Technical Standards-Saudi Arab

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Division 02 SiteworkSection 02500 Paving and Surfacing

Division 02 - Sitework

Section 02500 - Paving And Surfacing

1 Part 1: General

1 01 Summary

The work covered by this section consists of providing all plant, labour and materials and performing all operations in connection with externalpaving and surfacing for parking lots, driveways, sidewalks and other paved areas related to buildings. Preparation of subgrade, granular subbase- and base courses are included in Section 02200 Earthwork.

1 01 01 Section includes

01.0 Asphalt concrete paving

02.0 Concrete paving

03.0 Concrete tile paving

03.0 Interlocking concrete block paving

04.0 Synthetic (proprietary) surfacing

05.0 Pavement marking

1 01 02 Products Delivered but not Installed under thisSection

1 01 03 Products Installed but not Delivered under thisSection

1 01 04 Related Sections

02200 Earthwork03100 Concrete Formwork03200 Concrete Reinforcement

03300 Cast-in-Place-Concrete

1 02 References

1 02 01 Applicable Standards

1 02 01 01 Saudi Arabian Standards (

1 02 01 02 Gulf Standards

1 02 01 03 International Standards

1 02 01 04 USA Standards

1 02 01 04 01 American Society for Testing and Materials(ASTM)

ASTM C 78 : 84 Standard Test Method for FlexuralStrength of Concrete (Using Simple Beamwith Third-Point Loading)

ASTM C 88 : 83 Standard Test Method of Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C 131 : 89 Standard Test Method for Resistanceto Degradation of Small-size Coarse

GSBC - Ministry of Public Works and Housing - Kingdom of Saudi Arabia




Aggregate By Abrasion and Impact in theLos-Angeles Machine

ASTM C 936 : 82 Standard Specification for SolidConcrete Inter-locking Paving Units(Amendment 1988)

ASTM D 242 : 85 Standard Specification for Mineral Filler

for Bituminous Paving Mixtures ASTM D 448 : 86 Standard Classification for Sizes of Aggregate for Road and BridgeConstruction.

ASTM D 692 : 88 Standard Specification for Coarse Aggregate for Bituminous PavingMixtures

ASTM D 994 : 71 Standard Specificationfor PreformedExpansion Joint Filler for Concrete(Bituminous Type)

(Amendment 1982)

ASTM D 977 : 86 Standard Specification for Emulsified Asphalt

ASTM D 979 : 89 Standard Practice for SamplingBituminous Paving Mixtures

ASTM D 995 : 88 Standard Specification for MixingPlants for Hot-Mixed, Hot-Laid BituminousPaving Mixtures

ASTM D 1073 : 88 Standard Specification for Fine Aggregate for Bituminous PavingMixtures

ASTM D 1190 : 74 Standard Specification for ConcreteJoint Sealer, Hot- Poured Elastic Type(Amendment 1980)

ASTM D 1559 : 89 Standard Test Method for Resistanceto Plastic Flow of Bituminous MixturesUsing Marshall Apparatus

ASTM D 1560 : 81a Standard Test Method for Resistanceto Deformation and Cohesion of BituminousMixtures by Means of Hveem Apparatus

ASTM D 1561 : 81a Standard Method for Preparation of

Bituminous Mixture Test Specimens byMeans of California Kneading Compactor

ASTM D 1751 : 83 Standard Specification for PreformedExpansion Joint Filler for ConcretePaving and Structural Construction

(Nonextruding and Resilient Bituminous Types)

ASTM D 1752 : 84 Standard Specification for PreformedSponge Rubber and Cork ExpansionJoint Fillers for Concrete Paving andStructural Construction

ASTM D 2041: 90 Standard Test Method for TheoreticalMaximum Specific Gravity and

Density of Bituminous Paving Mixtures





ASTM D 2172 : 88 Standard Test Method for QuantitativeExtraction of Bitumen from BituminousPaving Mixtures

ASTM D 2397 : 85 Standard Specification for CationicEmulsified Asphalt

ASTM D 2419 : 74 Standard Test Method for Sand

Equivalent Value of Soils and Fine Aggregate (Amendment 1979)

ASTM D 2950 : 82 Standard Test Method for Density of Bituminous Concrete in Place byNuclear Method

ASTM D 3204 : 86 Standard Specification for PreformedCellular Plastic Joint Fillers for RelievingPressure

ASTM D 3406 : 85 Standard Specification for JointSealant, Hot-Applied, Elastomeric-Type, for Portland Cement Concrete Pavements

ASTM D 3515 : 89 Standard Specification for Hot-Mixed,Hot-Laid Bituminous PavingMixtures

ASTM D 3666 : 90 Standard Practice for Evaluation of Inspection and Testing Agencies for Bituminous Paving Materials

ASTM D 4561 : 86 Standard Practice for Quality ControlSystems for an Inspection and Testing Agency for Bituminous Paving Materials

ASTM D 4791 : 89 Standard Test Method for Flat or Elongated Particles in Coarse Aggregate

1 02 01 04 04 American Association of State Highway andTransportation Officials (AASHTO)

AASHTO M 17 : 94 Standard Specification for Mineral Filler for Bituminous Paving Mixtures

AASHTO M 20 : 70 Standard Specification for PenetrationGraded Asphalt Cement (Amendment1986)

AASHTO M 81 : 92 Standard Specification for Cut-Back Asphalt (Rapid- Curing Type)

AASHTO M 82 : 75 Standard Specification for Cut-Back Asphalt (Medium- Curing Type)

(Amendment 1986)

AASHTO M 140 : 88 Standard Specification for Emulsified Asphalt

AASHTO M 208 : 87 Standard Specification for CationicEmulsified Asphalt

AASHTO M 226 : 80 Standard Specification for ViscosityGraded Asphalt Cement (Amendment1986)

AASHTO M 248 : 91 Standard Specification for Ready-mixed White and Yellow Traffic Paint

AASHTO T 85 : 91 Standard Method of Test for SpecificGravity and Absorption of Coarse Aggregate





AASHTO T 96 : 94 Standard Method of Test for Resistance to Gradation of Small-size Aggregate

AASHTO T 104 : 94 Standard Method of Test for Soundness of Aggregate by Use of SodiumSulfate or Magnesium Sulfate

AASHTO T 164 : 94 Standard Method of Test for Quantitative Extraction of Bitumen fromBituminous Paving Mixtures

AASHTO T 166 : 93 Standard Method of test for BulkSpecific Gravity of CompactedBituminous Mixtures

AASHTO T 168 : 91 Standard Method for SamplingBituminous Paving Mixtures

AASHTO T 176 : 86 Standard Method of Test for PlasticFines in Graded Aggregates and Soilsby Use of the Sand Equivalent Test

AASHTO T 209 : 94 Standard Method of Test for MaximumSpecific Density of Bituminous PavingMixtures

AASHTO T 230 : 68 Standard Method of Test for Determining Degree of Compaction of Bituminous Aggregate Mixtures

AASHTO T 245 : 94 Standard Method of Test for Resistance to Plastic Flow of BituminousMixtures (See ASTM D 1559)

AASHTO T 247 : 93 Standard Method of Test for Preparation of Bituminous Mixtures byMeans of California Kneading Compactor

(See ASTM D 1561)

1 02 01 05 European Standards

1 02 01 06 British Standards

BS 2499 : 93 Hot-applied Joint Sealing for ConcretePavements

BS 6044 : 87 Pavement Marking Paints

BS 6717-1 : 94 Specification for Paving Blocks

BS 7263-1 : 94 Precast Concrete Flags, Kerbs, Channels, Edgings andQuadrants/Part 1. Specification

