New Concrete Standards

New Concrete Standards

17 Dec 2010

Lu Jin Ping

Executive Director

Admaterials Technologies Pte Ltd

[email protected]

Seminar on New Technology, New Products

and New Standards of Concrete

KL, 17 Dec 2007

1

New Concrete Standards

Outline

Why New Standards?

New Standards for Concrete

Specification

Testing Methods for Fresh Concrete

Testing Methods for Hardened Concrete

In-situ Tests

New Standards for Constituent Materials

Cement

Additions (fly ash, ggbs, silica fume)

Aggregate

Admixture

SAC CT05 and CT06 for Product Certification2

Why New Standards

BCA Circular dated 20 Oct 2006

the BS EN version of Eurocode 2 ‘Design of Concrete

Structures’ has been completed and BSI has announced that

it will no longer support BS 8110 ‘Structural Use of Concrete’

Parts 1, 2 and 3 after March 2008.

The Building and Construction Standards Committee of

SPRING Singapore had consulted the industry and informed

BCA of its recommendation that Singapore should align our

civil and structural design practice with the Eurocodes.

BCA has agreed to adopt the BS EN version of the Eurocodes

and plans to specify them in the Approved Documents of the

Building Control Regulations after the corresponding British

Standards are withdrawn.3

Why New Standards

Linking the Past and Present to the Future

Traditionally, Singapore Standards and Concrete Design

and Practice are derived from UK corresponding codes

and standards

Singapore codes and standards rely mainly on UK

development in terms of updating and adoption of new

approaches

With UK migrating over to EN series of codes and

standards, it is only prudent for Singapore to also align its

codes and standards to the corresponding EN standards.

Only the standards relating to concrete and its constituent

materials are considered in this presentation, highlighting

main and important changes.4

Eurocode

5

Eurocode 2

6

Eurocode 2

7

SS EN206-1 & standards for design and execution, standards

for constituent materials and test standards

8

BS EN 206-1 Concrete – Part 1: Specification, performance, production and conformity

SS EN 206-1: 2009 [with National Annexes (informative)]

BS 8500-1: 2006, Concrete – Complementary British Standard to BS EN 206-1 – Part 1: Methods of specifying and guidance for the specifier

SS 544-1: 2009 [with National Annexes (informative)]

BS 8500-2: 2006, Concrete – Complementary British Standard to BS EN 206-1 – Part 2: Specification of constituent materials and concrete

SS 544-2: 2009 [with National Annexes (informative)]

REPLACING(SS 289:2000) BS 5328:Part 1:1991, Guide to specifying concrete

(SS 289:2000) BS 5328:Part 2:1991, Methods for specifying concrete mixes

(SS 289:2000) BS 5328:Part 3:1990, Specification for the procedures to be used in producing and transporting concrete

(SS 289:2000) BS 5328:Part 4:1990, Specification for the procedures to be used in sample, testing and assessing compliance of concrete

Concrete Specification

9

Specification of Concrete

All relevant requirements for the concrete shall be given in the

concrete specification, including any properties or mix limitations

that are necessary for transportation after delivery, placing,

compaction, curing or further treatment

If all these requirements are satisfied, any difference in concrete

properties between the concrete in the structure and standardized

test specimens is adequately covered by the partial safety factor for

concrete

Following aspects shall be taken into consideration

- application of the fresh and hardened concrete

- curing conditions

- dimensions of the structure (the heat development)

- environmental actions to which the structure is to be exposed

- any requirements for exposed aggregate or tooled concrete finishes

- any requirements related to the cover to reinforcement or minimum

section width, e.g. maximum aggregate size

- any restrictions on the use of constituent materials with established

suitability, e.g. inappropriate for the identified exposure classes10


Terms and Definitions(Selecting new or less familiar terms and definitions only)

Additions

finely divided or ground material used in concrete in order to improve certain properties or to achieve special properties

- nearly inert additions (type I)

- pozzolanic or latent hydraulic additions (type II)

Initial test (c.f. trial mix in current practice)

test or tests to check before the production starts how a new concrete or concrete family shall be composed in order to meet all the specified requirements in the fresh and hardened concrete

Identity test

test to determine whether selected batches or loads come from a conforming population

Conformity test

test performed by the producer to assess conformity of the concrete

Producer

person or body producing fresh concrete

User

person or body using fresh concrete in the execution of a construction or a component

Specifier

person or body establishing the specification for the fresh and hardened concrete

C2

11


Terms and Definitions

(Selecting new or less familiar terms and definitions only)

Designed concrete

Concrete for which the required properties and additional characteristics are specified to the producer who is responsible for providing a concrete complying to the required properties and additional characteristics

Prescribed concrete (not commonly specified)

Concrete for which the composition of the concrete and the constituent materials to be used are specified to the producer who is responsible for providing a concrete with the specified composition

Standardized prescribed concrete (not commonly specified)

Concrete for which the composition is given in a standard valid in the place of use of the concrete

Designated concrete

Concrete produced in accordance with SS 544-2: 2009, clause 6 by a producer holding current accredited product conformity based on product testing and surveillance, couple with approval of the produce’s quality system to SS ISO 9001 (see guideline in National Foreword to SS 544-1: 2009 on intended use in Singapore)

Proprietary concrete

Concrete for which the producer assures the performance subject to good practice in placing, compacting and curing and for which the producer in not require to declare the composition

12

EXPOSURE CLASSES RELATED TO ENVIRONMENTAL ACTIONS

Table A1 – Exposure classes (SS 544-1:2009) BS EN 8500-2:2006

Class Class description Informative examples applicable in UK

No risk of corrosion or attack

XO For concrete without

reinforcement or embedded

medal: all exposures except

where there is freeze/thaw,

abrasion or chemical attack

For concrete with reinforcement

or embedded medal: very dry

Unreinforced concrete surfaces inside structure. Unreinforced concrete

completely buried in soil classed as AC-1 and with a hydraulic gradient not

greater than 5. Unreinforced concrete permanently submerged in non-

aggressive water. Unreinforced concrete surfaces in cyclic wet and dry

conditions not subject to abrasion, freezing or chemical attack.

