!Tanzania Standard Spec - Rd 2000

THE UNITED REPUBLIC OF TANZANIA

MINISTRY OF WORKS

Standard Specification

for Road Works


for Road Works

Stan

dard

Sp

ecification

for R

oad

Wo

rks - 2000

June 2000ISBN 9987 - 8891 - 2 - 3

THE UNITED REPUBLIC OF TANZANIA

MINISTRY OF WORKS


for Road Works


for Road Works

STANDARD SPECIFICATIONS FOR ROAD WORKS-2000

THE UNITED REPUBLIC OF TANZANIA, MINISTRY OF WORKS ,,

��

Reproduction of extracts from this document maybe made subject to due acknowledgement of thesource.

Although this document is believed to be correct atthe time of printing, the Ministry of Works does notaccept any contractual, tortious or other form ofliability for its content or for any consequencesarising from its use. People using the informationcontained in the document should apply and relyon their own skill and judgement to the particularissue that they are considering

Printed by: Novum Grafisk AS, Skjetten, NorwayLayout: Rolf Johansen, ViaNova and Jan Edvardsen, ICG, Norway


THE UNITED REPUBLIC OF TANZANIA, MINISTRY OF WORKS ,,,

��

This Standard Specifications for Road Works - 2000 has been prepared as acomponent under the Institutional Cooperation between the Ministry of Works (MoW),Central Materials Laboratory (CML) and the Norwegian Public Roads Administration(NPRA). The Government of Tanzania and the Norwegian Agency for InternationalDevelopment (NORAD) have jointly financed the project, which forms part of aprogramme to establish technical standards, guidelines and specifications for road andhighway engineering.

This document has been prepared by a Working Group under the supervision of aSteering Committee comprising the following members from the Ministry of Works:

Mr. JL Ngumbulu Director of Trunk Roads (��)

Mr. JW Kijazi Director of Rural Roads

Mr. DJ Mariki Ag. Chief Engineer, CML

Mr. LJ Mujjungi Ag. Chief Engineer, Design and Construction, Trunk Roads

Mr. GJ Kinyero Ag. Chief Engineer, Design and Construction, Rural Roads

The Working Group consisted of the following members:

Mr. AS Idabaga MoW

Mr. ST Rwegumisa MoW

Mr. C Overby NPRA

Mr. R Johansen ViaNova (��)

The Steering Committee and the Working Group wish to acknowledge the significantcontribution from all people giving critical comments and advice during the preparationof this document. In particular, the comprehensive input from contributors within theMinistry of Works and the private sector who commented on the draft, is gratefullyacknowledged.


THE UNITED REPUBLIC OF TANZANIA, MINISTRY OF WORKS ,9

�� !�"��

Acknowledgements

Table of Contents

Crossection Terminology

Series 1000 General

Series 2000 Drainage

Series 3000 Earthworks and Pavement Layers of Gravel or Crushed Stone

Series 4000 Bituminous Layers and Seals

Series 5000 Ancillary Roadworks

Series 6000 Structures

Series 7000 Tolerances, Testing and Quality Control

Appendices:Appendix 1 Summary of Pay ItemsAppendix 2 List of Clauses Referring to the Special Specifications or Drawings


THE UNITED REPUBLIC OF TANZANIA, MINISTRY OF WORKS 9

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STANDARD SPECIFICATIONS FOR ROAD WORKS-2000 SERIES 1000 - GENERAL

THE UNITED REPUBLIC OF TANZANIA, MINISTRY OF WORKS PAGE 1000 - 1

SERIES 1000

General

SECTION PAGE

1100 DEFINITIONS AND TERMS 1000-21200 GENERAL REQUIREMENTS AND

PROVISIONS 1000-61300 CONTRACTOR’S ESTABLISHMENT ON

SITE AND GENERAL OBLIGATIONS 1000-201400 ENGINEER’S ACCOMMODATION AND

ATTENDANCE UPON ENGINEER AND

HIS SITE PERSONNEL 1000-221500 ACCOMMODATION OF TRAFFIC 1000-301600 OVERHAUL 1000-341700 ENVIRONMENTAL PROTECTION AND

WASTE DISPOSAL 1000-35

CONTENTS OF THE STANDARD SPECIFICATIONS FOR ROAD WORKS 2000:

ACKNOWLEDGEMENTS

CROSSECTION TERMINOLOGY

SERIES 1000 GENERALSERIES 2000 DRAINAGE

SERIES 3000 EARTHWORKS AND PAVEMENT LAYERS OF GRAVEL OR CRUSHED STONE

SERIES 4000 BITUMINOUS LAYERS AND SEALS

SERIES 5000 ANCILLARY ROADWORKS

SERIES 6000 STRUCTURES

SERIES 7000 TOLERANCES, TESTING AND QUALITY CONTROL

APPENDICES



SERIES 1000: GENERAL

SECTION 1100: DEFINITIONSAND TERMS

CONTENTS:CLAUSE PAGE

1101 ACCEPTED 1000-21102 ACCESS CULVERT 1000-21103 AGGREGATE 1000-21104 APPROVED 1000-21105 ASPHALT CONCRETE SURFACING 1000-21106 BASE COURSE 1000-21107 BITUMINOUS MIX 1000-21108 BITUMINOUS SEAL 1000-21109 BORROW AREA 1000-21110 BORROW PIT 1000-21111 BORROW MATERIAL 1000-21112 BRIDGE 1000-21113 CARRIAGEWAY 1000-31114 CATCHWATER DRAIN OR BANK 1000-31115 CERTIFICATE OF GUARANTEE 1000-31116 COMMON EXCAVATION 1000-31117 CONDITIONS OF CONTRACT 1000-31118 CROSSFILL 1000-31119 CULVERT 1000-31120 CUT 1000-31121 DIRECTED 1000-31122 EARTHWORKS 1000-31123 EARTHWORKS MATERIAL TYPES 1000-31124 EMBANKMENT 1000-31125 FILL 1000-31126 FORMATION LEVEL 1000-31127 GRADE LINE 1000-31128 GRADING MODULUS (GM) 1000-31129 IMPROVED SUBGRADE 1000-31130 INLET AND OUTLET DRAINS 1000-31131 LANE 1000-31132 LOT 1000-31133 MEDIAN 1000-31134 MEDIAN DRAIN 1000-31135 MITRE DRAIN AND BANK 1000-31136 OVERBURDEN 1000-31137 PAVEMENT 1000-31138 PAVEMENT MATERIAL CLASSES 1000-31139 PIONEER LAYER 1000-41140 PRESPLITTING 1000-41141 ROADBED 1000-41142 ROAD PRISM 1000-41143 ROAD RESERVE OR RIGHT-OF-WAY 1000-41144 ROCK EXCAVATION 1000-41145 ROLLER PASSES 1000-41146 SERVICES 1000-41147 SHOULDER 1000-41148 SHOULDER BREAKPOINT 1000-41149 SIDE DRAIN 1000-41150 SIDEFILL 1000-41151 SLOPE 1000-51152 SPECIFICATIONS 1000-51153 SPOIL (MATERIAL) 1000-51154 STABILISATION 1000-51155 SUBBASE 1000-51156 SUBGRADE, IMPROVED 1000-51157 SUBSOIL DRAINAGE SYSTEM 1000-51158 SUBSIDIARY WORKS 1000-51159 SUBSTRUCTURE 1000-51160 SUITABLE MATERIALS 1000-51161 TOPSOIL 1000-51162 TRAVELLED WAY 1000-51163 UNSUITABLE MATERIALS 1000-51164 VERGE 1000-51165 WORKING DRAWINGS 1000-51166 QUARRY 1000-5

Unless inconsistent with the context, in theseSpecifications, the following terms, words orexpressions shall have the meanings hereby assignedto them. CROSSECTION TERMINOLOGY, page V, refers fordetails on the cross-sectional elements of the road.

1101 ACCEPTEDAccepted in writing by the Engineer (or by the Employerwhere appropriate) as meeting the requirements of theContract Documents and of any authorised variationsthereto. “Acceptance” means accepted in writing asaforesaid. “Acceptable” means acceptable to theEngineer as aforesaid.

1102 ACCESS CULVERTAn access culvert provides an opening under anintersecting side road or entrance to plots along theproject road.

1103 AGGREGATECrushed stone of specified size and quality to be usedin the Works.

1104 APPROVEDApproved in writing by the Engineer, includingsubsequent written approval or confirmation of previousverbal approval by the Engineer. “Approval” meansapproval in writing as aforesaid.

1105 ASPHALT CONCRETE SURFACINGThe layer - or layers - of a bituminous mix constructedon top of the base course made of a mixture topredetermined proportions of aggregate, filler andbituminous binder material prepared in a mixing plant tomeet the requirements for surfacing material classAC20, AC14 or AC10 and placed by means of a pavingmachine.

1106 BASE COURSEA layer of material constructed on top of the subbase orin the absence thereof, the improved subgrade layer. Abase course may extend to outside the carriageway.

1107 BITUMINOUS MIXA mixture of a bituminous binder and aggregate, butexcluding penetration macadam.

1108 BITUMINOUS SEALA bituminous surfacing made by the application of oneor more layers of bituminous binder with layers ofaggregate in successive layers.

1109 BORROW AREAAn area within designated boundaries, approved for thepurpose of obtaining borrow materials.

1110 BORROW PITThe excavated pit in a borrow area.

1111 BORROW MATERIALAny gravel, sand, soil, stones or ash obtained fromborrow areas, dumps or sources other than cut withinthe road prism and which is used in the construction ofthe Works. It shall not include crushed stone or sandobtained from commercial sources and blasted rock forcrushing.

1112 BRIDGEA structure for carrying motor, railways, pedestrian orother traffic or services over a river, watercourse,railway line or any other gap, with a single span length,or sum of span lengths, of 2.0 metres or more. Thelength is measured between the abutment faces, or pierhead faces respectively, along the centre line of theroad at girder-bed level.



1113 CARRIAGEWAYThe surface normally traversed by vehicles and whichconsists of one or a number of contiguous traffic lanes,include auxiliary lanes and shoulders.

1114 CATCHWATER DRAIN OR BANKA longitudinal drain or bank outside the road prism fordiverting water that should otherwise flow into the roadprism.

1115 CERTIFICATE OF GUARANTEEA signed statement by a person having legal authorityto bind a company or supplier to its product, and whichconfirms that the materials and test results conform tothe standards of the Specifications.

1116 COMMON EXCAVATIONClassification of excavation for payment purposes.Denotes all excavation, except rock excavation,required from the road prism, drains, etc. according tothe Drawings and the Specifications.

1117 CONDITIONS OF CONTRACTThe appropriate edition of the General Conditions ofContract issued for execution of the Contract togetherwith any Special or Particular Conditions of Contractforming part of the Contract.

1118 CROSSFILLCrossfill is earthworks materials taken from cuts in theroad reserve and placed in embankments at a distanceof 50m or less from its original position, measured alongthe centreline of the road.

1119 CULVERTA structure other than a bridge, which provides anopening under the carriageway or median for drainageor other purposes.

1120 CUTA section of the road where the formation level is belowthe original ground level requiring excavations for theconstruction of the pavement layers.

1121 DIRECTEDDirection in writing by the Engineer including verbaldirection when subsequently confirmed in writing.

1122 EARTHWORKSTerm describing all processed material below theformation level including improved subgrade layers, filland prepared roadbed.

1123 EARTHWORKS MATERIAL CLASSESMaterials used in earthworks, complying with therequirements of the Specifications, classified as follows:

G15 natural gravel/soils with nominal CBR valueof minimum 15



DR Dump rock, un-graded waste rock

1124 EMBANKMENTA section of the road where the formation level is abovethe original ground level.

1125 FILLThat portion of the road prism consisting of approvedimported material which lies above the roadbed and isbounded by the side slopes, on which the improvedsubgrade layers, subbase, base course, shoulders andare to be constructed. Material imported to replaceunsuitable material in the roadbed shall also be

classified as fill when placed below the improvedsubgrade layers.

1126 FORMATION LEVELThe level of the top of the final layer of earthworks uponwhich the pavement layers are placed.

1127 GRADE LINEThe grade line is a reference line in the Drawings of thelongitudinal sections of the road indicating at regularintervals the elevations according to which the road is tobe constructed. The grade line may refer to the level ofthe completed road, base or any other layer and mayindicate the elevations either along the carriage waycentre line or along any designated position on the roadcross-section.

1128 GRADING MODULUS (GM)The cumulative percentages by mass of material in arepresentative sample of aggregate, gravel or soilretained on the 2 mm, 0.425 mm and 0.075 mm sieves,divided by 100.

1129 IMPROVED SUBGRADEThe upper layer or layers of the earthworks, which isconstructed directly onto the fill or in some cases ontothe roadbed.

1130 INLET AND OUTLET DRAINSChannels leading into or discharging from culvertsstorm water conduits and minor bridges.

1131 LANEPart of a travelled way intended for a single stream oftraffic in one direction, which has normally beendemarcated as such by road markings.

1132 LOTA sizeable portion of work or quantity of material whichis assessed as a unit for the purpose of quality controland selected to represent material or work produced byessentially the same process and materials.

1133 MEDIANThe area between the two travelled ways of a dualcarriageway, excluding the inner shoulders.

1134 MEDIAN DRAINA longitudinal drain situated between the innershoulders of a dual carriageway.

1135 MITRE DRAIN AND BANKA drain constructed at an angle to the centreline of theroad to divert water from a side drain. Mitre drainsinclude mitre banks placed across the side drains.

1136 OVERBURDENMaterial within a borrow area, which is not required or isunsuitable for use in construction.

1137 PAVEMENTThe upper layers of the road comprising the improvedsubgrade, subbase, base or gravel wearing course orbituminous surfacing and the shoulder layers.

