DTp Specification for Highway Works Series 1000

DTp Specification for Highway Works , Series 1000MANUAL OF CONTRACT DOCUMENTS FOR HIGHWAY WORKS

VOLUME I SPECIFICATION FOR HIGHWAY WORKS

SERIES 1000ROAD PAVEMENTS - CONCRETEMATERIALS (05/05)

Contents

Clause Title Page

1001 (11 /03) Strength Classes of Concreteand Constituent Materials forPavement Layers 2

1002 Air Content 5

1003 Density 5

1004 (11/03) Pavement Concrete Strength 51005 (11/03) Consistence (Workability) 61006 (11/03) Not Used 61007 (05/01) Separation and Waterproof

Membranes 6

1008 Steel Reinforcement 7

1009 Transverse Joints 8

1010 Longitudinal Joints 9

1011 Dowel Bars 10

1012 lie Bars I I

1013 Joint Grooves 12

1014 Groove Formers and Bottom CrackInducers 13

1015 Joint Filler Bo;ird 13

1016 Preparation and Scaling of Joint Grooves 14

1017 Joint Seals 16

1018 Joints at Manhole and Gully Slabs 17

1019 Inspection of Dowel Bars 18

1020 Side Forms, Rails and Guide Wires 181021 (11/03) Not Used 191022 (11/03) Not Used 191023 Transport and Delivery 19

1024 Construction by Machine 19

1025 Construction by Sniall PavingMachines or I land Guided Methods 2 1

1026 Finished Surface Requirements 21

1027 Curing 22

1028 Trial Length 23

I

Clause Title Page

1029 Texturing ofIlardened Concrete 24

1030 Wet Lean Concrete 24

1031 (11/03) Measurement of MacrotextureDepth - Volumetric Patch Technique 25

1032 Thin Bonded Repairs 25

1033 Full Depth Repairs and Reinstatements 26

1034 Summary of Rates for Sampling andTesting Concrete for Pavement Layers 28

1035 to 1042 (11/04) Not Used 291043 Foamed Concrete 29

1044 Pavements with an Exposed AggregateConcrete Surface 30

1045 (05/01) Weather Conditions forLaying ofCementitious Materials 33

1046 to 1047 (05/05) Not Used 331048 (05/01) Use of Surfaces by Traffic

and Construction Plant 33

Amendment - May 2006

Volume ISpecification for Highway Works

2 (11/05) Unless otherwise specified in Appendix 7/1concrete shall conform with the requirements ofBS EN 13877-2 and the requirements of this Series.The constituents of the concrete shall conform withBS EN 206-1 and BS 8500-1 and BS 8500-2 andBS EN 13877-1 and the requirements of this Series.

ROAD PAVEMENTS - CONCRETE MATERIALS (0 5/05)

1001 (11,03 ) Strength Classes of Concrete andConstituent Materials for Pavement Layers

1 (11/04) Concrete in rigid or rigid compositepavements shall be one of the classes given inTable 10/I, in accordance with the pavement designalternatives permitted in Appendix 7/1.

I TABLE 10/1: (05 /06) Pavement Layers - Concrete Strength Classes

Pavement Layer BS EN 206- 1, BS 8500-2, BS 8500 -1, ClauseBS EN 13877-2 BS EN

7138 7-1Designed Standardised DesignatedConcrete Prescribed Concrete

Concrete

(i) Surface slabs: CC37 C32/40 )Unreinforced concrete (URC)Jointed reinforced concrete (JRC) ) 1001 toContinuously reinforced concrete ) 1034 andpavement (CRCP) ) 1044

(ii) Continuously reinforced concrete CC37 C32/40 )base (CRCB)

(iii) CRCP and CRCB ground beam anchorages * C25/30

(iv) Wet lean concrete 4 For bases or CC 18.5 ST4 GEN 3 C 16/20(v) Wet lean concrete 3 sub-bases CC 14 ST3 GEN 2 C 12/15 ) 1030(vi) Wet lean concrete 2) as required in CC9 ST2 GEN I C8/10(vii) Wet lean concrete I )Appendix 7/1 CC7 STI GEN 0 C6/8

NOTE: * Cores shall not be taken from ground beam anchorages

Cement

3 (o51o1) The general term 'cement' in this Seriesmeans any of the materials in (i) or the combinations in(ii) below:

(i) (05/02) Cements Complyingwith:

(a) Portland cement CEM I BS EN 197-1(b) Portland-slag cement

CEM 11/A-S andCEM II/B-S BS EN 197-1

(c) Blastfurnace cementCEM III/A andCEM III/B BS EN 197-1

Series 1000Road Pavements - Concrete Materials

(d) Portland-fly ashcement CEM II/A-Vand CEM II/B-V BS EN 197-1

(e) Pozzolanic cementCEM IV/A BS EN 197-1

(ii) Combinations(a) Portland cement CEM I BS EN 197-I

with ground granulatedblastfurnace slag (ggbs) BS 6699for use with Portlandcement CEM I

(b) (05/06) Portland cement BS EN 197-ICEM I with pulverised- BS 3892fuel ash (pfa) for use as Part I ora cementitious BS EN 450-1component in structural and -2concrete

Amendment- May 2006 2


Alternatively, in concreteclass C 16/20 and below,the pfa may be inaccordance with BS 3892-2

(c) Portland cement CEM Iwith pozzolanic additivehaving a current BBACertificate BS EN 197-1


(iii) (11/03) In each cubic metre of fullycompacted concrete the cement content shallbe in accordance with Table 10/2. For20 mm maximum size aggregate add20 kg/ml, and for < 20mm maximum sizeadd 40 kg/m'.

(iv) (11/03) When used, the proportion of silicafume to CEM 1 shall be 10 1%.

TABLE 10/2: (11/05) Minimum Cement or Combination Contents with 40 mm Maximum Aggregate

Class ( BS 8500 -1) C32/40 C32/40 C25/30 C16/20 C 12/15 C8/10 C6/8Class (BS EN CC37 CC37 CC28 CC18.5 CC14 CC9 CC713877-2)

In surface In at least theslabs top 50 mm of

overlaid by surface slabs30 m m

minimum thinsurfacecoursesystem

complyingwith

Cement Clause 942

Min. Portland cement 320 320 280 (a) or 180 (a) or 160 (b) or 130 (b) or 120CEM I, BS EN 197-1(kg/m')Min. other cements or 340 340 300 (a) or 180 (a) or 160 (b) or 130 (b) or 120combinations permittedin sub-Clauses 3(i) and3(ii) (kg/m')For mixtures pre-blended or mixed on site

Maximum proportion 50 35 65 65 65 65 65of ggbs (%)Max/min. proportion 35/15 25/15 35/15 35/15 50/0 50/0 50/0of pfa (%)

Min. CEM I content 220 255 200 160 - - -(k/m')

NOTES: (a) denotes maximum aggregate /cement ratio of 14:1 by mass.( b) denotes maximum aggregate /cement ratio of 18: I by mass.

Water

4 (11/03) Water from a water company supply may beused without testing. Water from other sources may beused if it conforms to BS EN 1008 . The water contentshall be the minimum required to provide the specifiedconsistence for full compaction of the concrete to therequired density , as detennined by trial concrete mixesor other means , and the maximum free water /cementratio shall be 0.45 for strength classes CC37, CC28,C32/40 and C25/30 and 0.60 for strength classesCC 18.5, CC 14, C 16/20 and C 12 / 15. The requirementsfor standardised prescribed concrete shall be inaccordance with BS EN 206- 1 and BS 8500-2.

Admixtures

5 (11105) Concrete in at least the top 50 mm of surfaceslabs shall incorporate an air-entraining admixturecomplying with BS EN 934-2, except:

(i) for pavements with an exposed aggregateconcrete surface constructed to Clause 1044where at least the top 40 mtm of the surfaceslab shall be air entrained;

(11/05) for surface slabs of pavements with atleast a class C40/50 concrete;

Amendment - November 2005


(iii) (11/05) for surface slabs of pavements with aclass C32/40 concrete which are to beoverlaid by a 30 mm minimum thickness thinsurface course system complying withClause 942; and

(iv) (11/05) for surface slabs of pavements with aclass C35/45 concrete which are to beoverlaid by a 20 mm minimum thickness thinsurface course system complying withClause 942.

Plasticisers or water reducing admixtures shall complywith BS EN 934-2. Admixtures containing calciumchloride shall not be used.

Aggregate

6 (11/04) Aggregates for all pavement concrete,including wet lean , shall comply with BS EN 12620.Crushed concrete, which complies with the quality andgrading requirements of BS EN 12620 and Table 2 ofBS 8500-2, may also be used in all pavement concretesexcept aggregate concrete surface complying withClause 1044. Alternatively, coarse aggregate may becrushed air-cooled blastfurnace slag complying withBS EN 12620 and shall be Category Fl50 or FI35 forconcrete of classes CC 18.5 to CC32 and over classCC32, respectively. PFA when used as part of theaggregate shall comply with BS 3892: Part 2 orBS EN 450. Once the appropriate gradings have beendetermined they shall not be varied without theapproval of the Overseeing Organisation. Irrespectiveof source, the aggregate will be considered suitable if.

(i) (11/04) the resistance to freezing and thawingcomplies with BS EN 12620 clause 5 .7.1 forpavement and wet lean concrete;

and

(ii) (11/04) the resistance to fragmentationcomplies with category LA,5 ofBS EN 12620 clause 5 .2 for concrete surfaceslabs and LA40 of BS EN 12620, clause 5.2for concrete bases and wet lean concrete;

or

(iii) (11/03) evidence can be provided to theOverseeing Organisation of satisfactory useof aggregate from the source.

The water absorption (WA) of the coarse aggregatefrom the source determined in accordance withBS EN 1097-2 shall also be declared. Where recycledcoarse aggregate or recycled concrete aggregate is usedin this Series, they shall comply with the limitsspecified in Table 2 of BS 8500-2 and it shall have beentested in accordance with Clause 710.


