SIST-TS CEN/TS 12390-10:2008
(Main)Testing hardened concrete - Part 10: Determination of the relative carbonation resistance of concrete
Testing hardened concrete - Part 10: Determination of the relative carbonation resistance of concrete
This is a method for evaluating the carbonation resistance of concrete mixes by comparison with a concrete mix with known carbonation resistance. It is not a method for the determination of carbonation depths in existing concrete structures. The test is carried out under controlled exposure conditions using natural levels of carbon dioxide or under natural conditions protected from direct rainfall.
If the carbonation depth of the unknown mix is equal or less than the known mix, it is be assumed that the risk of reinforcement corrosion for the new mix is equivalent to the known mix (with the same cover required for the known mix). The “reference” concrete may be any concrete with known performance in the intended place of use (environment).
Prüfung von Festbeton - Teil 10: Bestimmung des relativen Karbonatisierungswiderstandes von Beton
Mit diesem Verfahren wird der Karbonatisierungswiderstand von Beton mit einer bekannten Festigkeit und einem bekannten Verhalten am vorgesehenen Verwendungsort (Umgebung) mit einem Beton der gleichen Festigkeit verglichen, dessen Verhalten in Bezug auf den Karbonatisierungswiderstand jedoch unbekannt ist. Die Prüfung wird unter kontrollierten Bedingungen bei natürlichen Konzentrationen an Kohlenstoffdioxid bzw. vor Regen geschützt unter natürlichen Bedingungen durchgeführt.
Falls die Karbonatisierungstiefe der Mischung mit unbekanntem Verhalten gleich oder geringer als die der Mischung mit bekanntem Verhalten ist, kann davon ausgegangen werden, dass die Korrosionsgefahr für die neue Mischung der der bekannten Mischung entspricht (bei der gleichen Deckung wie für die bekannte Mischung). Als Referenzbeton kann jeder Beton dienen, dessen Verhalten am vorgesehenen Verwendungsort (Umgebung) bekannt ist.
Essai pour béton durci - Partie 10: Détermination de la résistance relative a la carbonatation du béton
La présente méthode compare la résistance a la carbonatation d’un béton de résistance donnée et de performances connues sur le lieu d’utilisation (environnement) prévu a un béton ayant la meme résistance mais de performances inconnues en matiere de résistance a la carbonatation. L’essai est réalisé dans des conditions contrôlées correspondant a des teneurs naturelles de dioxyde de carbone ou dans des conditions naturelles a l’abri des chutes de pluie.
Si la profondeur de carbonatation de la formule inconnue est inférieure ou égale a celle de la formule connue, on peut en déduire que le risque de corrosion de cette nouvelle formule équivaut a celui de la formule connue (les recouvrements requis étant les memes). Le béton ‘’de référence’’ peut etre n’importe quel béton ayant des performances connues sur le lieu d’utilisation (environnement) prévu.
Preskušanje strjenega betona - 10. del: Določevanje relativne odpornosti proti karbonatizaciji betona
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
SIST-TS CEN/TS 12390-10:2008
01-januar-2008
3UHVNXãDQMHVWUMHQHJDEHWRQDGHO 'RORþHYDQMHUHODWLYQHRGSRUQRVWLSURWL
NDUERQDWL]DFLMLEHWRQD
Testing hardened concrete - Part 10: Determination of the relative carbonation resistance
of concrete
Prüfung von Festbeton - Teil 10: Bestimmung des relativen
Karbonatisierungswiderstandes von Beton
Essai pour béton durci - Partie 10: Détermination de la résistance relative a la
carbonatation du béton
Ta slovenski standard je istoveten z: CEN/TS 12390-10:2007
ICS:
91.100.30 Beton in betonski izdelki Concrete and concrete
products
SIST-TS CEN/TS 12390-10:2008 en,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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TECHNICAL SPECIFICATION
CEN/TS 12390-10
SPÉCIFICATION TECHNIQUE
TECHNISCHE SPEZIFIKATION
September 2007
ICS 91.100.30
English Version
Testing hardened concrete - Part 10: Determination of the
relative carbonation resistance of concrete
Essai pour béton durci - Partie 10: Détermination de la Prüfung von Festbeton - Teil 10: Bestimmung des relativen
résistance relative à la carbonatation du béton Karbonatisierungswiderstandes von Beton
This Technical Specification (CEN/TS) was approved by CEN on 9 June 2007 for provisional application.