1138 PAVEMENT MATERIAL CLASSESMaterials used in the pavement, complying with therequirements of the Specifications, classified as follows:

Unbound natural gravel materials:G80: natural gravel with nominal CBR value of

minimum 80G60: natural gravel with nominal CBR value of

minimum 60



G45: natural gravel with nominal CBR value ofminimum 45

G25: natural gravel with nominal CBR value ofminimum 25

GW: gravel wearing course for gravel roads orunpaved shoulders

Unbound crushed aggregate for base course:CRR: crushed aggregate made from fresh,

quarried rock compacted to a percentage ofthe apparent density of the rock, withenhanced requirements for workmanshipduring construction

CRS: crushed aggregate made from stones,boulders, oversize from borrow pits orquarried rock, compacted to a percentageof the maximum dry density of the materialat BS-Heavy compaction

Cemented materials for base course or subbase:C2: material with a nominal unconfined

compression strength of minimum 2 MPacemented by stabilisation with an approvedchemical stabiliser

C1: material with a nominal unconfinedcompression strength of minimum 1 MPacemented by stabilisation with an approvedchemical stabiliser

CM: material with a nominal unconfinedcompression strength of minimum 0.5 MPamodified by stabilisation with an approvedchemical stabiliser

Bituminous mixes for base course:DBM40: hot mixed material of bitumen and

aggregate having a maximum particlesize of 40 mm

DBM30: hot mixed material of bitumen andaggregate having a maximum particlesize of 30 mm

LAMBS: hot mixed material of bitumen andaggregate have large particle size asprescribed in the Specifications

BEMIX: cold mixed material of bitumen emulsionand aggregate

FBMIX: cold mixed material of foamed bitumenand aggregate

Penetration macadam for base course:PM80: penetration macadam where the main

fraction of the aggregate has largestparticle size of a 80 mm

PM60: penetration macadam where the mainfraction of the aggregate has largestparticle size of a 60 mm

PM30: penetration macadam where the mainfraction of the aggregate has largestparticle size of a 30 mm

Bituminous surfacing:AC20: hot mixed asphalt concrete material of

bitumen and aggregate having a maximumparticle size of 20 mm

AC14: hot mixed asphalt concrete material ofbitumen and aggregate having a maximumparticle size of 14 mm

AC10: hot mixed asphalt concrete material ofbitumen and aggregate having a maximumparticle size of 10 mm

Surface dressing: bituminous seal made withapproved chipping of near similar particlesize, placed in a single layer or in twolayers as specified

Otta Seal: bituminous seal made withapproved graded aggregate, placed in asingle layer or in two layers as specified

Sand seal: bituminous seal made withapproved sand for aggregate, placed in asingle layer or in two layers as specified

Slurry seal: bituminous layer made withapproved crusher dust for aggregate, mixedwith bitumen emulsion and water to form amixture poured into the surface as specified

1139 PIONEER LAYERAn initial layer constructed over a weak roadbed whereselected material is used to provide a stable platform forthe construction of subsequent layers.

1140 PRESPLITTINGEstablishment of a free surface, or shear plane, in rockcuts, by controlled use of explosives in specially alignedand closely spaced drill holes along the slope line.

1141 ROADBEDThe natural in situ material on which the fill, or in theirabsence, any pavement layers, are to be constructed.

1142 ROAD PRISMThat portion of the road construction included betweenthe original ground level and the outer boundaries of theslopes of cuttings, fills and side drains. It shall notinclude the selected layer, subbase, base course,surfacing, shoulders or roadbed.

1143 ROAD RESERVE OR RIGHT-OF-WAYThe entire area included by the boundaries of road asproclaimed.

1144 ROCK EXCAVATIONClassification of excavation for payment purposes.Denotes excavation required from the road prism,drains, etc. according to the Drawings and theSpecifications, that requires drilling and blasting or theuse of pneumatic or hydraulic jackhammers in order tobe loosened sufficiently for loading and transportation.

1145 ROLLER PASSESUnless otherwise specified in the Specifications, anarea will be taken to have received one roller passwhen a roller has passed over such area once.Additional passes made only as a result of nominaloverlapping so as to ensure full coverage shall not betaken into account.

1146 SERVICESCables, pipes or other structures, such as conduits forelectricity, telephone and telegraph connections, water,sewage, etc.

1147 SHOULDER(a) When referring to this as a surface: The area

between the outside edge of the travelled way andthe shoulder break point.

(b) When referring to this as a pavement layer: Theupper pavement layer lying between the outsideedge of the base course and the shoulderbreakpoint.

1148 SHOULDER BREAKPOINTThe line along which the extended flat planes of thesurface of the shoulder and the outside slope of the filland pavement intersect.

1149 SIDE DRAINAn open longitudinal drain situated adjacent to and atthe bottom of cut or fill slopes.

1150 SIDEFILLThat portion of the imported material which lies outsidethe compacted fills, shoulders, base course andsubbase and is contained within such surface slopes as



shown on the Drawings as side fill or as directed by theEngineer.

1151 SLOPEUnless otherwise stated, slope is given in terms of theratio of the vertical difference in elevation between anytwo points and the horizontal distance between them.This ratio may also be expressed as a percentage.

1152 SPECIFICATIONSThe Specifications relating to a specific project, whichform part of the Contract documents for such project,and which contain the Standard Specifications togetherwith supplementary and/or amending specificationsissued in the Special Specifications.

1153 SPOIL (MATERIAL)Material originating from construction operations andwhich is not utilised for construction purposes.

1154 STABILISATIONThe treatment of the materials used in the constructionof the roadbed, earthworks or pavement layers by theaddition of a cementitious binder such as lime orPortland cement. Asphalt mixes and concrete shall notbe considered as materials that have been stabilised.

1155 SUBBASEThe layer of material on top of the improved subgradelayers or fill and below the base course and shoulders.

1156 SUBGRADE, IMPROVEDThe layer of material on top of the roadbed, or fill, andbelow the subbase.

1157 SUBSIDIARY WORKSWorks which are subsidiary to or necessary or essentialto, or in support of, or usual to, the execution andcompletion of other Works.

1158 SUBSTRUCTUREAll of that part of the structure below the bearings ofsimple and continuous span bridges, below skewbacksof arches, below deck slab of box and slab culverts,together with return walls and wingwalls.

1159 SUBSOIL DRAINAGE SYSTEMA system of subsoil drainage pipes (including anypermeable material) constructed to intercept andremove subsoil water.

1160 SUITABLE MATERIALMaterials that comply with the requirements of theseSpecifications in respect of the relevant layer or positionwhere the material is intended to be used.

1161 TOPSOILOrganic or unsuitable materials in the upper strataencountered after clearing of the vegetation.

1162 TRAVELLED WAYThat portion of the carriageway, which includes thevarious traffic lanes and auxiliary lanes but excludes theshoulders.

1163 UNSUITABLE MATERIALMaterials that do not comply with all the requirements ofthese Specifications in respect of the relevant layer orposition where the material is intended to be used.

1164 VERGEThe area between the outer edge of the road prism andthe boundary of the road reserve.

1165 WORKING DRAWINGSShop drawings, steel bending schedules, stress sheets,fabrication and erection drawings, falsework drawings,and any other supplementary drawings or data whichthe Contractor is required to submit to the Engineer forapproval before such Works commence.

1166 QUARRYArea other than cuts within the road prism where rock isextracted for production of crushed aggregate andwhich is used in the construction of the Works.




SECTION 1200: GENERALREQUIREMENTS ANDPROVISIONS


1201 SCOPE 1000-61202 SERVICES 1000-61203 ROAD INTERSECTIONS AND JUNCTIONS 1000-71204 PROGRAMME OF WORKS AND

TEMPORARY WORKS 1000-71205 WORKMANSHIP AND QUALITY CONTROL 1000-81206 THE SETTING OUT OF WORK AND

PROTECTION OF BEACONS 1000-81207 NOTICES, SIGNS AND ADVERTISEMENTS 1000-91208 METHODS OF MEASUREMENTS 1000-101209 METHODS OF PAYMENT 1000-101210 CERTIFICATE OF COMPLETION OF THE

WORKS 1000-111211 TRAFFIC OVER COMPLETED PAVEMENT

LAYERS 1000-111212 ALTERNATIVE DESIGNS AND OFFERS 1000-111213 VARIATION FROM SPECIFIED NOMINAL

RATES OF APPLICATION OR NOMINAL

MIX PROPORTIONS 1000-121214 CONTRACTOR’S ACTIVITIES IN RESPECT

OF PROPERTY OUTSIDE THE ROAD

RESERVE AND OF SERVICES MOVED,DAMAGED OR ALTERED 1000-13

1215 LAND ACQUISITION 1000-141216 INFORMATION FURNISHED BY THE

EMPLOYER 1000-141217 PROTECTION OF THE WORKS AND

REQUIREMENTS TO BE MET BEFORE

CONSTRUCTION OF WORK 1000-141218 FAULTY WORK, REMEDIAL WORK 1000-151219 WATER 1000-151220 AUTHORISED MEASUREMENTS AND

TOLERANCES 1000-161221 DRAWINGS PROVIDED BY THE

CONTRACTOR 1000-161222 USE OF EXPLOSIVES 1000-161223 WORK ON, OVER, UNDER OR

ADJACENT TO RAILWAY LINES 1000-171224 THE HANDING-OVER OF THE SITE 1000-171225 HAUL ROADS 1000-171226 MEASUREMENT OF DEPTH OF

TRENCHES AND FOUNDATION

EXCAVATIONS 1000-171227 ACCESS TO CONTRACTOR’S RECORDS,

MONTHLY SITE MEETINGS AND

PROGRESS PHOTOGRAPHS 1000-171228 LEGAL PROVISIONS 1000-181229 FINAL CLEARANCE 1000-181230 RECORDING OF INFORMATION

RELATING TO CLAIMS FOR ADDITIONAL

COMPENSATION OR EXTENSION OF

TIME 1000-181231 ELECTRICITY SUPPLY 1000-181232 POSITION OF WORKS 1000-181233 ACCESS TO SITE 1000-181234 COOPERATION AT SITE 1000-181235 ROADS AND SITE TO BE KEPT CLEAN 1000-181236 SECURITY OF THE WORKS 1000-181237 SAFETY 1000-181238 METHOD OF WORKING 1200-191239 MEASUREMENT AND PAYMENT 1200-19

1201 SCOPE

(a) GeneralThis Section covers matters which relate to the Contractas a whole. Definitions, phrases or wording which wouldotherwise require repetition in other sections of theSpecifications are also covered by clauses in thisSection. Matters covered by the Conditions of Contractare not repeated in this Section, except wherenecessary for providing more detailed information.

(b) Modifications of and amendments to theStandard Specifications

The Standard Specifications are to be read togetherwith modifications, additions or amendments which arewritten in the Special Specifications.

(c) Precedence of SpecificationsIn any case where there appears to be any conflictbetween the Standard Specifications and the SpecialSpecifications, the Special Specifications shall govern.

1202 SERVICES

(a) Location of ServicesThe Contractor shall acquaint himself with the positionof all existing services, such as drains, undergroundand overhead telephone and electricity lines, ducts,poles, water mains, fittings, railway lines, etc. beforeany excavation or other work likely to affect the existingservices is commenced.

The Employer will, in the Contract documents, provideinformation regarding the location of existing utilityservices, but the Employer does not acceptresponsibility for the accuracy of this information.

The Contractor shall check and determine on the sitethe position of any services shown on the Drawings.This shall be done by consultation with owners ofservices, visual inspections, using detecting apparatusand by making excavations as required to expose theposition of the service. This shall also be done whereno services are nevertheless believed to be present.The positions of all services so detected shall bemarked carefully and then drawn in on the Drawings.These services will then be defined as known services.

(b) Damage to ServicesThe Contractor shall take all reasonable precautions notto damage the services during the search, when theonus shall rest with him to prove that, in the event ofdamage being done to such services during the search,it was not his fault that they had been damaged. TheContractor will be held responsible for any damagecaused by him to known services, unless he can provethat he has taken all the above precautions to thesatisfaction of the Engineer

The Contractor shall take all reasonable precautions toprotect existing services during construction and duringthe relocation of such services. Where protectivemeasures involve the construction of permanent work,the Contractor shall execute the work in accordancewith the Engineer’s instructions, and payment shall bemade as provided for in the Special Specifications.

All pipes, cables, conduits or other known services ofany nature whatsoever damaged as a result of theContractor’s operations shall be repaired and reinstatedforthwith by the Contractor or by the Authorityconcerned, to the satisfaction of the Engineer, all at theexpense of the Contractor.



(c) Safety by overhead power linesWhere work is to be carried out in the vicinity ofoverhead power lines, the Contractor shall ensure thatall persons working in such areas are aware of therelatively large distance that high voltage electricity can“short” to earth when cranes, or other large masses ofsteel, are in the vicinity of power lines. The Contractorshall be required to work outside the clearances statedin BS 162 which gives safe clearance for the variousvoltages.

(d) Relocation of ServicesIt shall be clearly understood that, in certain instances,existing services can be relocated only after theContractor has advanced sufficiently on or hascompleted certain sections of earthworks or certainstructures. Whenever services are encountered whichinterfere with the execution of the Works and whichrequire to be moved and relocated, the Contractor shalladvise the Engineer, who will determine the extent ofwork, if any, to be undertaken by the Contractor inmoving, relocating and reinstating or protecting suchservices.

The Contractor shall be responsible for arranging theremoval or alteration of such services in conjunctionwith and to specifications of the relevant statutoryauthority subject to the prior agreement of the Engineerand where necessitated by the Works.

A Provisional Sum for this work has been included inthe Bill of Quantities. Subject to prior agreement of theEngineer, and upon production of receipts, theContractor will be reimbursed the net cost of such workplus the percentage inserted by the Contractor in theBill of Quantities for his overheads and costs, in makingthe arrangement, for co-ordinating the work andeffecting payment.

(e) Negotiations with owners of servicesThe Contractor shall work in close co-operation withprivate Owners or public authorities controlling services,which have to be protected, moved or relocated.Details regarding the state of negotiations concludedbetween the Employer and the Owner at the time ofbidding in respect of the time when either the Owner isprepared to start moving such services or when theContractor is required to or will be allowed to startmoving the services, and the duration of suchoperations, will either be stated in the bid documents orbe made available to bidders. Further suchconsultations and negotiations with private owners orpublic authorities shall be carried out as required by theContractor. Should the Owners of services refuse toco-operate with the Contractor in a reasonable mannerin connection with the protection or moving of servicesbelonging to them, the Contractor shall refer the matterto the Engineer.

