Din 1045-2 [PDF]

Zitiervorschau

July 2001

D EUTSCHE NORM

Plain, reinforced and prestressed concrete structures Part 2: Specification, properties, production and conformity of concrete (Application document for use with DIN EN 206-1) ICS 91.100.30 Tragwerke aus Beton, Stahlbeton und Spannbeton – Teil 2: Beton – Festlegung, Eigenschaften, Herstellung und Konformität – Anwendungsregeln zu DIN EN 206-1

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1045-2

This standard, together with DIN 1045-1, DIN 1045-3, DIN 1045-4 and DIN EN 206-1, July 2001 editions, supersedes DIN 1045, July 1988 edition, DIN 1084-1 and DIN 1084-3, December 1978 editions, and DIN 4219-1, December 1979 edition.

In keeping with current practice in standards published by the International Organization for Standardization (ISO), a comma has been used throughout as the decimal marker.

Contents Page

Page

Foreword to this standard . . . . . . . . . . . . . . . . . 3

5.2.3 Use of aggregates . . . . . . . . . . . . . . . . . . 12 5.2.4 Use of recycled water . . . . . . . . . . . . . . . 13 5.2.5 Use of additions . . . . . . . . . . . . . . . . . . . 13 5.2.6 Use of admixtures . . . . . . . . . . . . . . . . . . 15 5.2.7 Chloride content . . . . . . . . . . . . . . . . . . . 16 5.2.8 Concrete temperature . . . . . . . . . . . . . . . 16 5.3 Requirements related to exposure classes . 16 5.3.2 Limiting values for concrete composition . . 16 5.3.3 Performance-related design methods . . 17 5.3.4 Requirements for underwater concrete . . 17 5.3.5 Concrete exposed to water-contaminating substances . . . . . . . . . . . . . . . . . . . 17 5.3.6 Concrete exposed to high service temperatures . . . . . . . . . . . . . . . . . . . . . . 17 5.3.7 High-strength concrete . . . . . . . . . . . . . . 18 5.3.8 Cement mortar for jointing and pointing . 18 5.4 Requirements for fresh concrete . . . . . . . . 18 5.4.1 Consistence . . . . . . . . . . . . . . . . . . . . . . . 18 5.4.2 Cement content and water/cement ratio . 18 5.4.3 Air content . . . . . . . . . . . . . . . . . . . . . . . . 18 5.5 Requirements for hardened concrete . . . . 18 5.5.1 Strength . . . . . . . . . . . . . . . . . . . . . . . . . . 18 5.5.3 Resistance to water penetration . . . . . . 19 5.5.5 Wear resistance . . . . . . . . . . . . . . . . . . . . 19

Foreword . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 1

Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

2

Normative references . . . . . . . . . . . . . . . . . . 5

3 Concepts and symbols . . . . . . . . . . . . . . . . . 6 3.1 Concepts . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 3.2 Symbols . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 4 Classification . . . . . . . . . . . . . . . . . . . . . . . . . 8 4.1 Exposure classes related to environmental actions . . . . . . . . . . . . . . . . . . . . . . . 8 4.2 Fresh concrete . . . . . . . . . . . . . . . . . . . . . . 11 4.2.1 Consistence classes . . . . . . . . . . . . . . . . 11 4.2.2 Classes related to maximum aggregate size . . . . . . . . . . . . . . . . . . . . . 11 5

Requirements for concrete and methods of verification . . . . . . . . . . . . . . . . . . . . . . . . 11 5.1 Basic requirements for constituent materials . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 5.1.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 5.1.2 Cement . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 5.1.3 Aggregates . . . . . . . . . . . . . . . . . . . . . . . . 11 5.1.4 Mixing water . . . . . . . . . . . . . . . . . . . . . . 12 5.1.5 Admixtures . . . . . . . . . . . . . . . . . . . . . . . . 12 5.1.6 Additions (including mineral fillers and pigments) . . . . . . . . . . . . . . . . . . . . . 12 5.2 Basic requirements for composition of concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 5.2.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

6 Specification of concrete . . . . . . . . . . . . . . 19 6.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 6.2 Specification for designed concrete . . . . . 19 6.2.2 Basic requirements . . . . . . . . . . . . . . . . . 19

Continued on pages 2 to 39.

Translation by DIN-Sprachendienst. In case of doubt, the German-language original should be consulted as the authoritative text.

© No part of this translation may be reproduced without the prior permission of DIN Deutsches Institut für Normung e. V., Berlin. Beuth Verlag GmbH, 10772 Berlin, Germany, has the exclusive right of sale for German Standards (DIN-Normen).

Ref. No. DIN 1045-2 : 2001-07 English price group 16

Sales No. 0116 05.02

Page 2 DIN 1045-2 : 2001-07 6.2.3 Additional requirements . . . . . . . . . . . . . . 19 6.4 Specification of standardized prescribed concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 7 Delivery of fresh concrete . . . . . . . . . . . . . . 20 7.1 Information from the user of the concrete to the producer . . . . . . . . . . . . . . . . . . . . . . . 20 7.2 Information from the producer of the concrete to the user . . . . . . . . . . . . . . . . . . . 20 7.3 Delivery ticket for ready-mixed concrete . . 20 7.5 Consistence at delivery . . . . . . . . . . . . . . . . 21 7.6 Transport of concrete to the site . . . . . . . . 21 8

Conformity control and conformity criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 8.2 Conformity control for designed concrete . . 21 8.2.1 Conformity control for compressive strength . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 8.3 Conformity control of prescribed concrete including standardized prescribed concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22 8.4 Action in the case of non-conformity of the product . . . . . . . . . . . . . . . . . . . . . . . . . . 22 9 Production control . . . . . . . . . . . . . . . . . . . . . 23 9.3 Recorded data and other documents . . . . . 23 9.5 Concrete composition and initial testing . . . 23 9.6 Personnel, equipment and installation . . . . 23 9.6.1 Personnel . . . . . . . . . . . . . . . . . . . . . . . . . . 23 9.6.2 Equipment and installation . . . . . . . . . . . . 24 9.7 Batching and constituent materials . . . . . . 24 9.8 Mixing of concrete . . . . . . . . . . . . . . . . . . . . 24 9.9 Production control procedures . . . . . . . . . . 24 10 Evaluation of conformity . . . . . . . . . . . . . . 24 10.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24 10.2 Assessment, surveillance and certification of production control . . . . . . . . . . . 24 11

Designation for designed concrete . . . . . 25

Annex B (normative) Identity testing for compressive strength . . . . . . 25 Annex C (normative) Provisions for assessment, surveillance and certification of production control . . . . . . . . . . . . 25 Annex D (informative) Bibliography . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26 Annex E (informative) Guidance on the application of the equivalent performance concept of concrete properties . . . 26

Figures Figure 1: Relationship between DIN EN 206-1 and DIN 1045-2, codes of practice relating to concrete construction, standards for design and workmanship, standards and approvals for constituent materials, and test standards . . . . . . . 4 Figure L.1: Grading curves for 8 mm maximum particle size . . . . . . . . . . . . . . . . . . . . . 37 Figure L.2: Grading curves for 16 mm maximum particle size . . . . . . . . . . . . . . . . . . . . . 38 Figure L.3: Grading curves for 32 mm maximum particle size . . . . . . . . . . . . . . . . . . . . . 38 Figure L.4: Grading curves for 63 mm maximum particle size . . . . . . . . . . . . . . . . . . . . . 39 Tables Table 1:

Exposure classes . . . . . . . . . . . . . . . . . . 8

Table 5:

Compaction classes . . . . . . . . . . . . . . 11

Table 6:

Flow classes . . . . . . . . . . . . . . . . . . . . . 11

Table 10: Maximum chloride content of concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 Table F.2.1: Limiting values for composition and properties of concrete . . . . . . . . . . . . . . . . . . 27 Table F.2.2: Limiting values for composition and properties of concrete . . . . . . . . . . . . . . . . . . 28 Table F.3.1: Ranges of application for cement to DIN EN 197-1 and DIN 1164, used for preparation of concrete to DIN 1045-2 . . . . . . . . 29 Table F.3.2: Ranges of application for CEM-II-M cement to DIN EN 197-1 with three main constituents, used for preparation of concrete to DIN 1045-2 . . . . . . . . . . . . . . . . . . . . 31 Table F.3.3: Ranges of application for CEM IV and CEM V cement to DIN EN 197-1 with two to three main constituents, used for preparation of concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33 Table F.4.1: Maximum permitted ultrafines content for concrete up to concrete strength classes C50/60 and LC50/55 and of exposure classes XF and XM, with a maximum aggregate size between 16 mm and 63 mm . . . . . . . . . . . . . 34 Table F.4.2: Maximum permitted ultrafines content for concrete of concrete strength classes C55/67 and LC55/60 and of all exposure classes, with a maximum aggregate size between 16 mm and 63 mm . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34

Annex F (normative) Recommendation for limiting values of concrete composition . . . . . . . . . . . . . . . . . . . . . . 26

Table F.5: Minimum cement content for standardized prescribed concrete with cement of strength class 32,5 as specified in DIN EN 197-1 and with a maximum aggregate size of 32 mm . . 34

Annex H (normative) Additional provisions for high-strength concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35

Table H.1: Additional control of constituent materials of high-strength concrete . . . . . . . . . . . 35

Annex K (normative) Concrete families . . . . . . . . . . . . . . . . . . . . . . . . . . 37 Annex L (informative) Particle size analysis . . . . . . . . . . . . . . . . . . . . . . . 37

Table H.2: Additional control of equipment for production of high-strength concrete . . . . . . . . . 36 Table H.3: Additional control of production procedures and of properties of high-strength concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36