1 02 01 07 German Standards

DIN 485 : 87 Precast Concrete Paving Flags

DIN 18501 : 82 Concrete Paving Setts (Blocks)

1 02 02 Codes

BS 6717-3 : 89 Code of Practice for Laying

BS 7263-2 : 90 Precast Concrete Flags, Kerbs, Channels, Edgings andQuadrants/Part 2. Code of practice for

laying

1 02 03 Other References

01.0 Civil Engineering Standard Method of Measurement issued by the Institution of Civil





Engineers and the Federation of CivilEngineering Contractors, England

02.0 Safety Guidelines for Storage of ChemicalMaterials as issued by the Ministry of Interior/General Civil Defense Administration,Kingdom of Saudi-Arabia

03.0 Concrete Paving Manual as issued by the American Concrete Pavement Association,2625 Clearbrook Dr., Arlington Heights,IL60005

04.0 Asphalt Paving Manual as issued by the Asphalt Institute, Asphalt Institute Building,College Park, Maryland 20740

1 03 Definitions

1 03 01 Technical Terms

aggregate - a hard granular material of mineral composition such assand, gravel, slag, crushed stone, used for mixing in graduatedfragments.

asphalt - a dark brown to black cementitious material in which thepredominating constituents are bitumens which occur in nature or areobtained in petroleum processing.

asphalt cement - a fluxed or unfluxed asphalt specially prepared as toquality and consistency for direct use in the manufacture of bituminouspavements

. asphalt concrete (bituminous concrete) - high quality, thoroughlycontrolled hot mixture of asphalt cement and well-graded, high qualityaggregate, compacted to an uniform dense mass.

(asphalt) base course - a layer or layers of specified material of designated thickness in an asphalt pavement structure laid below thesurface (wearing) course. Some times called binding course.

(granular) base course - a layer or layers of specified or selectedmaterial of designated thickness laid on a granular subbase or subgrade below the asphaltic pavement structure.

bitumen - see asphalt

bituminous concrete - see asphalt concrete

bituminous emulsion - (1) a suspension of minute globules of bituminous material in water or in an aqueous solution. (2) Asuspension of minute globules of water or of an aqueous solution in a

liquid bituminous materialbinding (Binder) course - see (asphalt) base course

coarse aggregate - aggregate retained on a 2.36 mm sieve

construction joint (in concrete pavement) - a joint between concretepavement slabs which have been constructed at different times whereone face is poured against a previously finished construction.

contraction joint (in concrete pavement) - a joint to allow a concretepavement slab to contract and move apart, and expand and movetogether. The joint is placed in the upper third of a slab and is formed byinserting a joint former in the plastic concrete or by sawing thehardened concrete.

curbs - British kerbs

cutback asphalt (bitumen) - asphalt cement which has been liquefiedby blending with petroleum solvents (diluents), as for the RC and MC





cutback asphalt. Upon exposure to atmospheric conditions the diluentsevaporate, leaving the asphalt cement to perform its function.

dowelled (expansion) joint (in concrete pavement) - a joint betweenpavement slabs where lateral and vertical displacement to allowexpansion and contraction.

expansion joint (in concrete pavement) - a joint placed in full depth

between adjacent pavement slabs to allow the slabs to expand andcontract

. fine aggregate - aggregate passing a 2.36 mm sieve.

haunching - lateral concrete backing of curbs and edgestones torestrain them in position when loaded.

joint filler - a strip of compressible heat-resistant material used to fill a joint space.

joint sealant - a material that seals a joint by adhering to appropriatesurfaces within the joint to prevent the ingress of water and deleterioussubstances.

medium-curing (MC) asphalt - cutback asphalt composed of asphalt

cement and a kerosene-type diluent of medium volatility

mineral dust - the portion of fine aggregate passing a 0.075 mm sieve

mineral filler - a finely divided mineral material at least 70 % of whichwill pass a 0.075 mm sieve. Pulverized limestone is the most commonlymanufactured filler, although other materials such as stone dust,hydrated lime, Portland cement, and certain natural deposits are alsoused.

penetration - the consistency of a bituminous material expressed asthe distance in tenths of a millimeter (0,1 mm) that a standard needlepenetrates vertically a sample of the material under specified conditionsof loading, time, and temperature.

prime coat - an application of a low-viscosity bituminous material to anabsorptive surface, designed to penetrate, bond, and stabilize thisexisting surface and to promote adhesion between it and the asphalticconstruction course that follows.

rapid-curing (RC) asphalt - cutback asphalt composed of asphaltcement and a naphtha or gasoline-type diluent of high volatility.

roadbase - see subbase

sealant primer - a substance applied to the faces of the joint just beforethe sealant is applied in order to assist its adhesion.

(granular) subbase course - the layer or layers of specified or selected

material of designated thickness placed on a subgrade to support a(granular) base course.

(asphalt) subbase course (roadbase) - a layer or layers of designatedthickness used in asphalt pavement system between the subgradeand the intermediate base (or binding) course.

subgrade - the undisturbed soil prepared to support a structure or apavement system. The subgrade, if not adequate, may be improved by(1) the incorporation of stabilizers, (2) any course or courses of granular material (see granular subbase or base course) placed on the subgradeor by (3) an asphaltic subbase (roadbase) on the subgrade. If thesubgrade is of adequate quality or is improved by one of the methodsdescribed under (1) (2) (3), it may serve as subbase course.

surface (wearing) course - the upper layer in a bituminous pavement

tack coat (bond coat) - an application of bituminous material to anexisting relatively non-absorptive surface to provide a thorough bond





between old and new surfacing (e.g between base course and surface(wearing) course).

viscosity - a measure of the resistance to flow. It is one method of measuring the consistency of asphalt (bitumen).

viscosity grading - a classification system of asphalt cements basedon viscosity ranges at 60C. A minimum viscosity at 135C is also usuallyspecified. The purpose is to prescribe limiting values of consistency atthese two temperatures. 60C approximates the maximum temperatureof asphalt pavement surface in service;

135C approximates to the mixing and layingtemperatures for hot asphalt pavements.

well-graded aggregate - aggregate graded from the maximum sizedown to filler to obtain an asphalt mix with a controlled void content andhigh stability.

workability - the ease with which a paving mixture may be placed andcompacted

1 03 02 Abbreviations

Q.C. Quality Control

1 04 System Description

1 04 01 Design Requirements

Note: Restrict this paragraph to statementsdescribing design requirements andoperational properties of a complete system(e.g. A/C System, lifts, etc.) to be designed by the Contractor!

1 04 02 Performance Requirements

Note: Restrict this paragraph to statements

describing performance requirements andoperational properties of a complete system(e.g. A/C System, lifts, etc.) to be designed by the Contractor!

1 05 Submittals

Note: Select one of the options markedwith asterisk (*) !

In compliance with Conditions of Contract and provisions of Section01300 the following shall be submitted

* 01.0 thirty (30) days before paving and surfacingworks are scheduled to commence:

* 02.0 sixty (60) days before paving and surfacingworks are scheduled to commence:

1 05 01 Product Data

A complete material list and product data for each type of productproposed to be furnished and installed under this section todemonstrate compliance with specified requirements, includingmanufacturer's colour charts showing full range of colours, textures,shapes, and pattern for each type and composition of paving andsurfacing as indicated for initial selection purposes.





1 05 02 Shopdrawings

1 05 03 Samples

Accompanying the above submittal, samples of each item shall beprepared on samples of adequate size and construction, in setsshowing the full range of variations expected.