(f) Programming relocation of servicesWhen the Contractor details his program of work asreferred to in the relevant clause of the Conditions ofContract, he shall, in consultation with the Engineer,clearly indicate as to when he proposes to start withand conclude the moving of each service or when hewill require the Owner to start with and conclude themoving of each service. Should it there after, throughdelays on the part the Employer or the Owner of theservice to be moved, be impossible to adhere to theprogramme of work, such programme shall be suitablyamended by the Contractor in consultation with theEngineer so as to limit, in so far as is possible, theextent of any damages or delays. Should it beimpossible to limit entirely the damages or delaysresulting from the amendments necessary to theprogramme of work, the Contractor shall be reimbursedfor any additional costs incurred or damages sufferedby him.

(g) PaymentAny work required to be undertaken by the Contractorin protecting or moving and relocation of public servicesfor which no provision is made in the ContractDocuments, will be classified and paid for at DayworkRates, or if no applicable Daywork Rates exist, theContractor shall submit a quotation for the Engineer’sapproval.

1203 ROAD INTERSECTIONS AND JUNCTIONSExcept where otherwise specified, no additionalpayment over and above payment for the various itemsof work included in this Contract will be made for theconstruction, in a confined space, of curves, tapers, bellmouths, traffic islands, farm accesses and otherappurtenant Works in connection with the constructionand maintenance of road intersections and junctions.

The Contractor shall be required to provide the safe andunrestricted flow of public traffic at all times during theconstruction and maintenance of such intersections andjunctions.

1204 PROGRAMME OF WORKS ANDTEMPORARY WORKS

(a) Programme of worksIn accordance with relevant clauses of the Conditions ofContract and prior to commencement of permanentworks, the Contractor shall submit a fully detailed andtime related programme showing the order of procedureand method in which the Contractor propose to carryout the Works. The programme shall be so detailed asto show:− The order of work.− Planned rate of progress.− Amount and type of equipment proposed.− Details of methods to be employed.− Details of Temporary Works.

The programme shall not be in form of a bar chart only,but shall show clearly the anticipated quantities of workto be performed each month, as well as the anticipatedearnings for the various sections of work. Further it shallshow the critical path of activities.

The Works shall be carried out so as to achieve acontinuous and consecutive output of fully completedroad. The order of execution of the Works shall besubject to reasonable adjustment as requested by theEngineer.

Should the Contractor fall behind with the programmesubmitted by him in terms of the relevant clause of theConditions of Contract, which programme has beenapproved by the Engineer, or if the sequence ofoperations is altered, or if the programme is deviatedfrom in any other way, the Engineer may, withoutprejudice to the Employer’s rights in terms of therelevant clause of the Conditions of Contract, requirethe Contractor to submit, within seven days of the dateon which he has received a notice to this effect, arevised programme in terms of this Clause, whichindicates the manner in which the Contractorundertakes to complete the Works within the requiredtime. Any proposal in the revised programme toaccelerate the rate of progress shall be accompaniedby positive steps to increase production by more and/orbetter labour and equipment being provided on the siteor by the available labour and equipment being utilisedmore effectively.

Failure on the part of Contractor to work according tothe programme or revised programmes, shall besufficient reason for the Employer to take steps asprovided for in the Conditions of Contract and shall be



construed, as not executing the Works in accordancewith the Contract.

The approval by the Engineer of any programme shallhave no contractual significance other than that theEngineer would be satisfied if the work is carried out inaccordance with such programme and that theContractor undertakes to carry out the work inaccordance with the programme.

(b) Temporary worksThe Contractor shall supply the Engineer with drawingsfor approval showing the layout and generalarrangement of all Temporary Works he proposes toconstruct for the purpose of the Contract including, butnot limited to:

− Camps, including accommodation for staff andlabour.

− Offices− Laboratory− Workshops− Stores− Aggregate crushing plants− Bitumen storage facilities, etc.− Concrete manufacturing plants− Precast concrete yards− Temporary river crossings− Temporary bypass and access roads.

No separate payment will be made for TemporaryWorks, the relevant cost being included in the rates ofthe Bill of Quantities for other work.

1205 WORKMANSHIP AND QUALITYCONTROLThe onus rests with the Contractor to produce workwhich conforms in quality and accuracy of detail to allthe requirements of the Specifications and Drawings,and the Contractor shall, at his own expense, institute aquality control system and provide experiencedengineers, foremen, surveyors, materials technicians,other technicians and other technical staff, together withall transport, instruments and equipment, to ensureadequate supervision and positive control of the Worksat all times. The Contractor shall provide chainmen andlabourers as necessary for the Engineer to carry outchecks on the Works.

The Contractor shall conduct tests or have themconducted continually on a regular basis, to check theproperties of natural materials and processed naturalmaterials and of products manufactured on the site,such as concrete and asphalt. Although not arequirement for the Contractor to conduct regular testson any commercially produced products such ascement, bitumen, steel and pipes, the Contractor shallremain fully responsible for any defective material orequipment provided by him. Similarly, the quality of allelements of the Works shall be checked on a regularbasis so as to ensure compliance with the specifiedrequirements.

The intensity of control and of tests to be conducted bythe Contractor in terms of these obligations is notspecified but shall be adequate to ensure that propercontrol is being exercised.

Where any natural materials or products made fromnatural materials are supplied, and upon completion ofeach element of the construction work, the Contractorshall test and check such materials, products and/orelements for compliance with the specifiedrequirements and shall submit his results to theEngineer for approval. Such submission shall includeall his measurements and test results and shall furnish

adequate proof of compliance with the specifiedrequirements.

No specific pay items are provided as compensation forthe above obligations, including the provision of allsamples delivered to the Engineer, the repair of placesfrom which samples were taken, and the provision ofthe necessary personnel and testing apparatus andfacilities, for which compensation shall be included inthe bid rates of the Contractor for the various items ofwork to which these obligations apply.

The Contractor’s attention is also drawn to theprovisions of SERIES 7200 in regard to institutingspecific process-control systems. The Contractor'sattention is also drawn to the provisions of the varioussections of the Specifications regarding the minimumfrequency of testing that will be required to undertakeprocess control. The Contractor shall at his owndiscretion increase this frequency where necessary toensure adequate control.

The Contractor shall submit to the Engineer forexamination, the results of all relevant tests,measurements and levels indicating compliance withthe Specifications on completion of every part of theWork.

1206 THE SETTING OUT OF WORK ANDPROTECTION OF BEACONSThe Contractor’s attention is drawn to the requirementsof the relevant clause of the Conditions of Contract, andhe shall also comply with all legal provisions in regardto surveying and setting out work.

The Contractor shall be responsible for the proper andaccurate setting out of the works as required in theContract documents. The Contractor shall provide allsurvey and measuring equipment and instrumentsnecessary for his use in the execution of the scheduledWorks.

The Contractor shall allow in his bid rates for beingunable to use up to 30% of the Engineer’s control pointswhere such are provided in the Contract, through lossor damage occasioned prior to the commencementdate. When the Contractor requires the establishmentof a new control point or points due to the abovementioned loss or damage he shall advise the Engineerwho will, if he deems it necessary, arrange for theestablishment of a new control point or points.

Control points not affected by the works shall beprotected and preserved by the Contractor. In the caseof negligence on the part of the Contractor, or hisemployees, resulting in the destruction of control points,an amount equal to the cost of replacing the same maybe deducted from subsequent payments due theContractor.

Control points affected by the works shall be offset bythe Contractor to the satisfaction of the Engineer.

The Contractor shall, prior to any setting out, submit tothe Engineer for his approval, the method of setting outhe proposes to employ. The plan shall include theaccuracy, positions of the various types of stakes,method of marking stakes, and methods to be used forprotecting stakes, etc. No survey work shall proceedprior to the Engineer's approval of the Contractor's plan.At least 24 hours before he intends to survey anyportion of the Works, the Contractor shall give writtennotice to the Engineer. Such notice shall include time,location and type of Works to be set out. The Contractorshall set out the Works and obtain approval of hissetting out before proceeding with construction.



In general, the Contractor shall check for the existenceof original marks, lines and levels of reference not lessthan one month prior to commencing works in anysection, to allow sufficient time for reinstatement ofmarkings, and checking of lines and levels. Anydiscrepancies encountered shall be immediatelyreported to the Engineer, for instruction and co-ordination. The Contractor shall be deemed to haveallowed in his bid price for checking and reinstatementof original markings.

Special care shall be exercised during construction notto damage, displace or disturb property andtrigonometrical survey beacons. If such beacons aredisturbed or destroyed by the Contractor they shall bereplaced without delay by a registered land surveyor atthe Contractor's expense. In cases where displacementof or damage to such beacons is unavoidable theContractor shall also be responsible for relocation orsuitably referencing later reinstatement of such beaconat his own cost.

The Engineer may if he deems it necessary, revise theline and grade and will require the Contractor to adjustthe stake-out accordingly.

The Contractor shall check the condition of all referenceand level beacons and shall satisfy himself that theyhave not been displaced and are true in regard toposition and level. If beacons have been destroyed,displaced or damaged before the site is handed over tothe Contractor, the Engineer will arrange to have newbeacons installed. A beacon, which has been displaced,shall not be used unless its true position and level havebeen re-established and the new values verified by theEngineer.

Where a beacon is likely to be displaced duringconstruction operations, the Contractor shall establishsuitable reference beacons at locations where they willnot be displaced during construction. No beacon shallbe covered over, displaced or destroyed beforeaccurate reference beacons have been established anddetails of the positions and levels of such beacons havebeen submitted to and approved by the Engineer. TheContractor’s reference beacons shall be of at least thesame quality and durability as the existing beacons.

The Contractor shall submit to the Engineer the methodof setting-out he proposes to employ. To ensurebeyond all doubt that the complex elements of the road,such as traffic interchanges, structures and otherimportant features are located truly and correctly, theContractor shall check all setting-out by a secondmethod. The Engineer may at any time request theContractor to submit proof that his setting-out has beensatisfactorily checked.

In cases where the displacement of or damage toproperty beacons or trigonometrical survey beacons isunavoidable, the Contractor shall notify the Engineer ingood time so that he may arrange to have suchbeacons suitably referenced and later on reinstated.The cost of such work, if paid for by the Contractor,shall be reimbursable as extra work, as provided for inthe Conditions of Contract.

For the purposes of this Clause and of the relevantclause of the Conditions of Contract, any beacon madefrom a metal peg cast in concrete and any boundarybeacon, whether or not cast in concrete, shall beregarded as a beacon. Centre-line pegs shall not beclassified as beacons.

To protect beacons, the boundary fences of the roadreserve shall be splayed at corners so as to avoid theuse of corner posts in the same position as property or

trigonometrical survey beacons, all as shown on theDrawings.

Accurate control of line and level shall be provided bythe Contractor at all stages of construction as detailedin SECTION 7300 of these Specifications.

Where directed by the Engineer, the Contractor shallprovide to the Engineer camber boards to the profile ofthe normal camber, 3.0 m long straight edges andmeasuring wedges.

The camber boards shall be constructed of stout timber,angle iron or metal tubes so as to span 6.5 m withoutdeflection, and preferably supported on trollies andfitted with a device for raising and lowering the board.The bottom of a timber board shall be shoed with steelplate, the width of the timber, and at least 5 mm thick.The construction of the boards shall be to thesatisfaction of the Engineer.

The 3.0 m long straight edges and measuring wedgesshall be made of durable strong materials such thatthey are inflexible and will not warp and do not sufferfrom abrasion.

The setting-out of work will not be measured and paidfor separately, and compensation for the work involvedwill be deemed to be covered by the rates bid and paidfor in the various items of work included in this Contract.No separate payment will be made to the Contractor forthe provision of camber boards, straight edges andmeasuring wedges, their cost being included by theContractor in his rates in the Bill of Quantities.

No separate payment will be made for stake-out,adjustments to the stake-out, or to establish andcompute new points/benchmarks the relevant costsbeing deemed to be included in the bid rates for otheritems in the Bill of Quantities.

1207 NOTICES, SIGNS ANDADVERTISEMENTSThe Contractor and subcontractors shall not erect anysigns, notices or advertisements on or along the Worksor the site of the works without the approval of theEngineer or according to format given by the Engineer.

No sign boards other than those specified above will bepermitted on or adjacent to the Works, except that theContractor may permit each of his sub-contractors todisplay one, and only one, signboard of less than 2 m2 atthe works office.

At each end of the Works the Contractor shall provideand erect, as part of his obligations under SECTION

1300, and on approved locations, at the starting andending points of the Works, sign boards of sound,weather proof construction, painted by an approved firmof sign writers in accordance with the details shown onthe Drawings.

These signs are to be erected not later than one monthafter the Contractor has been given access to the site.

The Engineer shall have the right to have any sign,notice or advertisement moved to a better position or tohave it removed from the site of the Works if it should inany way prove unsatisfactory, inconvenient ordangerous to the general public.

All advertisements, notices and signs shall be removedby the Contractor upon issuance of the final certificateof completion.



1208 METHODS OF MEASUREMENTS

(a) Units of measurements All work shall be measured in accordance with the SIsystem of metric units. (b) Bill of Quantities The quantities set out in the Bill of Quantities areestimated quantities and are used for the comparison ofbids and for awarding the Contract. It must be clearlyunderstood that only the actual quantities of work doneor materials supplied will be measured for payment, andthat the scheduled quantities may be increased ordecreased as provided for in the Conditions of Contract. (c) Measurement of completed WorkAll distances along the centre line of the road as shownon the Drawings are horizontal distances, which will beused in calculating the quantities of fill and pavementlayers for purposes of payment. All cross-sections shallbe taken in a vertical plane.

No material shall be measured in the vehicle forpayment purposes.

The quantity of bituminous and similar materials to bepaid by volume shall be measured at the temperature ofapplication and paid for in accordance with approvedapplication rates.

The quantity of bitumen in mixes and stabilisers incemented materials shall be paid by mass inaccordance with approved mix design proportions.

Structures shall be measured to the neat lines shownon the Drawing and shall include any changes orderedin writing by the engineer and, for purposes of payment,the calculated volume of concrete structures shallinclude the volume of reinforcing steel, and minor ductsup to 150 mm in diameter.

1209 METHODS OF PAYMENT

(a) Contract ratesIn computing the final Contract amount, payment shallbe based on the actual quantity of authorised workdone in accordance with the specifications anddrawings. The bid rates shall apply, subject to theprovisions of the Conditions of Contract, irrespective ofwhether the actual quantities are more or less than thescheduled quantities.