Page 3 DIN 1045-2 : 2001-07

Foreword to this standard This standard has been prepared by Technical Committee 07.02.00 Beton of the Normenauschuss Bauwesen (Building and Civil Engineering Standard Committee). The DIN 1045 standards series *) comprises the following Parts: – Part 1: Design and construction – Part 2: Specification, properties, production and conformity of concrete (Application document for use with DIN EN 206-1*)) – Part 3: Workmanship – Part 4: Supplementary specifications governing the production and conformity of precast elements This Part of the standard applies to in-situ and precast concrete, including precast elements, used for buildings and civil engineering works. It is to be used in conjunction with DIN EN 206-1, and is based on that standard, containing supplementary national specifications to take into account German climatic and geographic conditions, safety levels and established regional practices. DIN EN 206-1 contains a number of references to draft European Standards. This standard makes reference to the German standards and Codes of practice that will continue to apply until such time as European Standards are adopted as German building regulations **). In this standard, the same numeration and clause headings are used as in DIN EN 206-1. Any departures from DIN EN 206-1 (i.e. additional text, substitutions, deletions) are indicated in a different font on the left-hand side of the page, with any new wording given on the right-hand side. ***) Amendments This standard differs from the last editions of the documents listed in the ‘Previous editions’ clause in the following ways. a) Concrete properties, production methods and conformity assessment (verification) are specified according to the concept described in DIN EN 206-1. b) The standard has been editorially revised and the terminology brought in line with European standards terminology. c) The scope has been extended to cover higher concrete compressive strength classes. d) The concrete mix has been designed with high concrete durability in mind. e) More detailed specifications are given regarding constituent materials. f) Rules are now incorporated to take additions into account in calculations of the cement content. g) The responsibilities of concrete producers and users are more clearly defined. h) Concrete specifications have been amended. i) The provisions relating to delivery of concrete have been extended. j) The provisions relating to production control and conformity criteria have been extended to take into account statistical principles. k) The specifications relating to conformity assessment have been extended. Previous editions DIN 1045: 1925-09, 1932-04, 1937-05, 1943xxx-04, 1959-11, 1972-01, 1978-12, 1988-07; DIN 4219-1: 1979-12; DIN 1084-1: 1972-02, 1978-12; DIN 1084-3: 1972-02, 1978-12; DIN 1045/A1: 1996-12; DIN V ENV 206: 1990-10.

*) References to standards of the DIN 1045 series and to DIN EN 206-1 are to the July 2001 editions. **) Referred to as Technische Baubestimmungen in Germany. ***) This English translation also includes subsequent amendments and addenda from a Corrigendum to DIN 1045-2 (DIN 1045-2 Ber 1), issued in 2002. These are identified by a translator’s note.

Page 4 DIN 1045-2 : 2001-07

Foreword Figure 1 of DIN EN 206-1 is replaced by the following figure 1: Plain, reinforced and prestressed concrete structures

Design and construction DIN 1045-1

Concrete DIN EN 206-1 DIN 1045-2

Workmanship DIN 1045-3

Supplementary rules for production and conformity of precast elements DIN 1045-4

Cement DIN EN 197-1 and DIN 1164

Test methods for fresh concrete DIN EN 12350, etc.

Fly ash for concrete DIN EN 450

Silica fume for concrete Building inspectorate approval *) Testing of hardened concrete DIN EN 12390, DIN 1048-5, etc.

Trass cement DIN 51043

Admixures for concrete, mortar and grout Agrément Testing concrete strength in structures DIN 1048-4

Aggregates for concrete DIN 4226

Hard aggregates for cement-bound hard aggregate screed DIN 1100 DAfStb-Richtlinien (DAfStb Codes of practice): Concrete with recycled aggregate, recycled water, retarded concrete, dry mixed concrete, concrete exposed to alkalis, concrete in contact with water pollutants

Pigments for colouring building materials based on cement and/or lime DIN EN 12878

Mixing water Subclause 5.1.4 of the present standard

Figure 1: Relationship between DIN EN 206-1 and DIN 1045-2, codes of practice relating to concrete construction, standards for design and workmanship, standards and approvals for constituent materials, and test standards *) Referred to as ‘agrément’ in the following.

Page 5 DIN 1045-2 : 2001-07

1

Scope

The seventh paragraph is replaced by the following: This standard does not cover concrete with porous cement paste, concrete with a maximum aggregate size of 4 mm or less (with the exception of cement mortar as specified in subclause 5.3.8), and heattreated high-strength concrete.

2

Normative references

The first paragraph is replaced by the following: This standard incorporates, by dated or undated reference, provisions from other publications. These normative references are cited at the appropriate places in the text, and the titles of the publications are listed below. For dated references, subsequent amendment to or revisions of any of these publications apply to this standard only when incorporated in it by amendment or revision. For undated references, the latest edition of the publication referred to applies (including any amendments). The clause is supplemented by the following: DIN 1045-1 Plain, reinforced and prestressed concrete structures – Design and construction DIN 1045-3 Plain, reinforced and prestressed concrete structures – Workmanship DIN 1045-4 Supplementary specifications governing the production and conformity of precast elements DIN 1048-2 Testing concrete – Testing of hardened concrete (specimens taken in situ) DIN 1048-4 Testing concrete – Determination of compressive strength of hardened concrete in structures and structural members – Use of reference curves and evaluation by special methods DIN 1048-5 Testing concrete – Testing of hardened concrete (specimens prepared in mould) DIN 1100 Hard aggregate for cement-bound screed DIN 1164 Special cement – Composition, requirements and conformity evaluation DIN 4030-1 Assessment of water, soil and gases for their aggressiveness to concrete – Principles and limiting values DIN 4226-1 Aggregates for mortar and concrete – Normal-weight and heavy aggregates DIN 4226-2 Lightweight aggregates for concrete and mortar DIN 19569-1 Sewage treatment plants – Design of structures and equipment – General principles DIN 51043 Trass cement – Requirements and testing DIN EN 196-2 Methods of testing cement – Part 2: Chemical analysis of cement DIN EN 196-3 Methods of testing cement – Part 3: Determination of setting time and soundness DIN EN 196-6 Methods of testing cement – Part 6: Determination of fineness DIN EN 196-21 Methods of testing cement – Part 21: Determination of chloride, carbon dioxide and alkali content of cement DIN EN 197-1 Cement – Composition, specifications and conformity criteria – Part 1: Methods for sampling DIN EN 206-1 Concrete – Specification, performance, production and conformity DIN EN 12390-2 Testing hardened concrete – Making and curing specimens for strength tests DIN EN 12878 Pigments for the colouring of building materials based on cement and/or lime – Specifications and methods of test

Page 6 DIN 1045-2 : 2001-07 DIN ISO 3310-1 Test sieves – Requirements and testing – Part 1: Test sieves of metal wire cloth (ISO 3310-1 : 2000) DIN ISO 3310-2 Test sieves – Technical requirements and testing – Part 2: Test sieves of perforated metal plate (ISO 3310-2 : 1999) DAfStb-Richtlinie Beton mit verlängerter Verarbeitbarkeitszeit (Verzögerter Beton) – Eignungsprüfung, Herstellung, Verarbeitung und Nachbehandlung (DAfStb Code of practice on retarded concrete – Suitability testing, production, placing and curing) 1) DAfStb-Richtlinie für die Herstellung von Beton unter Verwendung von Restwasser, Restbeton und Restmörtel (DAfStb Code of practice on concrete made using recycled water, recycled concrete and recycled mortar)1) DAfStb-Richtlinie Vorbeugende Maßnahmen gegen schädigende Alkalireaktion im Beton (Alkali-Richtlinie) (DAfStb Code of practice on the prevention of harmful alkali reactions in concrete)1) DAfStb-Richtlinie Betonbau beim Umgang mit wassergefährdenden Stoffen (DAfStb Code of practice on concrete structures in contact with water pollutants)1) DAfStb-Richtlinie Beton mit rezykliertem Zuschlag (DAfStb Code of practice on concrete with recycled aggregate)1) DAfStb-Richtlinie Selbstverdichtender Beton (DAfStb Code of practice on self-compacting concrete) 2) DAfStb-Heft 337 Verhalten von Beton bei hohen Gebrauchstemperaturen (DAfStb Code of practice on behaviour of concrete exposed to high service temperatures) FGSV-Merkblatt für Herstellung und Verarbeitung von Luftporenbeton (FGSV Code of practice on the production and placing of air entrained concrete), issued by Forschungsgesellschaft für Straßen- und Verkehrswesen e.V. (Road and Traffic Research Association) Zulassungsrichtlinien des Deutschen Instituts für Bautechnik für anorganische Betonzusatzstoffe (DIBt Guidelines relating to the approval of anorganic additions in concrete), in Mitteilungen des Deutschen Instituts für Bautechnik (DIBt Proceedings), 1993: 24 (4), pp. 122–132 3) Eichordnung (German Act on Weights and Measures), Appendix 13, as of 12 August 1988, BGBl. I (German Federal Law Gazette), p.1657 Gesetz zur Ordnung des Wasserhaushalts (German Water Management Act), as of 12 November 1996, BGBl. (Federal Law Gazette) I, No. 58, pp. 1695–1711

3 3.1

Concepts and symbols Concepts

3.1.46 Verification The following note is added:

The following concepts are added:

NOTE The provisions relating to verification (conformity assessment) laid down in DIN EN 206-1 and this standard are recognized as the provisions relating to verification of conformity as specified in the Länder building regulations. 3.1.47 In-situ concrete Concrete which is placed as fresh concrete in its final position and which hardens there. 3.1.48 Ultrafines content Total content of cement, aggregate of 0 mm to 0,125 mm particle size, and additions.

1)

Obtainable from Beuth Verlag GmbH, 10772 Berlin, Germany. Currently in preparation. 3) Obtainable from Deutsches Institut für Bautechnik, Kolonnenstraße 30 L, 10829 Berlin, Germany. 2)

Page 7 DIN 1045-2 : 2001-07 3.1.49 Exposure class Classification of the chemical and physical environmental actions to which concrete can be exposed and which may affect concrete, reinforcement and metal embedded parts but which are not taken into account when designing the structure. 3.1.50 Recycled water Water which occurs on the site of concrete production and which, after treatment, is used once more for concrete production. 3.1.51 Flowing concrete Concrete of consistence described as very soft, flowable and highly flowable. NOTE See table 6. 3.1.52 Equivalent water/cement ratio Ratio by mass of the effective water content to the combined cement content and the k-value to take into account additions (cf. subclause 5.2.5.2).

