BS en 13877-2 2013 Concrete Pavements - Functional Requirements

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BSI Standards Publication

Concrete pavements

Part 2: Functional requirements

for concrete pavements

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This British Standard is the UK implementation of EN 13877-2:2013. It supersedes BS EN 13877-2:2004, which is withdrawn.

The UK participation in its preparation was entrusted to Technical Committee B/510/3, Materials for concrete roads. A list of organizations represented on this committee can be obtained on request to its secretary.

This publication does not purport to include all the necessary provisions of a contract. Users are responsible for its correct application.

ICS 93.080.20

Compliance with a British Standard cannot confer immunity from legal obligations.

This British Standard was published under the authority of the Standards Policy and Strategy Committee on 30 April 2013. Amendments issued since publication

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NORME EUROPÉENNE

EUROPÄISCHE NORM

March 2013

ICS 93.080.20 Supersedes EN 13877-2:2004

English Version

Concrete pavements - Part 2: Functional requirements for

concrete pavements

Chaussées en béton - Partie 2: Exigences fonctionnelles pour les chaussées en béton

Fahrbahnbefestigungen aus Beton - Teil 2: Funktionale Anforderungen an Fahrbahnbefestigungen aus Beton

This European Standard was approved by CEN on 10 February 2013.

CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN member.

This European Standard exists in three official versions (English, French, German). A version in any other language made by translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management Centre has the same status as the official versions.

CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania,

Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and United Kingdom.

EUROPEAN COMMITTEE FOR STANDARDIZATION C O M I T É E U R O P É E N D E N O R M A L I S A T I O N E U R O P Ä I S C H E S K O M I T E E FÜ R N O R M U N G

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Foreword

This document (EN 13877-2:2013) has been prepared by Technical Committee CEN/TC 227 “Road materials”, the secretariat of which is held by DIN.

This European Standard shall be given the status of a national standard, either by publication of an identical text or by endorsement, at the latest by September 2013 and conflicting national standards shall be withdrawn at the latest by September 2013.

Attention is drawn to the possibility that some of the elements of this document may be the subject of patent rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights. This document supersedes EN 13877-2:2004.

The following modifications have been made:  The normative references have been reviewed.

 The definition of continuously reinforced concrete roadbase (CRCR) has been modified to continuously reinforced concrete base (CRCB).

 The units have been updated from N/mm2 _{to MPa.}

 The limitation for cracks in jointed unreinforced concrete pavements has been improved.

 Alternative methods to EN 12390 for splitting strength might be used, if defined by relevant national standards or provisions in the place of use. A note has been included after Table 3 to explain it.

 Table 3 has been modified to include more splitting strength classes.  In Table 4, a new category of Tolerance, T6, has been included.

 Alternative methods to CEN/TS 12390-9 for freeze-thaw resistance might be used, if defined by relevant national standards or provisions in the place of use.

 Regarding quality control, allowance has been included for different number of cores, if defined by specifications in the place of use; and the notes after table 7 have been included as normative text.  Reference to EN 197-1 has been added to the Bibliography.

This European Standard is one of a series of standards as listed below:  EN 13877-1, Concrete pavements — Part 1: Materials

 EN 13877-2, Concrete pavements — Part 2: Functional requirements for concrete pavements

 EN 13877-3, Concrete pavements — Part 3: Specifications for dowels to be used in concrete pavements According to the CEN-CENELEC Internal Regulations, the national standards organisations of the following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and the United Kingdom.

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1 Scope

This European Standard specifies requirements for concrete pavements cast in situ and compacted by vibration.

This European Standard also covers concrete sub-bases as well as concrete wearing courses on bridges. This European Standard covers concrete pavements in motorways, airfields, pedestrian streets, cycle tracks, storage areas and, in general, all traffic-bearing structures.

2 Normative references

The following documents, in whole or in part, are normatively referenced in this document and are indispensable for its application. For dated references, only the edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies.