Reinforced concrete surfaces exposed to very dry conditions.

Corrosion induced by carbonation (XC classes)

(where concrete containing reinforcement or other embedded metal is exposed to air and moisture)

XC1 Dry or permanently wet Reinforced and prestressed concrete surfaces inside enclosed

structures except areas of structure with high humidity. Reinforce

and prestressed concrete permanently submerged in non-

aggressive water

XC2 Wet, rarely dry Reinforced and prestressed concrete completely buried in soil

classed as AC-1 and with a hydraulic gradient not greater than 5.

XC3

and

XC4

Moderate humidity or cyclic

wet and dry

External reinforced and prestressed concrete surfaces sheltered

from, or exposed to, direct rain. Reinforced and prestressed

concrete surfaces subjected to high humidity. Reinforced and

prestressed concrete surfaces exposed to alternate wetting and

drying. Interior concrete surfaces of pedestrian subways not

subject to de-icing salts, voided superstructures or cellular

abutments. Reinforced or prestressed concrete beneath

waterproofing.

13


EXPOSURE CLASSES

Corrosion induced by chlorides other than sea water (XD classes)

(where concrete containing reinforcement or other embedded metal is subject to contact

with water containing chlorides, including de-icing salts, from sources other than from sea

water)

Class

designation

Class

description

Informative examples applicable in the United Kingdom

XD1 Moderate

humidity

Concrete surfaces exposed to airborne chloride. Reinforced and

prestressed concrete wall and structure supports more than 10 m

horizontally from a carriageway. Bridge deck soffits more than 5 m

vertically above the carriageway. Parts of structures exposed to

occasional or slight chloride conditions.

XD2 Wet, rarely dry Reinforced and prestressed concrete surfaces totally immersed in water

containing chlorides. Buried highway structures more than 1 m below

adjacent carriageway

XD3 Cyclic wet and

dry

Reinforced and prestressed concrete walls and structure supports within

10 m of a carriageway. Bridge parapet edge beams. Buried highway

structures less than 1 m below carriageway level. Reinforced pavements

and car park slabs

Note: De-icing salts not used in Singapore and hence some UK examples do not apply.

14


EXPOSURE CLASSES

Corrosion induced by chlorides from sea water (XS classes)

(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)

Class

designation

Class description Informative examples applicable in the United Kingdom

XS1 Exposed to airborne salt

but not in direct contact

with sea water

External reinforced and prestressed concrete surfaces in

coastal areas.

XS2 Permanently submerged Reinforced and prestressed concrete surfaces completely

submerged and remaining saturated, e.g. concrete below mid-

tide level.

XS3 Tidal, splash and spray

zones

Reinforced and prestressed concrete surfaces in the upper

tidal zones and the splash and spray zones.

Note: XS1 – level of airborne salt for distances inland needs to be

determined as many structures in Singapore are along coastal

zone, (see Australian codes for guidance on this issue)

15


EXPOSURE CLASSES

Freeze/thaw attack (XF classes)

(where concrete is exposed to significant attack from freeze-thaw cycles whilst wet)

Class

designation

Class description Informative examples applicable in the United Kingdom

XF1 Moderate water

saturation, without de-

icing agent

Vertical concrete surfaces such as facades and columns exposed

to rain and freezing. Non-vertical concrete surfaces not highly

saturated, but exposed to freezing and to rain or water.

XF2 Moderate water

saturation, with de-

icing agent

Concrete surfaces such as parts of bridges, which would

otherwise be classed as XF1, but which are exposed to de-icing

salts either directly or as spray or run-off.

XF3 High water saturation,

without de-icing agent

Horizontal concrete surfaces, such as parts of buildings, where

water accumulates and which are exposed to freezing. Concrete

surfaces subjected to frequent splashing with water and exposed

to freezing.

XF4 High water saturation,

with de-icing agent or

sea water

Horizontal concrete surfaces, such as roads and pavements,

exposed to freezing and to de-icing salts either directly or as

spray or run-off. Concrete surfaces subject to frequent splashing

with water containing de-icing agents and exposed to freezing.

Note: ONLY IN SPECIAL CASES e.g. industrial plants, cold storage areas, ice-skating rings16


EXPOSURE CLASSES

Chemical attack (XA classes) – EN 206-1: 2000

(Where concrete is exposed to chemical attack from natural soils and ground water as given

in Table 2, the exposure shall be classified as given below. The classification of sea water

depends on the geographical location, therefore the classification valid in the place of use

of the concrete applies.)

Class

designation

Description of the environment Informative examples where

exposure class may occur

XA1 Slightly aggressive chemical environment

according to Table 2

XA2 Moderately aggressive chemical

environment according to Table 2

XA3 Highly aggressive chemical environment

according to Table 2

Table 2 of EN 206-1 Limiting values for exposure classes for chemical attack from natural

soil and ground water

Replacement for XA classes in EN 206-1

SS EN 544-2: 2009 Annex A (informative) Table A.2 to determine the ACEC-class

(See BRE Special Digest 1 for guidance on site investigation) 17


SS 544-2: 2009 ACEC – Aggressive Chemical Environment for Concrete Classes

18


Exposure

Class

Nominal

cover

mm

Minimum

strength

class

Maximum

w/c ratio

Minimum cement or

combination content

(kg/m3)

Cements/

combinations types

XC1 15 + c C20/25 0.70 240All in Table A.6

XC2 25 + c C25/30 0.65 260

XC3

and

XC4

35 + c C25/30

C28/35*

0.65

0.60

260

280All in Table A.6

except IVB-V

* For IVB-V

30 + c C28/35

C30/37*

0.60

0.55

280

300

25 + c C30/37

C40/50*

0.55

0.45

300

340

20 + c C40/50 0.45 340

CURRENT DESIGN APPROACH – BS EN 206-1:2000/BS 8500-1:2006

Extract from BS 8500-1: 2006, Table A.4 (20 mm aggregate)