3.2

Symbols

The following symbols are added:

c f s kf ks f c,dry (w/c)eq XM

cement content of concrete fly ash content of concrete silica fume content of concrete k-value accounting for fly ash k-value accounting for silica fume concrete compressive strength of samples cured as specified in Annex NA of DIN EN 12390-2, June 2001 edition, or DIN 1048-5 equivalent water/cement ratio exposure classes representing concrete wear

Page 8 DIN 1045-2 : 2001-07

4

Classification

4.1

Exposure classes related to environmental actions

Table 1 of DIN EN 206-1 is replaced by the following table. In particular, corrosion due to wear is now taken into account (see 7). Table 1: Exposure classes Class

Description of environment

Examples where exposure classes may occur

1 No risk of corrosion or attack Exposure class X0 may be used for components without reinforcement or embedded metal in a nonaggressive environment Foundations without reinforcement and not subjected to For concrete without freeze/thaw attack; interior components without reinforcement or reinforcement embedded metal: All environmental actions except freeze/thaw, abrasion or chemical attack 2 Corrosion of reinforcement induced by carbonation Where concrete containing reinforcement or other embedded metal is exposed to air and moisture, the exposure shall be classified as follows: NOTE 1: The moisture conditions relate to those in the concrete cover to reinforcement or other embedded metal, but in many cases, conditions in the concrete cover can be taken as being the same as those of the ambient conditions. However, this may not be the case if there is a barrier between the concrete and its environment. Dry or permanently wet

Components in rooms with normal air humidity (including kitchens, bathrooms, laundries in residential buildings); concrete permanently submerged in water

Wet, rarely dry

Parts of water tanks; foundation members

Moderately humid

Components to which outside air constantly or frequently has access (e.g. open shed-type buildings), rooms with a highly humid atmosphere (e.g. commercial kitchens, baths, laundries, damp rooms of indoor swimming pools, byres)

Cyclic wet and dry

External concrete components exposed to rain

3 Corrosion of reinforcement, induced by chlorides other than from sea water Where concrete containing reinforcement or other embedded metal is subject to contact with water containing chloride, including de-icing agents, from sources other than sea water, the exposure shall be classified as follows: Moderately humid

Components exposed to airborne chlorides from trafficked areas, private garages

Wet, rarely dry

Salt water baths; components exposed to industrial waters containing chlorides

Cyclic wet and dry

Parts of bridges frequently exposed to splashing; pavements; car park slabs

(continued)

Page 9 DIN 1045-2 : 2001-07 Table 1 (continued) Class

Description of environment

Examples where exposure classes may occur

4 Corrosion of reinforcement, induced by chlorides from sea water Where concrete containing reinforcement or other embedded metal is subject to contact with chlorides from sea water or air carrying salt originating from sea water, the mode of exposure shall be classified as follows: Exposure to airborne salt but no direct contact with sea water

External components near to the coast

Submerged

Permanently submerged components in harbours

Tidal, splash and spray zones

Quay walls

5 Freeze/thaw attack, with or without de-icing agents Where concrete is exposed to significant attack by freeze/thaw cycles whilst wet, the exposure shall be classified as follows: Moderate water saturation, no de-icing agent

External components

Moderate water saturation, with de-icing agent

Spray and splash zones of traffic areas, with de-icing agent (other than XF4); sea water spray zone

High water saturation, no de-icing agent

Open water tanks; components in fresh water tidal zone

High water saturation, no de-icing agent

Traffic areas treated with de-icing agents; predominantly horizontal components exposed to spray from traffic areas treated with de-icing agents; scraper raceways in sewage treatment plant; components in sea tidal zone

(continued)

Page 10 DIN 1045-2 : 2001-07 Table 1 (concluded) Class

Description of environment

Examples where exposure classes may occur

6 Exposure of concrete to chemical attack Where concrete is exposed to chemical attack from natural soil, ground water and sea water, as given in table 2 of DIN EN 206-1, and waste water, the exposure shall be classified as given below. NOTE 2: In exposure class XA3 or under environmental actions outside the limits of table 2 of DIN EN 206-1, if other aggressive chemicals are present, ground water or soil is chemically polluted, or there is a combination of high water velocity and chemicals from table 2 of DIN EN 206-1, the requirements relating to concrete or protective measures given in subclause 5.3.2 of the present standard shall apply.

7

Slightly aggressive chemical environment according to table 2 of DIN 206-1

Tanks in sewage treatment plant; liquid manure containers

Moderately aggressive chemical environment according to table 2 of DIN EN 206-1, and marine structures

Concrete components in contact with sea water; components in aggressive soil

Highly aggressive chemical environment according to table 2 of DIN EN 206-1

Industrial waste water treatment plant; silage containers and animal feeding troughs; cooling towers with flue gas disposal

Exposure of concrete to wear

Moderate wear

Industrial floor slabs with a loadbearing or stiffening function, subjected to traffic from vehicles with pneumatic tyres

Considerable wear

Industrial floor slabs subjected to traffic from fork lift trucks with pneumatic tyres or solid rubber wheels

Extreme wear

Industrial floor slabs subjected to traffic from fork lift trucks with elastomer or steel wheels; surfaces subjected to frequent traffic from tracklaying vehicles; hydraulic structures in agitated waters (e.g. stilling basins)

Paragraph 1 of table 2 is supplemented by the following note: NOTE: See 4030-1 for the occurrence and effects of chemically aggressive soil and ground water. Paragraph 2 of table 2 is supplemented by the following: A special study may be dispensed with if no value lies in the upper quarter (for pH, in the lower quarter). First column, line NH+4, of table 2 is supplemented by footnote d). d ) Irrespective of its NH+ content, liquid manure can be classified into 4 exposure class XA1.

Page 11 DIN 1045-2 : 2001-07

4.2

Fresh concrete

4.2.1 Consistence classes In tables 5 to 6, a third column for descriptions of consistence is added: Table 5: Compaction classes Class

Degree of compactability

Consistence

1,46 and over

Very stiff

to

Stiff

to

Plastic

to

Soft

)

) See note to subclause 5.4.1.

Table 6: Flow classes Class

Flow diameter, in mm

Consistence

)

340 and under

Stiff

to

Plastic

to

Soft

to

Very soft

to

Flowable

630 and over

Highly flowable

)

) See note to subclause 5.4.1.

4.2.2 Classes related to maximum aggregate size References to prEN 12620 are replaced by those to DIN 4226-1 and DIN 4226-2.

5 5.1

Requirements for concrete and methods of verification Basic requirements for constituent materials

5.1.1 General The wording after the second dash in the note is replaced by the following. – an agrément which expressly refers to the suitability of the constituent materials for concrete production; – the standards given in the following clauses or EC Directives adopted as national building regulations *). 5.1.2 Cement The following wording is substituted: General suitability is established for cement conforming to EN 197-1 and DIN 1164. 5.1.3 Aggregates The following wording is substituted: Pending the adoption of European Standards or EC Directives as national building regulations*), normal-weight and heavyweight aggregates meeting the standard requirements specified in DIN 4226-1 and lightweight aggregate meeting the standard requirements specified in DIN 4226-2 shall be deemed suitable. *) See **) on page 3.

Page 12 DIN 1045-2 : 2001-07 5.1.4 Mixing water The following wording is substituted: Pending the adoption of European Standards or EC Directives as national building regulations *), the following shall be deemed suitable for use as mixing water: drinking water, or normal, naturally occurring water providing this does not contain constituents that adversely affect the hardening or other properties of the concrete, or the corrosion protection of the reinforcement. In cases of doubt, the water shall be examined for its suitability for use in concrete production. Recycled water conforming to the DAfStb-Richtlinie für die Herstellung von Beton unter Verwendung von Restwasser, Restbeton und Restmörtel shall also be deemed suitable. 5.1.5 Admixtures The following wording is substituted: Pending the adoption of European Standards or EC Directives as national building regulations *), admixtures covered by an agrément shall be deemed suitable. 5.1.6 Additions (including mineral fillers and pigments) The following wording is substituted: Pending the adoption of European Standards or EC Directives as national building regulations *), mineral fillers to DIN 4226-1, pigments to DIN EN 12878 and additions covered by an agrément or a European Technical Approval shall be deemed suitable as type I additions without requiring further verification. The suitability as type II additions of fly ash to DIN EN 450, trass cement to DIN 51043 and additions covered by an agrément shall be deemed established.

5.2

Basic requirements for composition of concrete

5.2.1 General The third paragraph is replaced by the following: For standardized prescribed concrete, the following restrictions shall apply: – Natural aggregate shall be used. – The use of additions is not permitted. – The use of admixtures is not permitted. – The minimum cement content shall be taken from table F.5. – The type of cement shall be taken from tables F.3.1 to F.3.3. 5.2.3 Use of aggregates 5.2.3.1 General The following note is added:

NOTE: The composition of the aggregate is characterized by the grading curves or characteristic values described in Annex L.

5.2.3.3 Recovered aggregate A third paragraph is added: DAfStb-Richtlinie für Herstellung von Beton unter Verwendung von Restwasser, Restbeton und Restmörtel shall govern the use of recovered aggregate. 5.2.3.4 Resistance to alkali-silica reaction Two further paragraphs are added: The assessment and use of aggregate which is known to contain or which cannot be ruled out to contain harmful quantities of alkali-soluble silica, and any counteractive action the concrete may require, are governed by DAfStb-Richtlinie Alkalireaktion im Beton. Aggregate known not to be alkali-soluble shall be used for production of high-strength concrete. *) See **) on page 3.