1 05 04 Quality Control SubmittalsDocumented experience of contractors site engineer(s) and operator(s)(ref. 1 06 01)

Reports and records of Source Q.C. (ref. 1 06 04 03)

Reports and records of Field Q.C.(ref. 3 03 01 50)

Reports and records of Contractor's Internal Q.C.(ref. 1 06 04 01)

Reports and records of External Q.C.(ref. 1 06 04 02)

1 05 05 Handing-Over Submittals

1 05 05 01 Project Records

1 05 05 02 Operation & Maintenance Data

1 05 06 Other Submittals

Mix design(s) of asphalt concrete including test results of tests asspecified in ref. 2 06 01

Certificates of compliance ref. 1 06 03.

Manufacturer's instructions for admixtures, joint filler, bondbreaker, jointsealant and the like.

Records and reports of Contractor‘s major equipment.

1 06 Quality Assurance

Sampling, testing and checking procedures shall be recorded on a dailybasis (i.e. indicating day, month, year) including corrective actions takenby the Contractor if necessary.

Reports and records shall be available for assessment to the Engineer not later than three (3) days after testing and checking.

Reports and records shall be established in a manner to ensuretraceability between batch records, test results, and locations of placedpaving and surfacing.

Arrangements shall be made in Contractor’s work schedule and timeallowed for testing and checking as indicated.

1 06 01 QualificationsContractor's site engineer responsible for asphalt concrete and roadconstruction shall have at least five (5) years of documented experiencein this field and shall be familiar with the referenced standards and shallhave successfully completed work similar in material, design and extentto that work indicated for the project.

Contractor's paver-, roller-, motor grader- and asphalt distributor operators shall be familiar with all materials and equipment and shallhave at least three (3) years of documented experience.

1 06 02 Regulatory Requirements

Note: Specify obligations to comply withspecific code requirements for contractor designed items and other requirements of local authorities.





1 06 03 Certifications

Certificates of compliance, issued by an independent agency/laboratory(approved by the Engineer), and not more than 12 month old, indicatingthat any material proposed by the Contractor meets or exceeds thereferenced standards shall be submitted by the Contractor prior toexecution of any work.

1 06 04 Quality Control1 06 04 01 Internal Quality Control

Contractor’s Internal Quality Control shall include but not limited to:

Checking suppliers test certificates and certificates of compliance for aggregate, asphalt cement, asphalt concrete, asphalt for prime- andtack coats, granular subbase and base course material, curbs andedgings, concrete tiles and all other material delivered to the site prior to first delivery and each shipment that comes from another source thanthe previous one to confirm compliance with specification.

Checking suppliers delivery tickets of each delivery for completenessand compliance with supply order and specification.

Checking correct storage of material at least every week.

Checking calibration of equipment prior to first use and periodically (atleast every month)

Checking maintenance of equipment to comply with manufacturersinstructions. (at least every month)

Field quality control as specified in Ref. 3 03 01 04 (Part 3: Execution)

Source quality control as specified under Ref. 1 06 04 03.

1 06 04 02 External Quality Control

The Contractor shall employ and pay for a qualified independent testing

laboratory/Agency which will supervise quality control procedurescarried out by the Contractor and perform its own sampling, checkingand testing services before and during paving operations in accordancewith referenced standards and specifications.

The laboratory/Agency shall comply with requirements as stated in ASTM D 3666.

The laboratory/Agency shall be approved by the Engineer.

The quality control system established by the laboratory/Agency shallcomply but may not be limited to requirements as stated in ASTM D4561.

Inspections, tests, and checking shall be performed in indefinite

intervals without giving previous notice.

All checking procedures and tests performed by the laboratory/Agencyshall be properly documented and submitted to the Engineer within 3days after checking and testing.

1 06 04 03 Source Quality Control

Aggregate for asphalt concrete and cement concrete shall be sampledand tested at the source prior to first delivery.

Asphalt concrete and cement concrete delivered by ready-mix plantsshall be inspected and tested at the mixing plant prior to first delivery.





1 07 Delivery, Storage and Handling

1 07 01 Packing and Shipping

For transport only equipment suitable for the location and type of workshall be used and maintained in proper working condition and in chargeof skilled and competent operators.

1 07 02 Storage and ProtectionAll aggregate, sand, filler shall be stored and handled in a manner thatexcludes degradation and segregation and avoid contamination.

Provisions must be made to prevent intermingling of differentaggregates. If bulkheads are used, they shall extent to the full height of the stockpile. To avoid segregation, blended and combined aggregatesshall be placed in layers not exceeding 1 m.

Asphalt shall be stored in tanks, at least one tank for each type andgrade of asphalt. Asphalt tanks should be calibrated so that the amountof remaining material can be determined at any time. All tanks, transfer lines, pumps and weigh buckets have to be heated so that the asphalt

remains fluid to pump. Provisions have to be made to prevent asphaltfrom oxidizing during circulation at all times. For further requirementssee ASTM D 995.

Consignments and packagings of flags, paving blocks, curbs and thelike shall be edge protected when delivered to the site. Dischargingshall be done by crane or any other lifting gear.

1 07 03 Acceptance at Site

Note: Applies for Employer provided products only, for which conditions of acceptance at site should be specified here!

1 08 Project- and Site Conditions

Existing underground utilities and structures in areas of pavingoperations shall be located by the Contractor.

If utilities or structures are indicated, adequate means of support andprotection shall be provided during paving operations.

When uncharted or incorrectly charted piping or other utilities areencountered, the utility owner shall be consulted immediately for directions.

Damaged utilities or structures shall be repaired to the satisfaction of the utility owner and the Engineer or paid for the costs which may resultfrom any of the Contractor’s operations during the contract period.

Existing utility serving facilities occupied by the Employer shall not beinterrupted during occupied hours, except when permitted in writing bythe Engineer and when acceptable temporary utilities have beenprovided by the contractor.

1 08 01 Existing Conditions

Note: Should include references todocuments where information may befound pertaining to such items as existingstructures, public utility lines, geophysicalreports etc.!

1 08 02 Environmental Requirements

Refer to Section 01060 Regulatory Requirements, 1 01 02 .





1 08 02 01 Dust Control

Dust caused by contractor’s operations on and near work shall becontrolled by used of all means necessary.

1 08 01 02 Pollution Prevention

Necessary precautions shall be taken to prevent pollution of existingground and sewage disposal network with fuel, oil, chemicals or other

harmful materials.

1 09 Schedules and Programs

Note: Specify requirements for co-ordinating certain works which must bedone in special sequence with, or at thetime as, work in other sections. The particular sequence of events should bespecified here!

1 10 Special Warranty

Note: Describe special or extended

warranty only (e.g. in landscaping whenwarranty depends on growing periods may be exceeding the normal warranty period!)

1 11 Maintenance

1 11 01 Maintenance Service

1 11 02 Operation Services

1 11 03 Extra Material

Note: Specify products to be supplied bythe Contractor for future maintenance and

repair and state to whom, when, and whereitems are to be delivered!





2 Part 2: Products

2 01 Asphalt Pavement

2 01 01 Mineral Materials

2 01 01 01 Aggregate for Asphalt ConcreteMineral aggregate for asphalt concrete shall consist of coarseaggregate, fine aggregate and filler material if required. If the bulkspecific gravities of coarse and fine aggregates differ by more than0,20, the job mix formula has to be adjusted.

Aggregates shall be free from decomposed stone, organic matters,shale, clay and any other deleterious substances which may effect theasphalt concrete mixture.

Sources of aggregate shall be approved by the Engineer.

Unless otherwise specified methods of sampling and testing shall be inaccordance with relevant ASTM or AASHTO standards.

