load test. The extrapolated
displacements shall be less than the mean value of the displacements su,adh in the corresponding reference tests
at normal ambient temperature or maximum long term temperature respectively. su,adh is the displacement at
Nu,adh (loss of adhesion).
= s o + a tb
= initial displacement under the sustained load at t = 0 (measured directly after
applying the sustained load)
= constants (tuning factors), evaluated by a regression analysis of the deformations
measured during the sustained load tests
The rate of displacement increase shall reduce with increasing number of freeze/thaw cycles to a value almost
Effect of installation directions
When installed in accordance with the manufacturers installation instructions for the direction concerned, the
gap between the anchor and the wall of the hole shall be completely filled with mortar and there shall be no loss
of bonding material from the hole following anchor setting after cleaning the surface. The embedded part shall
not move significantly during curing time.
For tests with overhead installation the conditions in 6.1.1.1a) to 6.1.1.1c) and 6.1.1.1d) with = 0,9 shall be
6.1.2.1 Criteria
Criteria valid for all tension tests
(a) Instead of the requirements on the load/displacement curves in Part 1, 6.1.2.1(a) with respect to uncontrolled
slip the factor 1 shall be calculated according to Equation (6.12). The minimum value of 1 of all tests is
If the value 1 is less than 1,0 then the characteristic resistance NRk,p shall be reduced according to 6.1.2.2.1(b).
(b) The criteria on the load/displacement behaviour of Part 1, 6.1.2.1(b) apply.
(c) In each test series, the coefficient of variation of the ultimate loads shall be smaller than v = 20 %.
Additional criteria valid for specific tests
Tests at maximum long term temperature
From the failure loads measured in the tests at maximum long term temperature the factor 2 shall be calculated
according to Equation (6.15).
Nu,5%
2 = min r
u,m Nu,5%
; Nu,5%
Nu,m
= mean (5% fractile of) failure loads of the tests at maximum long term temperature
= mean (5% fractile of) failure loads of corresponding reference tests performed at normal
A comparison of the 5% fractile of failure loads in Equation (6.15) is not required, if the conditions in Part 1,
6.1.1.1(d) are fulfilled or if the coefficient of variation of failure loads is 15% in both test series.
If the value 2 is less than 1,0 then the characteristic resistance NRk,p shall be reduced according to 6.1.2.2.1(b).
Tests at maximum short term temperature
From the failure loads measured in the tests at maximum short term temperature the factor 3 shall be
calculated according to Equation (6.16)
0,8 Nmlt
0,8 Nu,5%
mean (5% fractile of) failure loads of the tests at maximum short term temperature
mean (5% fractile of) failure loads of the tests at maximum long term temperature. For
temperature range a) according to 4.1.1.2 the results of tests at normal ambient
temperature may be taken.
A comparison of the 5% fractile of failure loads in Equation (6.16) is not required, if the conditions in Part 1,
If the value 3 is less than 1,0 then the characteristic resistance NRk,p shall be reduced according to 6.1.2.2.1(b).
Tests at minimum installation temperature
The mean failure loads and the 5% fractile of failure loads measured in tests at the minimum installation
temperature and corresponding minimum curing time shall be at least equal to the corresponding values
measured in tests at normal ambient temperature and corresponding minimum curing time. These requirements
apply also for the tests at other installation temperatures and corresponding minimum curing times.
A comparison of the 5% fractile of failure loads is not required, if the conditions in Part 1, 6.1.1.1(d) are fulfilled
or if the coefficient of variation of failure loads is 15% in both test series.
If the condition is not fulfilled, then the minimum curing time at the minimum installation temperature shall be
increased and the tests at minimum installation temperature shall be repeated until the condition is fulfilled. This
applies also for the tests at other installation temperatures and corresponding minimum curing times.