Page 13 DIN 1045-2 : 2001-07 5.2.3.5 Recycled aggregate A new subclause 5.2.3.5 is added: DAfStb-Richtlinie Beton mit rezykliertem Zuschlag shall be taken into account when using recycled aggregate. 5.2.3.6 Lightweight aggregate A new subclause 5.2.3.6 is added: Expanded clay and expanded slate conforming to DIN 4226-2 may be used as lightweight aggregate for lightweight concrete. 5.2.4 Use of recycled water The following wording is substituted: DAfStb-Richtlinie für Herstellung von Beton unter Verwendung von Restwasser, Restbeton und Restmörtel shall be taken into account when using recycled water for concrete of strength class C50/60 or LC 50/55. The use of recycled water is not permitted for production of high-strength concrete. 5.2.5 Use of additions 5.2.5.1 General The following wording is substituted: Subject to the specifications of subclause 9.5, type I and type II additions shall be used in the same quantities as in initial testing. Type II additions as specified in sublause 5.1.6 may be taken into account when calculating the cement content and the water/cement ratio provided their suitability is established. The suitability of the k-value concept is established for fly ash and silica fume. If cement containing silica fume is used as the main constituent, silica fume shall not also be used as an addition. For prestressed concrete in which the tendons are to be in direct contact with the concrete, only fly ash and silica fume or inert mineral filler to DIN 4226-1 and pigments known not to have an inadvertent effect on prestressing steel shall be used as additions. NOTE: Proof of suitability of other additions may take the form of an agrément. 5.2.5.2 k-value concept The following wording shall be substituted: 5.2.5.2.1

General

The k-value concept permits type II additions to be taken into account: – by replacing the term ‘water/cement ratio’ (defined in subclause 3.1.31 of DIN EN 206-1) with ‘equivalent water/cement ratio’, (w/c) eq, (defined in subclause 3.1.52), obtained as follows: either (w/c)eq = w/(c + kf f); or (w/c) eq = w/(c + kss); or (w/c) eq = w/(c + kf f + kss); – by inclusion in the minimum cement content requirement (see sublause 5.3). The actual value of k depends on the specific addition. The application of the k-value concept for fly ash conforming to DIN EN 450 or covered by an agrément, or for silica fume, is given in the following clauses. If fly ash or silica fume is taken into account under the conditions stated in subclauses 5.2.5.2.2 to 5.2.5.2.4, the minimum cement content as a function of the exposure class, as specified in subclause 5.3.2 and line 3 of tables F.2.1 and F.2.2, may be reduced to that given in line 4 of the same tables. 5.2.5.2.2

k-value concept for fly ash conforming to DIN EN 450

If fly ash is taken into account when calculating the minimum cement content, the latter may be reduced to that given in line 4 of tables F.2.1 and

Page 14 DIN 1045-2 : 2001-07 F.2.2 for all exposure classes except XF2 and XF4, provided that one of the following types of cement is used: – Portland cement (CEM I); – Portland silica fume cement (CEM II/A-D); – Portland slag cement (CEM II/A-S or CEM II/B-S); – Portland burnt shale cement (CEM II/A-T or CEM II/B-T); – Portland limestone cement (CEM II/A-LL); – blastfurnace cement (CEM III/A); – blastfurnace cement (CEM III/B up to 70 % (m/m) of granulated blastfurnace slag, provided its composition is established as specified in DIN EN 197-1). The combined cement and fly ash content (c + f) shall not exceed the minimum cement content from line 3 of tables F.2.1 and F.2.2. Subclause 5.2.5.2.5 shall be taken into account when using Portland silica fume cement. For all exposure classes with the exception of XF2 and XF4, a maximum permitted equivalent water/cement ratio, k f, equal to 0,4 may be used instead of the maximum permitted water/cement ratio from tables F.2.1 and F.2.2. The maximum fly ash content, f/c, that may be taken into account shall be not more than 33 % (m/m). If a greater amount of fly ash is used, the excess shall not be taken into account when calculating the equivalent water/cement ratio. When making concrete with a high sulfate resistance, a mixture of cement and fly ash may be used instead of high-sulfate cement to DIN 1164 providing the following conditions are met: a) the sulfate content of the aggressive water is not more than 1 500 mg/l; b) the cement is of type CEM I, CEM II/A-S, CEM II/B-S, CEM II/A-T, CEM II/B-T, CEM II/A-LL or CEM III/A; c) the fly ash content, referred to the combined cement and fly ash content (c + f), shall be at least 20 % (m/m) for cement types CEM I, CEM II/A-S, CEM II/B-S and CEM II/A-LL and at least 10 % (m/m) for cement types CEM II/A-T, CEM II/B-T and CEM III/A; d) fly ash whose total alkali content determined as specified in DIN EN 196-21 and expressed as the sodium oxide equivalent is not more than 4 % (m/m) may also be used with aggregate of alkali-reaction classes E II and E III and for moisture classes WF and WA from the DAfStb-Richtlinie Alkalireaktion im Beton. Subclause 5.3.4 of this standard shall apply with regard to the use of fly ash in underwater concrete. 5.2.5.2.3 k-value concept for silica fume The silica fume content shall be not more than 11 % (m/m) of the cement content. If silica fume is taken into account when calculating the minimum cement content, the latter may be reduced to the level specified in line 4 of tables F.2.1 and F.2.2 for all exposure classes except XF2 and XF4, provided that one of the following types of cement is used: – Portland cement (CEM I); – Portland slag cement (CEM II/A-S or CEM II/B-S); – Portland pozzolana cement (CEM II/A-P, CEM II/B-P); – Portland fly ash cement (CEM II/A-V); – Portland burnt shale cement (CEM II/A-T or CEM II/B-T); – Portland limestone cement (CEM II/A-LL); – Portland composite cement (CEM II/B-M (S-V)); – blastfurnace cement (CEM III/A, CEM III/B). The combined cement and silica fume content (c + s) shall be not less than the minimum cement content from line 3 of tables F.2.1 and F.2.2. For all exposure classes with the exception of XF2 and XF4, the equivalent water/cement ratio (equal to unity) may be used instead of the water/ cement ratio.

Page 15 DIN 1045-2 : 2001-07 5.2.5.2.4 k-value concept for combinations of fly ash and silica fume A new subclause 5.2.5.2.4 is added: If fly ash and silica fume are used in combination, the silica fume content shall be not more than 11 % (m/m) of the cement. If both fly ash and silica fume are taken into account when calculating the minimum cement content, the latter may be reduced to the level specified in line 4 of tables F.2.1 and F.2.2 for all exposure classes except XF2 and XF4, provided that the combined content of cement, fly ash and silica fume (c + f + s) is not less than the minimum cement content from line 3 of tables F.2.1 and F.2.2. The specifications of subclause 5.2.5.2.5 shall be taken into account to ensure that the pore solution is sufficiently alkaline. For all exposure classes with the exception of XF2 and XF4, the equivalent water/cement ratio, (w/c)eq, obtained as w/(c + 0,4f + 1,0s), may be used instead of the water/cement ratio from tables F.2.1 and F.2.2, provided that the maximum fly ash content is not more than 33 % (m/m) of the cement and the maximum silica fume is not more than 11 % by total mass of the cement. If a greater amount of fly ash is used, the excess shall not be taken into account when calculating the equivalent water/cement ratios, kf (equal to 0,4) and k s (equal to unity). 5.2.5.2.5 Alkalinity reserve of the pore solution A new subclause 5.2.5.2.5 is added: In order to ensure that the pore solution is sufficiently alkaline, cement consisting of CEM I, fly ash and silica fume shall have a maximum fly ash content, f/c, equal to 3 (0,22 – s/c), expressed as a percentage by mass. In the case of types CEM II-S, CEM II/A-D, CEM II-T, CEM II/A-LL and CEM III/A cement, the maximum fly ash content, f/c, shall be 3 (0,15 – s/c), expressed as a percentage by mass. The use of fly ash and silica fume in combination is not permitted for other types of cement. In view of the need to ensure the alkalinity reserve of the pore solution type CEM II/A-D cement containing fly ash shall be taken to have a silica fume content of 10 % (m/m). 5.2.5.3 Equivalent concrete performance concept The fourth paragraph is replaced by the following: The principle may only be used in connection with agréments or European Technical Approvals (cf. note 2 to subclause 5.2.5.1 of DIN EN 206-1). 5.2.6 Use of admixtures Two paragraphs are added after the first paragraph: A specific check of the admixture content is not necessary in cases where concrete contains more than one type of admixture and the total admixture content is not more than 60 g per kilogram of cement (including the additions that are taken into account in calculations of the cement content). For high-strength concrete, the maximum permitted content of plastifying admixtures shall be 70 g per kilogram or 70 ml per kilogram of cement. When more than one type of admixture is used, the total admixture content shall be not more than 80 g per kilogram or 80 ml per kilogram of cement. The wording of the note is replaced as follows: NOTE: Concrete of consistence class S4 or above, F4 or above, or V4 shall be made with high-range water-reducing/super plasticizing admixture.

Page 16 DIN 1045-2 : 2001-07 5.2.7 Chloride content Table 10 is replaced by the following: Table 10: Maximum chloride content of concrete Concrete use

Chloride content class

Maximum chloride content by mass of cement a)

Not containing steel reinforcement or other embedded metal (except corrosion-resisting lifting devices) Containing steel reinforcement or other embedded metal Containing prestressing steel reinforcement ) Where type II additions are used and are taken into account when calculating the cement content, the chloride content is expressed as the percentage chloride ions by mass of cement plus total mass of additions that are taken into account. A fourth paragraph is added: The requirements relating to chloride content as given in table 10 are deemed satisfied if the chloride content of each constituent material (except aggregate and cement of type CEM III) meets the requirements for the lowest class in the provision applicable to the constituent material. The following limiting values shall apply for the chloride content of aggregate: – for concrete containing cement other than of type CEM III: – 0,15 % (m/m) for concrete without steel reinforcement or embedded metal; – 0,04 % (m/m) for concrete with steel reinforcement or other embedded metal; – 0,02 % (m/m) for concrete with prestressing steel; – for concrete containing type CEM III cement: – 0,10 % (m/m) for all types of concrete. 5.2.8 Concrete temperature The following paragraphs are added: In accordance with DIN 1045-3, the following shall apply: The temperature of fresh concrete shall generally be not greater than +30 °C unless suitable action is taken to avoid adverse effects. The temperature of concrete placed at air temperatures between +5°C and –3 °C shall be not less than +5 °C. It shall be not less than +10 °C if the cement content is less than 240 kg/m³ or if cement with a low heat of hydration is used. The temperature of the concrete placed at air temperatures under –3 °C shall be not less than +10 °C.