7 (11/03) The maximum size of coarse aggregate (D)shall not exceed 40 mm. When the spacing betweenlongitudinal reinforcement is less than 90 mm, themaximum size of coarse aggregate (D) shall not exceed20 mm.

8 (05/06) Sand (i.e. fine aggregate) containing morethan 25% by mass of acid-soluble material asdetermined in accordance with BS EN 196-2 andBRE Special Digest 1, Part 2, Appendix 3, in either thefraction retained on, or the fraction passing the0.500 mm sieve, shall not be used in the top 50 mm ofsurface slabs. This requirement will not apply forpavements with an exposed aggregate concrete surfaceconstructed to Clause 1044 or if it can be shown thatthe sand (ie fine aggregate) retained on, or the fractionpassing the 0.500 mm sieve, contains less than 25 percent by weight of calcium carbonate.

9 (11/03) The water absorption of flint coarseaggregate containing white flints for use in concretesurface slabs, when determined in accordance withBS EN 1097-6 shall not exceed:

3.5% for any separate nominal size fraction;

2.0% for the total combination of coarse aggregatesin the proportions to be used in the concrete.

Tests shall be carried out on three samples taken atrandom from the source prior to use. Tests shall also becarried out during stockpiling or paving, once a week,or at a lesser rate when authorised by the OverseeingOrganisation.

Source of Recycled Aggregates

10 (05 /01) Where recycled coarse aggregate or recycledconcrete aggregate is used, only crushed concreteresulting from reclamation or processing of concretepreviously used in construction which originates fromappropriate identified structures with a known historyof use shall he used.

11 (05/01) In order to detect substances and chemicalsharmful to the durability of concrete, appropriate testsbased on current relevant advice shall be carried out onrecycled coarse aggregate and recycled concreteaggregate, and the results reported to the OverseeingOrganisation.

Chloride Content

12 (11/03) The chloride ion content of the aggregate tobe used in concrete with embedded metal shall bedetermined in accordance with the Volhard referencemethod in BS EN 1744-1, or in the case of recycledcoarse aggregate or recycled concrete aggregate inaccordance with BS 1881: Part 124, and shall be asstated in BS EN 206-1. The chloride class of reinforced

Amendment - May 2006 4


concrete or concrete containing embedded metal shallbe Cl 0,40 and unreinforced concrete shall be classCl 1,0.

Chemical Requirement

13 (11/04) Acid-soluble sulfateAcid-soluble sulfate content of the aggregates and filleraggregates for concrete pavements, including wet lean,shall comply with BS EN 12620, clause 6.3.1 and shallbe Category ASS .0 foair-cooled blast furnace slag andfor other aggregates Category AS02.

14 (11/04) Total sulfurTotal sulfur content of recycled coarse aggregates,recycled concrete aggregates, aggregates and filleraggregates, shall comply with BS EN 12620, clause6.3.2.

1002 Air Content

1 (11/03) The concrete shall meet the requirement forexposure class XF4 in BS EN 206-1. This shall beachieved by the use of an air-entraining agent. Theminimum quantity of air in air-entrained concrete as apercentage of the volume of the concrete shall be as inTable 10/3:

(11/03) Table 10/3: Minimum air contents

Maximum aggregatesizemm

Minimum air content

2040

3.53

2 (11/03) The air content shall be determined at thepoint of delivery to the paving plant by the pressuregauge method in accordance with BS EN 12350-7, atthe rate of one determination per 300 ml of slab or atleast 6 times per day, whichever is the greater, inconjunction with tests for consistence and strength. Forareas less than 300 ml the rate shall be at least onedetermination to each 20 m length of slab or lessconstructed at any one time or at least 3 times per day.If the air content is outside the specified limits inBS EN 206-1 the Contractor shall remove the concretefrom the Works.

3 (11/03) The air-entraining agent shall be added at themixer, by an apparatus capable of dispensing the correctdose within the tolerance for admixtures given inBS EN 206-1, to ensure uniform distribution of theagent throughout the batch during mixing.


1003 Density

1 (11/03) The density of a saturated core cut from thefull depth of the concrete pavement shall not be lessthan 95% of the average density of at least six fullycompacted saturated moulded specimens made from thesame concrete and tested at the same age.

2 (11/05) The density of the concrete pavement shallbe determined in accordance with BS EN 13877-2. Thedensity of a saturated core cut from the full depth of theconcrete pavement shall be determined in accordancewith BS EN 12390-7. The determination of thesaturated density of the fully compacted mouldedspecimens shall be in accordance with BS EN 12350-1,BS EN 12390-1 and BS EN 12390-2.

3 (11/03) The core shall have an average diameter ofat least four times the nominal maximum aggregatesize, and in any case at least 100 mm diameter. Wheredifferent concrete mixes are used in separate layers, thedensity of each layer shall be separately determined bysplitting or cutting the cores between the layers.

4 (11105) Cores shall be taken at the rate given inClause 1028 for trial bays and according to Category 2in Table 7 of BS EN 13877-2 for the main slab. If thedensity of any core is below the minimum required, theconcrete across the whole width of the slab constructedat the time relating to that core shall be removed. Inunreinforced concrete the whole slab length betweenjoints shall be removed. For reinforced slabs, in order todetermine the limit of the defective area of concretewhich shall be removed, additional cores shall be takenat 5 m intervals on each side of any defective core untilconcrete of satisfactory density is found. Defectiveareas shall be made good with new material inaccordance with the Specification.

5 (11/03) In calculating the density, allowance shall bemade for any steel in the cores.

6 (11/03) Core holes shall be reinstated withcompacted concrete with mix proportions of 1 part ofPortland cement CEM 1: 2 parts of sand: 2 parts of10 mm single sized coarse aggregate by mass.

1004 (11/03) Pavement Concrete Strength1 (11/05) Sampling and testing for, and compliancewith the specified characteristic core strength ofdesigned concretes shall be undertaken by compressivestrength testing in accordance with BS EN 13877-2 oncores cut from the full depth of the slab. No correctionfor maturity shall be applied to the 7 day or 28 daystrength.

Amendment - November 2005

Volume 1Specification for Highway Works

2 (11105) Concrete cores of the appropriate size shallbe taken, cured and tested in accordance withBS EN 12504-1 with the exception that the core shallbe cured under water at 20C 2C from as soon aspractically possible. The sampling rate shall be asdesignated in BS EN 13877-2 for Category 2, threecores shall be taken from areas of concrete of up to3000 m2 and one additional core for every further1000 m2 of concrete laid.

3 (11/03) An exception to the above sampling rate isthat in the trial slab at least six cores shall be taken,three to be tested at 7 days and three at 28 days.

4 (11/03) The end preparation of the core shall be bygrinding and the height/diameter (h/d) ratio of the testedspecimen shall be between 1 and 2.

5 (11/03) If during the construction of the trial lengththe average corrected core compressive strength, fromthe three cores, falls below the 7 day corrected corecompressive strength given in Table 10/4. Then eitherthe cement content of the concrete shall be increased by5% by mass, or, a further trial slab shall be constructedusing an improved compaction technique and/or anincreased cement content. The increased cementcontent shall be maintained at least until the threecorresponding 28-day core strength tests have beenassessed. If the cement content is increased, theconcrete shall be adjusted to maintain the requiredconsistence.

TABLE 10/4: (11!03) 7 Day Corrected CoreCompressive Strengths

Class of concrete CEM I concretes CEM I with pfa orN/mm2 ggbs concretes

N/mm2

CC37 32 26.5CC28 25 20

CC18.5 16.5 13CC14 12 10CC9 7.5 6.5CC7 5 4

6 (11/05) Overlapping groups of four consecutive 28day corrected core strengths shall be used for assessingthe pavement for compliance with the criteria inTable A.1 of BS EN 13877-2. The pavement shall beaccepted if both the criteria in Table A. 1 are satisfiedfor four results derived from strength tests on corestaken from the constructed pavement . Conformitycontrol of the concrete will be the responsibility ofContractor.

7 (11/05) For small jobs constructed toBS EN 13877- 1 cubes shall be used for compliance.


8 (11/03) To assess the time for use of a concrete slabby traffic, the strength development rate may bepredetermined by cubes stored at 20C made from trialconcrete mixes and maturity meters placed in thepavement. Alternatively pairs of cubes may be made foreach 600 m2 or less and stored alongside the pavementin containers or in such a way that their sides are wellinsulated. If thermal insulation is used for acceleratedcuring the cubes shall be similarly insulated. Pairs ofcubes shall be tested at the intervals specified inAppendix 7/1. Tests for compliance with the specifiedstrength shall be made in the normal way.

1005 (11/03) Consistence (Workability)

1 (11/03) The consistence shall be determined by theDegree of Compactibility (Compaction Index) test inaccordance with BS EN 12350-4, or the Vebe test inaccordance with BS EN 12350-3. Alternatively forconcrete class C 16/20 or below, consistence may bedetermined by the slump test in accordance withBS EN 12350-2, The sampling for all concrete classesshall be undertaken in accordance with BS EN 12350-1and the rate of testing in accordance with Table 12 ofBS EN 206-1. Consistence shall be carried out at thepoint of placing, in conjunction with tests for strengthand any tests for air content. The consistence shall bemaintained at the optimum within the limits specified inBS EN 206-1.

2 (11/03) If any determination of consistence gives aresult outside the tolerance, a further test shall be madeimmediately on the next available load of concrete. Theaverage of the two consecutive results and thedifference between them shall be calculated. If theaverage is not within the tolerance or the difference isgreater than 0.1 for Cl or 20 mm for slump, or6 seconds for Vebe, subsequent samples shall be takenfrom the delivery vehicles, which shall not be allowedto discharge into the Works until compliance with theSpecification has been established.