Where no rate or price has been entered against a payitem in the Bill of Quantities by a bidder it shall beunderstood that he does not require any compensationfor such work. Where, however, a pay item describedin these Specifications or in the Special Specificationsdoes not appear in the Bill of Quantities, the Contractorwill receive reasonable compensation for such work ifrequired, unless anything to the contrary has beendetermined elsewhere.

(b) Rates to be inclusive The Contractor shall accept the payment provided for inthe Contract and represented by the rates bid by him inthe Bill of Quantities, as payment in full for executingand completing the work as specified, for procuring,furnishing, placing and installing all materials, forprocuring and providing labour, supervision,constructional plant, tools and equipment, for wastage,transport, loading and off-loading, handling,maintenance, temporary work, testing, quality controlincluding process control, overheads, profit, risk andother obligations and for all other incidentals necessaryfor the completion of the work and maintenance duringthe period of maintenance.

The Contractor shall note that the cost of all Works andmaterials for minor construction details at bridges, forexample small quantities of caulking compound andjoint filler (other than expansion joints), anchor-barcovers, etc, not shown in the Bill of Quantities, shall beincluded in the bid rates for concrete. This CLAUSE shall apply in full to all pay items exceptwhere these requirements may be specifically amendedin each case. (c) The Meaning of certain phrases in payment

clauses

(i) Procuring and furnishing (material). Where any of the words “supply”, “procure”,“provide”, “provision of”, “furnish (material)”, areused in the description of a pay item, it shall meanthe supply and delivery to the point of use of allmaterials of any kind required for the work coveredby the particular pay item, including all tax,purchase costs, claims, damages, royalties andtransport costs involved, but excluding overhaul. Inthe case of borrow materials, stone and sand, itshall also include all negotiations with the Ownersconcerned, excavating, producing, preparing,processing, testing, hauling and delivering thematerial to the point of use; the construction, repair,maintenance and making good after completion ofall access roads, and all work required in opening,using and finishing off borrow pits unless coveredby other pay items in the Bill of Quantities.

(ii) Placing Material

The phrase “placing material” shall mean the off-loading, spreading, blending, processing, watering,mixing, shaping and compacting (where specified)of the material in the pavement layer, fills andbypasses, as well as the procuring, furnishing,applying and admixing of water, the breaking-downof oversize material, the removing of oversizematerial which cannot be broken down, correctingirregular or uneven surfaces or layers, the thicknessof which is not to specification, finishing-off towithin the specified tolerances, the refilling of testholes and maintaining the completed work. In thecase of asphalt course and bituminous seals, itshall also mean the heating and spraying of binder,the spreading of aggregate or asphalt mixtures,rolling, compacting, finishing-off to within thespecified tolerances, and maintaining the completedwork.

The phrase, “procuring, furnishing and placing”shall mean procuring and furnishing in addition toplacing, all as defined herein.

(d) Pay Items The description under the pay items in the varioussections of the Specifications, indicating the work forwhich allowance shall be made in the bid rates for suchpay items, are for the guidance of the Contractor anddo not necessarily repeat all the details of work andmaterials required by and described in theSpecifications. These descriptions shall be read in conjunction with therelevant Specifications and Drawings, and theContractor shall, when bidding, bear in mind that hisrates shall be inclusive as specified in SUBCLAUSE (b)above. (e) Materials on the Site Payment in terms of the relevant clause of theConditions of Contract for materials on the site, whichhave not yet been incorporated in the works, will becalculated at 80% of their purchase price, or, in the



case of crushed stone which has not been purchasedbut has been produced on the site, at 50% of the bidrate for such material. The Engineer may at his sole discretion allow paymentunder “materials on the site” in respect of articles suchas precast beams manufactured and stored off site,subject to their having been completed, to proof of theirownership as being that of the Contractor, and to thearticles being clearly marked with the Contractor’sname, the Contract number and other particulars inaccordance with the Engineer’s instructions. (f) Rate-only itemsAgainst an item in the Bill of Quantities where noquantity is given but a rate only is required, theContractor shall fill in a rate or amount which willconstitute payment for work which may be done interms of this item. Such rate only item is used where itis estimated that little or no work will be required underthe item, or where the item is to be considered as analternative for another item where a quantity is given,or for variations in rates of application or mixproportions in terms of CLAUSE 1213.

Work under rate-only items will be paid for only if it hasbeen executed in terms of a written instruction by theEngineer.

(g) Provisional SumsThe Bill of Quantities may contain Provisional Sums, sodesignated, which are entered as a preliminaryallowance to cover the cost of work, materials, goods orservices to be provided by the Contractor and whichhave not been fully specified or measured or to coverthe cost of unforeseen items of work or contingentexpenditure, for which no rates are applicable but forwhich the Contractor is to be paid according to theapplicable provisions of the Contract.

Work done under such Provisional Sums shall only beexecuted upon a written order by the Engineer whichorder shall also specify the method of payment. Theexpenditure in respect of a Provisional Sum for workordered by the Engineer shall be entirely at hisdiscretion and any final expenditure in respect of aProvisional Sum may be more, less or equal to theamount provided in the Bill of Quantities.

Payment as specified in the order given by the Engineershall be either at contract rates, where such areapplicable, or where none is applicable, the Contractorshall submit a separate quotation to the Engineer.

(h) Retention moneyAll payments are subject to deduction of RetentionMoney, as provided in the Conditions of Contract.

1210 CERTIFICATE OF COMPLETION OF THEWORKA certificate of completion of the Works (Taking OverCertificate) in terms of the relevant clause of theConditions of Contract will be issued only if thefollowing sections of the Works as may be applicablehave, inter alia, been duly completed.− the gravel wearing course, seals, asphalt or

concrete pavement.− all above-ground and subsoil drainage structure− all fencing.− the finishing-off of medians and slopes of cuts and

fills− all the necessary road signs and road-surface

markings.− all guard-rails− all structures.

1211 TRAFFIC OVER COMPLETED PAVEMENTLAYERSTraffic over structures or pavement layers of anuncompleted road shall, in addition to other restrictionsspecified elsewhere, be restricted to equipmentrequired for its construction, with the provision thattraffic for hauling material over pavement layers, in sofar as is possible, shall be limited to a minimum by theuse of construction roads and deviations.

Traffic over all public roads, structures or the completedroad will be restricted to the maximum axle loadpermitted in terms of statutory provisions. Any damagecaused by the Contractor’s traffic shall be repaired athis own cost.

1212 ALTERNATIVE DESIGNS AND OFFERSUnless anything to the contrary has been determinedelsewhere in the Contract documents, a bidder may,together with his bid for the original designs containedin the Contract documents, submit alternative designsand offers for consideration. Such alternative designsand offers shall be subject to the following conditionsand requirements.

(a) Bids An alternative offer or design will be considered only ifthe bid for the original items has been fully priced andcompleted. Unless the alternative offer stipulates to the contrary, itshall be assumed that the period for completion of theWorks shall be the same as for the original design. An alternative offer or design shall be submittedtogether with the bid for the original items or design,otherwise it will not be considered when bids areadjudicated. Calculations, drawings and a modified Bill of Quantities(as determined hereafter) in respect of each alternativeoffer or design shall accompany the alternative bidoffer. (b) Design codes Alternative designs shall be executed strictly inaccordance with the appropriate design codes andprescriptions of the Employer. Copies of such codesand prescriptions will be available for perusal at theoffice of the Engineer, but the onus rests with theContractor to ensure that he complies with the designrequirements of the Employer. (c) Preliminary calculations Preliminary calculations for an alternative design shallbe submitted with the bid. Such calculations shall giveadequate details so as to enable an assessment to bemade of the general efficacy of the design and of itsprincipal elements, also of the degree to which thedesign prescriptions and codes of the Employer arebeing complied with. The calculations shall be clearand in a logical sequence and shall clearly reflect all thedesign assumptions. (d) Preliminary drawings Preliminary drawings of the alternative designs shallalso be submitted with the bid. These drawings shallcomprise adequate layout plans, elevations andsections and shall clearly illustrate the general efficacyof the design and its principal elements. Foundationdepths and other elements depending on foundationconditions shall, in so far as may be applicable, be inaccordance with foundation particulars appearing in theContract document. Drawings for alternative designs shall be prepared inaccordance with the provisions of CLAUSE 1221.



(e) Quantities Each alternative offer shall be accompanied by amodified priced Bill of Quantities compiled inaccordance with the Standard Specifications, in so faras it is applicable. In addition to the Bill of Quantities, aset of calculations shall be supplied to show how thequantities have been determined. All assumptions inregard to foundation conditions or other factors whichwill determine quantities shall be clearly andconspicuously marked by underlining or colouring, andshall indicate whether or not the assumptions havebeen based on information furnished in the Contractdocuments (with the necessary references). (f) Further details Should the Engineer find that the calculations anddrawings submitted for alternative designs are notcomplete enough for proper adjudication of thealternative designs, it may mean that no furtherconsideration will be given to such alternative designs.The Employer, however, reserves the right to call on thebidder to submit such further calculations and drawingsas may be required. If such further details are notsubmitted within ten days of having been requested, thealternative designs may possibly not be given furtherconsideration (g) Preliminary adjudication of alternative designs The Engineer will undertake a preliminary scrutiny ofany alternative designs for compliance with thespecified requirements of the Employer. Should he findany mistakes or unsatisfactory aspects, he may affordin the Contractor the opportunity to rectify them within aperiod to be determined by the Engineer. However, it isemphasised that the preliminary scrutiny of the designand bid by the Engineer, by its very nature, cannot becomprehensive, and no guarantee can be given in thisregard that all the mistakes made by the Contractor willin fact be detected. Any correction of such mistakesshall be made with the bid price of the Contractor beingretained, and, wherever necessary, the priced Bill ofQuantities for the alternative design shall be adjustedaccordingly. (h) Acceptance of alternative designThe Contractor shall note that the acceptance of a bidwhich includes alternative designs shall mean that thealternative designs have been approved in principleonly. If the final calculations, drawings and details donot comply with the specified requirements, suchalternative designs may be rejected, unless they aresuitably amended by the Contractor so as to beacceptable to the Engineer.

(i) Final drawings and calculations and the price.Bill of Quantities

Where a bid with an alternative design has beenaccepted, the Contractor shall, not less than threemonths before he intends starting with the constructionof such design, submit to the Engineer a complete setof working drawings, detailed calculations and acomplete Bill of Quantities, for approval. The Bill ofQuantities shall be based on the preliminary Bill ofQuantities, but with the necessary adjustments inquantities and prices and with the bid price for thealternative design being retained.

Within six weeks of having received the above, theEngineer will indicate which drawings, calculations,quantities, prices and other particulars are acceptableto him and which not, with reasons furnished. TheContractor shall then submit to the Engineer in goodtime any modified drawings and other particulars forapproval, for which he will require two weeks. Any delayarising from the fact that the amended particulars do notmeet the requirements shall be the responsibility of theContractor.

No work which will be affected by an alternative designmay be commenced, unless the Drawings, Bill ofQuantities and prices for such alternative design havebeen approved. Should the Contractor fail to modify anydrawings, calculations, quantities, prices or any otherparticulars to the satisfaction of the Engineer, thealternative design will be rejected and the originaldesign shall be constructed for the same amount as hasbeen bid for the alternative design.

(j) Responsibility for alternative designThe approval of a design by the Engineer shall in noway relieve the Contractor of his responsibility toproduce a design which conforms in all respects to allthe specified requirements and which will be suitable forthe purpose envisaged.

Should it appear later during construction or during themaintenance period that the design does not conform tothe specified requirements, the Contractor only shall beliable for any damage arising therefrom and he shall, athis own expense, do all the necessary work to ensurethat the structure conforms to all the specifiedrequirements.

(k) Payments for alternative design Payments for alternative designs will be based on thefinally approved Bill of Quantities and rates for suchdesigns. The lump sum for an alternative design willremain fixed and will be the final amount payable to theContractor in regard to such design, except only fordeviations arising from:− foundation conditions which differ from foundation

conditions shown in the contract documents, or inregard to assumptions regarding foundationconditions stated in his bid by the Contractor andaccepted by the Engineer.

− changes not arising from any failure or fault of theContractor, but from modifications requested by theEngineer.

(l) Cost of checking alternative designs The Contractor shall, in his bid for each alternativedesign, include an item to cover the cost for checkinghis design. This item shall be 5% of the bid amount ofthe design without any price adjustment in terms of therelevant clause of the Conditions of Contract beingconsidered, and the amount will be payable to theEngineer only upon an authorisation issued by theEmployer. (m) Alternative OffersAlternative offers in this context shall mean offers notrelating to a structure, such as a bridge, which requiresa comprehensive structural analysis. It involves, in themain, offers for the use of other materials, constructionprogrammes, alternative routes, etc. In this case theprovisions of CLAUSE 1212 will still apply, except in thecase where the Employer may agree to amend ordelete certain of the provisions, depending on thenature of the offer, but subject to a written agreementbeforehand with the Employer.

1213 VARIATION FROM SPECIFIED NOMINALRATES OF APPLICATION OR NOMINALMIX PROPORTIONSThe various sections of these specifications specifynominal rates of application or nominal mix proportionsfor materials such as bituminous materials, aggregates,fillers, stabilising agents, paint and the like. Biddersshall base their bids on these nominal rates ofapplication and mix proportions.

Where such nominal rates of application or mixproportions are specified, provision is made fordeviations in the quantities of material in consequenceof the rates of application or mix proportions prescribed



by the Engineer in each particular case in considerationof the available materials and the conditions on the site.

Where the actual rates of application or mix proportionsused in the works vary from the specified nominal ratesand mix proportions, adjustment of compensation willbe made:

− as a payment to the Contractor in respect of anyauthorised increase in quantities which exceedthose specified, where such increase has beenordered, in writing, by the Engineer

or− as a refund to the Employer in respect of the

decrease in quantities which are less than thosespecified, irrespective of whether such decreaseresults from an authorised decrease in the rates ofapplication or mix proportions, or from unauthorisedreduction on the part of the Contractor.