5.3

Requirements related to exposure classes

5.3.2 Limiting values for concrete composition The last sentence of note 2 is deleted. The following is added to the end of the last paragraph: Instead of the specified European Standards, DIN 1045-3 shall apply with regard to construction work and DIN 1045-1 to structural design. The subclause is supplemented by the following: Requirements relating to concrete composition and properties are given in tables F.2.1 and F.2.2. In addition, the following provisions shall apply: The values in tables F.2.1 and F.2.2 relate to the use of cement conforming to DIN EN 197-1 and DIN 1164. The ranges of application of cement types are given in tables F.3.1, F.3.2 and F.3.3.

Page 17 DIN 1045-2 : 2001-07 The ultrafines content shall be taken from table F.4.1 for concrete of strength class C50/60 and LC50/55 or over and exposure class XF or XM, and from table F.4.2 for concrete of strength classes C55/67 and LC55/60 or over and any exposure class. For all other types of concrete, the maximum permitted ultrafines content shall be 550 kg/m³. Where the cement content is between 300 kg/m³ and 350 kg/m³ (cf. table F.4.1), intermediate values shall be determined by linear interpolation. Where the cement content is between 400 kg/m³ and 500 kg/m³ (cf. table F.4.2), intermediate values shall be determined by linear interpolation. The maximum permitted ultrafines content from table F.4.1 may be increased by the following amount, provided this does not total more than 50 kg/m³: – if the cement content is higher than 350 kg/m³, by the amount in excess of 350 kg/m³; – if a pozzolanic concrete addition of type II is used, by this content. The maximum permitted ultrafines content from tables F.4.1 and F.4.2 may be increased by 50 kg/m³ if the maximum size of aggregate is 8 mm. Where concrete is exposed to chemical attack of exposure class XA3 or higher, or to fast flowing water combined with chemical attack as set out in table 2 of DIN EN 206-1, measures shall be taken to protect the concrete (such as the application of protective coatings or permanent cladding) unless expert opinion proposes an alternative solution. In the presence of aggressive chemicals other than those given in table 2 of DIN EN 206-1 or if the substrate is chemically contaminated, the impact of the chemical attack shall be investigated and precautionary action taken, where necessary. 5.3.3 Performance-related design methods A second paragraph is added: Performance-related design methods shall only be applied in connection with agréments or European Technical Approvals. 5.3.4 Requirements for underwater concrete A new subclause 5.3.4 is added: If concrete for loadbearing elements is required to be placed under water, it shall generally be of a soft consistence (cf. DIN 1045-3). The water/ cement ratio shall be not greater than 0,60, and lower if other environmental factors are involved (e.g. for concrete of exposure class XA). The minimum cement content shall be not less than 350 kg/m³ where aggregate is of 32 mm maximum particle size. The fly ash content may be included in accordance with subclause 5.2.5.2.2, subject to the following: a) The combined cement and fly ash content (c + f) shall be not less than 350 kg/m³. b) The equivalent water/cement ratio, (w/c) eq, obtained as w/(c + 0,7f), shall be not greater than 0,60. During placing, the concrete shall flow as a coherent mass so as to be of dense structure even without compaction. The ultrafines content may be greater than the limiting values specified in subclause 5.3.2. 5.3.5 Concrete exposed to water-contaminating substances A new subclause 5.3.5 is added: Where concrete with unsealed surfaces due to come into contact with fluid (including liquefied gases) or paste-like water pollutants is classed as being at risk according to the terms of the Gesetz zur Ordnung des Wasserhaushalts, the concrete shall comply with the requirements of this standard and the provisions laid down in DAfStb-Richtlinie Betonbau beim Umgang mit wassergefährdenden Stoffen. 5.3.6 Concrete exposed to high service temperatures A new subclause 5.3.6 is added: Concrete for exposure to service temperatures up to 250 °C shall be made with aggregate of proven suitability. NOTE: Further information is given in DAfStb-Heft 337.

Page 18 DIN 1045-2 : 2001-07 5.3.7 High-strength concrete A new subclause 5.3.7 is added: Concrete of compressive strength classes C90/105 and C100/115, and high-strength lightweight concrete of compressive strength classes LC70/77 and LC80/88 shall be covered by an agrément or an individual agreement. Tables 22 to 24 and clauses H.1 to H.3 of DIN EN 206-1 shall apply with regard to the control of high-strength concrete. 5.3.8 Cement mortar for jointing and pointing A new subclause 5.3.8 is added: Cement mortar for jointing and pointing of walling units made of precast concrete elements and filler joists made of concrete up to strength class C50/60 shall meet the following requirements: – it shall be made from cement conforming to DIN EN 197-1 if permitted for the respective exposure class (cf. tables F.3.1, F.3.2 and F.3.3), or cement conforming to DIN 1164 of strength class 32,5 R or higher; – the cement content shall be at least 400 kg/m³; – clean mixed aggregate of up to 4 mm particle size shall be used.

5.4

Requirements for fresh concrete

5.4.1 Consistence The first paragraph is supplemented by the following: Preferred methods are the flow diameter test and, for stiffer types of concrete, the degree of compactibility. For flow diameters over 700 mm, reference shall be made to the DAfStbRichtlinie Selbstverdichtender Beton, pending publication of which an agrément or individual agreement is required. High-strength in-situ concrete shall be of consistence class F 3 or softer. The third paragraph is supplemented by the following: An appropriate spot sample may also be taken at the beginning of the unloading procedure, once the concrete has been thoroughly mixed and no changes in water content of the fresh concrete are likely to occur. 5.4.2 Cement content and water/cement ratio The wording of note 1 is replaced by the following, and is given normative character: When using lightweight aggregate of 4 mm maximum particle size (i.e. light sand), the water absorption may be determined using the method specified in DIN 4226-2. 5.4.3 Air content The paragraph is supplemented by the following: For flowing concrete, the minimum air content from table F.2.2 shall be increased by 1 %, and reference made to the FGSV-Merkblatt für die Herstellung und Verarbeitung von Luftporenbeton.

5.5

Requirements for hardened concrete

5.5.1 Strength 5.5.1.2 Compressive strength The second paragraph is supplemented by the following: Unless otherwise agreed, compressive strength shall be determined using 150 mm cubes cured as set out in Annex NA of DIN EN 12390-2. The compressive strength of concrete cured as specified in the reference method described in that standard, fc,cube, shall be calculated on the basis of the compressive strength after curing as specified in the same annex, fc,dry, by means of the following equation: a) for normal-weight concrete up to and including strength class C50/60: fc, cube = 0,92 é fc,dry;

Page 19 DIN 1045-2 : 2001-07 b) for high-strength normal-weight concrete from strength class C55/67: fc,cube = 0,95 é fc,dry. The above equations may only be used to convert cube compressive strengths and only take into account the variations in curing conditions. If 100 mm cubes are used instead of 150 mm cubes, values may be calculated according to the following equation: fc,dry(150 mm) = 0,97 é fc,dry(100 mm). The wording of the note is replaced by the following: Pending the adoption of standards as national building regulations *), an in-situ assessment of the compressive strength of the structure or components may be carried out as specified in DIN 1048-4. Pending publication of DIN EN 12390-3, the compressive strength shall be tested as specified in DIN 1048-5. 5.5.3 Resistance to water penetration A third paragraph is added: If the concrete is required to have a high resistance to water penetration, it shall have a water/cement ratio, w/c, of 0,70 or less for component thicknesses over 400 mm and of 0,60 or less and a cement content of at least 280 kg/m³ (270 kg/m³ where additions are taken into account) for component thicknesses up to and including 400 mm. The concrete shall be of compressive strength class C25/30 or higher. 5.5.5 Wear resistance A new subclause 5.5.5 is added: Concrete required to have a high wear resistance shall meet the requirements relating to compressive strength class, cement content, water/cement ratio and aggregate as set out in table F.2.2 and shall have an ultrafines content as specified in table F.4.1.

6 6.1

Specification of concrete General

The first paragraph is supplemented by the following: In special cases (e.g. fair faced concrete, high-strength concrete, air entrained concrete), the producer, user and the specifier shall agree on additional information with regard to the composition of the concrete and requirements relating to its constituent materials (e.g. their type and origin). The text introduced by the last dash in the second paragraph is supplemented by the following: Restrictions on the use of constituent materials need only be indicated by the specifier if they are not a direct or indirect consequence of the specification criteria (e.g. exposure classes). Note 3 is added as follows:

6.2

NOTE 3: The requirements specified in this standard that relate to the composition of standardized prescribed concrete are based on experience and are conservative in nature, thus obviating any need for initial testing on the part of the producer.

Specification for designed concrete

6.2.2 Basic requirements Item e) is supplemented by the following: Instead of giving the chloride content class from table 10, the type of concrete (i.e. plain concrete, reinforced concrete, prestressed concrete) may be stated. 6.2.3 Additional requirements Note 2 is supplemented by the following: The required air content (cf. subclause 5.4.3) shall be agreed upon by the specifier, the producer and the user. *) See **) on page 3.

Page 20 DIN 1045-2 : 2001-07

6.4

Specification of standardized prescribed concrete

The first paragraph is replaced by the following: Standardized prescribed concrete shall be specified by stating: – the compressive strength class; – the exposure class; – the maximum nominal upper aggregate size; – the consistence class or target value; – the hardening characteristics, where required. The text after the second and third dash in the second paragraph is substituted by the following: – compressive strength class for design up to and including strength class C16/20; – exposure class X0, XC1 or XC2.

7 7.1

Delivery of fresh concrete Information from the user of the concrete to the producer

The text after the first dash is replaced by the following: –

7.2

delivery date, time, rate and discharge speed;

Information from the producer of the concrete to the user

Item b) is supplemented by the following: The additions content shall be stated so as to correspond to the scaling required of the batching equipment. A new item g) is added: g) for flowing concrete, the consistence class or target value prior to inclusion of the addition.