EN 206-1, Concrete — Part 1: Specification, performance, production and conformity EN 12350-1, Testing fresh concrete — Part 1: Sampling

EN 12390-1, Testing hardened concrete — Part 1: Shape, dimensions and other requirements for specimens and moulds

EN 12390-2, Testing hardened concrete — Part 2: Making and curing specimens for strength tests EN 12390-6, Testing hardened concrete — Part 6: Tensile splitting strength of test specimens EN 12390-7, Testing hardened concrete — Part 7: Density of hardened concrete

EN 12390-8, Testing hardened concrete — Part 8: Depth of penetration of water under pressure CEN/TS 12390-9, Testing hardened concrete — Part 9: Freeze-thaw resistance — Scaling

EN 12504-1, Testing concrete in structures — Part 1: Cored specimens — Taking, examining and testing in compression

EN 13863-1, Concrete pavements — Part 1: Test method for the determination of the thickness of a concrete pavement by survey method

EN 13863-2, Concrete pavements — Part 2: Test method for the determination of the bond between two layers

EN 13863-3, Concrete pavements — Part 3: Test methods for the determination of the thickness of a concrete pavement from cores

EN 13863-4, Concrete pavements — Part 4: Test methods for the determination of wear resistance of concrete pavements to studded tyres

EN 13877-1, Concrete pavements —Part 1: Materials

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3 Terms and definitions, symbols and abbreviated terms

For the purposes of this document, the following terms and definitions, symbols and abbreviated terms apply.

3.1 Terms and definitions

3.1.1 maturity

measure of strength gain of concrete as a function of the product of temperature and length of a specific time interval

3.1.2

characteristic strength

value of strength below which 5 % of the population of all possible strength determinations of the volume of concrete under consideration are expected to fall

3.1.3

functional requirements

properties of a concrete pavement that ensure compliance with the design requirements

3.1.4

jointed unreinforced concrete pavement

concrete pavement with transverse joints at intervals generally from 3,0 m to 7,5 m

Note 1 to entry: The slabs are not reinforced and the load transfer across transverse joints is provided either by round steel dowels (dowelled) or by aggregate interlock only (undowelled).

3.1.5

jointed reinforced concrete pavement

concrete pavement with transverse joints at intervals generally from 8 m to 25 m

Note 1 to entry: These joints may be either contraction or expansion joints. The pavement slabs contain steel reinforcement in both the longitudinal and transverse directions. The longitudinal reinforcement does not cross the transverse joints, which are usually dowelled.

3.1.6

continuously reinforced concrete pavement (CRCP)

concrete pavement with continuous longitudinal steel reinforcement and no intermediate transverse expansion or contraction joints

3.1.7

continuously reinforced concrete base (CRCB)

layer of continuously reinforced concrete, with a percentage of longitudinal crack control steel lower (about two thirds) than that generally used in continuously reinforced concrete pavements, and intended to be surfaced with a relatively thick (about 10 cm) overlay of bituminous mixture

3.1.8

contraction joint

formed, sawn or tooled grooves in a concrete pavement to create a weakened plane and to control the location of cracking resulting from the dimensional change of the structure

Note 1 to entry: It could be transverse or longitudinal.

3.1.9

expansion joint

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3.2 Symbols and abbreviated terms

CC8 to CC100 compressive strength classes for concrete SC1,3 to SC6,0 tensile splitting classes for concrete

f_ck,core characteristic compressive strength of concrete determined from cores f_tk,core characteristic tensile splitting strength of concrete determined from cores T1 to T6 categories for thickness tolerance

D_MAX the nominal maximum size of the coarse aggregate, expressed in millimetres (mm) FT0 to FT2 categories for freeze/thaw resistance

m₂₈ and m₅₆ mass loss after 28 days and 56 days, expressed in kilograms per square metre (kg/m2₎

WR0 to WR4 categories for wear resistance of concrete pavement to studded tyres

RWI relative wear index value

X_m mean value of bond strength between two concrete layers, expressed in megapascals (MPa)

x_i individual result for compressive or tensile splitting strength determined from cores

x_4m mean value of 4 consecutive results of compressive or tensile splitting strength determined from cores

f_v the required bond strength, expressed in megapascals (MPa) s_n the standard deviation; a value of 0,4 shall be used if s_n < 0,4

4 Functional requirements for concrete pavements

4.1 General

The appropriate functional requirements shall be specified.

Jointed unreinforced concrete pavements shall not have large cracks impairing their bearing capacity.