1006 (11/03) Not Used

1007 (05/01) Separation and WaterproofMembranes

I A separation membrane shall be used betweenjointed reinforced concrete surface slabs orunreinforced concrete surface slabs and the sub-base.

2 Separation membranes shall be impermeableplastic sheeting 125 microns thick laid flat withoutcreases. Where an overlap of plastic sheets is necessary,this shall be at least 300 ruin. There shall be no standingwater on or under the membrane when the concrete isplaced upon it.

Amendment - November 2005 6


3 (05/06) Under CRCP and CRCB a waterproofmembrane shall be provided, which shall be abituminous spray in accordance with Clause 920 beforeconcreting. Where a bituminous spray has been used tocure cement-bound material or wet lean concrete thenonly those areas , which have been damaged, shall beresprayed after making good.

1008 Steel Reinforcement

General

1 (05/06 ) Reinforcement shall comply with any of thefollowing standards and shall be cut and bent inaccordance with BS 8666. The reinforcement materialsshall be obtained from a firm holding a valid CARES(or fully equivalent scheme ) certificate of approval.Re-bending of carbon steel bars and fabricreinforcement on site shall not be permitted:

(05/06) Hot Rolled and Cold Worked Carbon SteelBars

(i) (05/06) BS EN 10080 and BS 4449 (GradeB500B or B500C).

(05/06) Steel Wires(ii) (05/06) BS EN 10080 and BS 4482 (Ribbed

Grade B500).(05/06) Steel Fabric(iii) (05/06) BS EN 10080 and BS 4483 (Grade

B500A, B500B or B500C). Steel fabricreinforcement shall have a minimumnominal bar size of 6 mm (8 mm for GradeB500A). Steel fabric reinforcement shall bedelivered to site in flat mats or pre-bent.

2 (05/06) For hot rolled and cold worked carbon steelbars, and for steel fabric reinforcement, the bondproperty requirements for BS 4449 shall be compliedwith based on the surface geometry requirements of thatstandard. For steel wire, the bond property requirementsof BS 4482 shall be complied with based on the surfacegeometry requirements of that standard.3 (05/06) Spacing of bars shall not be less than twicethe maximum size of aggregate used . Laps inlongitudinal bars shall be not less than 35 bar diametersor 450 mm whichever is greater. In continuouslyreinforced concrete slabs (CRCP or CRCB), only onethird of the laps may be in any one transverse section,except in single bay width construction where half thelaps may be in any one transverse section . There shallbe a minimum of 1.2 in longitudinally between groupsof transverse laps or laps in prefabricated reinforcementsheets . Alternatively the reinforcement may be buttwelded in accordance with Clause 1717.

Series I0(0)Road Pavements - Concrete Material,

4 Laps in any transverse reinforcement shall be aminimum of 300 mm. Where prefabricatedreinforcement sheets are used and longitudinal andtransverse laps would coincide, no lap is required in thetransverse bars within the lap of the longitudinalreinforcement. These transverse bars may be cropped orfabricated shorter so that the requirements for cover aremet. Alternatively, prefabricated sheets incorporatingsplices (ie flying ends) may be used to provide nestingof reinforcement in both directions at lap positions. Thelengths of the laps shall be the minimum valuespreviously stated.5 (05/01) If the reinforcement is positioned prior toconcreting, it shall be fixed on supports and retained inposition at the required depth below the finishedsurface and distance from the edge of the slab so as toensure that the required cover is achieved.Reinforcement assembled on site shall be tied, or firmlyfixed, at sufficient intersections to provide sufficientrigidity to ensure that the reinforcement remains in thecorrect position during construction of the slab.6 (05/06) Alternatively, when a reinforced concreteslab (JRC, CRCP or CRCB) is constructed in twolayers, the reinforcement in the form of prefabricatedsheets may be placed on or into the bottom layer whichshall be spread and compacted to such a level that itwill support the reinforcement without distortion at therequired position in the slab. The sheets shall be tiedtogether at overlaps and after the second layer has beenspread and compacted, the reinforcement shall have therequired cover.

7 When a reinforced concrete slab is constructed atmaximum width as in Clause 1010 the transversereinforcement in the centre of each slab width shall be aminimum of 12 mm nominal diameter bars at 600 mmcentres. This reinforcement shall be at least 600 minlonger than one third of the width of the slab and belapped to other transverse reinforcement bars or sheets,or be continuous across the whole width of each slab.

Jointed Reinforced Concrete Slabs

8 The reinforcement shall be so placed that aftercompaction of the concrete, the cover below thefinished surface of the slab is 50 10 mm for slabs lessthan 200 mm thick, 60 10 mm for slabs 200 mm ormore but less than 270 mm thick, 70 20 min for slabs270 min thick or more. The negative vertical toleranceshall not be permitted beneath road stud recesses.Where traffic signal detector loops are to be installed,the minimum cover to the reinforcement from thesurface shall be 100 mm. The vertical cover betweenany longitudinal joint groove forming strip and anyreinforcement or tie bars shall be a minimum of 30 mm.Any transverse bars shall be at right angles to thelongitudinal axis of the carriageway. Any transverse



reinforcement shall terminate at 125 25 mm from theedges of the slab and longitudinal joints, where tie barsas in Clause 1012 are used. No longitudinal bars shalllie within 100 mm of a longitudinal joint. Thereinforcement shall terminate 300 mm 50 mm fromany transverse joint, excluding emergency constructionjoints.(05/06) Continuously Reinforced Concrete Slabs(CRCP or CRCB)9 The reinforcement shall be Grade 460 deformedsteel bars with the diameters and spacings as describedin Appendix 7/1.

10 The reinforcement shall consist of bars assembledon site, or of prefabricated sheets. Except whereotherwise shown on the Drawings the longitudinal barsshall be parallel to the centre-line of the road.

11 (05/01) The reinforcement shall be positioned sothat, after compaction of the concrete, it shall be at themid depth of the specified thickness of the slab25 mm. No longitudinal bar shall lie within 100 mm ofa longitudinal joint. In reinforcement assembled on site,longitudinal bars shall be placed immediately above anytransverse bars, which shall be at right angles to thelongitudinal axis of the carriageway. Any transversereinforcement shall terminate 125 25 mm from theedges of the slab and longitudinal joints where tie barsas in Clause 1012 are used.

1009 Transverse Joints

General

I Transverse joints shall be provided in unreinforcedand jointed reinforced concrete slabs and shall becontraction, expansion or warping joints at the spacingsdescribed in Appendix 7/1, such that for unreinforcedconcrete slabs the length/width ratio shall be not greaterthan 2.0. The spacings may be increased by 20% iflimestone coarse aggregate is used throughout the depthof the slab.2 Joints in the surface slab and sub-base shall bestaggered so that they are not coincident vertically andare at least I in apart.3 Transverse joints shall be straight within thefollowing tolerances along the intended line of the joint,which is the straight line transverse to the longitudinalaxis of the carriageway, except at road junctions orroundabouts where the positions shall be as shown onthe Drawings.

(i) deviations of the filler board or bottom crackinducer from the intended line of the jointshall be not greater than 10 mm;


(ii) the best fit straight line through the jointgroove as constructed shall he not more than25 mm from the intended line of the joint;

(iii) deviations of the joint groove from the bestfit straight line of the joint shall be notgreater than 10 mm.

4 Transverse joints on each side of a longitudinaljoint shall be in line with each other and of the sametype and width. The position of the joints relative tomanholes and gullies shall be in accordance withClause 1018.5 Concrete pavement layers shall be isolated fromfixed structures by expansion joints, or earthworks or agranular layer over the structure, or by bridge-typeexpansion joints, or by lengths of fully flexiblepavement construction. End of pavement surface slabsshall have a transition bay as shown on the Drawings,leading into the fully flexible construction.6 Transverse joints shall have a sealing groove whichshall be sealed in compliance with Clause 1016.

Contraction Joints

7 Contraction joints shall consist of-(i) a sawn joint groove complying with

Clause 1013;

(ii) dowel bars complying with Clause 1011;(iii) a sealing groove complying with

Clause 1016.

Expansion Joints

8 Expansion joints shall consist of-(i) a joint filler board complying with

Clause 1015;

(ii) dowel bars complying with Clause 1011;(iii) a sealing groove complying with

Clause 1016.

9 The filler board shall be positioned verticallywithin the prefabricated joint assemblies along the lineof the joint within the tolerances given in sub-Clause 3of this Clause, and at such depth below the surface aswill not impede the passage of the finishing beams onthe paving machines. The joint filler board togetherwith the sealing groove shall provide a completeseparation of adjacent slabs and any spaces arounddowel bars and between the sub-base and the fillerboard shall be packed with a suitable compressiblematerial after fixing the joint assembly.



Warping .loints

10 Warping joints shall consist of:(i) a sawn joint groove complying with

Clause 1013;

(ii) tie bars complying with Clause 1012;(iii) a sealing groove complying with

Clause 1016.

Construction Joints

11 Construction joints made at the end of a workingday in unreinforced concrete slabs and jointedreinforced concrete slabs shall be contraction joints. Inthe event of mechanical breakdown of the concretingmachinery, or at the onset of adverse weather,emergency joints may be formed.12 Emergency joints in unreinforced concrete slabsshall be contraction joints not less than 2.5 n from thepreceding or succeeding joint position.13 Emergency joints in jointed reinforced concreteslabs shall be not less than 2.5 nm from the preceding orsucceeding joint position. The stop end formwork shallbe sufficiently rigid to ensure that dowel bars, tie barsor reinforcement will be held in position in compliancewith the specification, and placed in such a position thatit permits the longitudinal reinforcement to projectthrough the joint for a distance of at least 750 mm.14 (05/06) Construction joints in continuouslyreinforced concrete slabs (CRCP and CRCB) at end ofday or in an emergency shall not be constructed within1.5 m of any lap in the longitudinal reinforcement. Thestop end formwork shall be sufficiently rigid to ensurethat the longitudinal reinforcement and the tie bars asrequired in sub-Clause 1012.7 which project throughthe joint are held in the correct position.