7.3

Delivery ticket for ready-mixed concrete

The text after the ninth dash in the first paragraph is replaced by the following: – mark of conformity with the wording ‘Conforms to DIN EN 206-1 and DIN 1045-2’. The first paragraph is supplemented by the following: For flowing concrete, when adding high-range water-reducing/ superplasticizing admixture on site, the following handwritten information shall be included on the delivery ticket: – time of addition; – quantity of admixture added; – estimated amount left in the mixer drum prior to addition of the admixture. The text after the third dash under item a) is supplemented by the following: Instead of giving the chloride content class from table 10, the type of concrete may be stated (i.e. plain, reinforced, prestressed). The text after the sixth and seventh dash under item a) is supplemented by the following: – type and strength class of cement; – type of additions and admixtures. An eleventh dash is added under item a) as follows: – the hardening characteristics of the concrete. The last paragraph is supplemented by the following: a) for standardized prescribed concrete: – the compressive strength class; – the exposure class; – the maximum nominal upper aggregate size; – the consistence class or target value; – the hardening characteristics, if established.

Page 21 DIN 1045-2 : 2001-07 For high-strength concrete, all weighing information including that specified under item a) or b) shall be automatically printed on the delivery ticket. The following information shall be added subsequently: – moisture content of aggregate; – quantity of high-range water-reducing/superplasticizing admixtures batched on site; – consistence immediately before and after each addition of highrange water-reducing/superplasticizing admixtures in each truck mixer.

7.5

Consistence at delivery

A second paragraph is added as follows: The addition of water on site is not permitted unless this has been scheduled, in which case the following conditions shall apply: – the total water content and the quantity of water which it is permitted to add after initial testing shall be given on the delivery ticket; – the truck mixer shall be provided with suitable batching equipment; – the batching accuracy specified in subclause 9.7 shall be adhered to; – the samples for production control shall be taken after final addition of water.

7.6

Transport of concrete to the site

A new subclause 7.6 is added: Fresh concrete of stiff consistence may be transported in vehicles without mixing or agitating equipment. The material of the loading surfaces in contact with the concrete shall not react with it. Fresh concrete other than of stiff consistence may only be transported to the place of use in truck mixers or vehicles with agitating equipment. Immediately prior to being unloaded, the concrete shall be mixed once more so as to be homogeneous at the time of handover on site. Unloading of truck mixers or vehicles with agitating equipment should be completed 90 minutes after the first water has been mixed with the cement, and unloading of vehicles with mixing or agitating equipment transporting concrete of a stiff consistence, 45 minutes after the first water has been mixed with the cement. Accelerated or retarded setting due to weather conditions shall be taken into account. Where admixtures have been added to extend the workability of the concrete by a minimum of three hours, the DAfStb-Richtlinie für Beton mit verlängerter Verarbeitbarkeitszeit (Verzögerter Beton) shall be applicable.

8

Conformity control and conformity criteria

A footnote is added to the heading: Footnote: See note to subclause 3.1.46 regarding conformity.

8.2

Conformity control for designed concrete

8.2.1 Conformity control for compressive strength 8.2.1.1 General The note is replaced by the following: In conjunction with the present standard, Annex K shall have a normative character. The seventh paragraph is replaced by the following: If production of an individual concrete or a concrete family has been suspended for more than six months, the producer shall adopt the criteria, and the sampling and testing schedule used for initial production. The tenth paragraph is replaced by the following: Where identity of a defined volume of concrete with a population verified as conforming to the characteristic strength requirements is to be assessed, this shall be in accordance with Annex A.2 of DIN 1045-3.

Page 22 DIN 1045-2 : 2001-07 8.2.1.2 Sampling and testing plan The first paragraph is supplemented by the following: As a departure from table 13 of DIN EN 206-1, for lightweight concrete and concrete of compressive strength classes from C55/67 upwards, the minimum rate of sampling shall be one sample per 100 m³ or one sample per day of production for initial production and one per 200 m³ or one per week of production for continuous production. The second paragraph is supplemented by the following: Sampling of lightweight concrete shall take place at the location of its use. 8.2.1.3 Conformity criteria for compressive strength The text after the first dash in the second paragraph shall be supplemented by the following: Any decision to carry out conformity assessment with overlapping results shall be made before production commences and be reported to the inspection agency together with details of the overlap intervals. The third paragraph is supplemented by the following: As a departure from table 14 of DIN EN 206-1, the following rates of sampling shall apply for high-strength concrete: For initial production: Criterion 1: f cm ö fck + 5; Criterion 2: f ci ö fck – 5. For continuous production: Criterion 1: fcm ö fck + 1,48 s, with s not less than 5 N/mm²; Criterion 2: fci ö 0,9 fck. The ‘Criterion 1’ column, line ‘Continuous production’ of table 14, is supplemented by the following requirement: s ö 3 N/mm². The last line of column 1 of table 15 is replaced by the following: 6 to 14 ö fck + 3,0 A new line is added at the bottom of table 15: ö 15 ö f ck + 1,48 s

8.3

Conformity control of prescribed concrete including standardized prescribed concrete

In the penultimate line of the first paragraph, the tolerance for the water/cement ratio is changed as follows: The water/cement ratio shall be within t 0,02 of the specified value. A new note to the second paragraph is added: NOTE: See DIN 1045-3 for testing of properties of prescribed concrete including standardized prescribed concrete.

8.4

Action in the case of non-conformity of the product

The last sentence of the note is replaced by the following: Pending the adoption of the relevant provisions as national building regulations *), an in-situ assessment of the strength of the structure or components may be carried out as specified in DIN 1048-4. The note is supplemented by the following: Unless otherwise agreed, the following procedure may be followed. – A rebound hammer test may be performed on the structure as specified in DIN 1048-4 and the concrete classified into a compressive strength class on the strength of the test results. – If the rebound hammer test does not give adequate results, core samples shall be taken, the number of which will depend on the size of the component involved. Testing of core samples shall as specified in the standards stated. If they are shown to have adequate compressive strength, the concrete can be assigned a compressive strength class.

*) See **) on page 3.

Page 23 DIN 1045-2 : 2001-07

9

Production control

The heading is given a footnote: Footnote: The provisions relating to production control as specified in DIN EN 206-1 and this standard have been conferred legally binding status by inclusion in Länder building regulations.

9.3

Recorded data and other documents

The second sentence of the first paragraph is replaced by the following: The records from production control shall be retained for at least five years and shall be submitted on request to the inspection or certification body.

9.5

Concrete composition and initial testing

A fourth, fifth and sixth paragraph are added: The properties of fresh and hardened concrete shall be deemed adequate if the content of its constituent materials remains within the following limits: – cement: t15 kg/m³; – fly ash: t 15 kg/m³; – admixtures: between zero and the highest amount specified in subclause 5.2.6. Initial testing is not required for the following types of concrete: – concrete covered by initial testing shown to have a concrete composition within the range described in the fourth paragraph; – concrete not containing additions and admixtures, in which case the results from initial testing of concrete of the same strength class with cement of lower standard strength may be taken into account for concrete with cement of higher standard strength if the properties of the constituent materials (e.g. aggregate composition, cement standard strength) are known to be within the usual range; – concrete containing high-range water-reducing/superplasticizing admixtures, in which case the results obtained during initial testing of the same concrete not containing admixtures may be taken into account if a positive result has already been obtained with another type of concrete containing the same admixtures and the same cement and if the properties of the constituent materials (e.g. aggregate composition) are known to be within the usual range. For high-strength concrete, only the same constituent materials may be used with which initial testing was carried out (i.e. they shall be of the same type, producer and source). The range of tolerances of the properties to be tested (cf. tables 22 and H.1 of DIN EN 206-1) shall be agreed between the supplier of the constituent material, the concrete producer and the user, based on the range established on the basis of the production control documents of the supplier and producer.

9.6

Personnel, equipment and installation

9.6.1 Personnel A third paragraph is added: The concrete production facility that is the subject of production control shall be managed by a specialist with wide experience of advanced concrete technology and production (e.g. a concrete engineer). The specialist shall be able to furnish proof that he is suitably qualified (e.g. from the Ausbildungsbeirat Beton (Concrete training council) of the Deutscher Beton- und Bautechnik-Verein e.V. (German concrete and building technology association)). The producer shall ensure that management and all personnel involved in concrete production, transport and production control receive further training at intervals of not more than three years in the production, working and testing of concrete, to provide them with the know-how to ensure trouble-free production and production control.

Page 24 DIN 1045-2 : 2001-07 9.6.2 Equipment and installation 9.6.2.2 Batching equipment The second paragraph is supplemented by the following: The number of verification scale intervals of the weighing equipment shall be as stipulated in the Eichordnung.

9.7

Batching of constituent materials

The third line of table 21 is replaced by the following: Admixtures and additions used at ß 5 % (m/m) of cement. t 3 % of required quantity.

9.8

Mixing of concrete

The third paragraph is supplemented by the following: As a departure from the third paragraph, water-reducing admixtures shall not be added after the main mixing process. The note is given normative character by substituting 'shall' for 'should', as follows: NOTE 1: In a truck mixer, the duration of re-mixing after the main mixing process shall not be less than 1 min/m³ and not less than five minutes after adding the admixture. A second note is added after the fourth paragraph: NOTE 2: Lightweight concrete is generally deemed homogeneously mixed after a minimum mixing duration of 90 s, normal-weight concrete after a minimum mixing duration of 30 s.

9.9

Production control procedures

The fourth sentence of the seventh paragraph is replaced by the following: The provisions of Annex H shall be binding. Table 22, line 14, ‘Inspection / test’ column 'Test to prEN 1008 : 1997' is replaced by the following: *) Inspection as specified in subclause 5.1.4 of this standard.

10

Evaluation of conformity

The heading is given a footnote: Footnote: See note to subclause 3.1.46 for a definition of the term ‘verification’.