4.2 Strength of concrete pavements

4.2.1 General

The strength of a concrete pavement shall be determined from cores, which have been drilled from the full depth of the slab.

The concrete strength shall be determined in accordance with one of the methods given in 4.2.2 and 4.2.3. The strength class shall be selected from a characteristic value given in 4.2.2 or 4.2.3.

The characteristic strength shall be evaluated in accordance with EN 206-1.

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The criteria given in Annex A may be used for the evaluation of core strengths throughout the whole of the constructed pavement.

Intermediate strength classes may be selected among those given in 4.2.2 and 4.2.3.

NOTE 2 The different classes given in 4.2.2 and 4.2.3 are not directly correlated.

4.2.2 Core compressive strength

The core compressive strength shall be determined in accordance with EN 12504-1. The number of cores to be tested shall be as specified in Clause 5.

Where it is not possible to test cores with a length/diameter ratio equal to 1, corrections shall be made in accordance with specifications in the place of use or as recommended in Table 1. Additionally, corrections due to the presence of steel reinforcement may be made in accordance with specifications in the place of use.

Table 1 — Correction factors for compressive strength of cores with different length/diameter ratios Length/diameter ratio Correction factor

1,00 1,00

1,25 1,07

1,50 1,12

1,75 1,16

2,00 1,18

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Table 2 — Compressive strength classes of cores

Strength class Characteristic core strength (fck,core)

MPa CC8 8 CC12 12 CC16 16 CC20 20 CC25 25 CC30 30 CC35 35 CC40 40 CC45 45 CC50 50 CC55 55 CC60 60 CC70 70 CC80 80 CC90 90 CC100 100

For functional reasons it is recommended that the minimum strength class for pavement concrete should not be less than CC20.

If cores are not tested at a maturity of 28 days at 20 °C the result should be modified either by using maturity concepts to give estimated strength at 28 days at 20 °C or in accordance with specifications in the place of use.

Cores can be taken after 3 days to 7 days and should be cured in accordance with EN 12504-1. For CRCP and CRCB an upper limit of strength may be specified.

4.2.3 Core tensile splitting strength

The core splitting strength shall be determined in accordance with EN 12390-6. Other test methods may be specified by relevant national standards or provisions in the place of use.

The number of cores to be tested shall be as specified in Clause 5.

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Table 3 — Tensile splitting strength classes of cores

Strength Class Characteristic core strength (ftk,core)

MPa SC1,3 1,3 SC1,7 1,7 SC2,0 2,0 SC2,4 2,4 SC2,7 2,7 SC3,3 3,3 SC3,7 3,7 SC4,0 4,0 SC4,3 4,3 SC4,6 4,6 SC4,8 4,8 SC5,0 5,0 SC5,5 5,5 SC6,0 6,0

For functional reasons it is recommended that the minimum strength class for pavement concrete should not be less than SC1,7.

If cores are not tested at a maturity of 28 days at 20 °C the result should be modified using maturity concepts to give estimated strength at 28 days at 20 °C or in accordance with specifications in the place of use.

Cores can be taken after 3 days to 7 days and should be cured in accordance with EN 12504-2. For CRCP and CRCB an upper limit of strength may be specified.

Table 3 can be substituted for a national table, if a test method other than EN 12390-6 is used to determine the tensile splitting strength.

4.3 Thickness of concrete pavements

4.3.1 General

The thickness of concrete pavement shall be determined by using one of the methods given in 4.3.2 and 4.3.3. The method for determining the thickness of concrete pavement shall be specified.

The pavement thickness shall be the arithmetic mean of the individual core measurements and shall not be less than the design thickness. Any individual core measurements shall not be less than the design thickness minus the T-category value given in Table 4.

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Table 4 — Categories for thickness tolerance

Category of tolerance

Maximum reduction of pavement thickness on an individual core

mm T1 < 25 T2 < 20 T3 < 15 T4 < 10 T5 < 5 T6 0

For CRCP and CRCB, the arithmetic mean of the individual core measurements shall be neither less than the design thickness nor greater than the design thickness plus 10 mm. Any individual core measurement shall be neither less than the design thickness minus 5 mm nor greater than the design thickness plus 15 mm.