Tests at normal ambient temperature and corresponding minimum curing time
The mean failure loads and the 5% fractile of failure loads measured in tests at the normal ambient temperature
and corresponding minimum curing time shall be at least 0,9 times the values measured in reference tests with a
"long curing time" in the tests for admissible service conditions. The "long curing time" is the maximum curing
time normally used in admissible service conditions tests (24 hours for resins, 14 days for cementious mortars).
If this condition is not fulfilled, then the minimum curing time at normal ambient temperature shall be increased
and the corresponding tests shall be repeated or the characteristic resistance for pull out failure given in the ETA
is reduced according to 6.1.2.2.1(b).
6.1.2.2 Assessment of admissible service conditions
6.1.2.2.1 Characteristic resistance of single anchor
Part 1, 6.1.2.2.1(a) applies. In addition, for evaluating the characteristic tension resistance NRk for concrete cone
failure and pullout failure (NRk,c = NRk,p) the following provisions given in Equations (6.17 to 6.20) are valid.
However, for pullout failure (including pullout failure of single anchors with a typical shallow cone at the loaded
end) a characteristic bond resistance Rk instead of a characteristic resistance NRk may be given in the ETA;
therefore the Equations (6.17.1 and 6.20.1) are valid, Equation (6.18) is unchanged and Equation (6.19) is not
From the results of the tension tests for admissible service conditions the bond strength of each test is
calculated according to Equation (6.17):
Niu (C20 / 25)
bond strength of a tension test with diameter d in slab i or batch i
(C20/25) =
peak load of a tension test with diameter d in slab i or batch i converted to
C20/25 according to 6.0(b).
diameter of embedded part
1,0 if service condition tests are performed as unconfined tests
0,75 if service condition tests in non-cracked concrete are performed as confined
0,70 if service condition tests in cracked concrete are performed as confined tests
To take the influence of different concrete parameters on the failure load into account the bond strength
values iRu according to Equation (6.17) shall be converted by Equation (6.18) using the results of
min rRu,m,m
bond strength at normal ambient temperature
bond strength according to Equation (6.17)
minimum value of the mean bond resistances of all reference tests series
(test for suitability and admissible service conditions with anchor diameter
mean bond resistance of reference test with anchor diameter medium
Ru,m, m
carried out in the same slab i or same batch i as those used for the tension tests for
admissible service conditions.
The converting to the minimum bond resistance according to Equation (6.18) (modification of iRu) can
be omitted, if the coefficient of variation of the ultimate bond resistance of all results in the reference test
series with diameter medium is 15 %. Thereby the characteristic resistance of the bond strength of the
admissible service condition tests has to be determined with a coefficient of variation of 15 %.
From the values Ru according to Equation (6.18) the characteristic bond strength resistance Rk shall be
evaluated according to Part 1, 6.1.2.2.1. In general, a constant value Rk valid for all anchor diameters
shall be assumed. If the test data show that the bond strengths vary in a regularly definable way (not
randomly) with respect to anchor diameter, then the values Rk may be evaluated as a continuous
function of the anchor diameter. Also a function with no more than one extremum is possible if all test
results show this product behaviour; e.g. it does not come from the influence of the different concrete
The characteristic tension resistance for concrete cone failure and pullout failure is calculated from
Equation (6.19) using the characteristic bond resistance Rk as described above:
NRk,0
Rk d hef
Reduction of the characteristic tension resistance
The characteristic tension resistance shall be reduced if certain requirements are not met as described in the
(1) Load/displacement behaviour, tension loading
If the value of 1 calculated according Equation (6.12) for the suitability tests (6.1.1.1(a)) and for the admissible
service condition tests (6.1.2.1(a)) is less than 1,0, then the characteristic resistance NRk,p = NRk,c shall be
reduced according to Equation (6.20).
(2) Crack movement tests, repeated load tests and sustained load tests and freeze/thaw tests
If in the crack movement tests, repeated and sustained load tests and freeze/thaw tests the requirements on the
load/displacement behaviour are not fulfilled (see 6.1.1.1 and Part 1, 6.1.1.1) then the characteristic resistance
shall be reduced and the tests shall be repeated until the requirements are fulfilled. The minimum value of the
characteristic resistances evaluated from the above tests is decisive.