2 01 01 02 Coarse Aggregate

Coarse aggregate shall be the material retained on a 2.36 mm sieveand shall consist of clean, washed, naturally occurring or mechanicallycrushed rock or gravel or blended combinations of both.

Coarse aggregate grading shall comply to the requirements of ASTM D448 or any other grading, provided that the combined coarse and fineaggregates, and filler (when used) produce a mixture that conforms tograding requirements for combined aggregates in asphalt concretemixtures (See Annex 6, Table 2)

Coarse aggregate, when subjected to five cycles of the soundness test(ASTM C 88), shall have a weighted loss not greater than 12% when

sodium sulfate is used or 18 % when magnesium sulfate is used.

Coarse aggregate, when subjected to testing in the Los Angelesmachine (ASTM C 131 or AASHTO T 96), shall have a loss not greater than 40% for aggregate used in asphalt surface (wearing) course or 50% for asphalt base course.

Coarse aggregate shall comply with ASTM D 692 unless otherwisespecified in the project documents.

2 01 01 03 Fine Aggregates

Fine aggregate shall be the material passing the 2.36 mm sieve andshall consist of natural sand, or sand prepared from stone, crushedblast-furnace slag, gravel, or combinations thereof.

Fine aggregate grading shall comply with ASTM D 1073 or any other grading, provided that the combined coarse and fine aggregate, andfiller (when used) produce a mixture that conforms to gradingrequirements for combined aggregate in asphalt concrete mixtures.(See Annex 6, Table 2)

The sand equivalent when tested in accordance with AASHTO T 176shall be not less than 50.

The plasticity index of the fraction passing the 0,425 mm sieve shall notexceed 4.

Fine aggregate, when subjected to testing in the Los Angeles machine

(ASTM C 88) shall have a weighted loss of not more than 15% whensodium sulfate is used or 20% when magnesium sulfate is used.





2 01 01 04 Mineral Filler

At the time of use, mineral filler shall be thoroughly dry and free fromlumps and other agglomerations and shall have a plasticity index notgreater than 4.

Mineral Filler may consist of rockdust, slag dust, hydrated lime,hydraulic cement, fly ash or other suitable material and shall conform to

the requirements of AASHTO M 17 or ASTM D 242 including gradationas indicated in Annex 6, Table 1)

2 01 01 05 Combined Aggregate

See ref. 2 06 01 Asphalt Concrete Mixes

2 01 01 05 01 Sand (for prime coat dressing)

Sand dressing shall be any clean granular mineral material that passesby 100% the 4.75 mm sieve and up to 2% passes the 0,075 mm sieve.

2 01 02 Bituminous Material

2 01 02 01 Asphalt Cement

2 01 02 01 01 Penetration graded Asphalt CementPenetration graded asphalt cement shall be prepared by the refining of crude petroleum by suitable methods and shall be homogenous, free

from water, and shall not foam when heated to 175C.

Penetration graded asphalt cement shall comply with AASHTO M 20.

01.0 Asphalt cement shall be penetration grade 60-70.

02.0 Asphalt cement shall be penetration grade 70-100.

2 01 02 01 02 Viscosity graded Asphalt Cement

Viscosity graded asphalt shall be prepared from crude petroleum by

suitable methods and shall be homogeneous, free from water, and shallnot foam when heated to 175C.

Viscosity graded asphalt cement shall comply with AASHTO M 226.

2 01 02 02 Cut-back Asphalt

Cut-back asphalt shall show no separation or curdling prior to use andshall not foam when heated to the application temperature.

2 01 02 02 01 Rapid-Curing (RC) Type

(RC) Cut-back asphalt shall comply with AASHTO M 81.

2 01 02 02 02 Medium-Curing (MC) Type

(MC) Cut-back asphalt shall comply with AASHTO M 82.2 01 02 03 Emulsified Asphalt

Emulsified Asphalt shall be homogeneous and shall comply with AASHTO M 140/ASTM D 977.

Cationic Emulsified Asphalt shall comply with AASHTO M 208/ASTM D2397.





2 02 Concrete Pavement

2 02 01 Concrete

The cement used for concrete paving shall comply with SSA 143Ordinary Portland Cement/Rapid-Hardening Portland Cement, SSA 570Sulfate-Resisting Portland Cement.

The minimum 28-day flexural strength shall be 4,133 MPa/4133 kPa(600 psi) when tested in accordance with ASTM C 78.

For further requirements see Section 03300 CAST-INSITU CONCRETE

2 02 02 Reinforcement

(See Section 03200 Concrete Reinforcement)

2 02 03 Formwork

(See Section 03100 Concrete Formwork)

2 02 04 Joint Reinforcement01.0 The dowel bars shall be high yield steel bars

600 mm long and 18 mm diameter. One half of the length shall be coated with liquid asphalt.

2 02 05 Joint Filler (for Concrete Pavement)

Expansion joint filler shall be certified as suitable for the intended use.

Expansion joint filler shall be heat-resistant and shall comply with one of the following standards: ASTM D 994, ASTM D 1751, ASTM D 1752, ASTM D 3204 Type I, closed-cell polyethylene or ASTM D 3204 Type IIopen-cell polyurethane.

2 02 06 Bondbreaker Bondbreaker tapes shall be self-adhesive polyethylene or polytetrafluorethylene (PTFE) tapes.

2 02 07 Hot-applied Joint Sealant for ConcretePavement

Note: Guidance on selection of joint sealantmay be obtained from BS 2499:Pt. 2

Joint sealant shall comply with

01.0 BS 2499 type N1 (high extension)]

02.0 BS 2499 type N2 (low extension)]

03.0 BS 2499 type F1 (high extension, fuel-resistant)]

04.0 BS 2499 type F2 (low extension, fuel-resistant)]

05.0 ASTM D 1190 (hot-poured elastic type)

06.0 ASTM D 3406 (hot-applied elastomeric type,for portland cement paving)





2 03 Miscellaneous Pavement

2 03 01 Concrete Tiling

2 03 01 01 Concrete Flags (Tiles)

Note: For dimensions and flexural strengthrequired in BS 7263 see Annex 7: Specifier

Information, Table 2Concrete flags (tiles) shall be made from concrete by the wet pressedor semi-dry process and shall be sound and free of any defects thatimpair the strength or performance of the pavement.

For flags (tiles) manufactured with two-part mixes, the surface layer shall be formed as an integral part of the flag and shall be not less than12 mm thick.

The surface shall be smooth and plane, free from projections,depressions and crazing.

All edges shall be chamfered unless otherwise specified.

Arises that will be visible after laying shall be without nibs and fins.

The maximum dimensional deviation shall be 3 mm in thickness, 2 mmin length and width, 3 mm for squareness of plan for flags notexceeding 450 mm length/width and 6 mm for flags exceeding 450 mmlength/width.

The surface colour shall be natural unless otherwise specified.

Except as mentioned before,

01.0 concrete flags shall comply with BS 7263 andshall have sizes and thickness as indicatedhereafter. The min. traverse (flexural) strengthshall be as given in the Standard.

01.1 Type A, nominal size 600x450 mm, thickness 50 mm.

01.2 Type A, nominal size 600x450 mm, thickness 63 mm.

01.3 Type B, nominal size 600x600 mm, thickness 50 mm.

01.4 Type B, nominal size 600x600 mm, thickness 63 mm.

02.0 concrete flags shall comply with DIN 485having sizes and thickness as indicatedhereafter and shall have a min. averagetraverse (flexural) strength of 6 N/mm2 with noindividual unit less than 5 N/mm2.

02.1 Nominal size 300x300x40 mm (length x width x thickness).



02.4 Nominal size 500x500x60 mm (length a width x thickness).

2 03 01 02 Bedding Sand

Bedding sand shall be clean sand graded from 0,075 - 9,5 mm.