Payment for a prescribed rate of application or mixproportion shall be based on the actual rate ofapplication or mix proportion used, provided that thisdoes not exceed the prescribed rate of application ormix proportion, plus any tolerance in the rate ofapplication or mix proportion allowed. If the actual rateof application or mix proportion is below the prescribedrate of application or mix proportion ordered, paymentshall be based on the actual rate of application or mixproportion regardless of any tolerance allowed.Notwithstanding the above, the Engineer shall be fullyentitled to reject work which has not been constructedin accordance with the specifications or the rate ofapplication or mix proportions prescribed by him.

The Employer shall be refunded for any decrease in thespecified rates of application or mix proportions at thesame rate per unit of measurement as that bid by theContractor for additional materials required by anincrease in the rates of application or mix proportions.

1214 CONTRACTOR’S ACTIVITIES INRESPECT OF PROPERTY OUTSIDE THEROAD RESERVE AND OF SERVICESMOVED, DAMAGED OR ALTERED

(a) Statutory provisionsThe Contractor shall exercise any rights that may beceded to him by an Authority in terms of any statutoryprovisions for purposes of executing the Contract, oncondition that:

(i) the Contractor complies strictly with therequirements of such statutory provisions,particularly in regard to the matters relating toserving notice on the Owner or consultation withhim.

(ii) In each case a written agreement is made with theEngineer regarding the details of the Contractor’sproposed actions before the rights of the Contractorin terms of the statutory provisions are exercised.

(b) Agreements with Owners or Legal Users ofproperty

The Contractor shall put in writing all his agreementswith Owners of property outside the road reserve or ofservices inside or outside the road reserve in respect ofthe following matters:

(i) The location, extent and use of borrow pits, haulroads, construction roads and bypasses outside theroad reserve.

(ii) Compensation, if applicable, for land or materialstaken or for land temporarily used or occupied.

(iii) The reinstatement of property occupied, used,damaged or destroyed, or compensation therefor inlieu of reinstatement.

(iv) The procedure for the moving of services anddetails as to how and when this is to be done.

(v) Any similar matter directly related to theContractor’s activities on or in respect of privateproperty or services.

These agreements shall be signed by all the partiesconcerned and delivered to the Engineer.

Where the Contractor cannot obtain the Owner’sagreement in writing, he shall refer the matter to theEngineer and shall furnish him with details, in writing, ofany verbal agreement made.

(c) Notice on ownerWhere, in addition to any agreement with the Owner ofany property to be entered upon or temporarilyoccupied or any service to be moved, it is understood orrequired that the Contractor shall serve notice on theOwner immediately before actually entering upon oroccupying the private property or moving a service,and shall give proper notice thereof in writing, and theEngineer shall be supplied with a copy of such notice,together with acknowledgement of receipt. (d) Completion statement from ownerOn completion of his operations, the Contractor shallobtain, from the owner concerned, a written statementto the effect.

(i) that the Contractor has fulfilled his obligations undera written agreement

(ii) in the absence of a written agreement, that theOwner has received all the compensation he isentitled to and is also satisfied that all propertyoccupied, including borrow pits, haul roads andconstruction roads, has been properly restored andis in a satisfactory condition.

All such statements shall be signed, dated anddelivered to the Engineer.

(e) Use of land outside provided areaShould the Contractor wish to use land outside the areaprovided by the Employer for storing or keepingmaterial or equipment required for the construction ofthe permanent works, it will be subject to the following:

(i) That the Engineer approves any area selected forthis purpose.

(ii) That such land be physically separated from anyproduction plant or activities and suitably fenced in.

(iii) That the area used for the aforesaid purpose besurveyed, and, where the land does not belong tothe Contractor, he shall enter into a contract oflease with the Owner of such land in respect of thefull period for which such land shall be used forsuch purpose,

(iv) Which contract shall stipulate that the Owner shallnot have any right whatsoever to any materialstockpiled on such land during the currency of thecontract of lease. That suitable, permanentreference beacons, approved by the Engineer, beplaced next to the area, at the cost of theContractor, for use by the Engineer with a view to, ifapplicable, taking cross-section for determiningquantities.

(v) That only material use for this contract shall be



stored on such land.

(f) Fences, gates and signs (private)The Contractor shall be responsible for ensuring thatlivestock cannot stray as a result of his operations orenter a construction area including borrow areas. Whenexisting fences and gates have to be removed oraltered for the proper execution of the Works or arerequired to exclude livestock, the Contractor shall, at hisown expense, erect temporary fencing and gates, and ifnecessary, provide watchmen to ensure that livestockcannot stray. New tension wires shall be used when re-erecting existing mesh fences. For permanentlyrelocated existing fences and new fences, eachhorizontal wire shall be tensioned between bracedposts using a wire strainer. Each wire shall also besecurely fixed to each post using wire ties throughdrilled holes.

The permanent relocation of existing fences and privatesigns and the construction of new permanent fences asshown or as directed by the Engineer shall be paid forat the contract price per unit of measurement shown inthe Bill of Quantities which price shall include forfurnishing and placing all materials, including all labour,equipment, tools and incidentals necessary to completethe work.

1215 LAND ACQUISITIONAll land to be permanently used or occupied by theWorks will be provided by the Employer, but theapproval of the Engineer must be sought before entryupon the land.

In all cases, the Contractor shall be required to make allnecessary arrangements with local authorities andowners or legal occupants of the land and to pay thecost of compensation on behalf of the Employer. Forthis purpose, the Contractor will liaise with the regionaladministration or the appropriate authority and advise ofthe intention to commence work of any kind.

The Employer will refund to the Contractor suchpayments, as provided in the Bill of Quantities, and alllands so purchased shall be the property of theEmployer.

The attention of the Contractor is drawn to theprovisions of CLAUSE 1214 as regards his activities onprivate land and to SECTION 3400 for acquisition of landfor borrow pits, quarries and temporary works.

The Contractor shall observe all the legal provisionsand the provisions of the Special Specifications inrespect of his activities at borrow pits and whenfinishing off the borrow pits.

The Contractor shall satisfy himself that all necessarynegotiations have been made with the Owner or LegalOccupants of the ground prior to entry.

1216 INFORMATION FURNISHED BY THEEMPLOYERCertain information contained in these contractdocuments or provided separately is being offered ingood faith, but, in the circumstances pertaining to thetype of information furnished, no guarantee can begiven that all the information is necessarily correct orrepresentative of the in situ condition.

This applies more specifically to all soil tests, soilmapping, drilling results, geophysical survey, geologicalreports, borrow-pit information, material surveys andreports, and similar information, the accuracy of whichis necessarily subject to the limitations of testing,sampling, the natural variation of material or formationsbeing investigated and the measure of certainty with

which conclusions can be drawn from anyinvestigations made. It also applies to any materialsutilisation plan provided, as the diagram may be subjectto major alterations during the progress of the work,depending on site conditions.

The Employer will not accept any liability for thecorrectness or otherwise of the information furnished orfor any resulting damage, whether direct orconsequential, should it appear, during the course ofthe Contract, that the information supplied is eitherincorrect or not representative.

1217 PROTECTION OF THE WORKS ANDREQUIREMENTS TO BE MET BEFORECONSTRUCTION OF WORK

(a) Nature of ground and condition of workThe Contractor must satisfy himself as to the generalcircumstances at the site of the Works and theconstruction thereon, the form of river beds, and banks,the flows in the rivers, the surface of the ground andnature of the materials to be excavated, the possibilityof subsidence from soft ground and bad and brokenmaterials, and falls of rock in or arising out of theWorks, and the possibility of floods and landslides, andthe rates and prices in the Bill of Quantities will be heldto cover all such contingencies.

In order to minimise the possible adverse effects offlooding the drainage of the natural ground in thevicinity of the earthworks and the drainage worksgenerally shall be carried out in advance of the rest ofthe Works.

(b) LandslidesThe removal of materials in slips, slides or subsidencesand overbreaks of rock extending beyond the lines andslopes or below the levels shown on the Drawings orrequired by the Engineer will not be paid for unlesssuch occurrences were, in the opinion of the Engineer,beyond the control of the Contractor and could not havebeen prevented by the exercise of due care anddiligence.

Where payment is made for the removal of suchmaterials, it will be paid as a variation at the appropriaterate inserted in the Bill of Quantities having regard tothe condition and situation of the material at the time ofremoval and regardless of its condition and situationprior to the slip.

(c) DrainageThe provision of temporary drainage work such asdrains, open channels, banks, etc and providing andoperating temporary pumps and such other equipmentas may be necessary for adequately protecting,draining and de-watering the Works and temporaryworks. This will be in addition to any permanentdrainage works specified and installed, and in additionto any temporary drainage works specifically paid forseparately as in the case of deviations.

(d) Damage by wet materialMaterial in borrow pits shall not be allowed to becomeexcessively wet. All completed layers shall be properlydrained, dumps of material on completed layer workshall not inhibit surface drainage or form wet spotsunder and around dumps, and all parts of the Worksshall be protected against erosion by floods and rain.

Material shall not be spread on a layer that is so wet asto result in the danger of any damage being caused tothe layer during compaction of a subsequent layer, orwhen opened to traffic.



When material is spread out on the road, the Contractorshall ensure that, during wet periods, it will have a goodcross-fall and a light compaction on the surface in orderto facilitate run-off during rainy weather.

(e) Fill and cut slopesFill and cut slopes shall be repaired immediatelywhenever damaged by surface water. Where erosionoccurs on high fills, the slopes shall be repaired bycutting back to form benches and by compacting thebackfill mechanically to the specified densities, usingsuitable light equipment. (f) ExcavationsExcavations for pipe drains, culverts, service ducts andsimilar structures shall be adequately protected againstthe possible ingress of water during rainstorms. (g) Completed layer workAll completed layer work shall be protected andmaintained until the following layer is constructed.Maintenance shall include immediate repairs to anydamage or defects which may occur and shall berepeated as often as may be necessary to keep thelayer continuously intact and in good condition. (h) Preparation of layer workBefore any completed layer is primed or a succeedinglayer is constructed thereon, any damage to the existinglayer shall be repaired, so that, after repair orreconstruction if necessary, it will conform in allrespects to the requirements specified for that layer. Allrepair work other than minor surface damage repairsshall be submitted to the Engineer for inspection beforeit is covered up.

The previously constructed layer shall be thoroughlycleaned by the removal of all foreign material beforeconstruction of a succeeding layer or application of aprime coat, surfacing or surface treatment. In the caseof all bituminous work in particular, the existing layershall be thoroughly broomed and all dung, clay, mudand other deleterious material completely removed.Where necessary, the surface shall be sprayed withwater before, during and after brooming to remove allforeign material.

Work performed as part of the above obligations shallnot be measured and paid for separately, and the costthereof shall be included in the rates bid for the variousitems of work requiring protection and the items for theContractor’s establishment on the site, as specified inSECTION 1300.

1218 FAULTY WORK, REMEDIAL WORK

(a) GeneralAny work which fails to comply with the Specificationsshall be rejected and the Contractor shall, at his ownexpense, make good any defects, as directed by and tothe satisfaction of the Engineer.

When any part of the Works or any equipment ormaterial is found, upon examination by the Engineer,not to conform to the requirements or at any stagebefore final acceptance is damaged so that it no longerconforms to the requirements of the Specifications, theEngineer may order its complete removal andreplacement, at the Contractor’s expenses, withsatisfactory work, equipment or material, or he maypermit the Contractor to apply remedial measures inorder to make good any such defects or damage. Theactual remedial measures taken shall at all times beentirely at the Contractor’s own initiative, risk and costs,but subject to the Engineer’s approval regarding thedetails thereof.

In particular, remedial measures shall ensure fullcompliance with the requirements of the Specificationsof the final product, shall not endanger or damage anyother part of the Works, and shall be carefully controlledand submitted to the Engineer for examination whencompleted or at any intermediate stage as may berequired.

For the guidance of the Contractor, an indication isgiven below of what would normally be required in themore common cases of defects or damage, but theEngineer will in no way be bound to accept or approvethe measures given below, as the actual remedialmeasures will be dictated by the circumstances of eachparticular case.

(b) Earthworks

(i) Where a cut slope has been over excavated orundercut or where the floor of a cutting has beentaken too deep, back filling and re-compaction shallbe carried out as set out in SECTION 7400. Allnecessary measures shall be taken to drain awaygroundwater that may accumulate in back filledsections.

(ii) Excess width of fills shall to be trimmed down ifrequired by the Engineer.

(iii) Where erosion has damaged the surface of cuts or

fills, the damage shall be made good by back fillingwith suitable material and re-trimming. In moreserious cases in the opinion of the Engineer, theslopes shall be cut back by benching, back filledand compacted to the required standard ofcompaction with suitable light equipment and thenre-trimmed, all in accordance with SECTION 7400.

(c) Stabilising Any sections failing to meet the requirements specifiedor damaged to the extent that they require breaking-upand re-compaction will have to be re stabilised with thetype and quantity of stabilising agent ordered by theEngineer. The Engineer may also order that the layerbe removed entirely and replaced with fresh material tobe stabilised. (d) Local defects in pavement layers Where remedial measures are taken to make goodlocal defects, the width of the area to be repaired bymachines shall be such as will be necessary toaccommodate the full width of the machines used, andit shall be of a reasonable length to ensure effectiveoperation by the machinery. The depth to whichmaterial will have to be removed will depend on thetype of material. Gravel will require breaking up to adepth of at least 75 mm and crushed stone will usuallyrequire breaking up over its full depth. Asphalt materialwill normally require removal over its full depth. (e) ConcreteConcrete work will normally require the cutting-backand complete removal of any weak or honey combedsections and making good by using special epoxyadhesives to bind fresh concrete to old concrete.Cracks, when permitted to remain, shall be injected withsuitable epoxy compounds, and test cores shall then bedrilled for testing the efficacy of the injection process.

1219 WATERIt is the Contractor’s responsibilities to provide cleanand sufficient supply of fresh water for both constructionpurposes and also for all the houses, camps, offices,workshops, laboratories, etc.

The construction water shall be clean, free fromsuspended solids and undesirable concentrations of



deleterious salts and from any matter in quantitiesconsidered by the Engineer to be deleterious to theproposed work. The water shall be applied at thelocation, in the amounts, and during the hours, includingnights, as directed by the Engineer.