Durability recommendations for reinforced or prestressed elements with

an intended working life of at least 50 years

Corrosion induced by carbonation (XC exposure classes)

D17

•For same cover, IVB-V cement, lower w/c and higher cement content (also strength class)

c – allowance added to minimum cover for durability and level of workmanship on site19


Extract from BS 8500-1: 2006, Table A.4 (20 mm aggregate)Durability recommendations for reinforced or prestressed elements with an

intended working life of at least 100 years

Corrosion induced by chlorides (XS from sea water, XD other than sea water)

Exposure

Class

Nominal

cover

(mm)

Minimum

strength

class

Maximum

w/c ratio

Minimum cement

or combination

content (kg/m3)

Cements/

combinations types

XD3

50 + c

CEM I, IIA, IIB-S, SRPC

C35/45 0.40 380 IIB-V, IIIA

C28/35 0.45 360 IIIB, IVB-V

55 + c

C45/55 0.35 380 CEM I, IIA, IIB-S, SRPC

C32/40 0.45 360 IIB-V, IIIA

C25/30 0.50 340 IIIB, IVB-V

XS3

55 + c

CEM I, IIA, IIB-S, SRPC

C32/40 0.45 360 IIB-V, IIIA

C25/30 0.50 340 IIIB, IVB-V

60 + c

C45/55 0.35 380 CEM I, IIA, IIB-S, SRPC

C28/35 0.50 340 IIB-V, IIIA

C25/30 0.50 340 IIIB, IVB-V

Note: CEM I, IIA, IIB-S, SRPC not adequate for lower values of cover

D23

20


SS 544-1: 2009 National Foreword

Annex A (informative) – Exposure classes related to environmental conditions

In order to cater to the higher ambient temperature in Singapore compared to UK, the recommendation is to consider the required concrete for at least one class higher than that based on exposure conditions in accordance with the requirements for UK exposure conditions.

The specifier shall take into consideration the nature of the element, intended working life, its importance and the cost of maintenance and repair to select the same or higher performance concrete. Different elements in the same structure may be specified with different concrete to optimise cost-effectiveness

NOTE – Clause A.3 Cover to reinforcement – United Kingdom environment is the basis for the recommendations, its adequacy for Singapore has to be considered by users. In addition to the effect of higher ambient temperatures in Singapore compared to UK, protection for steel reinforcement is also dependent on both the cover thickness and the in-situ quality of the cover concrete. Adequate curing is necessary, particularly when supplementary cementitious materials are used to partially replace Portland cement.

21


Specification for Designed Concrete to SS 544-1: 2009

Basic requirements

(a) a requirement to conform to SS 544-2;

(b) the compressive strength class;

(c) the limiting values of composition, e.g. maximum w/c ratio, minimum cement content or the DC-class where appropriate;

(d) where the DC-class has not been specified, the permitted cements and combinations (see Note 3);

(e) the maximum aggregate size where a value other than 20 mm is required

(f) the chloride class where a class other than CI 0.40 is required;

(g) for lightweight concrete, the density class or target density;

(h) for heavyweight concrete, the target density;

(i) the class of consistence or, in special cases, a target value for consistence

Note 3 - : The specifier may choose one or more groups using the broad designations given in Table 1 or choose other cement and combinations types not listed in these tables, e.g. Portland-composite cement, composite cements, Portland cement with two or more additions, cement or combination with low heat of hydration. With designed concrete it is not necessary to specify the cement strength class, but where it is needed, it may be specified. Where the specification for a design concrete does not state the cement and combination types to be used, the producer is required to select those listed in SS 544-2: 2009, Table 1.

22


Specification for Designed Concrete

Additional requirements and provisions deemed necessary:

(a) special types or classes of aggregates;

(b) where the use of coarse RA is deemed acceptable (with additional requirements specific to the type of RA);

(c) restrictions on the use of certain aggregates;

(d) generic type and dosage of fibres,

(e) characteristics required to resist freeze-thaw attack;

(f) requirement for temperature of the fresh concrete, where different from the lower limit or the upper limit;

(g) strength development;

(h) heat development during hydration;

(i) retarded stiffening;

(j) resistance to water penetration;

(k) resistance to abrasion;

(l) tensile splitting strength;

(m) other technical requirements, e.g. particular finish or special method of placing

(n) any “concerning effect” (see SS EN 206-1: 2009, Note to A.4*, together with the tests to be applied and the acceptability criteria

* widely divergent temperature conditions on site or heat treatment23


SS EN 206-1: 2009

Table 7 – Compressive strength classes for normal-weight and heavy-weight concrete

Compressive

strength class

Minimum characteristic cylinder strength

fck,cyl (N/mm2)

Minimum characteristic cube strength

fck,cube (N/mm2)

C6/8* 6 8

C810 8 10

C12/15 12 15

C16/20 16 20

C20/25 20 25

C25/30 25 30

C28/35* 28 35

C30/37 30 37

C32/40* 32 40

C35/45 35 45

C40/50 40 50

C50/60 50 60

C55/67 55 67

C60/75 60 75

C70/85 70 85

C80/95 80 95

C90/105 90 105

C100/115 100 115

24


Production Control – Clause 9

All concrete shall be subject to production control under the responsibility of

the producer.

Evaluation of Conformity – Clause 10

The producer is responsible for the evaluation of conformity for specified

requirements of the concrete.

Initial test – Annex A (normative)

Initial tests shall be the responsibility of the producer for designed concrete,

the specifier for prescribed concrete and the standardization body for

standardized prescribed concrete. (Designated concrete?)