Not more than 10% shall pass the 0,075 mm sieve.

2 03 01 03 Bedding Mortar

Bedding mortar shall be sand:cement mortar 1:3 using 100% passingthe 4,75 mm sieve, however, not more than 10% shall pass the 0,075mm sieve.





2 03 02 Interlocking Concrete Block Paving

2 03 02 01 Interlocking Concrete Blocks (Pavers)

Interlocking concrete blocks shall be made from concrete (normalweight aggregate) and shall be sound and free of defects that interferewith a proper placing or impair the strength or performance of thepavement.

Any admixture to concrete shall be shown by test and experience not tobe detrimental to concrete.

In composite blocks the surface (wearing) layer shall be formed as anintegral part of the block and shall be not less than 5 mm thick.

When the wearing course is chamfered the chamfer shall not exceed 7mm in width or depth.

All arises shall be uniform in shape.

The max. dimensional deviation from work sizes shall not exceed 2 mmin length and width and 3 mm in thickness.

The surface colour shall be natural unless otherwise specified.

Except as mentioned before,

01.0 interlocking concrete blocks shall comply withBS 6717 and shall have an averagecompressive strength of 49 N/mm2 with noindividual block less than 40 N/mm2.

01.1 The block thickness shall be 60 mm.




02.0 interlocking concrete blocks shall comply withDIN 18501 and shall have an averagecompressive strength not less than 60 N/mm2with no individual block less than 50 N/mm2.






3.0 interlocking concrete blocks shall comply with ASTM C 936 and shall have an averagecompressive strength not less than 55 N/mm2with no individual unit less than 50 N/mm2. Theabrasion resistance shall not exceed 3 mmwhen tested in accordance with ASTM C 418,block thickness not exceeding 140 mm.

4.0 The shape/pattern shall be:04.1 System ‘Behaton’.

04.2 System ‘Classico’.





04.3 System ‘Delta’.

04.4 System ‘Holland’.

4.5 System ‘Uni’.

05.0 The surface colour shall be subject to approval by the Engineer.

2 03 02 02 Sand for Bedding Course

Sand for bedding course shall be clean sand graded from 0,075 - 9,5mm maximum.

Not more than 10% shall pass the 0,075 mm sieve.

2 03 03 Synthetic (Proprietary) Surfacing

Note: to be specified by the projectspecifier!

2 04 Miscellaneous Materials

2 04 01 Concrete Kerbs, Channels (gutters), and

Edgings

Concrete kerbs, channels and edgings shall be of plain precastconcrete, made by any process (semi-dry, wet-pressed or wet-cast),max. aggregate size 20 mm, concrete class minimum C 15 (SeeSection 03300 Cast-in-Place-Concrete).

For units manufactured with two-part mixes, the surface layer shall beformed as an integral part of the unit and shall be not less than 25 mm.

Kerbs, channels and edgings shall comply with BS 7263 havingminimum traverse (flexural) strength (see Annex 6, ref. Table 4),shapes and dimensions as indicated in the Standard and the projectdrawings.

Kerbs, channels and edgings shall have a fairfaced finish on faceswhich will be visible after laying and all arises shall be straight andwithout any nibs and fins.

The maximum dimensional deviation shall be +-3 mm in length, width or height, 2 mm squareness clearance, and 2 mm in straightness andwinding for units over 550 mm and 1 mm for units up to 400 mm.

The colour shall be natural unless otherwise indicated.

2 04 02 Pavement Marking Paint

The paint shall be used as reflectorizing marking on bituminous andconcrete surfaces and shall be certified for the intended use.

The paint formula shall be based on plasticized chlorinated rubber,modified epoxy ester, or modified drying oil alkyd.

01.0 Paint shall comply with AASHTO M 248.

02.0 Paint shall comply with BS 6044 type A.

03.0 The colour shall be white

04.0 The colour shall be yellow

2 05 Mixes

2 05 01 Asphalt Concrete Mixes

At least thirty (30) days before the contractor intends to start productionof asphalt concrete, he shall submit to the Engineer all necessarydocuments including mix design, gradation of aggregate and filler,results of trial mixes such as specific gravity and density determination





(AASHTO T 209 or ASTM D 2041) and determination of aggregategradation and asphalt content (AASHTO T 164 or ASTM D 2172). Anytime a change in gradation or proportions of mix is intended to make, allnecessary documents shall be submitted to the Engineer for approvalprior to first delivery.

The hot-mix asphalt concrete mixture shall consist of asphalt cement,aggregate and filler blended together in precise proportions.

The job mix-design selected by the contractor shall be suitable andadequate for the traffic, climatic conditions, and specific gravity of theaggregates used and shall be based on the Marshall or Hveem methodor shall comply with ASTM D 3515.

The appropriate job-mix formula shall be developed from trial mixes todetermine one that meets all criteria of the specification and the designmethod used.

Any variation from the job-mix formula in the grading of the aggregateas shown by sieve analysis or any variation in bitumen content asindicated by extraction tests of the finished mixture greater than valuesshown in Annex 6, ref. 2 06 01/Table 3 shall be investigated and

corrected.Grading of combined aggregate and bitumen content shall conform tothe requirements of Annex 6 / Table 3.

Unless otherwise specified the nominal maximum aggregate size of themixture shall be:

-37,5 mm for sub-base course

-19 mm for base course-

-12,5 mm for surface (wearing) course

Materials shall be mixed in a continuous or batch-type mixing plant.

The mixing plant shall be equipped and maintained in compliance with ASTM D 995 and shall be approved by the Engineer.

At no time during the processing, from storage to mixing, the

temperature of asphalt cement shall exceed 176 C.

The aggregate shall be dried and delivered to the mixer at atemperature such that the mixture will be produced at a temperaturewithin the range suited to the asphalt cement as given in Annex 6 /Table 3.

The temperature between the given limits shall be regulated accordingto the grade of asphalt cement, ambient temperature and workability of the mixture.

Each size of aggregate shall be separately fed by feeders in proper proportion and at a rate to allow correct and uniform temperaturecontrol of the heating and drying operation.





3 Part 3: Execution

3 01 General Examination

Before any operation starts, Contractor's site engineer shall check thatall areas to be paved have been prepared to specified grades, levels

and alignments.

3 02 General Preparation

Contractor's site engineer shall make sure that all necessary tests,inspections and preparations have been made before paving operationsstart.

Checking good working condition and proper adjustment/calibration of all equipment. (See ref. 1 06 04 01’Internal Quality Control’))

Positions and levels of existing utility lines and any other undergroundstructure shall be located and marked by the Contractor according toinformation obtained from utility owners.

3 03 Installation

3 03 01 Asphalt Concrete Paving

3 03 01 01 Preparation

Preparation of Subgrade (See section 02200 Earthwork)

Holes and depressions in granular surfaces shall be repaired byremoving all loose and defective material and replacing with granular patching material approved by the Engineer.

Bumps, wave-like formations and corrugations which impair the ridingquality of the surface shall be removed and leveled to tolerances asspecified.

Immediately prior to application of a prime coat, all loose anddeleterious material shall be removed by sweeping and, if the surface isdusty, the granular surface shall be dampened with water.

3 03 01 02 Prime and Tack Coating

Prime coats and tack coats shall be applied by a pressure distributor. Inplaces the distributor cannot reach, prime- and tack coats shall beapplied with a hand spray attached to the distributor by a hose.

The distributor shall be equipped with a bitumeter having a dialregistering travel per minute. The dial shall be visible to thedriver/operator that he can maintain the constant speed required for

application at the specified rate.The pump shall be equipped with a tachometer having a dial registeringlitres per minute passing through the nozzles. The dial shall be readilyvisible to the operator.