The period of validity of this CEN/TS is limited initially to three years. After two years the members of CEN will be requested to submit their
comments, particularly on the question whether the CEN/TS can be converted into a European Standard.
CEN members are required to announce the existence of this CEN/TS in the same way as for an EN and to make the CEN/TS available
promptly at national level in an appropriate form. It is permissible to keep conflicting national standards in force (in parallel to the CEN/TS)
until the final decision about the possible conversion of the CEN/TS into an EN is reached.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland,
France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,
Romania, 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
© 2007 CEN All rights of exploitation in any form and by any means reserved Ref. No. CEN/TS 12390-10:2007: E
worldwide for CEN national Members.
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CEN/TS 12390-10:2007 (E)
Contents Page
Foreword.3
1 Scope .4
2 Normative references .4
3 Principle.4
4 Reagents and apparatus .5
5 Production of specimens.5
6 Presentation of the results .9
7 Test results and test report .10
Annex A (informative) Guidance on suitable climatic chambers .14
Annex B (informative) Guidance on natural exposure sites .18
Bibliography .21
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CEN/TS 12390-10:2007 (E)
Foreword
This document (CEN/TS 12390-10:2007) has been prepared by Technical Committee CEN/TC 104 “Concrete
and related products”, the secretariat of which is held by DIN.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights.
This test method has been prepared by CEN TC 51/WG12/TG5
This method is one of a series on testing hardened concrete comprising:
EN 12390 Testing hardened concrete
Part 1: Shape, dimensions and other requirements for specimens and moulds
Part 2: Making and curing specimens for strength tests
Part 3: Compressive strength of test specimens
Part 4: Compressive strength – Specification for testing machines
Part 5: Flexural strength of test specimens
Part 6: Tensile splitting strength of test specimens
Part 7: Density of hardened concrete
Part 8: Depth of penetration of water under pressure
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Part 9: Freeze-thaw resistance – Scaling
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Part 10: Determination of the relative carbonation resistance of concrete
According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following
countries are bound to announce this Technical Specification: Austria, Belgium, Bulgaria, Cyprus, Czech
Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia,
Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain,
Sweden, Switzerland and the United Kingdom.
1
These documents are published as CEN/TC for the time being.
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CEN/TS 12390-10:2007 (E)
1 Scope
This is a method for evaluating the carbonation resistance of concrete mixes by comparison with a concrete
mix with known carbonation resistance. It is not a method for the determination of carbonation depths in
existing concrete structures. The test is carried out under controlled exposure conditions using natural levels
of carbon dioxide or under natural conditions protected from direct rainfall.
If the carbonation depth of the unknown mix is equal or less than the known mix, it is be assumed that the risk
of reinforcement corrosion for the new mix is equivalent to the known mix (with the same cover required for
the known mix). The “reference” concrete may be any concrete with known performance in the intended place
of use (environment).
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 932-1, Tests for general properties of aggregates – Part 1: Methods for sampling
EN 1097-5, Tests for mechanical and physical properties of aggregates – Part 5: Determination of the water
content by drying in a ventilated oven
EN 1097-6, Tests for mechanical and physical properties of aggregates – Part 6: Determination of particle
density and water absorption
EN 12350-2, Testing fresh concrete – Part 2: Slump test
EN 12350-3, Testing fresh concrete – Part 3: Vebe test
EN 12350-4, Testing fresh concrete – Part 4: Degree of compactability
EN 12350-5, Testing fresh concrete – Part 5: Flow table test
EN 12390-1, Testing hardened concrete – Part 1: Shape, dimensions and other requirements for specimens
and moulds
EN 12390-2, Testing hardened concrete – Part 2: Making and curing specimens for strength tests
EN 12390-3, Testing hardened concrete – Part 3: Compressive strength of test specimens
3 Principle
A concrete mix with known performance under classified exposure conditions in the place of use is chosen as
the reference concrete.