10.1

General

The second and third paragraphs are replaced by the following: The factory production control for all types of concrete produced as specified in this standard except standardized prescribed concrete shall be surveilled and assessed by an approved inspection body. Proof that the concrete produced as specified in this standard (with the exception of standardized prescribed concrete) meets the requirements shall be provided in the form of a certificate of conformity issued by an accredited certification body. For standardized prescribed concrete, the producer’s declaration shall be provided as proof of conformity with the specifications of this standard.

10.2

Assessment, surveillance and certification of production control

The heading is replaced by the following *): Assessment and surveillance of production control and concrete certification The text of the clause is replaced by the following: The (normative) provisions relating to the surveillance and assessment of production control and certification of concrete given in Annex C shall apply. *) Translator's note. Correction from DIN 1045-2 Ber. 1.

Page 25 DIN 1045-2 : 2001-07

11

Designation for designed concrete

The text after the fourth dash is replaced by the following:*) The type and use of the concrete (i.e. reinforced, unreinforced) or the maximum chloride content given in table 10.

Annex B (normative) Identity testing for compressive strength The text of Annex B is replaced by the following: Identity testing as specified in Annex B of DIN EN 206-1 shall not be carried out. Instead, compressive strength shall be checked as described in Annex A.2 of DIN 1045-3.

Annex C (normative) Provisions for assessment, surveillance and certification of production control The heading of Annex C is replaced by the following: Provisions for assessment and surveillance of production control, and concrete certification

C.2 C.2.1

Tasks for the inspection body Initial assessment of production control

A new second paragraph is added: If a mobile facility changes location after inspection, it shall be checked in the first routine inspection that no essential changes have taken place since the initial inspection. The note is replaced by the following *): NOTE: On the basis of this report, the accredited certification body will decide on the certification of the concrete (see C.3.1). C.2.2.1 Routine inspection The seventh paragraph is supplemented by the following: The check shall be carried out by the inspection body at least once a year or whenever there are major changes in production conditions. C.2.2.2 Extraordinary inspections The following shall be added to the text after the fourth dash: An extraordinary inspection shall also be requested if the results from production control do not seem plausible. The results of compressive strength testing shall be examined for plausibility from three aspects: – For initial production: Plausibility of the conformity assessment of initial production as in line 2 of table 14 of DIN EN 206-1. Where at least 35 individual results have been obtained for conformity assessment of initial production, the mean and standard deviation of these results, fcm and s, respectively, shall be calculated. – For continuous production: Plausibility of the conformity assessment of continuous production as in line 3 of table 14 of DIN EN 206-1. For both initial production and continuous production, plausibility of the compressive strength test results shall be assumed if a check of the normal distribution of the compressive strength test results gives a positive result and the standard deviation appears plausible. – Plausibility of the compatibility of results of third-party inspection with those of production control: If the inspection body takes samples for compressive strength tests, the results shall be checked for compatibility with the results from production control. The plausibility of the results shall be assumed if the check for compatibility gives a positive result. *) Translator's note. Correction from DIN 1045-2 Ber. 1.

Page 26 DIN 1045-2 : 2001-07 NOTE: The check for normal distribution should always be supplemented by an analysis of the data in the probability net. If the check for normal distribution gives a negative result, the presentation in the probability net may indicate the form this deviation has taken, which, in certain circumstances, may enable the causes for deviation from normal distribution to be inferred. The consistence test results are plausible if stiffening is taken into account over the whole anticipated transportation time and if the increase in the quantity of water required at elevated temperature whilst maintaining a constant water/cement ratio is taken into account.

C.3 C.3.1

Tasks for certification body Certification of production control

The heading and text of the clause are replaced by the following *):

C.3.1

Certification of concrete

The certification body certifies the concrete on the basis of a report from the inspection body, that states that the production unit has passed the initial check of the production control to the satisfaction of the inspection body and the concrete meets the requirements specified in this standard. It shall be the responsibility of the certification body to decide on any further validity of the certificate on the basis of the reports of the continuous surveillance of production control.

C.3.2

Measures in case of non-conformity

The third paragraph, including the note, is replaced by the following: If the extraordinary inspection results in failure, the certification body shall immediately declare the certificate of conformity to be invalid, and the inspection body shall terminate surveillance of production control. The certification body will notify the producer accordingly that his certificate is no longer valid. Following declaration that the certificate is no longer valid, the producer shall no longer be able to refer to the certificate of conformity. A fifth paragraph is added: The certification body shall apply a documented system to assess the cases of non-conformity established during the course of routine and extraordinary inspections. This system shall take into account the gravity of deviations, their cumulation and their distribution as a function of time.

Annex D (informative) Bibliography The following shall be added to the bibliography *): DAfStb-Heft 337 Verhalten von Beton bei hohen Gebrauchstemperaturen DAfStb-Heft 526 Erläuterungen zu DIN EN 206-1, DIN 1045-2, DIN 1045-3 und DIN 1045-4 (DAfSb Commentary on DIN EN 206-1 and DIN 1045-2 to DIN 1045-4).

Annex E (informative) Guidance on the application of the equivalent performance concept of concrete properties A second paragraph is included: This concept can only be applied in conjunction with agréments or European Technical Approvals (cf. note 2 to subclause 5.2.5.1).

Annex F (normative) Recommendation for limiting values of concrete composition Annex F (informative) including table F.1 is replaced by the normative requirements from tables F.2.1, F.2.2, F.3.1, F.3.2, F.3.3, F.4.1, F.4.2 and F.5. The following note is added: NOTE: The requirements given in tables F.2.1, F.2.2 and F.3.1 to F.3.3 are based on the assumption of an anticipated service life of at least 50 years and normal maintenance conditions. *) Translator's note. Correction from DIN 1045-2 Ber. 1.

Table F.2.1: Limiting values for composition and properties of concrete No risk of corrosive attack No.

Exposure class

Reinforcement corrosion Carbonation-induced corrosion

Chloride-induced corrosion Chloride from sea water

Chloride other than from sea water

)

Max. w/c ratio Minimum strength classc) Minimum cement contentd), in kg/m³

)

)

) )

Minimum cement contentd), taking additions into account, in kg/m³

) See XD1.

See XD2. See XD3.

Minimum air content, as a percentage

Other requirements a)

Only for concrete without reinforcement or embedded metal.

b)

The minimum cement content of bulky components (with a smallest dimension of 80 cm) shall be 300 kg/m³.

c)

Does not apply to lightweight concrete.

d)

For a maximum particle size of 63 mm, the cement content may be reduced by 30 kg/m³. In such cases, b) shall not apply.

e)

A strength class lower shall be used for air entrained concrete designed for exposure to freeze/thaw attack.

Page 27 DIN 1045-2 : 2001-07

Page 28 DIN 1045-2 : 2001-07

Table F.2.2: Limiting values for composition and properties of concrete Mode of attack on concrete Aggressive chemical environment

Freeze/thaw No.

Wear h)

Exposure classes Max. w/c ratio

)

)

)

Minimum strength classc)

)

)

Minimum cement contentd), in kg/m³

)

Minimum cement contentd), taking additions into account, in kg/m³ Minimum air content, as a percentage

Other requirements

) )

)

)

) )

) )

) )

) )

) )

Aggregate meeting basic requirements with additional resistance to freeze/thaw attack or deicing agents (cf. DIN 4226-1)

)

Surface treatment of concrete k)

Hard aggregate to DIN 1100

For c), see table F.2.1. For d), see table F.2.1. For e), see table F.2.1. f)

The mean air content of fresh concrete immediately before placing shall be not less than 5,5 % (V/V) for a maximum aggregate size of 8 mm, not less than 4,5 % (V/V) for a maximum aggregate size of 16 mm, not less than 4,0 % (V/V) for a maximum aggregate size of 32 mm, and not less than 3,5 % (V/V) for a maximum aggregate size of 63 mm. Individual values shall be not more than 0,5 % (V/V) less than these values.

g)

Type II additions may be added, but shall not be taken into account when calculating the cement content or w/c ratio.

h)

Aggregate up to 4 mm particle size shall consist predominantly of quartz or materials of at least the same hardness. Coarser aggregate shall be made from natural stone or man-made materials with a high wear resistance. All aggregate should have a moderately rough surface and be squat in shape. The mix shall be as coarse as possible.

i)

The maximum cement content shall be 360 kg/m³ (does not apply to high-strength concrete).

j)

Moist concrete with a w/c ratio equal to or less than 0,40 need not be air-entrained.

k)

E.g. vacuuming and smoothing.

l)

See subclause 5.3.2 for protective measures.

Table F.3.1: Ranges of application for cement to DIN EN 197-1 and DIN 1164, used for preparation of concrete to DIN 1045-2a) Reinforcement corrosion No risk of corrosive attack

Carbonation-induced corrosion

Chloride-induced corrosion Chloride other than from sea water

Chloride from sea water

Compatibility with prestressing steel

)

)

)

Key to symbols:

May be used to produce concrete to this standard. Not to be used to produce concrete to this standard. (continued)

Page 29 DIN 1045-2 : 2001-07

)

Mode of attack on concrete Aggressive chemical environment

Freeze/thaw attack

)

Wear )

Compatibility with prestressing steel

)

) ) ) ) ) a) b) c)

d) e) f)

Cement whose use is not permitted according to this table may be used if covered by an agrément. *) For a strength class not less than 42,5 or not less than 32,5 R with a granulated blastfurnace slag content of not more than 50 % (m/m) . CEM III/B may only be used in the following cases: – marine components: w/c ß 0,45; minimum strength class: C35/45; cement content not less than 340 kg/m³; – scraper raceways in sewage treatment plant: w/c ß 0,35, minimum strength class: C40/50; cement content not less than 360 kg/m³ (cf. DIN 19569-1). Air entrainment is not required. For concrete of exposure class higher than XA1, liable to sulfate attack (except from sea water), cement with a high sulfate resistance (HS cement) shall be used or, alternatively, a mixture of cement and fly ash instead of HS cement if the sulfate content of the aggressive water is not more than 1 500 mg/l (cf. subclause 5.2.5.2.2). Special combinations may perform more favourably. See table F.3.2 for CEM-II-M cement with three main constituents, and table F.3.3 for CEM IV or CEM V cement with two or three main constituents. The elemental silicon content of the silica fume used shall be as specified in the Zulassungsrichtlinien des Deuschen Instituts für Bautechnik für anorganische Betonzusatzstoffe.