1010 Longitudinal Joints

General

1 (05/06) Sawn or wet-formed longitudinal joints shallbe provided in surface slabs between or at the centre oftraffic lanes within the allowable positions as shown onthe Drawings, so that bay widths are not greater than4.2 m (or 5.0 m with limestone aggregate) forunreinforced slabs, or 6 m (or 7.6 m with limestoneaggregate) for reinforced concrete surface slabs withtransverse reinforcement as in sub-Clause 1008.7.Longitudinal joints shall be provided in CRCB betweenlanes or at the centre of lanes, within a tolerance of 150 mm so that bay widths are not greater than 6 m(or 7.6 m with limestone aggregate).


Joints in the surface slab, base or sub-base shall bestaggered so that they are not coincident vertically andare at least 300 mm apart.

2 Wet-formed longitudinal joints shall consist of wet-formed joint grooves complying with Clause 1013, abottom crack inducer complying with Clause 1014 andtie bars complying with Clause 1012, except wheretransverse reinforcement is permitted in lieu.

3 Longitudinal joints shall be constructed within thefollowing tolerances:

(i) deviations of the bottom crack inducer fromthe intended line of the joint, parallel to theaxis of the road shall be not greater than 13 mm;

(ii) the joint groove shall be located verticallyabove the bottom crack inducers within ahorizontal tolerance oft 25 mm;

(iii) the best fit line along the constructed jointgroove, shall be not more than 25 mm fromthe intended line of the joint;

(iv) deviations of the joint groove from the bestfit line of the joint shall be not greater than10 mm.

4 Sawn longitudinal joints shall consist of jointgrooves complying with Clause 1013.

5 Tie bars may be replaced by continuous transversereinforcement across the joints in continuouslyreinforced concrete slabs which are constructed in morethan one lane width in one operation, provided that thetransverse reinforcement is a minimum of 12 nundiameter bars at 600 mm centres. The transversereinforcement in these circumstances shall be protectedby suitable bituminous paint or equivalent coating for adistance of at least 75 mm either side of the joint.

Longitudinal Construction Joints

6 (05/06) Longitudinal construction joints betweenseparate slabs shall have tie bars as in Clause 1012 witha joint groove as in Clause 1013. Alternatively, if splitforms are used, the transverse reinforcement, if 12 mmdiameter or more, may be continued across the joint fora minimum of 500 mm or 30 times the diameter of thetransverse reinforcement bars, whichever is the greater.The transverse reinforcement in these circumstancesshall be protected by suitable bituminous paint orequivalent coating for a distance of at least 75 mmeither side of the joint. A joint sealing groove is notrequired in construction joints in continuouslyreinforced concrete bases. Where the edge of theconcrete slab is damaged it shall be made good beforethe adjacent slab is constructed.



1011 Dowel Bars

1 (05/06) Dowel bars shall be Grade B500B steelconforming to BS EN 13877-3 and shall be free fromoil, dirt, loose rust and scale. They shall be straight, freeof burrs and other irregularities and the sliding endssawn or cropped cleanly with no protrusions outside thenormal diameter of the bar. For expansion joints, dowelbars shall be 25 mm diameter at 300 mm spacing and600 mnm long for slabs up to 239 mm thick and 32 mmdiameter for thicker slabs. For contraction joints,dowels shall be 20 mm diameter at 300 mm spacing and400 tnm long for slabs up to 239 mm thick, and 25 mmdiameter at 300 mm spacing and 600 nom long forthicker slabs.

2 Dowel bars shall be supported on cradles inprefabricated joint assemblies positioned prior toconstruction of the slab. For contraction joints, as analternative to prefabricated assemblies, dowel bars maybe mechanically inserted with vibration into theconcrete by a method which ensures full recompactionof the concrete around the dowel bars and the surfacefinished by a diagonal finishing beam, or a longitudinaloscillating float travelling across the slab.

3 Dowel bars shall be positioned at mid-depth fromthe surface level of the slab 20 mm. They shall bealigned parallel to the finished surface of the slab, to thecentre line of the carriageway and to each other withinthe following tolerances:

(i) for bars supported on cradles prior toconstruction of the slab and for inserted barsin two layer construction prior to placing thetop layer:

(a) all bars in a joint shall be within 3 mmper 300 mm length of bar;

(b) two thirds of the bars shall be within 2 mm per 300 mm length of bar;

(c) no bar shall differ in alignment from anadjoining bar by more than 3 mm per300 mm length of bar in either thehorizontal or vertical plane;

(ii) for all bars, after construction of the slab:(a) twice the tolerances for alignment as in

(i) above;(b) equally positioned about the intended

line of the joint within a tolerance of25 mm.

4 Cradles supporting dowel bars shall not extendacross the line of the joint.5 Dowel bars , supported on cradles in assemblies,when subjected to a load of 1 10 N applied at either endand in either the vertical or horizontal direction


(upwards and downwards and both directionshorizontally) shall not deflect more than the followinglimits:

(i) two thirds of the number of bars of anyassembly tested shall not deflect more than2 mm per 300 mm length of bar;

(ii) the remainder of the bars in that assemblyshall not deflect more than 3 mm per300 mm length of bar.

6 The assembly of dowel bars and supportingcradles, including the joint filler board in the case ofexpansion joints shall have the following degree ofrigidity when fixed in position:

(i) For expansion joints the deflection of the topedge of the filler board shall be not greaterthan 13 mm. when a load of 1.3 kN isapplied perpendicular to the vertical face ofthe joint filler board and distributed over alength of 600 mm by means of a bar ortimber packing, at mid depth and midwaybetween individual fixings, or 300 mm fromeither end of any length of filler board, if acontinuous fixing is used. The residualdeflection after removal of the load shall benot more than 3 mm.

(ii) The joint assembly fixings to the sub-baseshall not fail under the 1.3 kN load appliedfor testing the rigidity of the assembly butshall fail before the load reaches 2.6 kN.

(iii) The fixings for contraction joints shall notfail under a 1.3 kN load and shall fail beforethe load reaches 2.6 kN when applied over alength of 600 mm by means of a bar ortimber packing placed as near to the level ofthe line of fixings as practicable.

(iv) Failure of the fixings shall be deemed to bewhen there is displacement of the assembliesby more than 3 mm with any form of fixing,under the test load. The displacement shallbe measured at the nearest part of theassembly to the centre of the bar or timberpacking.

7 (11/03) Dowel bars shall be covered by a flexiblepolymeric corrosion resistant coating, bonded onto thepreviously cleaned bar. The coating shall be smooth andfree of indentations. During coating, the bar shall besupported at each end. Minimum thickness shall be0.3 mm. The coating shall also be able to withstand250 hours immersion in a salt fog cabinet complyingwith BS EN ISO 7253, without showing any visiblecrazing or corrosion of the protected bar. The coated barshall comply with the following pull out test:



(i) (11/05) Four bars shall be taken at randomfrom stock and without any specialpreparation shall be coated as required inthis Clause. The dowel bars which have beencoated shall be cast centrally into concretespecimens 150 x 150 x 450 mm, made of thesame concrete mix proportions to be used inthe pavement, but with a maximumaggregate size of 20 nom and cured inaccordance with BS EN 12390-2. At 7 days atensile load shall be applied to achieve amovement of the bar of at least 0.25 mm.The average bond stress to achieve thismovement shall be not greater than0.14 N/mm=.

8 For expansion joints, a closely fitting cap 100 mmlong consisting of waterproofed cardboard or suitablesynthetic material shall be placed over one end of eachdowel bar. An expansion space 10 mm greater than thethickness of the joint filler board shall be formedbetween the end of the cap and the end of the dowelbar.

1012 Tie Bars1 (05/06) Tie bars in transverse or longitudinal jointsshall conform to Clause 1008, in accordance with therequirements given below and Table 10/5.2 (11/03) Tie bars for use across joints shall havecorrosion protection in the form of a flexible polymericcorrosion resistant coating, bonded centrally onto 150nlm of the previously cleaned centre section of the bars.Where tie bars are to be cranked for construction jointsand later straightened , the coating shall be shown to becapable of being straightened through 90 degreeswithout cracking.The coating for both straight and cranked bars afterstraightening shall be able to withstand 250 hoursimmersion in a salt fog cabinet complying withBS EN ISO 7253, without showing any visible crazingor cracking, or corrosion of the protected part of thebar.3 Tie bars in warping joints and wet-formedlongitudinal joints shall be made up into rigidassemblies with adequate supports and fixings toremain firmly in position during the construction of theslab.4 Alternatively, tie bars at longitudinal joints may bemechanically inserted by vibration from above using amethod which ensures recompaction of the concretearound the tie bars.


5 At longitudinal construction joints, tie bars may beadequately fixed to side forms or inserted into the sideof the slab by a method which ensures recompaction ofthe concrete around the tie bars and adequate bond.6 Tie bars in warping joints shall be positioned fromthe top surface of the slab within +20, -10 mm of themid depth of the slab.Tie bars in other joints shall be positioned and remainwithin the middle third of the slab depth , approximatelyparallel to the surface and approximately perpendicularto the line of the joint , with the centre of each bar onthe intended line of the joints within a tolerance of 50 mm, and with a minimum cover of 30 mm belowany top crack inducer of joint groove for slabs 200 mmthick or more , or 20 mm for slabs up to 200 mm thick.