4.3.2 Method 1 (from cores)

The thickness of concrete pavement shall be evaluated from cores drilled from the full depth of the pavement in accordance with EN 13863-3.

The number of cores to be tested shall be as specified in Clause 5.

4.3.3 Method 2 (by a non-destructive method)

The thickness shall be determined using the non-destructive method given in EN 13863-1. In order to verify the accuracy of the measured values, at least three cores shall be taken from the areas where the non-destructive test has been performed.

4.4 Density of concrete pavements

The density of a saturated core which has been drilled from the full depth of the concrete pavement shall not be less than 95 % of the average density of not less than six fully compacted saturated moulded specimens made from the same mix and tested at the same age.

The core shall have an average diameter of not less than four times the nominal maximum size of the coarse aggregate in the concrete. In any case the diameter shall not be less than 100 mm.

The entire core shall normally be used for the determination. However, where different concrete mixtures are used in separate layers, the density of each layer shall be individually determined by drilling the core at the interface of the layers. The minimum volume of a specimen shall be 0,001 m3_{, unless the nominal aggregate}

size exceeds 25 mm in which case the minimum volume of the core, or any part of it, to be tested shall not be less than (50 × D_MAX3_{), where D}

MAX is the nominal maximum size of the coarse aggregate in millimetres.

The density of the saturated core shall be determined in accordance with EN 12390-7. The density of a saturated core shall be expressed to the nearest 10 kg/m3_.

The determination of the saturated density of the fully compacted moulded specimens shall be in accordance with EN 12350-1, EN 12390-1 and EN 12390-2.

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The number of cores to be tested shall be as specified in Clause 5. In any case the determination of density shall be based on the average results of at least three cores.

Where a core contains dowels, tie bars or reinforcement, the mass and volume of the steel may be allowed for in the calculation of the core density by using specifications in the place of use.

4.5 Freeze-thaw resistance

The determination of freeze-thaw resistance shall be based on tests in accordance with CEN/TS 12390-9. Other test methods may be specified by relevant national standards or provisions in the place of use.

The categories for freeze-thaw resistance shall be according to Table 5.

Table 5 — Categories for freeze/thaw resistance

Category Mass loss after 28 cycles (m28) Mass loss after 56 cycles (m56) Rate of loss _m₅₆_/m₂₈

FT0 No requirement No requirement No requirement

FT1 <_{individual result > 1,5 kg/m} 1,0 kg/m2 on average with no ₂ No requirement No requirement FT2 < 0,5 kg/m2_{on average} < 1,0 kg/m2 on average with no

individual result > 1,5 kg/m2 ≤ 2

4.6 Wear resistance of concrete pavements to studded tyres

Wear resistance of concrete pavements to studded tyres is classified according to its Relative Wear Index (RWI) value determined in accordance with EN 13863-4.

Categories shall be selected from Table 6.

Table 6 — Categories for wear resistance of concrete pavements to studded tyres Category Relative Wear Index

WR0 No requirement

WR1 > 135

WR2 > 110 and ≤ 135

WR3 > 85 and ≤ 110

WR4 ≤ 85

4.7 Bond between two concrete layers

If the bond between two concrete layers is to be tested, testing shall be carried out in accordance with EN 13863-2.

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The mean value for the bond strength between two concrete layers shall satisfy the following relationship. n v m f ,1 s4 X ≥ + (1) where

X_m is the mean value of bond strength between two concrete layers, expressed in megapascals (MPa);

f_v is the required bond strength, expressed in megapascals (MPa); s_n is the standard deviation; a value of 0,4 shall be used if s_n < 0,4.

NOTE The bond strength for normal concrete is typically f_v = 1,0 MPa.

4.8 Dowels and tie bars

Where required, dowels and tie bars shall conform to EN 13877-1 and EN 13877-3.

The distance between tie bars shall not exceed 2 m and the spacing between dowels shall not be greater than 12 times their diameter. These values may be doubled for lightly trafficked lanes (e.g. overtaking lanes), for emergency lanes, and between wheel tracks for heavily trafficked lanes.

The outer dowels shall not be less than 250 mm from an edge.

The tolerances for dowel and tie bar positions shall be in accordance with specifications in the place of use.