The distributors used for watering shall be equippedwith spray bar and shall be of ample capacity and ofsuch design as to ensure uniform application of water inthe amounts directed by the Engineer.

Water supplied to the Resident Engineer’s offices,laboratories and all houses and camps shall bedrinkable to the satisfaction of the Medical Officer of theArea and the Engineer. The water for drinking andcooking purposes shall be filtered, boiled or treated asnecessary for human consumption. All water sourcesused shall be approved by the Engineer.

The Contractor’s attention is drawn to the fact that noseparate payment will be made for the provision ofwater and the Contractor shall include in his rates andlump sum items for the provision of all water required inand for the Works.

1220 AUTHORISED MEASUREMENTS ANDTOLERANCES The work specified in the various sections of thesespecifications shall comply with the various dimensionaland other tolerances specified in each case. Where notolerances are specified, the standard of workmanshipshall be in accordance with normal good practice. Norepresentation is made that the full specified toleranceswill be available independently of each other, and theContractor is cautioned that the liberal or full use of anyone or more tolerances relating to other aspects of theWork may lead to its rejection. The latter would applyparticularly in respect of level tolerances on layer workand the related requirements regarding layerthicknesses. In the description of certain pay items, where it is statedthat quantities will be determined from the authoriseddimensions, this shall be taken to mean the dimensionsas specified or shown on the Drawings, or, if changed,as finally instructed by the Engineer, without anyallowance for tolerances being specified. If the work istherefore constructed in compliance with the authoriseddimensions, plus or minus any tolerances allowed,quantities will be based on the authorised dimensionsregardless of the actual dimensions to which the work isconstructed. Where the work is not constructed in accordance withthe authorised dimensions, plus or minus anytolerances allowed, the Engineer may nevertheless, inhis sole discretion, accept the work for payment. Insuch cases no payment will be made in respect ofquantities of work or material in excess of thosecalculated from the authorised dimensions and wherethe actual dimensions are less than the authoriseddimensions, minus any tolerance allowed. Quantities forpayment shall be based on the actual dimensions asconstructed.

1221 DRAWINGS PROVIDED BY THECONTRACTOR Where the Contractor is required to prepare anydrawings for the purpose of this Contract, they shall beprepared as specified below and in accordance withany further requirements specified by the Engineer. The Contractor shall be provided with one transparentpolyester standard drawing sheet and one steelschedule sheet, which shall be used as masters for alldrawings prepared by him and submitted to theEngineer for consideration

The Contractor shall submit to the Engineer for hisadjudication one transparent polyester print, 0.05mmthick, of each drawing prepared by him. The standardof detailing and quality of print shall be the same asthose of the Drawings supplied to the Contractor underthe Contract. The Drawings shall be compiled in the Englishlanguage and shall comply in all respect with therequirements of the Employer. Accepted Drawings shall form an integral part of theContract documents, and any drawing not accepted andsigned will not be permitted on the site of the Works forconstruction purposes and/or used for the manufactureof any item. Notwithstanding the approval and/oracceptance and signing of the Drawings, the Contractorshall take full responsibility for all details, discrepancies,omissions, errors, etc, in respect of the said Drawingsas well as for the consequences thereof. The Contractor shall submit only fully completeDrawings in accordance with this specification and shallnot be entitled to claim for delays resulting from thesubmission of incomplete drawings. The Engineer willrequire a period of four to eight weeks, depending oncircumstances, for reviewing the complete drawings. No direct payment for design, preparation andsubmission of Drawings will be made and all costs shallbe included in the rates bid for the relevant pay items asprovided in the Bill of Quantities. The cost of reviewingthe design/drawings shall be for the Contractor’saccount.

1222 USE OF EXPLOSIVES

For handling of explosives and blasting, the Contractorshall employ only persons experienced in blasting andthese persons must be in possession of an approvedcurrent blasting certificate or be able to demonstratetheir experience to the satisfaction of the Engineer. Thepurchase, transport, storage and use of explosives shallbe carried out in accordance with the most recentExplosive Ordinance and Rules issued by theGovernment of Tanzania.

The Contractor shall use explosives for blasting inconnection with the Works only at such times andplaces and in such a manner as the Engineer mayapprove but such approval shall not relieve theContractor from his responsibilities for injury, loss,inconvenience and annoyance to persons, damage tothe work and adjoining structures, roads, places andthings, and injury or damage to animals and propertyconsequent to the use of such explosives. TheContractor shall be entirely liable for any accident whichmay occur and shall save the Employer and theEngineer harmless and indemnified from all claimsarising therefrom. Where loss, inconvenience, injury oraccident is likely to be caused to persons, animals,works, property, places and things, the Engineer shallhave the power to regulate or prohibit blasting and inthe event of such regulations or prohibition theContractor shall have no claims against the Employer.

Contractor will be permitted to use explosives forbreaking up rock and hard materials during excavation,for demolishing existing structures, and for such otherpurposes for which it may normally be required, on theapproval of the Engineer and subject to the followingconditions:

− The Engineer will have the right to prohibit the useof explosives in cases where, in his opinion, the riskof injury to persons or damage to property oradjoining structures is too high. Such action by theEngineer shall not entitle the Contractor to any



additional payment for having to resort to other lesseconomical methods of demolition unless otherwiseprovided in the Special Specifications or the Bill ofQuantities.

− The provisions of SECTION 3300 shall be compliedwith.

− Legal provisions in regard to the use of explosivesand the requirements of the Inspector of Explosivesor equivalent shall be strictly complied with.

− The Contractor shall, at his own cost, makearrangements for supplying, transporting, storingand using explosives.

− Before any blasting is undertaken, the Contractortogether with the Engineer, shall examine andmeasure up any buildings, houses or structures inthe vicinity of the proposed blasting and establishand record, together with the Owner thereof, theextent of any cracks or damage that may existbefore blasting operations are commenced. It shallbe the responsibility of the Contractor to makegood, at his own expense, any further damage tosuch houses, buildings or structure which resultsfrom the blasting operations.

− Where there is danger of damage to power ortelephone lines or underground or other services orany other property, the Contractor shall suitablyadapt his method of blasting and the size of thecharges, and shall take adequate protectivemeasures, such as cover blasting, in order to limitthe risk of damage as far as possible.

− The Engineer shall, twenty- four hours before eachblasting operations is carried out, be advisedthereof, in writing, unless otherwise agreed on theEngineer.

− No explosives of any kind shall be used by theContractor without the prior consent of the Engineerin writing. The Contractor shall purchase and importhis own explosives for use in connection with theWorks and shall comply with all relevantordinances, instructions and regulations which theEmployer, or other person or persons having dueauthority, may issue from time to time regarding thehandling, transportation, storage and use ofexplosives.

− The Contractor shall comply with the StatutoryRegulations in force in Tanzania regarding the useand storage of explosives.

− Before commencing demolition work on any unit theContractor shall ensure that all affected publicutilities have been disconnected as directed by theEngineer and any necessary temporaryarrangements made. Any material or equipmentrequired by the Employer shall be transferred to hisown store and the remaining debris shall becomethe property of the Contractor who shall dispose ofit from the Site.

− The Contractor shall at all times when engaged inblasting operations post sufficient warning flags andother measures to the full satisfaction of theEngineer.

1223 WORK ON, OVER UNDER OR ADJACENTTO RAILWAY LINESAll work carried out on, over, under or adjacent torailway lines shall be carried out strictly in accordancewith the latest edition of the Specifications of therelevant Rail Authority, a copy of which will normally beincluded in the Special Specifications or where the copyincluded in the Special Specifications is amended orsuperseded by another, the Contractor shall obtain thelatest edition, which shall be kept on the site before anywork of this nature is commenced.

Attention is drawn particularly to the requirementscontained in the Specifications regarding the approvalthat must be obtained from the Rail Authority for a workpermit or occupation of its property and the approval of

falsework and formwork plans.

1224 THE HANDING OVER OF THE SITEThe Site will be handed over to the Contractor forconstruction, subject to such conditions as may bespecified in the Special Specifications regarding matterssuch as the sequence in which sections will be handledover and must be completed, the maximum total lengthof bypasses that will be allowed to be in operation atany time and any other matters relating to theContractor’s use and occupation of the Site.

1225 HAUL ROADSThe Contractor shall submit to the Engineer forapproval full details of any haul construction roads heproposes to build. Such details shall be submitted wellin advance in order to afford the Engineer sufficient timeto investigate their implications. Haul roads may not bebuilt without the Engineer’s prior approval, and shall bekept to a minimum, particularly in areas where theirimpact on the environment may be serious.

1226 MEASUREMENT OF DEPTH OFTRENCHES AND FOUNDATIONEXCAVATIONS Where trenches or foundation excavations are requiredbelow the level of mass excavations for the road prism,the depth of excavation of the trenches or foundationshall be measured from ground level after completion ofthe mass excavation, unless the Engineer is satisfiedthat the excavation of the trenches or foundation fromthe original ground level or any lower lever wasunavoidable. The Contractor shall ensure that heobtains such instructions in good time and, whererequired, shall submit proposals to the Engineer forapproval.

1227 ACCESS TO CONTRACTOR’S RECORDS,MONTHLY SITE MEETINGS ANDPROGRESS PHOTOGRAPHS The Engineer shall at all times have full access to allfiles, drawings, documents, records and whatsoever inconnection with the execution of the Works. The Contractor or his authorised representative shallattend monthly meetings on the site withrepresentatives of the Employer and Engineer, at datesand times to be determined by the Employer. Suchmeetings will be held for evaluating the progress of theContract which any of the parties represented may wishto raise. The Contractor shall arrange with a photographerapproved by the Engineer for the taking of progressphotographs during the construction of the Works TheContractor shall submit each month good qualityphotographs of at least 5 different subjects as agreedwith the Engineer. For each subject, the Contractorshall supply at least three colour photographs plus thenegatives reproduced in three sets in size 100 x 150mm. The photographs shall be arranged in plasticphoto-pockets with 3 photographs on each side andwith a label next to the photograph giving appropriatetitle and a number with reference to a suitable key plan.Negatives shall also be suitably filed and referenced.

If so specified in the Special Specifications the progressphotographs shall be taken by digital camera (min. 2.1million pixels). In this case a CD-ROM with thephotographs as well as prints as specified above shallbe provided. No separate payment will be made forattending site meetings or furnishing progressphotographs, the relevant cost being included by theContractor in his rates in the Bill of Quantities.



1228 LEGAL PROVISIONSThe Contractor shall keep himself fully conversant withthe latest enactment, provisions and regulations of alllegislative and statutory bodies and in all respects andat all time shall comply with such enactment, provisionsand regulations in regard to executing the Contract.

1229 FINAL CLEARANCEUpon completion of each section of the Works,Contractor shall cleanup the site, remove all temporarybuildings, plant and debris. He shall level off and finegrade all excavated material which is surplus torequirements. The whole of the site shall be left in aclean and workmanlike condition to the satisfaction ofthe Engineer. No separate payment shall be made forany work included in the paragraph and the costs shallbe deemed to be included in the rates of the relevantitems entered in the Bill of Quantities.

1230 RECORDING OF INFORMATIONRELATING TO CLAIMS FOR ADDITIONALCOMPENSATION OR EXTENSION OFTIMEShould any circumstances arise or order be given bythe Engineer which the Contractor considers may fairlyentitle him to additional compensation, or extension oftime for completion of the Contract, then the Contractorshall at the earliest practicable opportunity inform theEngineer of these circumstances so that he may havethe opportunity to investigate the circumstances andtake such action as he considers desirable in order toreduce possible costs to the Employer. The Contractorshall at the same time inform the Engineer of hisintention either to claim additional compensation orextension of time, or to reserve his right to claim at alater stage. The Contractor shall also state on whichclause or clauses of the Conditions of Contract, theSpecial Specifications or other parts of the ContractDocuments his claim is based.

In order that the extent and validity of such claims maybe properly assessed when they are submitted at alater date, all circumstances relating to claims must beinvestigated, recorded and agreed upon as far aspossible between the Contractor and the Engineer asand when they occur. For this purpose the Contractorshall furnish the Engineer from day to day with records,in a form approved by the Engineer, of all the facts andcircumstances that the Contractor considers relevantand may wish to rely upon in support of his claims. TheEngineer may in turn record such other facts andcircumstances as he considers relevant and theContractor shall for this purpose, supply him with all theinformation that he may require in this respect.

The Engineer and the Contractor shall at the time ofrecording, indicate in writing and by signature, theiragreement or disagreement as to the correctness of theinformation recorded. Additional compensation shall forthe purposes of this Clause be taken to meancompensation over and above the payments at unitrates and prices bid or agreed upon for work ordered bythe Engineer.

1231 ELECTRICITY SUPPLYThe Contractor shall provide and maintain at his ownexpense his own electricity supply. This supply must beadequate to supply the area set aside for the housing ofhis staff and for his own and the Engineer's office, sitelaboratory as well as for the housing of the Engineer'sstaff.

The Contractor shall provide and maintain all necessarytemporary power and lighting and all associatedapparatus for the duration of the Contract at his own

expense. He must make allowances for the use of thesaid supplies and equipment by all sub-contractors.

Once equipment becomes redundant and havingreceived the approval from the Engineer, the Contractorshall disconnect and remove said equipment and makegood any works disturbed at his own expense.

1232 POSITION OF WORKSThe Works are shown on the Drawings, but the precisepositions, lines and directions of all the Works are notnecessarily indicated and will be determined by theEngineer as the Contract proceeds.

1233 ACCESS TO SITEThe Contractor shall make his own arrangements foraccess to the various parts of the Site where works areto be constructed but all such accesses shall be subjectto the approval of the Engineer.

Where the access to the Site proposed to be used byContractor lies across the land of any third party, theContractor shall produce to the Engineer the writtenconsent of the owner and the occupier of the land overwhich the access lies before making use of the same.The Contractor shall also make a record to be agreedby the Engineer of the conditions of the surfaces of anyland (and of any crops on such land) over which accesslies before he uses it for access purposes and he shallkeep all such surfaces in a reasonable state of repairduring the execution of the Works. On the termination ofthe Contractor's use of such access he shall restore thelands to a condition at least equal to that existing beforehis first entry on them.