7 (11/03) At transverse construction joints incontinuously reinforced concrete , tie bars shall be 1.5 inlong and of the same Grade and size as the longitudinalreinforcement , and shall be fixed at twice the normalspacing midway between the longitudinal reinforcementbars so that 750 mm 50 mm extends each side of thejoint at the same level as the longitudinal reinforcementand be tied to the transverse reinforcement. Wherepaving from a construction joint is not resumed within5 days , an extra longitudinal reinforcement bar 8 inlong shall be lapped and tied to each tie bar . These extrabars may be combined with the tie bars . Where thespacing between longitudinal reinforcement and theextra 8 m long bars is less than 90 mm, the nominal sizeof aggregate shall be 20 mm for a sufficient number ofconcrete batches to complete that section of pavement.

8 Where tie bars are used in longitudinal joints incontinuously reinforced concrete they shall be placed atthe same level as the transverse reinforcement and tiedto the longitudinal reinforcement.

Amendment - May 2006 1 1


I TABLE 10/5: (05/06) Tie Bar Details


Joints Diametermm

Grade ofSteel

Lengthmm

Spacingmm

Transverse construction joints As for main Grade B500B or 1500 Twice the spacing ofin continuously reinforced concrete reinforcement B5000 main reinforcement

Emergency construction joints in 12 Grade B500B or 1000 600jointed reinforced concrete slabs B5000other than at contraction or 750 600expansion jointsWarping joints 12 Grade B500B or 1000 300

B5000750 600

LongitudinalAll joints. except where ) 12 Grade B500B or 1000 600Transverse reinforcement ) B5000is permitted in lieu ) 750 600

or 16 Grade B500B or 600 600B5000

or 20 Grade 13500B or 500 600B5000

Transition from rigid to flexible 20 Grade B500B or 1000 300construction B5000

NOTE: The transverse reinforcement may be continued across the joint in reinforced concrete if the bars are of a minimum nominal diameterof 12 mm and the bars are protected from corrosion and the cover is as required in this Clause.

1013 Joint Grooves

General

1 Transverse contraction or warping! j oint groovesshall he sawn in the hardened concrete.

2 Transverse joint grooves which are initiallyconstructed less than the full width of the slab shall becompleted by sawing through to the edge of the slaband across longitudinal joints as soon as any forms havebeen removed and before an induced crack develops atthe joint.

by inserting a groove former ahead of the finishingbeams from dispenser. The concrete so displaced shallbe recompacted by a vibrating compactor or similardevice, at least 300 mm wide operating symmetricallyalong the line of the joint. After finishing the concrete,the groove forming strip shall be in the correct positionand alignment, within 10 of the vertical, and tosufficient depth below the surface to allow for thepassage of the finishing beam within the range 0-3 mmbelow the finished level of the slab. Groove formingstrips in wet-formed longitudinal joint grooves shall beleft in place.

Sawn Transverse and Longitudinal Joint Grooves

3 Sawing shall be undertaken as soon as possibleafter the concrete has hardened sufficiently to enable asharp edged groove to be produced without disruptingthe concrete and before random cracks develop in theslab. The grooves shall be between 1/4 and 1/3 of thespecified depth of the slab and of any convenient widthnot less than 3 mm. The sealing groove may be sawn tothe required width later. Expansion joint sealinggrooves shall be sealed as soon as practical aftersawing.

Wet-formed Longitudinal Joint Grooves

4 When slabs are constructed in more than one lanewidth in one operation a joint groove shall be formed

Construction Joint Grooves in Surface Slabs

5 (11/03) The grooves shall be formed by fixing agroove-former or strip or cork seal along the top edge ofthe slab already constructed, before concreting theadjacent slab. Where the edge of the concrete isdamaged it shall be ground or made good before fixingthe groove forming strip. Alternatively the subsequentslab may be placed adjacent to the first and a sealinggroove sawn later in the hardened concrete to theminimum depth required in Table 10/6 or to themanufacturer's instructions if greater, and to sufficientwidth to eliminate minor spalling of the joint arris, upto a maximum of 25 mm for longitudinal joints and40 mm for transverse joints. The joint shall be sealed incompliance with Clause 1016.



1014 Groove Formers and Bottom CrackInducers

General

1 Except where joint grooves are sawn, a bottomcrack inducer shall be provided at each longitudinaljoint position.2 The bottom crack inducer shall be triangular orinverted Y-shaped fillet, with a base width not less thanthe height, made of timber or rigid synthetic material. Itshall be firmly fixed to the sub-base so as to remain inposition during the whole process of constructing theslab.

3 The combined depth of groove formers and bottomcrack inducers shall be between 1/4 and 1/3 of the depthof the slab and the difference between the depth of thegroove former and the height of the bottom crackinducer shall not be greater than 20 min.

Longitudinal Joints

4 Groove forming sealing strips for wet-formedlongitudinal joints shall be of firm compressible stripsof ethylene vinyl acetate foam of minimum density90 kg/m`, or synthetic rubber, or equivalent material.They shall have a minimum thickness of 5 mm andshall be sufficiently rigid to remain vertical and straightin the concrete without curving or stretching. They shallbe inserted continuously along the joint.

CRCP Universal Beam Anchorage Transverse Joint

5 (05/01) One side of the beam shall be separated fromthe CRCP slab by an expansion joint filler board againstthe vertical face and ethylene vinyl acetate foam inaccordance with HCD Drawing C20.

1015 Joint Filler Board

I Joint filler board for expansion joints and manholeand gully slab joints shall be 25 mm thick unlessotherwise shown in the Drawings, within a tolerance of 1.5 mm. It shall be a self-expanding cork seal or afirm compressible material or a bonded combination ofcompressible and rigid materials of sufficient rigidity toresist deformation during the passage of the concretepaving plant. The depth of the joint filler board formanhole and gully slabs shall be the full depth of theslab less the depth of the sealing groove. In expansionjoints, the filler board shall have a ridged top as shownon the Drawings, except where a sealing groove formeris indicated on the Drawings.


Holes for dowel bars shall be accurately bored orpunched out to form a sliding fit for the sheathed dowelbar.

2 (11/03) The joint filler board shall meet therequirements given when tested in accordance with theprocedures in the following sub-Clauses:

(i) Weathering Test(a) Three specimens , each 115 min square

2.5 mm, shall be placed in a ventilateddrying oven maintained at a temperatureof 55C 5C for 7 days, after whichthey shall immediately be immersed inwater at room temperature of between16C and 21 C for 24 hours. They shalthen be subjected to five cycles offreezing and thawing in the followingmanner.

(b) The specimens shall be placed in awatertight weathering test pan having aribbed bottom and a fitted slotted liddesigned to hold the three specimensvertically on edge. The pan shall befilled with water to half the depth of thespecimens and then frozen to minus 7Cor below, for at least four hours after theinitial freezing of the water. The panshall then be placed in a water bathmaintained at 18C to 38C withoutdisturbing the specimens and shallremain there for one hour after thawinghas completed. The pan and specimensshall then be returned to the refrigeratorand freezing and thawing shall berepeated in precisely the same manneruntil five cycles of the process havebeen completed. The specimens shall beremoved from the pan and air dried atroom temperature for 48 hours beforeexamination.

(c)

Compression and Recovery Test

(a) (11/03) Two of the specimens which passthe weathering test , and two newspecimens , each trimmed to 100 minsquare 0.5 nun, maintained at roomtemperature and humidity for 24 hours,shall be subjected to three applicationsof load at 24 hour intervals in acompression test machine complyingwith BS EN ISO 7500-1, with auxiliary

The material shall be deemed to havepassed the weathering test if thespecimens show no signs ofdisintegration or shrinkage.



platens 100 mm2, minimum 13 mmthick. During each application of loadeach specimen shall be compressed to50% of its original thickness at a rate ofstrain of 1.3 mm per minute. The loadrequired to achieve this amount ofcompression shall be not less than0.07 N/mm2 nor more than 10 N/mm2for material to be used in pavements andnot less than 0.07 N/mm2 and not morethan 0.4 N/mm2 for material to be usedin bridge joints. The load shall bereleased immediately the requireddegree of compression is reached andafter the third application a recoveryperiod of 30 minutes shall be allowedafter which the thickness of thespecimen shall be measured.

(b) This thickness, expressed as apercentage of the original thickness, isthe `recovery' value of the specimen.The thicknesses shall be measured to anaccuracy of 25 micron. The two newspecimens shall be weighed before andafter testing. The difference in massshall be determined with an accuracy of0.1 % and shal I be expressed as apercentage of the original mass of thespecimen.

(c) The material shall be deemed to havepassed the test if all four specimenshave recovery values of at least 70%and the two new specimens have notsuffered a reduction of mass in excess of1 %.

(iii) Extrusion Test(a) The third sample which passes the

weathering test shall be trimmed to100 mm square 0.5 mm and besubjected to the following extrusion test.

(b) The extrusion mould shall be100 in in x 100 nun (+ 0.5 mm, - 0)internally, of sufficient depth to test thesample as received, open on one sideonly and fixed rigidly to a base plate.The mould shall be provided with aclosely fitting pressure plate which shallfit without binding, and with an accuratehorizontal measuring dial gauge ormeasuring device accurate to25 microns. The specimen shall bemounted in the extrusion mould andloaded once as described in thecompression and recovery test. The


extrusion at the open side of the mouldshall be measured with the gauge whenthe specimen is compressed to 50% ofits original thickness and before releaseof the load.

(c) The material shall be deemed to havepassed the test if the extrusion of thefree edge does not exceed 6 mm.

(iv) Immersion Test for Cork Filler Board(a) Two specimens each 115 mm x 115 mm

2.5 mm shall be prepared and thethickness of each specimen shall bedetermined to the nearest 25 micronsbefore the specimens are immersed inboiling water for one hour. Afterremoval from the water the specimensshall be allowed to cool to roomtemperature and after 15 minutes at thistemperature their thickness shall beremeasured to the nearest 25 microns.

(b) The material shall be deemed to havepassed the test if both specimens have athickness of not less than 140% of theirthickness before immersion.