Assessment, surveillance and certification of production control

Where it is required either in a contract or by provisions valid in the place of

use of the concrete, that the production control shall be assessed and

surveyed by an approved inspection body and then certified by an approved

certification body, the provisions for assessment, surveillance and certification

given in Annex C (normative) apply. (Regulatory Authority – BCA in Singapore)

Accreditation Scheme for Product Certification Bodies

CT 06: April 2009 SAC Criteria for Ready-mixed Concrete Producers 25


Conformity control for designed concrete

Conformity criteria compressive strength

Based on 28-day strength for

- groups of “n” non-overlapping or overlapping consecutive test results, fcm

(criterion 1)

- each individual test result, fci (criterion 2)

Table 14 – Conformity criteria for compressive strength

Production Number n of test results for

compressive strength in the

group

Criterion 1 Criterion 2

Mean of n results

(fcm) N/mm2

Any individual test

results (fci) N/mm2

Initial 3 fck + 4 fck – 4

Continuous Not less than 15 fck + 1.48 fck – 4

Initial production covers the production until at least 35 test results are available.

Continuous production is achieved when at least 35 test results are obtained over a period

not exceeding 12 months. initially based on at least 35 result and verified during

production or changed (choice of 2 methods – 8.2.1.3)

Test result – from individual specimen or average of two or more specimens

Where two more specimens are tested, range 15% of mean

Overlapping test results increases the risk of rejection (producer’s risk)

SS 289: 2000 – fck + 3 and fck – 3 on groups of overlapping 4 test results26


Annex B (normative) – SS EN 206-1: 2009

Identity testing for compressive strength

Identity testing indicates whether the defined volume of concrete in

question belongs to the same population as that verified as

conforming with the characteristic strength via conformity

assessment by the producer.

e.g. single batch or load where there is doubt as to the quality

each storey of a building, group of beams/slabs or column/wall

of a storey, or comparable parts of other structures

Particular volume of concrete shall be identified;

Number of samples taken from a particular volume of concrete shall

be defined;

Average of the results of two or more specimens made from one

sample for testing at the same age;

Range of the test results 15% of the mean

Intended to replace regular sampling for testing on site in current

practice particularly when the concrete is certified.

C11

27


Annex B (normative)

Identity testing for compressive strength

Concrete under production control certification

Table B.1 – Identity criteria for compressive strength

Number (n) of test results for

compressive strength from the

defined volume of concrete

Criterion 1 Criterion 2

Mean of n results (fck)

N/mm2

Any individual test result

(fci) N/mm2

1 Not applicable fck – 4

2 to 4 fck + 1 fck – 4

5 to 6 fck + 2 fck – 4

Concrete NOT under production control certification

From the defined volume of concrete, at least 3 samples shall be taken for

testing

Conformity criteria as for initial production in Table 14:

Mean of 3 results (fcm) fck + 4 N/mm2

Any individual test result (fci) fck – 4 N/mm2

28

TESTING – FRESH CONCRETE: BS EN 12350

BS EN 12350-1:2000, Testing of fresh concrete – Part 1: Sampling

BS EN 12350-2:2000, Testing of fresh concrete – Part 2: Slump test

BS EN 12350-3:2002, Testing of fresh concrete – Part 3: Vebe test

BS EN 12350-4:2000, Testing of fresh concrete – Part 4: Degree of

compactability

BS EN 12350-5:2000, Testing of fresh concrete – Part 5: Flow table test

BS EN 12350-6:2002, Testing of fresh concrete – Part 6: Density

BS EN 12350-7:2002, Testing of fresh concrete – Part 7: Air content of

concrete – Pressure methods

REPLACING CORRESONPONDING BS 1881 Series (SS 78 Series)

Degree of compactability is NOT the same as Compacting Factor

29

TESTING – HARDENED CONCRETE: EN 12390

• 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.REPLACING

(SS 78 – Part A8) BS 1881:Part 108:1983, Method for making test cubes from fresh concrete

(SS 78 – Part A11) BS 1881:Part 111:1983, Method of normal curing test of test specimens (20O C method)

(SS 78 – Part A16) BS 1881:Part 116:1983, Method for determination of compressive strength of concrete cubes

30

Assessment of In-situ Compressive Strengthin Structures and Precast Concrete Components

BS EN 13791: 2007 Assessment of in-situ compressive strength in structures and precast concrete components

[National Annex NA (informative) Additional guidance for UK users]

SS EN 13791:2009 [National Annex ZZB (informative) Additional guidance for Singapore users]

BS EN 12504-1: 2000 Testing of concrete in structures – Part 1: Cored specimens – Taking, examining and testing in compression

BS EN 12504-2: 2001 Testing of concrete in structures – Part 2: Non-destructive testing – Determination of rebound number

BS EN 12504-3: 2005 Testing of concrete in structures – Part 3: Non-destructive testing – Determination of pull-out force

BS EN 12504-4: 2004 Testing of concrete in structures – Part 4: Non-destructive testing – Determination of ultrasonic pulse velocity

BS 6089: 1981

Guide to assessment of concrete strength in existing structures

(Currently under revision as complimentary standard to BS EN 13791)31

Current BS – to be withdrawn on publication of complementary guidance (in preparation in UK)

BS 6089: 1981

Guide to assessment of concrete strength in existing structures

BS 1881: Part 120: 1983 (SS 78 Part A20: 1987)

Method of determination of the compressive strength of concrete cores

BS 1881: Part 202: 1986 (SS 78 Part B2: 1992)

Recommendations for surface hardness testing by rebound hammer

BS 1881: Part 203: 1986 (SS 78 Part B3: 1992)

Recommendations for measurement of velocity of ultrasonic pulses in concrete

BS 1881: Part 207: 1992 (SS 78 Part B7: 1992)

Recommendations for the assessment of concrete strength by near-to-surface tests

(Corresponding equivalent local standards based on British Standards)