*) Translater's note. Correction from DIN 1045-2 Ber. 1.

Page 30 DIN 1045-2 : 2001-07

Table F.3.1 (concluded)

Table F.3.2: Ranges of application for CEM II-M cement to DIN EN 197-1 with three main constituents, used for preparation of concrete to DIN 1045-2 a) Reinforcement corrosion No risk of corrosive attack

Carbonation-induced corrosion

Chloride-induced corrosion Chloride other than from sea water

Chloride from sea water

Compatibility with prestressing steel

)

) ) ) ) ) ) ) ) ) (continued)

Page 31 DIN 1045-2 : 2001-07

Mode of attack on concrete Freeze/thaw attack

Aggressive chemical environment )

Wear

Compatibility with prestressing steel

) )

) ) ) ) ) ) ) ) ) Key to symbols: May be used to produce concrete to this standard. Not to be used to produce concrete to this standard. a)

Cement whose use is not permitted according to this table may be used if covered by an agrément.

d)

For concrete of exposure class higher than XA1, liable to sulfate attack (except from sea water), cement with a high sulfate resistance (HS cement) shall be used or, alternatively, a mixture of cement and fly ash instead of HS cement if the sulfate content of the aggressive water is not more than 1 500 mg/l (cf. subclause 5.2.5.2.2).

f)

The elemental silicon content of the silica fume used shall be as specified in the Zulassungsrichtlinien des Deuschen Instituts für Bautechnik für anorganische Betonzusatzstoffe.

g)

Cement types that contain phosphorus are excluded from use here since their suitability has not yet been verified.

Page 32 DIN 1045-2 : 2001-07

Table F.3.2 (concluded)

Table F.3.3: Ranges of application for CEM IV and CEM V cement to DIN EN 197-1 with two to three main constituents, used for preparation of concretea) Reinforcement corrosion No risk of corrosive attack

Chloride-induced corrosion Carbonation-induced corrosion

Chloride other than from sea water

Chloride from sea water

Compatibility with prestressing steel

))

i))

Mode of attack on concrete Freeze/thaw attack

Aggressive chemical environment

Wear

Compatibility with prestressing steel

)) i))

Key to symbols: May be used to produce concrete to this standard. Not to be used to produce concrete to this standard. Cement whose use is not permitted according to this table may be used if covered by an agrément.

d)

For concrete of exposure class higher than XA1, liable to sulfate attack (except from sea water), cement with a high sulfate resistance (HS cement) shall be used or, alternatively, a mixture of cement and fly ash instead of HS cement if the sulfate content of the aggressive water is not more than 1 500 mg/l (cf. subclause 5.2.5.2.2).

h)

Does only apply to trass cement as in DIN 50143, used as the main constitutent in a quantity of up to 40 % (m/m) .

i)

Does only apply to trass cement as in DIN 50143, used as the main constituent.

Page 33 DIN 1045-2 : 2001-07

a)

Page 34 DIN 1045-2 : 2001-07 Table F.4.1: Maximum permitted ultrafines content for concrete up to concrete strength classes C50/60 and LC50/55 and of exposure classes XF and XM, with a maximum aggregate size between 16 mm and 63 mm Cement content, in kg/m³

Maximum permitted ultrafines content, in kg/m³

Table F.4.2: Maximum permitted ultrafines content for concrete of concrete strength classes C55/67 and LC55/60 and of all exposure classes, with a maximum aggregate size between 16 mm and 63 mm Cement content, in kg/m³

Maximum permitted ultrafines content, in kg/m³

Table F.5: Minimum cement content for standardized prescribed concrete with cement of strength class 32,5 as specified in DIN EN 197-1 and with a maximum aggregate size of 32 mm Compressive strength class

Minimum cement content, in kg/m³, for consistence Stiff

Plastic

Soft

The cement content from table F.5 shall be increased by 10 % for a maximum aggregate size of 16 mm and by 20 % for a maximum aggregate size of 8 mm. The cement content from lines 1 to 3 of table F.5 may be reduced by not more than 10 % for cement of strength class 42,5 and not more than 10 % for a maximum aggregate size of 63 mm.

Page 35 DIN 1045-2 : 2001-07

Annex H (normative) Additional provisions for high-strength concrete Annex H is given normative character. A second paragraph is added: A quality plan for high-strength concrete shall be drawn up in cooperation with the company responsible for working the concrete. This plan shall specify what should be checked, the form and frequency of checking, who should perform it, and the limiting values. In the event of nonconformance, details of any action to be taken and of those responsible shall be given. The results of checks shall be documented by the responsible agents, who are to be clearly designated in the quality plan. Tables H.1, H.2 and H.3 are replaced by the following: Table H.1: Additional control of constituent materials of high-strength concrete No.

Constituent material

Inspection / test

Purpose

Minimum frequency

Water content for standard stiffness to DIN EN 196-3 Fineness to DIN EN 196-6

Compliance with agreed requirements

Cement Sulfate content to DIN EN 196-2 Reference samples

Retention until strength verified or for an agreed period

Density

Compliance with agreed requirements

Admixtures Reference samples

Retention until strength verified or for an agreed period

Each consignment prior to concrete production

Each consignment prior to concrete production

Fly ash: Quantity of water added to achieve standard stiffness on lines of DIN EN 196-3 or Compliance with the agreed equivalent method requirements Additions

Aggregate

Each consignment prior to concrete production

Silica suspension: – density; – water content

Reference samples

Retention until strength verified or for an agreed period

Sieve test for each fraction

Compliance with agreed requirements

Once per day prior to concrete production

Page 36 DIN 1045-2 : 2001-07 Table H.2: Additional control of equipment for production of high-strength concrete No.

Inspection / test

Equipment

Purpose

Minimum frequency

Weighing equipment for cement, aggregate and additions

Check for weighing accuracy

To ascertain accuracy as specified in subclause 9.6.2.2

Each day of concreting prior to production

Admixture dispensers

Check for accuracy

To achieve accurate dispensing

Each day of concreting prior to production

Water meter

Comparison of measured value with target value

To check for trouble-free functioning

Each day of concreting prior to production

Instrumentation and laboratory equipment

Function check

To check for trouble-free functioning

Each day of concreting prior to production

Mixing equipment

Function check

To check for trouble-free functioning

Each day of concreting prior to production

Truck mixer

Visual inspection

To check for absence of flushing agent in drum

Before each loading

Table H.3: Additional control of production procedures and of properties of high-strength concrete No.

a)

Property tested/ checked

Inspection/test

Purpose

Minimum frequency

Water content of fine aggregate

Drying test

To determine dry mass and quantity of water still required

Continually, measurement on day of concreting prior to production

Water content of fresh concrete

Check of quantity of water added

Check for compliance with values determined during initial testing

Each time samples are made for strength testing, but no more than three times per day of concreting

Consistence of fresh concrete

Testing to DIN EN 12350-5

To check for maintenance of consistence determined during initial testing and placing test

Immediately before leaving the factory and immediately before and after addition of high-range water-reducing/ super plasticizing admixtures in each mixing vehicle

Compressive strength of hardened concrete

Testing to DIN EN 12390-3 or DIN 1048-5

To verify conformity with established compressive strength

Not less than 3 samples per 50 m³ per day of concretingb) shall be tested, taking samples from different truck mixers

Mixing instructionsa )

Visual

To check compliance with mixing instructions

Before mixing each batch

The sequence according to which constituent materials are added and the mixing duration shall be set out in mixing instructions. Batching times for high-range water-reducing/super plasticizing admixtures (including subsequent addition) shall be selected in the initial test, depending on the anticipated addition times on site. b) Where there are less than three consignments per day, less than three samples per day may also be made provided that the total number of consignments is more than three.

Page 37 DIN 1045-2 : 2001-07

Annex K (normative) Concrete families K.2 Selection of concrete family The recommendations of K.2 are given normative character. The text after the fifth dash in the first paragraph is supplemented by the following: Concrete of compressive strength classes C8/10 to C50/60 or LC8/9 to LC50/55 shall be divided into at least two concrete families.

An informative Annex L is added as follows.

Annex L (informative) Particle size analysis

Undersize, as a percentage by volume

The particle size analysis of the aggregate is characterized by grading curves (cf. figures L.1 to L.4) and, where necessary, by a related parameter representing particle size distribution or water requirement. The composition of size fractions and aggregages is to be determined as specified in sieving tests to DIN EN 933-1 with test sieves conforming to DIN ISO 3310-1 or DIN ISO 3310-2. The grading curves may be discontinuous or steady. Figures L.1 to L.4 show the following ranges: 1) Coarse 2) Gap-graded 3) Coarse to medium coarse 4) Medium coarse to fine 5) Fine

Nominal aperture size, in mm Woven wire cloth sieving media (DIN 4188-1)

Square-hole perforated plate sieves (DIN 4187-2)

Figure L.1: Grading curves for 8 mm maximum particle size

Undersize, as a percentage by volume

Page 38 DIN 1045-2 : 2001-07

Nominal aperture size, in mm Woven wire cloth sieving media (DIN 4188-1)

Square-hole perforated plate sieves (DIN 4187-2)

Undersize, as a percentage by volume

Figure L.2: Grading curves for 16 mm maximum particle size

Nominal aperture size, in mm Woven wire cloth sieving media (DIN 4188-1)

Square-hole perforated plate sieves (DIN 4187-2)

Figure L.3: Grading curves for 32 mm maximum particle size

Undersize, as a percentage by volume

Page 39 DIN 1045-2 : 2001-07

Nominal aperture size, in mm Woven wire cloth sieving media (DIN 4188-1)

Square-hole perforated plate sieves (DIN 4187-2)

Figure L.4: Grading curves for 63 mm maximum particle size