1234 CO-OPERATION AT SITEAll work shall be carried out in such a way as to allowaccess and afford all reasonable facilities for any otherContractor and his workmen and for all the workmen ofthe Employer and any other person who may beemployed in the execution and/or operation at or nearthe Site of any work in connection with the Contract orotherwise.

The Contractor shall use his best endeavours to co-operate with such persons without interfering with themand shall observe all the instructions and orders of theEngineer in that connection.

In the preparation of his programme of work theContractor shall at all times take full account of and co-ordinate with the programming of work of othercontractors.

1235 ROADS AND SITE TO BE KEPT TIDYThe Contractor shall take all necessary care andprecautions to ensure that roads and thoroughfaresused by him either for the construction of the Works orfor the transport of equipment, labour and materials arekept in good repair and conditions and not damaged ormade untidy as a result of such construction ortransport. In the event of their becoming thus dirtied inthe opinion of the Engineer, the Contractor shallimmediate take all necessary steps to rectify asrequired by the Engineer.

1236 SECURITY OF THE WORKSWatching of the Works shall be provided by theContractor at his own expense. If the Engineerconsiders it necessary he will order in writing thatadditional watchmen be provided all at the Contractor'sexpense.

1237 SAFETYThe Engineer shall be notified by the Contractorimmediately any accident occurs whether on Site or off



Site in which the Contractor is directly involved whichresults in any injury to any person whether directlyconcerned with the Site or whether a third party. Suchinitial notification may be verbal and shall be followedby a written comprehensive report within 24 hours ofthe accident.

Transportation of any material by the Contractor shallbe in suitable vehicles which when loaded do not causespillage and all loads shall be suitably secured. Anyvehicle which does not comply with this requirement orany of the local traffic regulations and laws shall beremoved from the Site.

Arrangement shall be made with the appropriateAuthority before entering in or working on existing andassociated works.

1238 METHOD OF WORKINGThe method of working to be adopted shall be such asto permit the satisfactory completion of the Works andto limit disturbance and damage to a minimum.Constructional equipment used in the execution of theWorks shall be of a design and be used in a mannerapproved by the Engineer.

The Engineer may at any time withdraw his approvaland Contractor shall immediately adopt another methodof working. The Contractor shall have no claim againstthe Employer for costs incurred by him in changing themethod of working or in the provision and use of otherequipment.

1239 MEASUREMENT AND PAYMENT

ITEM UNIT

12.01 LAND ACQUISITION:

(a) ARRANGE AND PAY COMPENSATION

FOR ACQUISITION OF LAND FOR THE

WORKS.

PROVISIONAL

SUM

(b) ALLOW FOR CONTRACTOR’SOVERHEADS AND PROFITS AS A

PERCENTAGE OF SUBITEM 12.01(a)

PERCENT (%)

The Provisional Sum shall be for reimbursed the netcost for compensation and purchase of land subject tothe agreement of the Engineer, and upon production ofreceipts. The percentage inserted by the Contractorshall be for overheads and costs.

ITEM UNIT

12.02 RELOCATION OF SERVICES:

(a) ARRANGE AND PAY FOR REMOVAL

AND/OR ALTERATION TO SERVICES

PROVIDED BY AGENCIES FOR

ELECTRICITY SUPPLY, WATER

SUPPLY OR TELECOMMUNICATION

SERVICES.

PROVISIONAL

SUM



PERCENT (%)

The Provisional Sum shall be for reimbursement of thenet cost for arranging the removal or alteration of allexisting services, such as drains, underground andoverhead telephone and electricity lines, ducts, poles,water mains, fittings, railway lines, etc. before anyexcavation or other work likely to affect the existingservices is commenced. Payment is subject to theagreement of the Engineer, and upon production ofreceipts

The percentage inserted by the Contractor shall be for

the Contractor’s his overheads and costs in making thearrangement, for co-ordinating the work and effectingpayment.



SERIES: 1000 GENERAL

SECTION 1300: CONTRACTOR’SESTABLISHMENT ON SITEAND GENERALOBLIGATIONS


1301 SCOPE 1000-201302 GENERAL REQUIREMENTS 1000-201303 CONTRACTOR’S OFFICES, STORES,

WORKSHOPS, CAMPS, ETC. 1000-201304 PAYMENT 1000-21

1301 SCOPE This Section covers the establishment of theContractor’s organisation, camp and constructionalplant on the site and their removal on completion of thecontract. It also covers payment for certain generalobligations, risk and liabilities and general items of costnot covered elsewhere.

1302 GENERAL REQUIREMENTS

(a) Camps, constructional plant and testingfacilities

The Contractor shall establish his construction camps,offices, stores, workshops and testing facilities on thesite. The exact location of these facilities shall beapproved beforehand by the Engineer. Accommodation,ablution and other facilities for site staff shall also beprovided as required and the standard ofaccommodation and the location of all facilities shallcomply with the requirements of the authoritiesconcerned and those of the Engineer. Prior to starting with construction, the Contractor, shallalso move all constructional plant and personnel to theSite. On completion of the work and after receivingapproval in writing from the Engineer, all constructionalplant, buildings, fencing and other temporary structuresshall be removed and the camp site shall be restored toits original condition and left neat and tidy. (b) Building regulations All buildings erected by the Contractor upon the siteand camp site or sites and the layout of the buildingsand the sites shall comply with the Laws of Tanzaniaand all Bye-Laws in so far as they are applicable. (c) Sign boards The Contractor shall provide and erect a sign board atthe main entrances to the Site and at the site camp,where directed by the Engineer. The boards, withsuitable inscription, shall include the name of theProject, the name of the Employer, the name of theFinancing Institution, the name of the Consultant andthe name of the Contractor etc. The boards approx.3.30 m x 3.20 m size, shall be approved by theEngineer, before erection. (d) Maintenance during construction During construction the Contractor’s camps, staff livingquarters and other facilities shall be maintained in aneat and tidy condition. (e) Legal and contractual requirements and

responsibility to the publicThe Contractor shall take all the necessary steps to

comply with the Conditions of Contact, particularly inrespect of the insurance’s and sureties required and hisgeneral obligations to the public and the Employer. Heshall comply with all the regulations of statutory bodies.

(f) Liaison with Government and Police OfficialsThe Contractor shall take all the necessary steps tocomply with the Conditions of Contract. The Contractorshall keep in close contact with the Police and otherGovernment officials of the area regarding theirrequirements in the control of traffic and other mattersand shall provide all assistance or facilities which maybe required by such officials in the execution of theirduties.

1303 CONTRACTOR’S OFFICES, STORES,WORKSHOPS, CAMPS, ETC.

(a) GeneralIf the Contractor needs areas in addition to the landmade available to him, it is entirely up to him to makewhatever arrangements he deems necessary with landoccupiers regarding use of additional land for thepurpose of erecting camps, workshops, garages,stockpiling of materials, housing of labour and staff,welfare facilities, etc, and all costs incurred inconnection with rental or lease of such land shall be atthe Contractor’s expense.

However, offices for the Contractor’s supervisory staffand administration shall be erected by the Contractor athis own expense at a location to be agreed upon withthe Engineer.

The land available to the Contractor shall be as follows:− The Land occupied by the Permanent Works.− The Land occupied by approved temporary

diversion routes.− The Land indicated on the Drawings or

subsequently approved by the Engineer as borrowareas or as quarries.

− The Land required for housing, plant yard,workshops and offices subject to the Engineer’sapproval of locations and layouts of suchinstallations.

− Subject to the approval of the Engineer, any landlying within the boundaries of the right-of-way (asshown on the plan and profile drawings) may alsobe made available to the Contractor as workingspace or borrow areas for fill material.

Before giving such approval the Engineer will giveparticular attention to the temporary and permanenteffects of the proposed activities on the drainage of thearea and the Contractor’s proposals for reinstatement.

(b) Contractor’s offices, stores and workshopsThe Contractor shall provide and maintain at anapproved location a suitable main office together withsuch site offices as may be necessary for the efficientcontrol of the Works. He shall also provide and maintainon approved sites sufficient suitable stores, tanks andworkshops for the proper storage of materials, fuel,plant and equipment and the efficient maintenance of allsuch plant and equipment.

The stores shall be of such size and construction as toprovide adequate storage and protection for stocks ofmaterials, fuel, spares and the like in quantitiesensuring uninterrupted progress of the work and theworkshops shall be suitably equipped for carrying outmajor repairs, overhaul or modification by theContractor of all plant and equipment in or on the Worksand other work connected with the permanent work.



(c) Contractor’s quarters and campsThe Contractor shall provide, erect, maintain and clearaway on completion all quarters and camps for staff andlabour necessary for the efficient control and executionof the Works. Suitable, sufficient and properly equippedmessing, cooking and sanitary accommodation, anadequate supply of clean water, proper disposal ofrefuse and sewerage and sufficient labour inattendance shall be provided. The Contractor shall beresponsible for meeting the requirements of the localauthorities, labour officers and other officers regardingthe camp accommodation, sanitation and messing of allworkmen and provide the staff necessary for propercontrol and supervision.

All sites selected by the Contractor for the erection ofoffices, stores, workshops, quarters, camps and the likeare subject to the prior approval of the Engineer. TheContractor shall, by notice in writing, indicate hisrequirements for sites well in advance in order that theEngineer and the Regional Administration may consultlocal interests.

(d) First aidThe Contractor shall provide, equip and maintainadequate first-aid stations throughout the Works, anderect conspicuous notice boards directing where theseare situated and provide all requisite transport. TheContractor shall comply with the government medical orlabour requirements at all times and provide, equip andmaintain base dressing stations where directed and atall times have experienced first-aid personnel anddressers available throughout the Works for attendingminor injuries.

(e) Measurements and paymentCompliance with the requirements, performance of allwork, furnishing of all equipment, materials, includingwater, labour, tools and incidentals necessary tocomplete the work prescribed in this Clause shall not bemeasured for direct payment but shall be considered asa subsidiary obligation of the Contractor, covered underthe prices quoted for other contract items.

1304 PAYMENT

ITEM UNIT

13.01 CONTRACTORS OBLIGATIONS:

(a) SURETIES LUMP SUM

(b) INSURANCE OF WORKS LUMP SUM

(c) INSURANCE OF CONSTRUCTIONAL

PLANT & EQUIPMENT

LUMP SUM

(d) THIRD PARTY INSURANCE LUMP SUM

Payment of the lump sum bid under SUBITEMS 13.01(a),(b), (c) and (d) shall include full compensation for theContractor’s charges in respect of the generalobligations. Should the value of the works (excludingany payment in terms of the Conditions of Contract)increase or decrease by more than 25 percent (lessallowances, if any, in the bid price adjustments in termsof the General Conditions of Contract), the lump sumbid for SUBITEMS 13.01(a), (b), (c) and (d) will beincreased or decreased by an equal percentage whichis in excess of the said limit of 25 percent.

Payment in respect of compliance with the provisions ofthis Clause will be made in full at the lump sum enteredin the Bill of Quantities when the Contractor has fulfilledall the requirements of this Clause.




SECTION 1400: ENGINEER’SACCOMMODATION ANDATTENDANCE UPON ENGINEERAND HIS SITE PERSONNEL


1401 SCOPE 1000-221402 FACILITIES FOR THE ENGINEER 1000-221403 HOUSES FOR THE ENGINEER 1000-111404 OFFICE FOR THE ENGINEER 1000-111405 WASH HOUSE 1000-111406 SITE CABIN / OFFICE 1000-111407 VEHICLES FOR THE ENGINEER AND

EMPLOYER 1000-111408 ATTENDANCE UPON ENGINEER 1000-111409 PROVISION OF SURVEY EQUIPMENT 1000-111410 LABORATORY 1000-111411 MEALS IN CONTRACTOR'S MESS HALL 1000-111412 MEASUREMENT AND PAYMENT 1000-11

1401 SCOPEThe Section covers the provision of accommodationand facilities for the supervisory staff of the Engineerand for the Employer.

1402 FACILITIES FOR THE ENGINEER

(a) GeneralThe Contractor shall provide and maintain an office,houses, site cabins, vehicles, survey equipment etc. forthe Engineer, his staff and for the Employer. Materialsand workmanship shall be to generally recognisedstandards for temporary, prefabricated or permanentbuildings of this type. Detailed drawings showing thedesign, the construction details, the type of materialsproposed and their characteristics, shall be submittedby the Contractor for the Engineer’s approval, whichshall be obtained before starting the construction of theoffice or houses or ordering the relevant materials.

All buildings for accommodation, offices andlaboratories shall be constructed from approvedmaterials. Materials containing asbestos shall not beused.

The Contractor shall provide the buildings with potablewater, electricity, sanitary installations, sewage disposalarrangements, air-conditioning, furniture andequipment, and shall maintain them, all to thesatisfaction of the Engineer 24 hours of the day duringthe Contract Period.

All facilities shall conform to the best standards for therequired types. The facilities described herein shall beunderstood to represent the minimum requirements.The Contractor shall provide all additional incidentalsnecessary, so that the facilities will be completelyadequate and satisfactory in every respect for theintended use. All equipment and furniture shall be newand unused when initially put in place.

The Contractor shall maintain, replace and/or restore asdirected, any facilities or parts thereof that becomedamaged, worn out, lost or stolen, except throughcauses due to negligence of the occupying Engineer’sstaff. The Contractor shall also provide an adequate

stock of all expendable items, such as light bulbs, lighttubes, kitchenware, soap, towels, toilet paper, papertowels, drinking cups, materials and accessories and atall times ensure proper and continuing functioning of allcomponents and parts of the Engineer’s houses andoffice.

The houses, offices and installations, etc. including allrequired equipment to be provided under this Contractshall be handed over to the Engineer in finished andfully habitable condition not later than 4 months afterthe Engineer’s order to commence Work (according tothe relevant clause of the Conditions of Contract) andsuch buildings shall be to the entire satisfaction of theEngineer. Suitable temporary office and residentialaccommodation for the Engineer and his staff shall beprovided from the date of the order to commence theWorks until such time as the permanent office andresidential accommodation are available for use.

(b) Siteworks for “Engineers Compound”The houses and buildings shall be sited within the“Engineers Compound” to the satisfaction of theEngineer. The Type I, II and III houses shall be placedon separate plots of approximately 0.2 hectares each.The location of the houses shall be separate from thatof the Contractor’s staff housing.