If for a certain anchor size the characteristic resistance calculated from the results of the crack movement tests
according to Equation (5.4) is smaller than the value evaluated according to 6.1.2.2.1 then this value of NRk is
decisive for the diameter in question.
If the characteristic resistance calculated from the results of the repeated load tests, sustained load tests and
freeze/thaw tests according to Equation (5.5), (5.6) or (5.7) is smaller than the value evaluated according to
6.1.2.2.1 for the medium anchor diameter then the characteristic resistance NRk,p = NRk,c of all anchor diameters
shall be reduced by the same ratio.
(3) Ultimate load in suitability tests
If the value on the ultimate load in the suitability tests (see 6.1.1.1(d), Equation (6.13)) for the tests according
to Table 5.1, line 1 to 6 and 8,9 or Table 5.2, line 1 to 6 and 8,9 respectively is less than the req. according
to Table 5.1 or 5.2 respectively in one test series, then the characteristic tension resistance NRk,p = NRk,c shall be
(4) Ultimate load in the tests at increased temperature
If the requirements on the ultimate loads in the test at increased temperature (see 6.1.2.1(d) and 6.1.2.1(e)) are
not fulfilled then the characteristic tension resistance for NRk,p = NRk,c shall be reduced according to Equation
The above approach assumes that a constant characteristic resistance NRk is used up to the maximum long
term temperature. On request of the manufacturer the influence of temperature on NRk may be given in the ETA.
However, then the required test program and the evaluation of the test results shall be agreed on by the
responsible Approval Body.
(5) Ultimate load in the durability tests
If the requirements on the ultimate loads in the tests according to 5.1.4 are not fulfilled (see 6.1.3, Equation
(6.22)) then the characteristic tension resistance NRk,p = NRk,c shall be reduced according to Equation (6.20) or
the characteristic bond resistance 0Rk shall be reduced according to Equation (6.20.1).
) 2 3 4
= NRk,0 min(min
= characteristic resistance as given in the ETA
= characteristic resistance according to Equation (6.19)
= minimum ratio of all suitability tests 1,0
= minimum ratio all suitability and admissible service condition tests 1,0
= value according to Equation (6.13) (criteria for suitability tests)
= required value of according to Table 5.1 or 5.2
= value according to Eq. (6.12) (criteria according 6.1.1.1 (a) and 6.1.2.1 (a);
load/displacement behaviour)
= value according to Eq. (6.15) (tests at maximum long term temperature) 1,0
= value according to Eq. (6.16) (tests at maximum short term temperature) 1,0
= value according to Eq. (6.22) (tests for checking durability of adhesive) 1,0
= characteristic bond resistance evaluated according to 6.1.2.2.1(a) third dash
= characteristic bond resistance as given in the ETA
Rk = 0Rk min(min
The characteristic bond resistance shall be rounded as follows:
step Rk
> 10, 20
Partial safety factor 2 and 3
The partial safety factor 2 is evaluated from the results of the suitability tests according to line1 of Table 5.1 or
Table 5.2 respectively according to Table 6.1:
Values of req. in the installation safety tests for bonded anchors
partial safety factor 2
req. for tests according to Table 5.1 or 5.2, respectively
lines 1(a) and 1(d)
lines 1(b) and 1(c)
For a coefficient of variation of the ultimate loads in the suitability tests, 20% v 30 % an additional safety
factor 3 shall be given in the ETA.
3 = 1 + (v(%) - 20) 0,03
For a coefficient of variation of the ultimate loads in the tension tests for admissible service conditions, 15% v
20 % an additional safety factor 3 shall be given in the ETA
3 = 1 + (v(%) - 15) 0,03
The maximum value 3 from Equation (6.21a) and (6.21b) is decisive.