32

Assessment of in-situ compressive strength

BS EN 13791: 2007 Assessment of in-situ compressive strength in structures and precast concrete components

Assessment where conformity of concrete based on standard tests is in doubt:

For a test region comprising many batches of concrete with 15 or more core data, if

fm(n),is 0.85(fck + 1,48 x s)

and fis,lowest 0.85(fck – 4)

the region may be deemed to contain concrete with adequate strength and the concrete in the region conformed to EN 206-1

NOTE 1 Failure of an individual core may indicate a local rather than a global problem

Alternatively, by agreement between parties, where there are 15 or more indirect test data and at least two cores taken from the locations that indicate the lower strength, if

fis,lowest 0.85(fck – 4),

the region may be deemed to contain concrete with adequate strength

In a small region that contains one or a few batches of concrete, the specifier may use experience to select two locations for coring and if

fis,lowest 0.85(fck – 4)

the region may be deemed to contain concrete with adequate strength

If the test region is deemed to contain concrete with adequate strength, concrete shall be deemed to have come from a conforming population 33

Constituent Materials for Concrete

CementBS EN 197-1: 2000 – Cement – Part 1: Composition, specifications and

conformity criteria for common cementsSS EN 197-1: 2008

BS EN 197-2: Cement – Part 2: Conformity criteria

SS EN 197-2: 2008

BS EN 197-4: Cement – Part 4: Composition, specifications and conformity criteria for low early strength cements

SS EN 197-4: 2008

REPLACINGBS 12: 1996 (SS 26: 2000) – Specification for Portland cement

BS 4246: 1996 (SS 476: 2000) – Specification for high slag blastfurnace cement

BS 146: 1991 (SS 477: 2000) – Specification for Portland blastfurnace cement

Testing Methods

BS EN 196-1 to 196-9Annex ZZA (informative), SS EN 197-1 – testing temperature and relative humidity

BS EN 196-8 – Heat of hydration – Solution method (7 days)

BS EN 196-9 – Heat of hydration – semi-adiabatic method (41 h)

CEN standard sand (graded) compared to BS standard sand (single size) 34


Blastfurnace Slag (Addition – combination)

BS EN 15167-1: 2006 – Ground granulated blast furnace slag for use in concrete, mortar and grout – Part 1: Definitions, specifications and conformity criteria

SS EN 15167-1: 2008

BS EN 15167-2: 2006 – Ground granulated blast furnace slag for use in concrete, mortar and grout – Part 2: Conformity evaluation

SS EN 15167-2: 2008

Silica fume (Addition – Type II)

BS EN 13263 Silica fume for concrete – Definitions, requirements and conformity control

Aggregates

BS EN 12620: 2002 + A1:2008 – Aggregates for concrete

(SS EN 12620: 2008) – Use of RA and RCAREPLACING

BS 882: 1992 (SS 31:1998) Specification for aggregates from natural sources for concrete

New Test Methods – Properties of aggregatesBS EN 923 series – General properties

BS EN 933 series – Geometrical properties

BS EN 1097 series – mechanical and physical properties

BS EN 1367 series – thermal and weathering properties

BS EN 1744 series for chemical properties35

Concrete Constituent Materials – Cement

BS EN 197-1: 2000 (Amendment A1:2004)

SS EN 197-1: 2008

Part 1: Composition, specifications and conformity criteria

for common cements

27 types of common cement: (clinker + other inorganic materials)

CEM I Portland cement

CEM II Portland-composite cement

CEM III Blastfurnace cement

CEM IV Pozzolanic cement

CEM V Composite cement

Table 1 – The 27 products in the family of common cements

(Composition: % by mass of main constituents and minor additional constituents)

36


(SS) BS EN 197-1 – Common cements

CEM I – Portland cement

Table 1 – The 27 products in the family of common cements

Main

types

Notation of the 27

products

(types of common

cement)

Composition [percentage by mass]

Main constituents Minor

additional

constituentsClinker

K

Blast-

furnace

Slag

S

Silica

fume

(max.

10%)

D

Pozzolans Fly ash Burnt

shale

T

Limestone

natural

P

natural

calcined

Q

siliceous

V

calcareous

W L LL

CEM I Portland

cement

CEM I 95 to

100

– – – – – – – – – 0 to 5

Strength class

Compressive strength

MPa Initial setting time

min

Soundness

(expansion)

mmEarly strength Standard strength

2 days 7 days 28 days

32,5 N – ≥ 16,0

≥ 32,5 ≤ 52,5 ≥ 75

≤ 10

32,5 R ≥ 10,0 –

42,5 N ≥ 10,0 –

≥ 42,5 ≤ 62,5 ≥ 60

42,5 R ≥ 20,0 –

52,5 N ≥ 20,0 –

≥ 52,5 – ≥ 4552,5 R ≥ 30,0 –

Table 2 – Mechanical and physical requirements given as characteristic values

37


CEM II – Portland-composite cement (example)Table 1 – The 27 products in the family of common cements

Main

types

Notation of the 27

products

(types of common

cement)



additional

constituentsClinker

K

Blast-

furnace

Slag

S

Silica

fume

(max.

10%)

D


shale

T

Limestone

natural

P

natural

calcined

Q

siliceous

V

calca-

reous

W L LL

CEM II

Portland-

limestone

cement

CEM

II/A-L

80 to

94

– – – – – – – 6 to

20

– 0 to 5

CEM

II/B-L

65 to

79

– – – – – – – 21

to

35

– 0 to 5

CEM

II/A-LL

80 to

94

– – – – – – – – 6 to

20

0 to 5

CEM

II/B-LL

65 to

79

– – – – – – – – 21

to

35

0 to 5

Portland-

composite

cement

CEM

II/A-M

80 to

946 to 20

0 to 5

CEM

II/B-M

65 to

7921 to 35

0 to 5

In Portland-composite cements CEM II/A-M and CEM II/B-M, the main constituents other than clinker shall be declared by designation of the cement;

L: TOC<0.5%, LL: TOC<0.2%

38


CEM III, IV and V – Portland-composite cementTable 1 – The 27 products in the family of common cements

Main

types

Notation of the 27

products

(types of common

cement)



additional

constituent

s

Clinker

K

Blast-

furnace

Slag

S

Silica

fume

(max.