Means of accurately indicating the temperature of asphaltic materialshall be provided. The thermometer well shall not be in contact with theheating tube.

The normal width of application of the spray bar shall be not less than 3m, however with provision for the application of width less than 3 m if necessary.

The distributor shall be provided with heating attachments. The

asphaltic material shall be circulated during the entire process.

3 03 01 02 01 Prime Coating

As prime coat a medium-curing cutback asphalt





01.0 grade MC-30 shall be applied at a rate between0,9 to 2,3 litres/m2 as determined by trial testsand approved by the Engineer.

02.0 grade MC-70 shall be applied at a rate between0,9 to 2,3 litres/m2 as determined by trial testsand approved by the Engineer.

03.0 grade MC-250 shall be applied at a ratebetween 0,9 to 2,3 litres/m2 as determined bytrial tests and approved by the Engineer.

If after a normal curing time (about 24 hours) some of the asphalt stillhas not been absorbed into the base, the excess cutback shall beblotted with clean sand. Blotting includes spreading sand over the primecoated surface and rolling it with a pneumatic-tired roller. Before hot-mixasphalt concrete can be placed, however, excess sand shall be sweptaway.

Recommended Spraying Temperatures:

Grade MC-30: Minimum 30 deg.C

Grade MC-70: Minimum 30 deg.CGrade MC-250: Minimum 75 deg.C

The maximum temperature shall be below that at which fogging occurs.

3 03 01 02 02 Tack Coating

As tack coat a diluted bitumen emulsion

01.0 grade SS-1 shall be applied at a rate between0,25 to 0,7 litres/m2 as determined by trial testsand approved by the Engineer.

02.0 grade SS-1h shall be applied at a rate between0,25 to 0,7 litres/m2 as determined by trial tests

and approved by the Engineer.

03.0 grade CSS-1 shall be applied at a ratebetween 0,25 to 0,7 litres/m2 as determined bytrial tests and approved by the Engineer.

04.0 grade CSS-1h shall be applied at a ratebetween 0,25 to 0,7 litres/m2 as determined bytrial tests and approved by the Engineer.

The bitumen emulsion shall be diluted with equal parts of water.

Work shall be planned so that no more tack coat is applied than it isnecessary for the day's operation.

Recommend Spraying Temperatures:Grade SS-1: 20-70 deg.C

Grade SS-1h: 20-70 deg.C

Grade CSS-1: 20-70 deg.C

Grade CSS-1h: 20-7- deg.C

3 03 01 03 Asphalt Concrete Spreading, Placing andCompaction

3 03 01 03 01 Spreading and Placing

Hot-mix asphalt concrete shall be spread and finished true-to-line and

graded by means of an automatically controlled paving unit except thatthe use of a paving unit may be waived and a manually controlled paver or hand methods may be used on irregular sections not accessible by a





paving unit. However, any equipment used by the contractor shall beapproved by the Engineer.

Asphalt concrete shall be placed in consecutive, adjacent strips with aminimum width of 3 m except where edge lanes require strips with lesswidth. Placing shall begin along the centre line of crowned sections or on the high side of areas with a one-way slope.

Asphalt concrete subbase, base course and surface (wearing) courseshall be placed in layers not exceeding 100 mm unless otherwisespecified.

When handlaying is necessary, asphalt concrete shall be placed on aclean hard surface and shall be protected from loss of heat and anypossible contamination. The asphalt concrete shall be spread by handin a loose uniform layer of even texture, taking precautions to minimizesegregation.

Immediately after material in any layer is placed, and before beingrolled, the surface shall be inspected and all defects and irregularities inalignment, grade or texture corrected.

The vertical faces of gullies, curbs, channels and the like, against which

the asphalt concrete is placed, shall be cleaned and primed prior toplacing asphalt concrete.

Gullies and similar projections shall be raised to their final level onlyafter laying base course but before laying the surface wearing course.The asphalt concrete shall be tamped around and against suchprojections by means of hot tampers. The finished surface shall be leftflush with the top of but not more than 3 mm above such projections.

Unless otherwise specified, the finished surface of any course and layer shall be laid as follows:

-Cross Falls: In case of roads with a straight cross fall, the fallshall be not more than 3% nor less than 2%.

-Camber: With roads to be cambered the average fall of thefinished surface from the crown to the channel shall be notmore than 3% nor less than 2%.

-Longitudinal Fall: Longitudinal drainage falls in the channel(gutter) shall have a gradient of not less than 0,8%.

Priming and placing asphalt concrete shall not be carried out when theweather conditions are, in the opinion of the Engineer, likely to affectquality of work. Such conditions may include rain, temperatures below 5deg C. or sand storms.

3 03 01 03 02 Rolling and Compacting

Note: Select one of the optionsmarked with asterisk (*) !

For compaction of asphalt concrete paving two-axle tandem steel-tiredrollers, pneumatic-tired rollers, or vibratory rollers may be used unlessotherwise approved by the Engineer.

The asphalt concrete mixture shall be compacted as soon as the hot-mix can be compacted without displacement at a temperature taking inconsideration grade of asphalt, content of filler, temperature of thebase, thickness of layer, ambient temperature and wind velocity and asapproved by the Engineer.

At no times compaction shall be performed if the temperature of thespread asphalt concrete mix is below 85 deg C.

Compaction shall start by rolling in longitudinal direction from the sidesto the centre of the surfaced area, overlapping on successive passes by





at least half the width of the roll until thoroughly compacted and all roller marks have disappeared.

The compaction achieved shall be adequate to obtain full strength ineach course and layer and to assist adhesion throughout the pavement.

The contractor shall establish a test strip by which a rolling pattern toassure achievement of the required target density and the proper riding

quality can be proved.* 01.0 The density shall be not less than 92 % of the

maximum theoretical density as determined by AASHTO T 209

* 02.0 The density shall be not less than 96 % of theaverage density of 6 laboratory preparedspecimens according to AASHTO T 245.

3 03 01 03 03 Longitudinal and Traverse Joints

Longitudinal Joints

Offsetting of longitudinal joints in the various courses of asphaltconcrete shall be at least 150 mm.

Longitudinal joints shall be rolled directly behind the spreadingoperation. The first lane placed shall be true to line and grade and shallhave a near vertical face. Before it is compacted, the material alongunsupported edges should be butted and slightly elevated with atamping tool. The material being placed in the abutting lane should betightly crowded against the vertical face of the previously placed lane.The loose uncompacted material should be left sufficiently high to allowfor compaction to the depth of previously rolled and compacted lane.When the abutting lane is not placed in the same day, the edge of thelane shall be tack-coated with asphalt before placing the adjacent lane.

Traverse Joints

At the end of a day's work, the asphalt concrete pavement shall be cutoff vertically so that a full depth lift can be placed squarely against it.

Before paving is continued, the face of the traverse joint shall be tack-coated. When the paving operation has been continued, excess hot-mixasphalt concrete shall be cleaned-off the surface and the evenness of the joint shall be checked with a straightedge. If the joint is satisfactory,a 150 mm width of the hot-mix asphalt concrete is rolled transverselyand the joint shall be checked for smoothness. If the joint is satisfactory,transverse rolling is continued in 150 to 300 mm wide increments untilthe entire width of the roller is on the new hot-mix.

If straightedging shows an uneven joint, the surface of the newly placedasphalt concrete shall be scarified while still warm and workable.

Excess material shall be removed or additional material added, and the joint rolled. During rolling, timbers shall be placed along the edge of alane to prevent the roller from driving off the longitudinal edge anddistorting it.