In general the displacements are evaluated according to Part 1, 6.1.2.2.8, only the displacements under shortterm and long-term loading (NO and VO) in non-cracked concrete are evaluated from the sustained load tests.
In respect to corrosion, Part 1, 6.1.3 is valid for the metal parts of bonded anchors.
When checking durability for conditions b) and c) (see 2.2.2), any exposure of the embedded parts at the remote
face of the concrete member shall be taken into account.
In the slice tests according to 5.1.4 it shall be shown that the bond strength of the slices stored in an alkaline
liquid and sulphurous atmosphere media is at least as high as that of the bond strength of the comparison tests
on slices stored under normal conditions. To show compliance with this requirement the factor 4 shall be
calculated according to Equation (6.22).
min um(stored)
um,dry
min um(stored) = minimum mean bond strength of the slices stored in different media
= mean bond strength of the comparison tests on slices stored under normal
The factor 4 shall be 1,0 for the tests in alkaline fluid and 0,9 for the tests in sulphurous atmosphere. If the
value 4 is less than the above required values then the characteristic resistance NRk,p shall be reduced
according to 6.1.2.2.1(b).
The bond strength in the slice tests shall be calculated according to Equation (6.23)
d hsl
Nu = measured maximum load
d = diameter of the embedded part
hsl = thickness of slice, measured values
Assessment related to ER3
Methods of assessing and judging
The content of cadmium contained in zinc coatings shall be declared by the applicant.
Note (to be implemented in the ETA):
For dangerous substances falling under the scope of the CPD for which
- no assessment and verification methods are given (or cannot be found in TR 034) or
- no performance determined is declared or
- the chosen verification and assessment method does not comply with the regulatory requirement of a
particular Member State
there might be the necessity for an additional assessment.
All components of the materials shall be described in a chemically unambiguous way and be identified by
standard tests (e.g. fingerprinting tests). All component amounts shall be specified either by mass, volume or
percentage, with appropriate tolerances.
In addition to the tests mentioned in Part 1, the following characteristics shall be specified where relevant in
accordance with ISO, European or national standards, together with any others as appropriate.
Organic Bonding agents
Resin, hardener and additives shall be identified by the following tests:
ignition loss and ash content
conventional dry extract
reactivity (gel or setting time) (this may be tested with a standardised
formulation, not necessarily that specified for the bonding anchor).
In addition, the following tests are necessary:
Resin and hardener cured by polyaddition mechanism
epoxy index (equivalent)
hydroxyl equivalent
Resin and hardener cured by polymerisation
Unsaturated polyester, vinylester (epoxymethacrylates) and vinylesterurethanes
(urethanmethacrylates)
hardener (catalyst) content of peroxide
Methylmethacrylates (MMA)
hardener, content of peroxide
specification of filler material (e.g. tested by density) including type
specification of filler shape (e.g. fibre, balls, ...)
Inorganic bonding agents
material specification by chemical analysis
active binder batching
shrinkage and swelling test
bend and compressive strength at 7 and 28 days
Filler, additives
specification of filler material and additives
specification of filler shape
ASSUMPTIONS UNDER WHICH THE ETA IS TO BE ASSESSED
For the design method for anchorages with bonded anchors the design method A, B or C of Annex C according
to Option chosen can be used.
given in 2.1.1. For bonded anchors outside of this range the full test programme has to be carried out.
The design model for the design of fastenings with bonded anchors using the characteristic bond resistance Rk
is given in the Technical Report 029.
The following chapter has to be considered if the design method with characteristic resistance NRk according to
Annex C is used.
The current experience for spacing and edge distances for ensuring the characteristic resistance to tension
loads of a bonded anchor are:
scr,N 2 hef
ccr,N 1 hef
For a thickness of concrete member h 2 hef splitting failure will not occur and a check for splitting failure is not
If the minimum member thickness is smaller than 2 hef the characteristic resistance of the anchor shall be
evaluated from tests with single anchors at the corner and the member thickness chosen (Part 1,Table 5.4 line
14). This characteristic resistance is valid for member thickness hmin h 2 hef .