10%)

D


shale

T

Limestone

natural

P

natural

calcined

Q

siliceous

V

calca-

reous

W L LL

CEM III

Blast-

furnace

cement

CEM

III/A

35 to

64

36 to

65

– – – – – – – – 0 to 5

CEM

III/B

20 to

34

66 to

80

– – – – – – – – 0 to 5

CEM

III/C

5 to

19

81 to

95

– – – – – – – – 0 to 5

CEM IV

Ppozzo-

lanic

cement

CEM

IV/A

65 to

89

–11 to 35

– – – 0 to 5

CEM

IV/B

45 to

64

–36 to 55

– – – 0 to 5

CEM VComposite

cement

CEM

V/A

40 to

64

18 to

30

–18 to 30

– – – – 0 to 5

CEM

V/B

20 to

38

31 to

50

–31 to 50

– – – – 0 to 5

In Pozzolanic cements CEM IV/A and CEM IV/B and in composite cements CEM V/A and CEM V/B, the main constituents other than clinker shall be

declared by designation of the cement

39


(SS 544-2:2009) BS 8500-2:2006 Table 1 General purpose cements

Type Notation Standard Broad

designation

Grouping used

in BRE SD1:2005

Portland cement CEM I BS EN 197-1 CEM I A

Portland silica fume

cement

CEM II/A-D BS EN 197-1 IIA A

Portland limestone

cement

CEM II/A-L

CEM II/A-LL

BS EN 197-1

BS EN 197-1

IIA

IIA

B ( 42.5) or C

B or C (32.5)

Portland slag

cements

CEM II/A-S

CEM II/B-S

BS EN 197-1

BS EN 197-1

IIA

IIB-S

A

A

Portland fly ash

cements

CEM II/A-V

CEM II/B-V

CEM II/B-V+SR (25%)

BS EN 197-1

BS EN 197-1

BS EN 197-1

IIA

IIB-V

IIB+SR

A

A

D

Blastfurnace

cements

(SR: if alumina > 14%

PC-C3A 10%)

CEM III/A

CEM III/A+SR

CEM III/B

CEM III/B+SR

BS EN 197-1 or

BS EN 197-4

BS EN 197-1 or

BS EN 197-4

IIIA

IIIA+SR

IIIB

IIIB+SR

A

D

A

F

Pozzolanic cement CEM IV/B(V) BS EN 197-1 or

BS EN 14216

IVB-V E

Sulfate-resisting

Portland cement

SRPC BS 4027 SRPC G 40


◊ BS 8500-1: 2006 (SS 544 -1: 2009)

Clause 3.1.2 Combination

Restricted range of Portland cements and additions which, having been combined in the concrete mixer, count fully towards the cement content and water/cement ratio in concrete

Note: A procedure for establishing the suitability of combinations is specified in BS 8500-2:2006 Annex A (normative) Conformity procedure for combinations (SS 544-2: 2009)

Note: The procedure is applicable to a specific source of addition combined with a specific source of Portland cement, and determines permitted proportions for the addition relative to the cement

Note: An example of the procedure is given in Annex C (informative) of BS 8500-2:2006 (SS 544-2: 2009)

41

CEMENT

For durability requirements: minimum cement content for specified types of cement and maximum water/cement ratio

For low heat applications: meeting heat of hydration requirement

Use of combinations in place of pre-blended cement: additional production control for conformity of combinations – Annex A (normative) SS 544: Part 2: 2009, Example – Annex C (informative)

Characteristic values for properties, e.g. early or standard strength

Limiting values for single results: Table 8, SS EN 197-1:2008 e.g. Property (LH): characteristic 270 J/g, upper limit 300 J/g

Preferred Na2O eq. 0.60% (minimising potential ASR – BCA)

CHALLENGING ISSUES

High cement content on temperature control in thick sections

Factory production control by the manufacturer and certification of imported cement

Blended cement with factory production control in Singapore with certification e.g. Portland-composite cement, CEM II/A-M and Composite cement, CEM V/A – GREEN CEMENT replacing CEM I


42

Aggregates Standards

◊ BS EN 12620: 2002 Aggregates for concrete

SS EN 12620: 2008 Aggregates for concrete (Replacing SS 31)

Aggregates and filler aggregates obtained by processing natural, manufactured or recycled materials and mixtures of these aggregates for use in concrete

Oven dried particle density greater than 2 000 kg/m3

Examples of some requirements taken to illustrate new approach to specify properties and guidance

Note: ISO 565:1990 Test sieves – Metal wire cloth, perforated metal

plate and electroformed sheet

- Nominal sizes of openings

Minor differences from BS sieves openings

(to change over soonest convenient – UK adopts basic set plus set 2)

43


Established UK aggregate descriptions and

their recommended equivalent EN designations

(Reference: PD 6682-1: 2003, BSI)

BS 882 description Recommended BS EN 12620 description – mm

40 mm to 5 mm graded 4/40



40 mm single sized 20/40


14 mm single sized 6.3/14


5 mm single sized 2/6.3

40 mm all-in 0/40

20 mm all-in 0/20

10 mm all-in 0/10

5 mm all-in 0/6.3

C (coarse) sand 0/4 (CP)

M (medium) sand 0/4 or 0/2 (MP)

F (fine) sand 0/2 or 0/1 (FP )

44


New way to state aggregate size

Aggregate sizes specified using the designation d/D

d = lower sieve size and D = upper sieve size (mm)

Aggregate sizes shall have D/d not less than 1,4

Example : graded coarse aggregate 4/20 (d = 4 and D = 20)

Table 2 – General grading requirements

For D/d > 2 and D > 11,2 mm

Percentage passing by mass Category

G2 D (40) 1,4 Da (31,5) D (20) d (4) d/2 (2)

100 98 to 100 90 to 99 0 to 15 0 to 5 Gc90/15

a Where the sieves calculated are not exact sieve numbers in the ISO 565:1990 R20 series then the next

nearest sieve size shall be adopted.