(v) Acid Test for Cork Filler Board(a) Two specimens each 115 mm x 115 mm

2.5 mm shall be immersed inhydrochloric acid of a specific gravity of1.18 at room temperature which is thenbrought to the boil and maintained thusfor one hour when the specimens shallhe removed and rinsed in water.

(b) The material shall be deemed to havepassed the test when, after examination,the specimens show no evidence ofserious disintegration , friability or lackof resilience. Discolouration or minorswelling shall not be considered asfailure.

1016 Preparation and Sealing of JointGrooves

General

1 All transverse joints in surface slabs, except forconstruction joints in CRCP shall be sealed using oneof the joint seals described in Clause 1017. Additionallylongitudinal joints which are sawn or widened, shall besealed.



Preparation of Joint Grooves for Sealing

2 Joint grooves shall be prepared in accordance withBS 5212 : Part 2 and sub-Clauses 3 to 8 of this Clause.

3 (11/03) That part of the groove former used to formthe sealing groove or any temporary seal shall beremoved cleanly without damaging the joint arrises to aminimum depth of 25 mm where compression seals areused or otherwise to such depth as will provide anapplied seal to the dimensions shown in Table 10/6,after allowing for any necessary caulking materialdescribed in sub-Clause 6 of this Clause. If jointgrooves are not initially constructed to provide theminimum dimensions for the joint seals as given inTable 10/6, they shall be widened by sawing. Jointgrooves formed by tapered formers need not bewidened. The sealing grooves shall be cleaned outimmediately after sawing using high pressure waterjets, to remove all slurry from the joint, before theslurry hardens.

4 If rough anises develop when grooves are madethey shall be ground to provide a chamferapproximately 5 min wide. If the groove is at an angleup to 10 from the perpendicular to the surface, theoverhanging edge of the sealing groove shall be sawn orground perpendicular. If spalling occurs or the angle ofthe former is greater than 10 the joint sealing grooveshall be sawn wider and perpendicular to the surface toencompass the defects up to a maximum width,including any chamfer, of 40 mm for transverse joints

TABLE 10/6: (11/03) Dimensions of Applied Joint Seals


and 25 mm for longitudinal joints. If the spalling cannotbe so eliminated then the arris shall be repaired bysuitable thin bonded arris repair using cementitiousmaterials as specified in Clause 1032.

5 For applied sealants the sides of the joint sealinggroove shall be scoured by dry abrasive blasting. Thisshall not be carried out before the characteristiccompressive strength of the concrete is expected toreach 15 N/mm2. When compression seals are used, thesides of the groove may be ground or wire brushed.

6 (11/03) For hot and cold applied sealants,compressible caulking material, debonding strip or tapeor cord compatible with the sealant, of a suitable size tofill the width of the sealing groove, shall be firmlypacked or stuck in the bottom of the sealing groove tosuch a depth so as to provide the correct depth of sealas described in Table 10/6 with the top of the seal at thecorrect depth below the surface of the concrete.

7 All grooves shall be cleaned of any dirt or loosematerial by air blasting with filtered, oil-freecompressed air. The groove shall be clean and dry at thetime of priming and sealing.

8 For applied sealants the joint grooves shall beprimed with the relevant primer for the hot or coldapplied sealant in accordance with the manufacturer'srecommendations and with BS 5212 : Part 2, exceptthat when necessary the joint grooves may be primedand sealed earlier than 14 days after construction, assoon as the grooves have been grit-blasted and cleaned.

Minimum Depth of Seal (Note 1)Type and Spacing of Minimum Cold Applied Hot Applied Impregnated Depth of SealJoints (m) Width Foam Below the

Compression Concrete SurfaceStrips

mm mm mm mm mm

Contraction15 and under 13 (Note 2) 13 15 30 5 2Over 15 to 20 20 15 30 30 5 2Over 20 to 25 30 20 25 40 5 2Expansion 30 20 25 40 7 2Transverse Warping 10 10 13 30 5 t 2Longitudinal Joints 10 10 13 30 0 to 5(if sealed)Gully and Manhole Slabs 20 15 20 30 0 to 3

NOTE (1): The depth of seal is that part in contact with the vertical face of the joint groove. The depth of seal below the surface shall betaken at the centre of an applied seal relative to a short straight edge , 150 mm long, placed centrally across the joint within 7 days of sealing.NOTE (2): For cork seals other than in construction j oints, grooves shall be 20 mm width, 50 mnm depth.



Sealing with Applied Sealants

9 Sealing shall be carried out continuously along thefull length of joint in any one rip, except for remedialareas. When hot or cold applied sealants are used thesealant shall be applied within the minimum andmaximum drying times of the primer recommended bythe manufacturer. Priming and sealing with appliedsealants shall not be carried out when the naturallyoccurring temperature in the joint groove to be sealed isbelow 10C except between 8C and 10C it may becarried out when the temperature is rising.

10 (11/06) Hot-applied sealants shall be prepared andapplied in accordance with the manufacturer'sinstructions.

11 (11/06) The components of cold-applied sealantsshall be thoroughly mixed in the correct proportions inaccordance with the manufacturer's instructions. Assoon as possible after mixing and within the worklife ofthe sealant, the material shall be dispensed into thejoint, or applied using a caulking gun, to the correctlevel below the concrete surface. The tack-free timeshall be achieved within 3 hours for machine dispensedmaterial, or within 12 hours for hand applied material.

Testing of Applied Sealants

12 (11/06) Test certificates shall be supplied from anappropriate organisation accredited in accordance withsub-Clauses 105.3 and 105.4 for testing sealants statingthat the sealant conforms to the relevant standard inClause 1017. Site testing of cold-applied sealants shallbe in accordance with BS 5212-2. Site testing of hotapplied sealants shall be in accordance with clause 6and Appendix A of BS 2499-2 and that the reference toBS 2499-1 in clause 6 of BS 2499-2 shall be replacedby BS EN 14188-1. Samples of hot applied sealantsshall be taken and tested for initial penetration andresilience in accordance with BS EN 13880-2 andBS EN 13880-3 respectively and shall conform to therequirements of BS EN 14188-1.

Sealing with Compression Seals

13 When compression seals are used, the widths of theseal shall be selected in relation to the width of thesealing groove, the bay lengths and manufacturer'srecommendations so that the estimated maximum widthof the joint opening shall be not more than 70% of theoriginal width of the seal, the estimated maximumwidth being calculated on the basis of a movement of4 mm per 10 m run of slab. The maximum calculatedwidth of sealing groove shall be 30 mm. The depth ofgroove shall be such that the contact face of the sealwith the side of the groove shall be not less than 20 mm


and that the top of the seal shall be a minimum of 3 mmbelow the surface of the concrete.

14 Compression seals shall be inserted into thegrooves without prior extension or rotation and, whererecommended by the manufacturer, with a lubricantadhesive which is compatible with the seal and theconcrete. The adhesive shall be applied to both sides ofthe sealing groove or the seal, or to both. The seal shallbe positioned with its axis perpendicular to the concretesurface. Excess adhesive on top of the seal shall beremoved to prevent adhesion of the top faces of the sealunder compression. Except when compression seals areused in longitudinal joints the transverse joint seal shallbe continuous across the slab and the longitudinal jointgroove forming strips shall be cut to the required depthafter the concrete has hardened for the transverse seal tobe inserted. If compression seals are used inlongitudinal joints where the grooves have been sawnafter construction of the slab they shall be continuousacross transverse joints, with the transverse seals buttedand fixed to the longitudinal seals with adhesive.

1017 Joint Seals

1 (05/01) Joint seals shall consist of hot or coldapplied sealants or compression seals or self expandingcork seals complying with this Clause. The colour ofthe joint seal material shall comply with therequirements of Appendix 7/2.

Hot-applied Sealants

2 (11/06) Hot-applied sealants shall be Type N I orType F, as stated in Appendix 7/1, and conforming toBS EN 14188-1.

3 (11/06) For joints between concrete surface slabsand bituminous surfacing, hot applied Type N 1 sealantsconforming to BS EN 14188-1 shall be used.Alternatively polymer modified bitumen sealing stripsmay be used and shall be applied in accordance with themanufacturer's instructions. Hot-applied Type NIsealants may be used in joints in asphalt kerbs laid onconcrete pavements.

Cold-applied Sealants

4 (11/06) Cold-applied sealants shall be Type Nconforming to BS 5212-1 except that Type F shall beused for lay-bys and hardstandings.

5 For joints in kerbs and joints other than inpavements, seals may be any of the pavement sealants ifthey have the suitable characteristics for theapplication, or gunning grade cold applied plasticisedbituminous rubber sealant or gunning grades of two partpolysulphide-based sealants complying with BS 4254


Volume ISpecification for highway Works

may be used. Alternatively, polyurethane-based sealingcompounds may he used provided their performance isnot inferior to BS 4254 material.

Compression Seals

6 (11/06) Compression seals shall be pre-compressedneoprene impregnated expanding foam sealing striphaving a current BBA certificate or rubber seals madeof polychloroprene elastomers complying with BS 2752and conforming with the requirements ofASTM StandardD2628-91 (2005). Seals of butadiene-acrylonitrile orother synthetic rubbers may be used if certificates areproduced to show that they conform to the performancerequirements ofASTM Standard D2628-91 (2005) foroven ageing, oil and ozone resistance, low temperaturestiffening and recovery. Seals made of ethylene vinylacetate in microcellular form and other syntheticmaterials may be used in longitudinal joints and instructures if test certificates are produced to showadequate resistance to fuels and heat ageing when testedin accordance with BS 4443-4, Method 10 andBS EN ISO 2440 respectively. The compression set ofany seal shall not be greater than 15% when thespecimen is subjected to a 25% compression inaccordance with BS EN ISO 1856. When immersed instandard oils for 48 hours at 25C in accordance withBS 903 : Part A 16 or BS ISO 1817, the volume changeshall not be greater than 5%.