3 03 01 03 04 Surface Tolerances

After completion of the final rolling, the smoothness of the course will bechecked, and any irregularities that exceed the specified tolerances, or that water retains on the surface, shall be corrected.

Surface variations measured from the base of the straightedge to thesurface of the pavement shall not exceed 3 mm in 3 m parallel to thecenterline and not more than 6 mm in 3 m at right angles to the

centerline. Any irregularity that vary more than these tolerances shallbe marked and corrected by suitable tools before the next layer isplaced. The use of a bush hammer or any other impact devices will notbe permitted.





3 03 01 04 Field Quality Control

All required tests may be performed in conjunction with thelaboratory/agency contracted by the Contractor and approved by theEngineer to inspect and supervise asphalt concrete production asmentioned under ref. 1 06 04 02 'External Quality Control'.

3 03 01 04 01 Uncompacted Hot-mix Asphalt Pavement

Visual inspection of each shipment prior to placing to determineunsatisfactory conditions e.g. non-uniform appearance, lean or dry mix,flushing of mix etc.

Checking supplier's delivery ticket of each delivery for completenessand compliance with supply order and specification.

To conform compliance with the job-mix formula, samples of hot mixshall be taken at the point of delivery and extraction tests in compliancewith AASHTO T 168 or ASTM D 2172 to determine aggregate gradationand bitumen content shall be performed for every 500 tons of asphaltconcrete but at least one analysis per day.

Test results not deviating from tolerances given in Annex 6/Table 3 will

be taken as an indication for compliance but not as the sole basis for acceptance or rejection.

3 03 01 04 02 Compacted Hot-mix Asphalt Pavement

After final compaction of asphalt concrete, samples shall be taken incompliance with AASHTO T 230 from locations as directed by theEngineer.

One set of five samples shall be taken by core drilling in compliancewith AASHTO T 168 for every 200 m run but at least for every 1000 m2of paving.

The following tests shall be performed:

-Thickness of layers-Density and specific gravity of asphalt concrete (AASHTO T

166) Alternatively, density may be proved by using the nuclear

method according to ASTM D 2950

-Degree of pavement compaction (AASHTO T 230)

3 03 02 Concrete Paving

3 03 02 01 Preparation

3 03 02 02 Concrete Placing

3 03 02 03 Surface Tolerances

See Section 03300 Cast-in-Place-Concrete

3 03 02 04 Expansion and Contraction Joints

Expansion and contraction joints shall be located as indicated in theproject documents and shall be prepared as specified in Section 03300Cast-in-Place- Concrete.

For joint filling the joints shall be dry, cleaned of scale, dirt, dust, curingcompound, foreign matter prior to application. Cleaning shall beaccomplished with suitable tools designed for cleaning pavement joints.Then, the joint faces shall be sandblasted to form a key and finallycleaned by compressed air just before primer and sealant application.

To control the depth of sealant and to support the sealant againstindentation and sag, the bottom of the joint shall be filled with a jointfiller which shall recover to maintain contact with the joint faces when





the joint is still open. A bondbreaker tape shall be applied on top whenrecommended by the manufacturer of the sealant or joint filler.

Where a primer is recommended by the manufacturer of the sealant or is part of the joint filling system, the primer shall be certified by themanufacturer for the intended use and shall be applied in accordancewith manufacturer's instructions.

The sealant shall be heated to and maintained at a temperature asrecommended by the manufacturer and shall be pressed into thesealing slots using suitable professional equipment according tomanufacturer's instructions. The joint shall be filled to within 3 to 5 mmbelow flush with the adjacent concrete pavement to a minimum depth of 25 mm unless otherwise specified.

The primer and the sealant shall be compatible with the bondbreaker tape and the joint filler.

Any excess material shall be immediately scraped from the pavementsurface with suitable tools.

Before hardening and being solidified, the sealant shall be protectedfrom damage caused by weather, dust, traffic and any other

contamination.

3 03 03 Miscellaneous Paving

3 03 03 01 Concrete Flag (Tile) Paving

Wherever possible, cutting flags shall be avoided. When necessary, itshall be carried out by using professional tools designed for suchpurpose.

Concrete fill around projections and obstructions will not be allowedexcept where unavoidable.

3 03 03 01 01 Preparation

Preparation of Subgrade (See Section 02200 Earthwork)Before any laying operation begins, adequate edge restraints (e.g.curbs, edgings, channels or rigid abutments) shall have gainedsufficient strength to support traffic loads and allow for compaction of bedding course.

3 03 03 01 02 Bedding on Mortar

A 1:3 cement:sand mortar shall be spread over the base course or prepared subgrade to give a thickness of 25 mm after full compaction.

Flags shall be laid to pattern with close joints (2-4 mm) on the fullmortar bed and bedded to line and level by using a pavior's maul.

Where spread mortar has begun to set without being covered by flags,it shall be removed and replaced by fresh mortar.

When mortar has set, fine sand shall be brushed into the joints andcompletely filled.

3 03 03 01 03 Bedding on granular Material

Sand (See ref. 2 03 01 02) shall be spread to give a nominal thicknessof minimum 25 mm after placing of flags and shall be leveled andscreeded.

Flags shall be laid to pattern with close joints (2-4 mm) on theundisturbed granular bedding material and bedded to line and level byusing a pavior's maul.

After placing, fine sand shall be brushed into the joints until completelyfilled.






Maximum permissible deviation from design level will be +- 6 mm and-0 +6 mm for flags abutting channels or other fittings.

The flatness when measured from the base of a 3 m straight-edge shallnot exceed 5 mm.

The difference in level between adjacent flags shall not exceed 3 mm.

3 03 03 02 Interlocking Concrete Block Paving


Subgrade preparation (See section 02200 Earthwork)

Before any laying and compaction begins, adequate edge restraints(e.g. curbs, edgings, channels or rigid abutments) and any concretehaunching shall have gained sufficient strength to support traffic loadsand allow for compacting of bedding course and paving blocks.

Haunching of edge restraints on the paving face shall be vertical downto the level of the underside of the bedding course.

3 03 03 02 02 Laying A 50 mm thick sand bedding course shall be spread over the preparedsubgrade or granular base course, leveled and compacted. Whensetting up screeding rails to prepare the bedding course, allowanceshall be made for the subsequent compaction of the bedding courseand the pavement blocks

Then, a further 15 mm thick layer of fine sand shall be spread to createa loose surface on which paving blocks can be laid.

Pavements setts shall be laid with close joints to pattern, line and levelas indicated in the project drawings or the like.

After compaction of the pavement blocks, fine sand shall be spread

over the surface and brushed into the joints. Revibration shall be carriedout until the joints are completely filled.

3 03 03 02 03 Compaction

The paved surface shall be compacted using a plate compactor with aplate area of not less than 0,25 m2.

Transmitting force shall be not less than 75 KN/m2.


Maximum permissible deviation from design level shall be +- 6 mm.

The flatness when measured from the base of a 3 m straightedge shallnot exceed 10 mm at no time.

The difference in level between adjacent blocks shall not exceed 2 mm.

3 03 04 Miscellaneous Works

3 03 04 01 Concrete Kerbs and Edgings


Preparation of Subgrade (See section 02200 Earthwork)

3 03 04 01 02 Placing

Kerbs, channels and edgings shall be placed on a well compacted bedof semi-dry concrete of at least grade C 15 and lined and leveled along

the top and front faces. (See Annex 6 / Figure 1)Units shall be backed and haunched with semi-dry concrete of at leastgrade C 15.