For graded coarse aggregates where D > 11,2 mm and D/d > 2

i) all gradings shall comply with the overall limits given in Table 3;

ii) the producer shall document and, on request, declare the typical grading passing the mid-size sieve

and tolerances selected from the categories in Table 3.

Table 3 – Overall limits and tolerances for coarse aggregate grading at mid-size sieve

D/d Mid-size sieve

(mm)

Overall limits and tolerances at mid-size sieves

(percentage passing by mass)

Category

GT

Overall limits Tolerances on producer’s declared typical grading

≥ 4 D/2 (10) 25 to 70 17,5 GT 17,5

45


Single size coarse aggregate : Example 10/20 and 4/10

For D > 11,2 and D/d 2

Table 2 – General grading requirements only

Percentage passing by mass

2 D (40) (20) 1,4 Da (31,5) (14) D (20) (10) d (10) (4) d/2 (4) (2) Category

100 98 to 100 85 to 99 0 to 20 0 to 5 Gc85/20

Shape of coarse aggregates – in terms of flakiness index (EN 933-3)(Differs from BS 812-105 openings and lower limits are specified)

When required, the flakiness index shall be declared in accordance with the relevant

category specified in Table 8 according to the particular application or end use

Table 8 – Categories for maximum values of flakiness index

(BS 882 values from PD 6682-1:2002, Table 3)

Flakiness index Category BS 882 maximum value Type of aggregate/use

15

20

35

50

50

FI15

FI20

FI35

FI50

FIDeclared

-

-

40

50

-

Special circumstance, e.g.

pavement surface courses

Crushed rock or gravel

Uncrushed gravel

-

No requirement FINR - -46


Aggregates

SS EN 12620: 2008 Annex ZZA (normative) Testing scheme for

aggregates imported from sources/quarries without a system of

product quality control (to be undertaken by importers of aggregate)

Table ZZA.1 – Minimum test frequencies for general properties

Table ZZA.2 – Minimum test frequencies for properties specific to end

user

Table ZZA.3 – Minimum test frequencies for properties appropriate to

aggregates from particular source/quarries

Property 6 of Table ZZA.1 – Alkali-silica reactivity

New source/quarry with no proven track record

ASTM C295 and ASTM C1260 followed by ASTM C1293 (if expansion

at 16 days is 0.1% or higher as per ASTM C1260)

or BS 812 Part 104: 1994 followed by BS 812 Part 123: 1999 (BS 7943

gives guidance on the interpretation of the results of

petrographical examination of coarse and fine aggregates)47

48


AdmixturesBS EN 934-1: 2008, Admixtures for concrete, mortar and grout – Part 1: Common

requirements

(SS EN 934-1:2008)

BS EN 934-2: 2008, Admixtures for concrete, mortar and grout – Part 2: Concrete Admixtures – Definitions, requirements, conformity, making and labeling

(SS EN 934-2:2008)

BS EN 934-4: 2008, Admixtures for concrete, mortar and grout – Part 4: Admixtures for grout for prestressing tendons

(SS EN 934-4:2008)

BS EN 934-6: 2008, Admixtures for concrete, mortar and grout – Part 6: Sampling,conformity control and evaluation of conformity

(SS EN 934-6:2008)

REPLACING

BS 5075: Parts 1 to 3 (SS 320: 1987, Concrete Admixtures)

Testing Methods

Major changes with standard mortar and standard concrete for testing

CONFORMITY TESTING ONLY, TEST RESULTS NOT DIRECTLY APPLICABLE TO SITE REQUIREMENTS – PERFORMANCE TESTING NEEDED

49

Admixtures Standards - Specification

EN 934-1:2008, Admixtures for concrete, mortar and grout – Part 1: Common requirements

SS EN 934-1: 2008

EN 934-2:2001, Admixtures for concrete, mortar and grout – Part 2: Concrete admixtures –

Definitions, requirements, conformity, marking and labelling

SS EN 934-2: 2008 (National Foreword provides guidance on testing for Singapore)

EN 934-3:2003, Admixtures for concrete, mortar and grout – Part 3: Admixtures for masonry

mortar – Definitions, requirements, conformity, marking and labelling

(Corresponding SS not considered)

EN 934-4:2001, Admixtures for concrete, mortar and grout – Part 4: Admixtures for grout for

prestressing tendons – Definitions, requirements, conformity, marking and

labelling

SS EN 934-4: 2008 (National Foreword provides guidance on testing for Singapore)

EN 934-5:2001, Admixtures for concrete, mortar and grout – Part 5: Admixtures for sprayed

concrete – Definitions, requirements, conformity, marking and labelling

(Corresponding SS not considered)

EN 934-6:2001, Admixtures for concrete, mortar and grout – Part 6: Sampling, conformity

control, and evaluation of conformity (Amendment 1, March 2006)

SS EN 934-6: 2008

REPLACING

SS 320: 1987, Chemical Admixtures

50

Admixtures Standards – Testing

EN 480-1:2006, Admixtures for concrete, mortar and grout – Test methods – Part 1: Reference concrete

and reference mortar for testing

EN 480-2:2006, Admixtures for concrete, mortar and grout – Test methods – Part 2: Determination of

setting time


bleeding of concrete


capillary absorption

EN 480-6:2005, Admixtures for concrete, mortar and grout – Test methods – Part 6: Infrared analysis


conventional dry material content


the water soluble chloride content

EN 480-11:2005, Admixtures for concrete, mortar and grout – Test methods – Part 11: Determination of air

void characteristics in hardened concrete


the alkali content of admixtures

EN 480-13:2002, Admixtures for concrete, mortar and grout – Test methods – Part 13: Reference masonry

mortar for testing mortar admixtures


the effect on corrosion susceptibility of reinforcing steel by potentiostatic electro-chemical

test

National Forward to SS EN 943- series indicate guidance on testing for Singapore 51