From previous information or by trial mixes on the concrete under investigation, determine the mix proportions
to give an equal compressive strength as the reference concrete. Two prisms and at least six compression
test specimens of both reference concrete and concrete under investigation are manufactured with these mix
proportions. In addition two concretes are manufactured using an 8% higher and 8% lower cement content,
giving a total of 12 prisms and (at least) 36 compression test specimens. All prisms are sealed-cured until the
concrete has reached 50% of the reference strength. The prisms are then exposed to one of the two storage
conditions. At defined periods up to at least two years, slices are split from the prisms and the freshly split
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CEN/TS 12390-10:2007 (E)
surface is sprayed with a phenolphthalein solution. The mean depth of the reacted surface layer is calculated
and called the depth of carbonation. The mean depths of carbonation for the pairs of prisms are used to
interpolate the depth of carbonation at the reference strength.
The three mixes of the reference concrete and the three mixes of the concrete under investigation are made,
ideally, on the same day. The days on which they are placed in the storage chamber may vary as this
depends on their relative rates of strength development. Testing for carbonation depth should be on the same
days.
The relative performance of the two concretes should be compared with the objective of determining if the
unknown concrete gives a carbonation depth equal to or lower than that of the known concrete. Such an
approach is not dependent on the repeatability or reproducibility of the test and any failure of the storage
chamber is unlikley be significant, as both concretes will have been subjected to the same exposure.
4 Reagents and apparatus
4.1 A solution of 1 % phenolphthalein in 70 % ethanol.
4.2 A magnifier and a gauge to measure the depth of carbonation perpendicular to the exposed concrete
surface with a precision of 0,2 mm.
4.3 A storage chamber controlling the carbon dioxide concentration at (0,035 ± 0,005) %, temperature at
(20 ± 2) °C and a relative humidity at (65 ± 5) % , see Annex A for details of a suitable chamber.
4.4 A natural exposure site where specimens are protected from direct rainfall, see Annex B for details of a
suitable arrangement.
4.5 Apparatus for recording the relative humidity with a precision of ± 2,0 % and the temperature with a
precision of ± 0,5 ° C.
4.6 Apparatus for recording CO concentration with a precision of ± 0,001 % by volume fitted with an
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audible/visual alarm to signify breaching of limits.
4.7 Fans to facilitate circulation of air within the storage chamber.
5 Production of specimens
5.1 General
Prior to production and testing, the following shall be specified or agreed:
reference strength at a given age under the conditions of the test method;
consistence class.
Prior to testing, the following may be specified or agreed:
some or all of the constituent materials;
maximum nominal upper aggregate size;
other performance requirements for the concrete to be tested;
environment for the test
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CEN/TS 12390-10:2007 (E)
either Environment A 20 °C, 65 % relative humidity, 0,035 % carbon dioxide
or Environment B outside and protected from direct rainfall.
For each concrete to be tested, 3 mixes with constant free water content shall be cast to allow the
normalisation procedure detailed in clause 6 to be carried out:
one primary mix containing the cement content judged to give the reference strength;
two secondary mixes: one containing 8 % by mass more cement than the primary mix and the other with 8
% by mass less cement than the primary mix.
NOTE When preparing concrete to have a given property, such as consistence or air content, it may be necessary to
prepare and test trial mixes of varying composition to establish the required mix quantities.
Prisms shall be at least 400 mm long with a cross-section of 100 mm x 100 mm from which slices
approximately 50 mm thick can be split off at each date of carbonation testing. The shortest dimension of the
prism shall not be less than 4 times the maximum nominal upper aggregate size. Avoid or minimise the use of
mould release agents on the prism moulds as they may influence the carbonation depth.