The following modifications in Annex C, 5.2.2 for the resistance to tension loads shall be taken into account:
Instead of the initial value of the characteristic resistance in case of concrete cone failure NRk,c
according to Annex C, Equation (5.2a) the characteristic resistance NRk determined from
Equation 6.20 (6.1.2.2.1(b)) shall be used.
The factor ucr,N (Annex C, 5.2.2.4 f) is to be established from corresponding tests. Alternatively this
value is taken ucr,N = 1,0 and different NRk for cracked and non-cracked concrete are used for NRk,c.
The characteristic resistance for compression loading is equal to NRk,p
Any special transport conditions shall be stated on accompanying documents.
Any special storage conditions shall be stated on packaging including
Restrictions such as keeping away from heat and direct sunlight
The following requirements are in addition to those made in Part 1.
The manufacturer's printed installation instruction shall be reported in the ETA. These installation instructions
shall be identical to the document used to established testing requirements for product assessment.
Where pictograms are used their meaning shall be clear and unambiguous. If necessary, text in the appropriate
language shall be added to clarify the meaning.
The precise meaning of all terms, such as installation ambient temperature, bonding material installation
temperature, open time, curing time, etc. shall be clear to the user.
Any limitations on the condition of base material shall be stated. For instance if anchors may not be installed in
cracked concrete or may not be installed in holes filled with water.
Instructions for hole cleaning shall specify in detail the type of cleaning equipment to be used, e.g. the volume of
blow out pump and diameter and material of brush, together with the precise cleaning procedure including the
number and order of blowing/brushing actions.
The following temperature limits shall be specified:
Installation ambient temperature range
Bonding material installation temperature range.
Open time and curing time shall be stated in relation to the relevant temperature limits, e.g.:
Open time related to bonding material installation temperature
Curing time in relation to installation ambient temperature
If tables are used to indicate times-versus-temperature ranges, they shall be inclusive so that the relevant time is
clear for all temperatures within the appropriate range. An accepted example is given in the following:
Installation ambient
The following example is not accepted:
When curing times are stated it shall be made clear that this is the earliest time that the anchor may be torqued
or loaded. A longer waiting time may be recommended for proof of ultimate load tests on site, if so, this shall be
Where anchors are installed using adapters attached to the anchor rod or socket, then the precise time when
such adapters may be removed shall be stated.
For bulk components mixed by the operator it shall be stated that part mixing is not allowed and all components
shall be mixed in the quantities as supplied.
The mixing equipment, its maintenance and the mixing procedures shall be described in sufficient detail to
ensure thorough mixing as required. The point at which mixing is complete shall be clearly stated whether this be
a mixing time or a mixed condition such as an even colour throughout the mix.
Bonding material placement controlled by the installer
For systems where the volume of material is controlled by the installer, e.g. injection and bulk systems, the
instructions shall advise the user on how to insert the correct volume and ensure that the annulus is completely
Instructions for placement shall describe how to ensure that air is not entrapped during placement of the resin or
insertion of the rod.
In addition to the requirements of Part 1, 9.1.3:
In addition, the different intended uses according to the installation and/or service conditions have to be
given in the ETA.
9.2(b) Characteristics of the anchor with regard to hygiene, health and the environment
In section II.2 characteristics of products and methods of verification the ETA shall include the following note:
In addition to the specific clauses relating to dangerous substances contained in this European Technical
Approval, there may be other requirements applicable to the products falling within its scope (e.g. transposed
European legislation and national laws, regulations and administrative provisions). In order to meet the
provisions of the EU Construction Products Directive, these requirements need also to be complied with, when
and where they apply.
no assessment and verification methods are given (or cannot be found in TR 034)
no performance determined is declared
the chosen verification and assessment method does not comply with the regulatory requirement of a
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