Admixtures Standards

52

EN 934 – 2: Tables 3.1 & 3.2

53

Admixtures Standards

Chemical Admixtures Performance based testing using standard mortar and standard

concrete for conformity assessment only (not for application purposes)

For application, initial testing for required performance, e.g. dosage to provide specified consistence of designed concrete for a project

Test certificates show results not necessarily the same way as for current test methods

Setting time test based on penetration of Vicat needle on standard mortar (standard EN sand) mainly to assess delay in setting with retarding admixture

Current practice on setting time (penetration of standard rod on wet-sieved mortar from concrete) may need to be retained for potential cold joint time (new test method directly on concrete should be developed)

Factory production control and certification are likely to be adopted by major manufacturers, locally or from overseas

54

Personnel

The producer shall engage the following:

a) a Quality Control manager with recognised

degree/diploma in Civil or Structural Engineering or

Building with at least 3 years experience in the concrete

production industry (or equivalent qualification as

assessed by the Certification Body); and

b) a batching plant operator with at least an ACI Technician

Grade 1 certification (or equivalent qualification as

assessed by the Certification Body) for each plant. [Note:

The certification programme for the ACI Technician

Certification (or its equivalent), shall be modified to

reflect local practice including the use of local codes.

SAC CT06: SAC Criteria for Ready-mixed concrete producers

55

Batching plant and other facilities

• Concrete shall be batched in a wet batch mixer facility

• batching process shall be controlled using a computerised system.

• Computerised batching records shall also be generated

• Adequate stockpile facilities shall be provided to ensure that

aggregates are stored on clean surface in separate stockpiles or

bunkers

• these facilities shall be sheltered with adequate roof and side

covers

• the methods used for material storage and handling, concrete

production and supply, is to ensure that risks for non-compliance,

intermingling, contamination, segregation, errors, loss of materials or

concrete, and the influence of weather are minimised.

• Each producer shall have a test laboratory. However, if these test

results are to be recognised for compliance with SS EN 206-1: 2009,

the test laboratory has to be accredited by the Singapore Accreditation

Council (under SAC-SINGLAS) or an ILAC MRA partner for the

relevant tests.


56

Resistance to alkali aggregate reaction

• Alkali-silica reaction (ASR)

– When imported aggregate is used and where the source of aggregate is new to Singapore, the aggregates shall be tested before use for potential alkali reactivity.

– in order to minimise the risk of ASR in structural concrete control on alkali content is required by means of :

• use of low alkali cement with equivalent Na2O ≤0.6 %; or

• limit the total alkali content of concrete to 2.5 kg equivalent Na2O / m3, if the equivalent Na2O content of cement is over 0.6 %.

• In conjunction with para b), confirmation of actions taken to minimise the risk of ASR shall be maintained for verification.


57

Spot tests by certification body

• The certification body performs spot tests on concrete and constituent materials during the initial assessment of production control and also during routine inspection by taking spot samples from the running production.

• The following are the minimum tests to be included in the spot tests and shall be carried out by SAC-SINGLAS accredited laboratories or ILAC MRA partners:

– chloride content of concrete:

• The sum of the contribution from the constituent materials shall be determined using one of, or a combination of methods referred in section 5.2.7, SS EN 206-1: 2009.

• However, the use of test report (certified true copy) from an accredited laboratory or declared value by the producer of each constituent material can be considered as acceptable in lieu of spot tests on the constituent materials.


58

Spot tests by certification body

– compressive strength test on moulded concrete

specimen

– alkali-silica reactivity of aggregates:

• Each source of aggregate supply shall be tested

once a year. However, test report (certified true copy)

from an accredited laboratory, not older than 1 year

for each source of aggregate supply can be

considered as acceptable in lieu of spot tests.

• Test reports sent through fax, email or from internet,

from HDB appointed managing agent(s) will be

considered as certified true copies.


59

General

• The producer is responsible for the evaluation of conformity for specified requirements of the concrete, including carrying out:– Initial tests, when required ( SS EN 206-1, 9,5 and Annex A)

– Production control (SS EN 206-1, Clause 9), including conformity control (SS EN 206-1, clause 8);

• inspection and certification bodies are recommended to inspect the production control and certify its conformity according to– the level of performance requirements for the concrete

– its intended use

– the kind of production

– The margin of safety in the concrete composition

Provisions for Assessment, surveillance and certification of

production Control

60

• Where it is required either in a contract or by

SS 544-2

• the producer’s production control is required to

be assessed and surveyed by an approved

inspection body

• then certified by an approved certification body

(Approved by SAC in Singapore)

• the provisions for assessment, surveillance and

certification are given in SS EN 206-1, Annex

C.

Assessment, surveillance and certification of production

control (SS EN 206-1:2009, 10.2 and annex C)

61

RMC Inspectors

• A certification body shall appoint qualified

inspectors to conduct RMC inspection.

Inspectors shall meet the criteria as indicated

in Table 3.1.

• In addition, all inspectors shall have attended

a training on the certification standards on

RMC, organised by the Building and

Construction Authority (BCA) or another

organisation providing an equivalent course.

SAC CT05: SAC Criteria for Certification Bodies

(Ready-mixed concrete)

62

RMC Inspectors



63

RMC Inspectors



64

List of Certified Plants65

../../Local%20Settings/Temp/Pdt(rmc)CB_clients(website).pdf

66

67

ENDThank You for Your Attention!

68

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