5.2 Constituent materials
5.2.1 Sampling
If bulk samples of aggregates are supplied, sub-samples for the test portions shall be taken in accordance
with EN 932-1. Where required, samples shall be accompanied by a certificate of sampling in accordance with
relevant European or national standards. Otherwise use the materials in the proportions supplied or specified
for the concretes.
5.2.2 Cement and addition
Upon their arrival at the laboratory, store the materials in separate airtight containers of appropriate size in a
dry place. Before use, thoroughly stir each separate material, either using a hand tool or in a suitable mixer, in
such a manner as to ensure the greatest possible uniformity, taking care to avoid the intrusion of foreign
matter or loss of material.
5.2.3 Aggregate
The aggregate shall be in one of the following conditions:
— oven-dry;
— air-dried to (20 ± 5) °C;
— water-saturated surface-dry;
— saturated by soaking in water for at least 24 h.
Where necessary, determine the water content in accordance with EN 1097-5 and the water absorption in
accordance with EN 1097-6.
The aggregates for each concrete batch shall be used either in separate size fractions or with an all-in
grading.
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CEN/TS 12390-10:2007 (E)
5.3 Batching
The quantity of concrete shall be at least 10 % more than that required for the proposed tests. Where feasible,
the concrete shall be made in a single batch.
For each concrete batch, weigh and batch the cement to an accuracy of at least 0,5 %, the admixtures to an
accuracy of 5 % and the aggregates to an accuracy of 1%.
Where admixtures are used, the manufacturer’s instructions for use shall be followed.
5.4 Mixing
5.4.1 General
Mix the concrete in a room having an ambient temperature of (20 ± 5) °C and a relative humidity of not less
than 50 %.
If the aggregate is in a dry condition, soak it with some of the mixing water, while avoiding water loss by
evaporation, to allow the aggregate to take up most of the water it will ultimately absorb. Where admixtures
are used, they shall be added with the second portion of the mixing water.
Mix the concrete by machine. The size of the batch shall be between 50 % and 90 % of the rated capacity of
the mixer to avoid incomplete mixing and spillage.
Before using the mixer, clean off any fresh concrete remaining from a previous batch. Ensure that no free
water remains in the mixer. If using a pan mixer and it is dry, wipe the pan with a damp cloth immediately prior
to use. If using a tilting drum mixer, place a small preliminary batch of similar proportions to the main batch
into the mixer immediately before the main batch in order to coat the mixer. Discharge this priming mix and
proceed with batching the main batch.
5.4.2 Mixing procedure
5.4.2.1 Using dry aggregates
Add the all-in aggregate in one amount. If separate fine and coarse aggregates are used, add in the following
order half the coarse aggregate, the fine aggregate and the remaining coarse aggregate and start the mixer
and run it for 15 s to 30 s. Continue mixing and add about half the water during the next 15 s. After mixing for
a total of 2 min to 3 min, stop the mixer and leave the contents covered for 5 min to 15 min.
NOTE With some aggregates, this will be insufficient time to approximate to a saturated condition.
Add the cement, addition, pigment and fibres by spreading them in an even layer over the aggregates. Start
the mixer and mix for 30 s. Stop the mixer and immediately clean off any material adhering to the mixer blades
into the pan. Without delay, recommence mixing and add the remaining mixing water into which the admixture
has been poured. Where more than one admixture is used follow the manufacturer’s instructions, but do not
incorporate them into the water used for pre-soaking the aggregates. Continue mixing after all the materials
have been added for at least 2 min and not more than 3 min.
After completing mixing in a pan mixer without a discharging gate, turn the concrete over in the pan a few
times using a hand tool to ensure uniformity before sampling. After completing mixing in a drum mixer,
discharge the concrete onto a clean non-absorbent surface and turn it over using a hand tool to ensure
uniformity before sampling.
5.4.2.2 Using saturated aggregates
If all-in aggregate is used, add half before the other materials and the remainder after them. If separate fine
and coarse aggregates are used, add in the following order, half the coarse aggregate, the fine aggregate, the
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