7 Compression seals shall be shaped so that they willremain compressed at all times in accordance withClause 1016 and shall have a minimum of 20 mmcontact face with the sides of the sealing groove. Iflubricant-adhesive is used, it shall be compatible withthe seal and the concrete and shall be resistant toabrasion, oxidization, fuels and salt.

Self Expanding Cork Seal

8 Cork seals may be used in longitudinal joints,joints for manhole and gully slabs and for transverse,joints in short lengths of individual slabs or for replacedslabs.

9 Self expanding cork seal for concrete pavementsshall comply with the requirements of the Departmentof Housing and Construction, Commonwealth ofAustralia, Standard Specification RA SS 106"Preformed Self Expanding Cork Joint Sealer" whentested in accordance with the same authority's Methodof Test MT RA 100 - Tests for Preformed SelfExpanding Cork Joint Sealer. The self expanding corkseal shall be stored dry in the manufacturer 's wrappinguntil required for use.

10 Bonding seals to an existing slab shall be carriedout up to 100 m in advance of the paver.

Series 100(1Road Pavements - Concrete Materials

11 Individual lengths of cork seal may be joined usingscarf joints. A contact adhesive approved by thesupplier of the cork seal shall be used to secure thejoint.12 Following the completion of the finishing bymachine the top of the cork seal shall be exposed. Theprotective tape on the top edge of the cork seal shall beremoved as soon as possible after the concrete hashardened, normally within 24 hours.

1018 Joints at Manhole and Gully SlabsI Manhole covers, gullies and their frames shall beisolated from the pavement slabs and he contained inseparate small slabs, which shall be larger than theexterior of the manhole and gully shafts, including anyconcrete surround less than 150 mm below theunderside of the sub-base laver. The joint around themanhole or gully slab shall be vertical and incorporatejoint filler board as in Clause 1015 but without dowelbars and tie bars.

2 Gully slabs in unreinforced concrete slabs shall beadjacent to or straddle a transverse joint, extending thegully slab as necessary to a maximum of 2 m. Wherethis is impractical, an extra tied warping joint shall beprovided adjacent to or within the gully slab and at least2 m from the next transverse joint. If the edge of anisolator slab is within I m of any longitudinal joint theisolator slab shall be extended to that joint.3 Manhole slabs in unreinforced concrete slabs shallbe adjacent to or straddle transverse or longitudinaljoints. If the manhole is within the middle third of thebay length a warping joint shall be constructed on oneside of the manhole slab across the whole width of thebay to the nearest longitudinal joint.4 Reinforcement as shown on the Drawings shall beplaced in the main concrete slabs in the cornersbetween the manhole and gully slabs and the transverseor longitudinal joints. Extra reinforcement as describedin the Contract shall be placed in reinforced concreteslabs around the manhole or gully slabs.

5 Manhole and gully slabs shall have square corners,at all corners which are not adjacent to a transverse orlongitudinal joint in the main slab.6 (11/03) Reinforcement as shown on the Drawingsshall be placed in the gully or manhole slab andconcrete Class C32/C40 shall be placed by hand in thespace between the main slab and the manhole frame.The concrete shall be fully compacted and finished incompliance with Clause 1025.



7 A sealing groove shall be made directly above thejoint filler board and sealed in compliance withClause 1016.

1019 Inspection of Dowel Bars

I Compliance with Clause 1011 for the position andalignment of dowel bars at contraction and expansionjoints shall be checked by measurement relative to theside form or guide wires.

2 (05101 ) When the slab has been constructed, theposition and alignment of dowel bars and any fillerboard shall be measured after carefully exposing themacross the whole width of the slab . When the joint is anexpansion joint the top of the filler board shall first beexposed sufficiently in the plastic concrete to permitmeasurement of any lateral or vertical displacement ofthe board . During the course of normal working thesemeasurements shall be carried out at a rate of one jointper 1500 in length of slab or one per 5 days whicheveroccurs the sooner. For small areas the rate shall be onejoint for up to each 100 joints.3 If the position or alignment of the bars in a singlejoint in the slab is unsatisfactory then the next twojoints shall be inspected . If only the one joint of thethree is defective , the rate of checking shall beincreased to one joint per day until compliance is beingachieved . In the event of non -compliance in two ormore successive joints , the Contractor shall revert to theconstruction of trial lengths and make any necessaryalterations to the concrete mix, paving plant or methodsuntil the dowel bar position and alignment issatisfactory.

4 After the dowel bars have been examined, theremainder of the concrete shall be removed 500 mm oneach side of the line of the joint, and reinstated to therequirements of the Specification. Alternatively if thedowels are examined in the penultimate joint of a day'swork that joint shall be made a construction joint forthe next day 's work and the remainder of the concretein the last slab may be discarded.

1020 Side Forms, Rails and Guide Wires

Side Forms and Rails

I All side forms and rails shall be made of steel andbe sufficiently robust and rigid to support the weightand pressure caused by the paving equipment. Sideforms for use with wheeled paving machines shallincorporate metal rails firmly fixed at a constant heightbelow the top of the forms.


2 The forms shall be secured by using not less thanthree pins for each 3 m length having one pin fixed ateach side of everyjoint. Forms shall be tightly joinedtogether by a locked joint, free from play or movementin any direction . Forms shall be cleaned and oiledimmediately before each use. The rails or runningsurface shall be kept clean in front of the wheels of anypaving machines . The forms shall be straight within atolerance of 3 mm in 3 m.

3 (11/03) The forms shall be bedded on low moisturecontent cement mortar or concrete class C6/8 and set tothe pavement surface level as shown on the Drawingswithin a tolerance oft 3 mm. The bedding shall notextend under the slab. There shall be no vertical stepbetween the ends of adjacent forms greater than 3 mm.The horizontal alignment for forms shall be to therequired alignment of the pavement edge as shown onthe Drawings within a tolerance off 10 mm. TheContractor shall ensure that the forms are set to thecorrect profile immediately prior to concreting. Themortar or concrete bedding shall be broken out afteruse.

4 Side forms shall not be removed earlier than 6hours after the completion of the construction of theslab. Care shall be taken to prevent damage to theconcrete and any projecting tie bars during the removalof the forms. If the removal of forms results in anydamage to the concrete the period of 6 hours shall beincreased to that which is necessary to avoid furtherdamage and the Contractor shall make good thedamaged areas.

Guide Wires

5 A guide wire shall be provided along each side ofthe slab to be constructed by slip form paving plant.Each guide wire shall be at a constant height above andparallel to the required edges of the slab as shown onthe Drawings , within a vertical tolerance off 3 mm.Additionally one of the wires shall be at a constanthorizontal distance from the required edge of thepavement as shown in the Drawings within a lateraltolerance off 10 mm.

6 The guide wires shall be supported from stakes notmore than 8 m apart by connectors capable of finehorizontal and vertical adjustment. The guide wire shallbe tensioned on the stakes so that a 500 gramme weightshall produce a deflection of not more than 20 mmwhen suspended at the mid-point between any pair ofstakes. The ends of the guide wires shall be anchored tofixing points which shall be not closer to the edge of theslab than the row of stakes and in no circumstancesshall a guide wire be anchored to a stake.

Amendment -November 2006 18


7 The stakes shall be positioned and the connectorsmaintained at their correct height and alignment from1200 hours on the day before concreting takes placeuntil 36 hours after the concrete has been finished. Theguide wire shall be erected and tensioned on theconnectors at any section for at least two hours beforeconcreting that section.

1021 (11/03 ) Not Used

1022 (11103) Not Used

1023 Transport and Delivery

1 (11/03) The number of delivery vehicles providedshall be sufficient to ensure a constant supply ofconcrete to enable the paving plant to proceedcontinuously.

1024 Construction by Machine

1 The concrete slab shall be constructed in acontinuous process by either slip-form or by fixed formpaving plant in accordance with this Clause or by smallpaving machines or hand guided methods as inClause 1025.

2 The slab may be constructed in either one or twolayers. In two layer construction the thickness of the toplayer shall be not less than 50 mm or twice themaximum size of the coarse aggregate, whichever is thegreater, and shall be at least 15 mm thicker than thedepth of the groove former, if used.

Construction by Fixed Form Paving Machines

3 A fixed form paving train shall consist of separate,powered machines which spread, compact and finishthe concrete in a continuous operation.

4 (11/03) Concrete shall be discharged withoutsegregation into a hopper spreader which is equippedwith the means of controlling its rate of deposition onto the sub-base or on to the lower layer. The concreteshall be spread in each layer without segregation and toa uniform uncompacted density over the whole area ofthe slab. The deposited concrete shall be struck off tothe necessary level by the underside of the hopper as itis traversed across the spreading machine. The machineshall be capable of being rapidly adjusted for changesin average and differential surcharge necessitated bychanges in slab thickness or crossfall. When the slab isconstructed in two layers, the spreading of the concretein the top layer shall follow the completion of the


bottom layer within the times given in Table 10/7.

5 Prior to being compacted , the surface level of eachloose spread layer shall be adjusted to the correctsurcharge by means of rotating strike-off blades or ascrew device.

6 The concrete shall be compacted by vibration or bya combination of vibration and mechanical tamping soas to comply with Clause 1003 throughout the fulldepth of the slab. Poker vibrators shall be used in eachlayer adjacent to the side forms and the edge of apreviously constructed slab.

7 The initial regulation and finish to the surface ofthe slab shall be effected by means of a beamoscillating transversely or obliquely to the longitudinalaxis of the pavement . This beam shall be readilyadjustable for both height and tilt.8 Joint grooves shall be constructed in compliancewith Clause 1013 . When grooves are wet -formed, theconcrete shall be re-compacted around the former by ahand held vibrating plate compactor drawn along or oneach side of the joint , prior to the final regulation of thesurface by a longitudinal oscillating float.