4.9 Resistance against fuel and oil penetration

When required, the test shall be in accordance with the method given in Annex B.

5 Categories of quality controls for concrete pavements

Quality control for compliance testing shall be determined in accordance with Table 7.

Other numbers of cores different from those included in Table 7 are possible, depending on the specifications in the place of use.

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Table 7 — Number of cores for different categories of quality control of constructed pavements Requirement Category a

0 1 2

Strength of concrete (see 4.2) N.R. 3/10 000 m² 1/1 000 m²

Thickness of concrete pavement (see 4.3) N.R. 3/10 000 m² 1/1 000 m² b

Density of concrete (see 4.4) c _N.R. _{3/10 000 m²} _{1/1 000 m²}

Freeze/thaw resistance (see 4.5) N.R. 3/10 000 m² 1/1 000 m²

Wear resistance of concrete pavement to studded tyres (see 4.6) N.R. N.R. 3/100 000 m²

Bond between two concrete layers (see 4.7) d _N.R. _{3/10 000 m²} _{1/1 000 m²}

a _{N.R. = No requirement for functional testing.}

b _{For paving areas up to 3 000 m² a minimum of 3 cores shall be taken. For each further area of 1 000 m}2_{an additional core shall be}

taken.

c _{A minimum of 3 cores shall be taken.}

d _{A minimum of 9 cores shall be taken in order to obtain a statistically significant result.}

Where strength, thickness and/or density are determined, they may be measured from the same core.

To prevent undue damage to the pavement surface, cores should not be extracted at points where high stresses can occur, such as corners of slabs, and not within 0,5 m of any joint. The ideal locations for taking cores are between the quarter points along a slab in a jointed pavement, and between two consecutive transverse cracks in a CRCP and a CRCB.

When taking cores to check for compliance with the design, the positions for drilling the cores should be agreed in advance by the relevant parties.

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Annex A

(informative)

Method of evaluating concrete core strength

This method is based on overlapping groups of four consecutive results on cores taken from the constructed pavement in accordance with EN 12504-1, and following the criteria given in 4.2.

Concrete shall be accepted if both the criteria in Table A.1 are satisfied for four results derived from strength tests on cores taken from the constructed pavement.

Table A.1 — Conformity criteria for evaluation of core strengths

Method of assessing strength

Criterion 1 Criterion 2

Mean of any 4 consecutive results

x

_4m Any individual result x_I

MPa MPa

Compressive test ≥ f_{ck, core} + 4 ≥ f_{ck, core} − 4

Tensile splitting test ≥ f_{tk, core} + 0,5 ≥ f_{tk, core} − 0,5

NOTE The use of overlapping groups allows a more frequent assessment of compliance to be made than with non-overlapping groups. The use of non-overlapping groups in place of non-non-overlapping groups reduces the risk of accepting material of unacceptable quality. The use of groups of four samples, whilst maintaining the acceptance criteria given in EN 206-1 that is appropriate for groups of three specimens, provides a compensation for this change of risk.

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Annex B

(normative)

Functional requirements for penetration in pavements with high risk of

exposure to fuel, oil and other chemical liquids

Fuel, oil and chemical liquid penetration shall be determined from cores 150 mm in diameter, drilled from either the full depth of the slab or with a length of at least 80 mm.

NOTE 1 This requirement is only relevant to concrete pavements with a high risk of fuel or oil spillage.

The cores shall be tested in accordance with EN 12390-8 using water as the penetrating agent. The test shall be carried out when the concrete has reached a maturity between 13 440 °Ch and 16 800 °Ch. The maturity at the time of drilling shall be calculated from data provided by an official meteorological institute. After drilling the cores they shall be stored in accordance with EN 12504-1. At least one day before testing, the exposed side of the core shall be coated with an epoxy, leaving a central circle of 75 mm in diameter.

NOTE 2 Comparative tests have shown that there is no significant difference between using fuel or water as the penetrating agent.

The allowable vertical depth of penetration shall be not more than 30 mm. The number of cores to be tested shall be as specified in Clause 5.

Table B.1 — Categories for testing of fuel and oil penetration a

Requirement Category

0 1 2

Fuel and oil penetration No requirement 3/10 000 m2_{1/1 000 m}2

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Bibliography

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