Construction adjacent to kerbs, channels and edgings shall not proceeduntil bedding, backing and haunching have reached sufficient strengthto avoid displacement.

Any movement joint in the adjacent roads and parking areas shall becontinued through the units and its beds, backing and haunching unlessotherwise specified.

Where curves are to be constructed, straight units shall be used exceptfor curves with a radius of 12 m or less.

3 03 04 01 03 Joints

Note: Select one of the options markedwith asterisk (*) !

* 01.0 Units shall be laid with close dry joints.

* 02.0 Units shall be laid with joints between 5-7 mmand filled with compacted 1:4 cement:sandmortar.

3 03 04 01 04 Tolerances

Units shall be aligned so that they do not deviate more than 3 mm fromtheir design alignment.

The difference in level and alignment of adjacent units shall not exceed 3 mm.

3 03 04 02 Pavement Marking

The surface to be painted shall cure for a period of at least 7 days for asphalt concrete and 28 days cement concrete and shall be dry andfree from loose particles.

The paint shall be applied when the air temperature is between 10 – 25deg C. with relative humidity not exceeding 85% and the surfacetemperature is less than 40 degC.

The paint shall be applied by a professional striping equipment to givea stripe having a wet film thickness not exceeding 0,4 mm if theaverage texture depth of the surface is not greater than 1,5 mm or astripe having a wet film thickness not exceeding 0,6 mm if the averagetexture depth is greater than 1,5 mm.

Before the paint starts drying, solid glass beads shall be applied evenlyat a rate of 0,40 kg/m2 to 0,50 kg/m2.

All areas shall be kept free from traffic until all the painted surfaceshave dried to no pick-up by tires.

3 03 05 Synthetic (Proprietary) Surfacing

Note: Specify if any!

3 04 Field Quality Control

3 05 Adjusting and Cleaning

Discarded asphalt and cement concrete, remainder of cut and brokenflags, paving blocks, curbs and the like shall be immediately collectedafter placing and removed off site.

3 06 Demonstration Note: State requirements to demonstrate theoperation and maintenance of equipment to





the Employer’s personnel, includingtraining if required!

3 07 Protection

All paved surfaces shall be kept free from traffic until pavement has set.

For pavement not subjected to traffic adequate precautions shall betaken to prevent any damage during construction.

Curbs, edgings and other vulnerable construction shall be protected bytemporary casings when likely getting damaged by Contractor's heavyequipment.

3 08 Schedules

Note: Include schedules (e.g. door schedule) to indicate what to put where, and provide other co-ordinating data if necessary!





4 Part 4: Method of Measurement

4 01 General

The quantities to be paid will be measured in place or will bedetermined from drawings.

The area surfaced is to be measured up to the bounding componentwhere necessary.

Where work is measured by area no deductions for voids/intrusions(e.g. manhole cover etc.) shall be made for voids not exceeding one (1)m2.

The width of each layer/course of material will be measured at the topof the surface.

4 02 Units of Measurement

Paving and Surfacing will be measured by m2 for each specifiedmaterial,

for each specified thickness.

Curbs, edgings, channels and the like will be measured by linear malong the exposed face.

Concrete flags and pavement blocks will be measured on the exposedside of the surface

Road and pavement marking will be measured by linear m excludinggaps in intermittent markings.

Expansion joints in concrete pavement will be measured by linear m for each specified thickness





5 Part 5: Basis of Payment

5 01 General

Payment will be in full compensation for furnishing, hauling and placingmaterials, for rolling and compacting and for all labour and use of plant,

equipment, tools, traffic control, testing, samples, quality assurance,and all other operations to perform the work, including ancillary works.

Material which is unnecessarily wasted, disposed off site, or otherwisemisused, shall be replaced at Contractor’s expense.

No payment will be made for unauthorized operations.

Material or work which does not conform to specification requirementsshall be removed and replaced on Contractor’s expense.

5 02 Ancillary Works to be included in theUnit Price Rates

The unit price rate for pavement shall include paving around openings,sloped surfaces, closing up temporary openings, connections to existingstructures by cutting and milling, preparation, cleaning, maintaining, for each material, of each specified course thickness.

The unit price rate for concrete curbs and edgings shall includereinforcing steel, jointing, excavation, backfilling and concrete beddingand haunching, for any location, for straight, curved and depressedruns.

The unit price rate for flags and paving blocks shall include jointing, for any location, for corners, and ramped and dropped crossings.

The unit price rate for expansion joints in concrete pavement shallinclude joint reinforcement (if any), formwork, joint filling and sealing. All

other movement joints will be included in the unit price rate for concretepaving.

The unit price rate for bituminous prime coats shall include blotting withsand for areas where asphalt has not been absorbed into the base.





6 Annex: Tables and Figures

6 01 Tables

6 01 01 Mineral Filler

Table 1: Gradation for Mineral Filler

Sieve size

Mass percentpassing (by

weight)

0,

60 mm

0,30 mm

0,075 mm

100

95-100

70-100

6 01 02 Asphalt Concrete

Table 2: Typical Composition of Asphalt Concrete

Mix Designation and Nominal MaximumSize of Aggregate

Siev

Total Percent Passing (by weight)





AsphaltCe

ment,weightpercentof TotalMixture

6 01 03 Tolerances

Table 3: Tolerances from Job-mix Formula

Sieve Size

½ in. (12.5 mm) and larger

3/8 in. (9.5 mm) and No. 4 (4.75 mm)

No. 8 (2.36 mm) and No. 16 (1.18 mm)

No. 30 (600 micrometer) and No. 50 (300 microm.)

No. 200 (75 micrometer)

Bitumen content, weight % of total mixture

+/- 8

+/- 7

+/- 6

+/- 5

+/- 3

+/- 0.5

Biturmen

Asphaltcement

(conventional Mixes)

Temperature Range

F˚250to

C

˚ 121





325˚

.1˚

to

16

2.7˚

6 01 04 Kerbs, Channels and Edgings

Table 4: Concrete Kerbs, Channels (gutters), and Edgings

Table : Transverse strength of kerbs, channels and edgings

Depth as tested(see note:1)

Width as tested Failing load(see note:2)

mm

150

125

125

50

50

50

mm

305

150

255

255

205

150

kN

22.2

8.0

13.3

3.1

2.7

2.0

Dropper Kerbs

125255 to 150 10.3

NOTE 1- Units are placed in the testing machine with the depth as tested being the smallestdimension.

NOTE 2- The failing load for kerbs of various lengths may be obtained by extrapolation. e.g. if the failing load for a 125 mm X 255 mm X 915 mm kerb tested on a span of 750 mm is 13.3kN, the failing load for a 550 mm kerb of the same cross section tested on a span of x mmwill be 13.3 X (750/x) kN.

NOTE 3- Outlet kerbs. quadrants and angle kerbs are not tested for transverse strength.

6 02 Figures

6 02 01 Edgings and Kerbs

Fig. 1: Typical section through a paved footway with rear edging





Fig. 2: Types of kerbs

Fig. 3: Types of kerbs, shapes

Fig. 4: Edgings and angle kerbs

6 02 02 Crossings





Fig. 5: Ramped crossing

Fig. 6: Dropped crossing





Fig. 7: Ramped crossing with over-run areas using small element flaps





6 02 03 Corners

Fig. 8: Runout corner

Fig. 9: New town corner





7 Annex: Specifier Information

7 01 Concrete Flags (Tiles)

Table 1: Flag sizes according to BS 7263 Part 1

Flag sizes

FWo T

h

Table 2: Travers strength of flags according to BS 7263 Part 1

Transverse strength of flags

F Minimum failing load for





7 02 Interlocking Concrete Blocks (Pavers)

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