9 (05/06) The regulation and finishing of the surfaceof the slab shall be carried out by a machine whichincorporates twin oblique oscillating finishing beamswhich shall be readily adjustable for both height andtilt. The beams shall weigh not less than 170 kg/m, beof rectangular section and span the full width of theslab. The leading beam shall be vibrated . The beamsshall be supported on a carriage , the level of whichshall be controlled by the average level of not less thanfour points evenly spaced over at least 3 .5 m of thesupporting rail, beam , or slab , on each side of the slabthat is being constructed . Except for CRCB slabs, thefinal regulation of the surface of the slab shall beprovided by a longitudinal oscillating float, travellingacross the slab. After the final regulation and before themacrotexture is applied , any excess concrete on top ofthe joint groove former, where present , shall beremoved . Additionally the longitudinal oscillating floatshall complete the traverse of the slab in both directionswithin the length of the float and shall have a totallongitudinal stroke of 200 mm to 300 mm.

10 The longitudinal oscillating float shall have aminimum length of 3 in and a minimum constant widthof 250 mm with a maximum weight of 10 kg/m. Theedges of the float shall be curved or chamfered.

11 A minimum length of 500 mm of longitudinaloscillating float shall he within the length of themachine tracks or wheels.

12 When a concrete slab is constructed in more thanone width, flanged wheels on the paving machines shall



not be run directly on the surface of any completed partof the slab. The second or subsequent slabs shall beconstructed either by supporting machines with flangedwheels on flat-bottom section rails weighing not lessthan 15 kg/m laid on the surface of the completed slab,or by replacing the flanged wheels on that side of themachines by smooth flangeless wheels. Beforetangeless wheels or rails are used, the surfaceregularity of the slab over which they are to pass shallcomply with Clause 702 and its surface shall bethoroughly cleaned and brushed to remove allextraneous matter. Flangeless wheels or rails shall bepositioned sufficiently far from the edge of the slab toavoid damage to that edge.

Construction by Slip-form Paving Machine

13 A slip-form paving train shall consist of poweredmachines which spread, compact and finish theconcrete in a continuous operation.

14 The slip-form paving machine shall compact theconcrete by internal vibration and shape it betweensliding side forms or over fixed side forms by means ofeither a conforming plate or by vibrating and oscillatingfinishing beams.

15 The concrete shall be deposited withoutsegregation in front of the slip-form paver across itswhole width and to a height which at all times is inexcess of the required surcharge. The depositedconcrete shall he struck off to the necessary average anddifferential surcharge by means of a strike-off plate or ascrew auger device extending across the whole width ofthe slab. The equipment for striking off the concreteshall be capable of being rapidly adjusted for changesof the average and differential surcharge necessitated bychanges in slab thickness or crossfall.

16 The level of the conforming plate and finishingbeams shall be controlled automatically from the guidewires by sensors attached at the four corners of the slipform paving machine. The alignment of the paver shallbe controlled automatically from the guide wire by atleast one sensor attached to the paver. The alignmentand level of ancillary machines for finishing, texturingand curing of the concrete shall be automaticallycontrolled relative to the guide wire or to the surfaceand edge of the slab.

17 Slipform paving machines shall have vibration ofvariable output, with a maximum energy output of notless than 2.5 kW per metre width of slab per 300 mmdepth of slab for a laying speed of up to 1.5 m perminute or pro rata for higher speeds. The machinesshall be of sufficient mass to provide adequate reactionon the traction units to maintain forward movementsduring the placing of concrete in all situations.


18 (05/06) Except for CRCB slabs, the final regulationof the surface slab shall be provided by a longitudinaloscillating float travelling across the slab. Thelongitudinal float shall comply with the requirements ofsub-Clauses 9, 10 and II of this Clause. Additionally,the longitudinal float shall either be a separate machineclosely following a slipform paver or alternatively itshall be attached to a slipform paver in such a mannerthat it functions effectively and does not adverselyaffect the performance of the paver or the surface of theslab.

19 (11/02) Joint grooves shall be constructed incompliance with Clause 1013. Where grooves are wet-formed the concrete shall be compacted around theformer by a separate vibrating plate compactor withtwin plates. The groove former shall be compacted tothe correct level by a vibrating pan which may beincluded with the transverse joint finishing beam. Finalfinishing shall be carried out in accordance with sub-Clause 18 of this Clause. Any excess concrete on top ofthe groove former shall be removed before the surfaceis macrotextured.

20 Where a concrete slab is constructed in more thanone width or where the edge needs to be matched forone level to another section of surface slab, and thesurface levels at the edges are not achieved, the slabshall be supported by separate side forms placed beforeor after the paver to ensure that edge levels meet therequired tolerances.

General

21 (05/06) While the concrete is still plastic its surfaceshall be brushed to comply with the macrotexturerequirements specified in Clause 1026. The surface andedges of surface slabs and CRC bases shall be cured incompliance with Clause 1027. Wet lean concrete basesand subbases shall be cured in compliance withClause 1030.22 (11/03) The spreading, compacting and finishing ofthe concrete shall be carried out as rapidly as possibleand the paving operation shall be so arranged as toensure that the time between the mixing of the firstbatch of concrete in any transverse section of the slaband the application of the sprayed curing membrane tothe surface of that section shall not exceed those givenin Table 10/7.

23 Each bay in jointed concrete surface slabs shall beconsecutively numbered near the verge, next to atransverse joint while the concrete is plastic. Incontinuously reinforced concrete pavement the slabshall be marked with the chainage at intervals notgreater than 50 m apart.



1025 Construction by Small Paving Machinesor Hand Guided Methods

1 As an alternative to fixed form or slip-form pavingtrains, the concrete slab may be constructed using partsof trains, small paving machines, truss type finishing

TABLE 10/7: (11/03) Maximum Working Times


beams or hand guided methods. Hand tamping beamsmay only be used for short lengths or infill bays ortapers. Reinforcement, dowel bars and tie bars shall besupported in position in accordance with Clauses 1008,1011 and 1012 respectively, except where two layerconstruction is used and reinforcement is placed on thebottom layer.

Temperature ofconcrete at dischargefrom the deliveryvehicle

Reinforced concrete slabsconstructed in two layers,without retarding admixtures

All other concrete slabs

Mixing first layer to Between layers Mixing first layer to Between layers in twofinishing concrete finishing concrete layer work

Not more than 25C 3 hours half hour 3 hours 1.5 hours

Exceeding 25C but 2 hours half hour 2 hours 1 hournot exceeding 30C

Exceeding 30C Unacceptable for - Unacceptable for -paving paving

2 The concrete shall be spread uniformly withoutsegregation or varying degrees of pre-compaction, byconveyor, chute, blade or auger. The concrete shall bestruck off by a screed or auger so that the average anddifferential surcharge is sufficient for the surface of theslab to be at the correct levels after compaction of theconcrete,

regulated by two passes of a scraping straight edge notless than 1.8 m wide or by a further application of atwin vibrating finishing beam. Any excess concrete ontop of the groove former shall be removed before thesurface is macrotextured.

6 The surface shall be brush -textured as described inClause 1026.

3 The concrete shall be compacted by vibratingfinishing beams across the slab and with vibratingpokers adjacent to the side forms or the edge of apreviously constructed slab. In addition, internal pokervibration shall be used for slabs thicker than 200 mmand may be used for lesser thicknesses. When used, thepokers shall be at points not more than 500 mm apartover the whole area of the slab, or drawn continuouslyacross the slab in front of the finishing beams.

4 The finishing beams shall be metal with a contactface at least 50 min wide. They shall be rigid orsupported by a frame or truss without sag across thewidth of slab being paved. The beams shall besupported on rails or forms or an adjacent slab and shallbe moved forward at a steady speed of 0.5 m to 2 in perminute whilst vibrating, to compact the concrete and toproduce a smooth surface finished to the correctcrossfalls, crowns and levels relative to the top of theforms or adjacent slab.5 (11/02) Joint grooves shall be constructed incompliance with Clause 1013. Any irregularities at wet-formed joint grooves shall be rectified by means of avibrating float at least 1.0 m wide drawn along the lineof the joint. The whole area of the slab shall be

7 (11/03) The surface shall be cured in compliancewith Clause 1027, within the time to completion givenin Table 10/7.

1026 Finished Surface Requirements

( 11/02) Macrotexture of Running Surfaces1 (05/01) The finished surface of the pavement shallcomply with the requirements of Clause 702. Where apavement area does not comply with the Specificationin any respect the full extent of the surface which doesnot comply shall be rectified in accordance withClause 702.

2 (11/03) After the final regulation of the surface ofthe slab and before the application of the curingmembrane, the surface of concrete slabs to be used asrunning surfaces shall be brush- iacrotextured in adirection at right angles to the longitudinal axis of thecarriageway. The macrotexture shall be applied evenlyacross the slab in one direction by a brush not less than450 nun wide. Tile macrotexture shall be uniform bothalong and across the slab.



3 (11/02) The macrotexture depth shall be determinedby the volumetric patch technique as described inBS EN 13036-1. Tests shall be taken within 100 m ofcommencement of paving and thereafter at least oncefor each day's paving at the times after construction asgiven below and in the following manner: 10 individualmeasurements of the macrotexture depth shall be takenat least 2 m apart anywhere along a diagonal line acrossa lane width between points 50 m apart along thepavement. No measurement shall be taken within300 mm of the longitudinal edges of a concrete slabconstructed in one pass.

4 (11103) Macrotexture depths shall be as required inTable 10/8.

5 (11/03) Where the required macrotexture depth isfound to be deficient the Contractor shall make goodthe texture across the full lane width over lengthsnecessary to comply with the requirements ofTable 10/9, by retexturing the hardened concretesurface as described in Clause 1029. Failure to achievea satisfactory minimum macrotexture depth by randomgrooving shall result in the removal of the full thickne

Documents

DTp Specification for Highway Works Series 1000