Separate access roads 3 m wide shall be provided foreach house and shall be surfaced with at least 150mmconsolidated thickness of gravel properly graded,cambered, drained and culverted.

The Contractor shall be responsible for raising theground (if necessary), grading and drainage in thevicinity of each facility, with suitable access walkways,gravelling, seeding and sodding of the ground, all asdirected and approved by the Engineer. Also, theContractor shall construct a roofed parking area for theEngineer near the buildings, large enough for 8vehicles, and a satisfactory access road to the parkingarea. The ground around the buildings, the parking areaand the access road shall be raised high enough forthem not to be inundated during the rainy season.

Outside lighting, around the buildings and on theparking area, shall be installed to the satisfaction of theEngineer, and appropriate signs shall be erected toinform the public of the purpose of the facilities.

The whole of the “Engineer’s Compound” shall befenced with chain link fencing (or equivalent) 2.0 mhigh, with necessary gates complete with padlock andchain as directed by the Engineer. The Contractor shallbe responsible for the security of the compound andshall provide such gatemen and watchmen, etc., asrequired to ensure this security.

(c) ConstructionThe housing shall consist of concrete block masonry orprefabricated timber units on concrete floors raised notless than 150 mm above natural ground level.

The roofs shall be constructed from aluminium orcorrugated iron roof sheeting and the roof spacebetween the sheeting and the ceilings shall beadequately ventilated and the openings shall bescreened with mesh screening to prevent the entry ofvermin, etc. into the roof space.

The ceilings shall not be less than 2.8 m inside heightand shall be of 10 mm hard boarding or similarapproved materials.

Air conditioners shall be wall mounted - not windowmounted.

Internal wall partitions shall be of timber framed



construction lined both sides. All doors shall be of flushtimber type, plywood faced and a minimum size of 2.0m x 0.80 m. All timber construction shall be termiteproofed.

The windows shall be dust proof, of aluminium framingwith glass tightly fitted or similar approved and shall belocated in the design to provide the maximum amountof cross ventilation.

The kitchens shall be equipped with adequate benches,wall cupboards and shelves and with a stainless steeldouble sink with hot and cold running water built into aspecial sink cabinet.

The bedrooms shall be provided with built in wardrobesand wall mirrors.

Bathrooms shall be provided with western flush typeWC with hinged cover, shower with hot and coldrunning water and soap dish on wall, wash basin withhot and cold running water, and wall mirror with lightabove.

Toilets shall be provided with western flush type WCwith hinged cover, wash basin with hot and cold runningwater and wall mirror with light above.

(d) FinishingAll external walls and doors shall be provided with oneprime coat, one undercoat and two finishing coats ofgloss paint. Internal walls, doors and ceilings shall bepainted with one prime coat, one undercoat and twofinishing coats of P.V.C. emulsion paint. All paint shallbe from an approved manufacturer. The concrete floorshall be covered with an approved type of P.V.C. floortiles or sheeting.

All windows and doors shall be burglar-proofed andinsect-screened to the satisfaction of the Engineer.

(e) ServicesThe Contractor shall provide, maintain and install thefollowing services to the Engineers approval :

(i) Adequate piped supply of clean potable waterconnected to toilets, bathrooms and kitchens ineach house.

(ii) An automatic 270 litre electric immersion waterheater in each house Types I-III (see below)connected to the piped water supply.

(iii) 220 Volt, 50 cycle A.C. electricity supply withsufficient wiring, light fittings and socket outletsin each house. The power shall be adequate tooperate the electrical equipment specified.Socket outlets shall be provided in each roomto the Engineers approval.

(iv) Suitable soil and waste water drainage.

(v) Water borne sewage disposal

(vi) Rubbish disposal by providing outside bins anda daily collection service to a central disposalarea.

1403 HOUSES FOR THE ENGINEER

(a) GeneralUpon completion of the Contract, the houses, furniture,equipment and services specified herein shall revert toeither the Contractor or the Employer as set out in theSpecial Specifications.

(b) Furniture and equipmentThe general description of the type of houses to besupplied is as follows:

(i) Type I HouseAs illustrated in the Drawings having an internalfloor area of approximately 150 m2 complete withfurnishings and equipment as listed in TABLE

1403/1. The cost of providing the houses,furnishings, equipment, water, electrical supply,drainage and maintenance during the whole periodof the Contract shall be deemed to be included inthe Bill of Quantities.

TABLE 1403/1TYPE I HOUSE FURNITURE AND EQUIPMENT.NEW FURNITURE AND EQUIPMENT, TO THE APPROVAL OF

THE ENGINEER.

FurnitureKitchen Table (Formica Top) 1 No.Kitchen Chair 4 No.Dining Table 1 No.Dining Chairs 6 No.Dining Chairs with arms 2 No.Writing Desk (3 drawer) 1 No.Book shelf 1 No.Settee (3 cushions) 1 No.Easy Chairs 4 No.Coffee Tables 2 No.Sideboard 2 No.

Beds, double with inner-spring mattress 2 No.Beds, single with inner-spring mattress 3 No.Pillows 10 No.Side Tables 5 No.Dressing Tables with mirrors 2 No.Dressing Table Stools 2 No.Chest of Drawers 3 No.Bedside Chairs 5 No.

Bathroom Cabinet with Mirror 1 No.Bathroom Stool 1 No.Floor Rugs 5 No.

EquipmentAir Conditioner 12,000 BTU/hr 4 No.Refrigerator min. 0.40 m2 (Electric frost

free) 1 No.Electric or gas cooker with 4 burners,

separate grill and oven 1 No.Fume Hood 1 No.Water Filter 2 No.Dust Bin metal with lid (outdoor type) 1 No.Door Mats 2 No.Vacuum Cleaner (electric) 1 No.Ceiling Fans 3 No.Set of 8 pieces crockery, cutlery, Glassware 1 SetSet of Kitchen utensils 1 SetSet of Pots, pans, etc. 1 SetDeep Freeze cabinet 0.40 m2 1 No.Fire Extinguisher 2 No.Standard lamps 2 No.Table Lamps 2 No.Toilet Tissue Holders 2 No.Waste Baskets 5 No.Vacuum Cleaner (electric) 1 No.Mixer (Electric Portable) 1 No.Bedside lights 5 No.Wall lights 6 No.Pelmets and runners all windowsCurtains all windowsBedsheets 20 No.Pillow cases 10 No.Blankets 10 No.Towel rails 2 No.



(ii) Type II HouseAs illustrated in the Drawings having an internalfloor area of approximately 130 m2 complete withfurnishings and equipment as listed in TABLE

1403/2. The cost of providing the house,furnishings, equipment, water, electrical supplydrainage and maintenance during the whole periodof the Contract shall be deemed to be included inthe Bill of Quantities.

TABLE 1403/2TYPE II HOUSE FURNITURE AND EQUIPMENT.NEW FURNITURE AND EQUIPMENT, TO THE APPROVAL OF

THE ENGINEER.

Furniture

Kitchen Table (Formica top) 1 No.Kitchen Chair 4 No.Dining Table 1 No.Dining Chairs 4 No.Dining Chairs with arms 2 No.Writing Desk(3 drawers) 1 No.Book shelf 1 No.Settee (3 cushions) 1 No.Easy Chairs 3 No.Coffee Tables 2 No.Sideboard 1 No.Beds, single with inner-spring mattress 3 No.Beds, double with inner-spring mattress 1 No.Pillows 8 No.Side Tables 4 No.Dressing Tables with mirrors 1 No.Dressing table stools 1 No.Chest of Drawers 2 No.Bedside Chairs 4 No.Bathroom Cabinet with Mirror 1 No.Bathroom Stool 1 No.Floor Rugs 4 No.

EquipmentAir Conditioner 12,000 BTU/hr 2 No.Refrigerator min. 0.40 m2 (Electric frost

free) 1 No.Electric or gas cooker with 4 burners,

separate grill and oven 1 No.Fume Hood 1 No.Vacuum Cleaner (electric) 1 No.Fire Extinguisher 2 No.Mixer (Electric Portable) 1 No.Water Filter 1 No.Dust Bin Metal with lid (outdoor type) 1 No.Door Mats 2 No.Ceiling Fans 2 No.Set of 6 pieces crockery, cutlery, glassware 1 SetSet of Kitchen utensils 1 SetSet of Pots, pans, etc. 1 SetDeep Freeze cabinet 0.40 m2 1 No.Standard lamps 2 No.Bedside lights 4 No.Wall lights 5 No.Pelmets and runners all windowsCurtains all windowsBedsheets 16 No.Pillow cases 8 No.Blankets 8 No.Towel rails 2 No.Table Lamps 1 No.Toilet Tissue Holders 1 No.Waste Baskets 4 No.

(iii) Type III HouseAs illustrated in the Drawings having an internalfloor area of approximately 70 sq.m. complete withfurnishings and equipment as listed in TABLE

1403/3. The cost of providing the house,

furnishings, equipment, water, electrical supply,drainage and maintenance during the whole periodof the Contract shall be deemed to be included inthe Bill of Quantities.

TABLE 1403/3TYPE III HOUSE FURNITURE AND EQUIPMENT.NEW FURNITURE AND EQUIPMENT, TO THE APPROVAL OF

THE ENGINEER.

FurnitureKitchen Table (Formica top) 1 No.Kitchen Chair 4 No.Dining Table 1 NoDining Chairs 4 No.Writing Desk (2 drawers) 1 No.Book Shelf 1 No.Settee (3 Cushion) 1 No.Easy Chairs 2 No.Coffee Table 1 No.Sideboard 1 No.Beds, single with inner-spring mattresses 2 No.Pillows 2 No.Side Table 1 No.Dressing Table 1 No.Dressing Table Stool 1 No.Chest of Drawers 1 No.Bathroom Cabinet with Mirror 1 No.Bathroom stool 1 No.Floor Rugs 4 No.

EquipmentAir Conditioner 12,000 BTU/hr 2 No.Refrigerator min. 0.40 cu.m (Electric frost

free) 1 No.Beds, single with inner-spring mattress 2 No.Electric or gas cooker with 2 burners,

separate grill and oven 1 No.Fume Hood 1 No.Water Filter 1 No.Dust Bin Metal with Lid (outdoor type) 1 No.Door Mats 2 No.Vacuum Cleaner (electric) 1 No.Ceiling Fans 2 No.Set of 4 pieces crockery, cutlery, glassware 1 SetSet of Kitchen utensils 1 SetSet of Pots, pans, etc. 1 SetMixer (Electric Portable) 1 No.Fire Extinguisher 1 No.Standard lamps 1 No.Bedside lights 2 No.Wall lights 3 No.Pelmets and runners all windowsCurtains all windowsBedsheets 8 No.Pillow cases 4 No.Blankets 4 No.Towel rails 1 No.Toilet Tissue Holder 1 No.Waste Baskets 2 No.

(iv) Multiple Living Accommodation1 block of 4 units of multiple living accommodationeach unit consisting of 17m2 , containing two roomswith common ablution block, kitchen, dining roomand external veranda all to the approval of theEngineer, as shown in the Drawings, complete withfurnishings and equipment as listed in TABLE

1403/4.



TABLE 1403/4MULTIPLE LIVING ACCOMMODATION, HOUSE FURNITURE

AND EQUIPMENT.NEW FURNITURE AND EQUIPMENT, TO THE APPROVAL OF

THE ENGINEER.

FurnitureKitchen Table (Formica Top) 1 No.Kitchen Chair 4 No.Dining Table 1 No.Dining Chairs 8 No.Sideboard 2 No.Beds, single with mattresses 8 No.Pillows 8 No.Side Table 8 No.Bedside Chair 16 No.Bathroom Cabinet with Mirror 2 No.Bathroom stool 2 No.

EquipmentElectric Fan 8 No.Refrigerator min. 0.40 m2 (Electric or

equivalent) 1 No.Fire Extinguisher 4 No.Vacuum Cleaner 1 No.Electric Cooker with 4 burners, separate

large grill and oven 1 No.Water Filter 1 No.Dust Bin Metal with Lid (outdoor type) 1 No.Door Mats 2 No.Ceiling Fans 2 No.Set of 10 pieces crockery, cutlery,

glassware 1 SetSet of Kitchen utensils 1 SetSet of Pots, pans, etc. 1 SetMixer (Electric Portable) 1 No.Wall lights 3 No.Pelmets and runners all windowsCurtains all windowsBedsheets 32 No.Pillow cases 16 No.Blankets 16 No.Towel rails 3 No.Toilet Tissue Holder 1 No.Waste Baskets 2 No.

Each unit shall be furnished with one bed, completewith mattress, one table and 2 chairs and one electricfan. The cost of providing the block of 4 units, furniture,equipment, water, electrical supply, drainage andmaintenance during the whole period of the Contractshall be deemed to be included in of the Bill ofQuantities.

1404 OFFICE FOR THE ENGINEER

(a) GeneralUpon completion of the Contract, the Engineer’s officebuildings, furniture, equipment and services specifiedherein shall revert to either the Contractor or theEmployer as set out in the Special Specifications.

The Contractor shall provide, furnish and maintain officeaccommodation for the Engineer as detailed hereunder.

The Site office shall be erected at a location to beagreed with the Engineer. The plot shall be not lessthan 0.3 hectares in area and if so required shall befenced with a 2.0 m high chain link fence and gate, withpadlock and chain.

A telephone and telefax shall be provided for the use ofthe Engineer and the offices shall be provided withelectric lighting all to the satisfaction of the Engineer.The telefax shall have a separate dedicated telephoneline. The Engineer’s telephone and telefax shall becompletely independent of the Contractor’s telephones

and telefaxes. The Contractor shall pay all chargesassociated with the Engineer’s electricity supply andtelephone/fax including toll calls lawfully demanded bythe electricity authority and the telecommunicationservice throughout the Contract Period.

The Contractor shall provide an access road at least 3.0m wide to the Engineer’s office and parking area for 10cars. The road and car park shall be surfaced with aminimum of 150 mm compacted thickness of gravel.

The office shall be erected and handed over to theEngineer fully furnished and equipped, within threemonths from the date of the Engineers order tocommence work.

(b) ConstructionThe office shall be dimensioned as shown in theDrawings with a minimum of 2.8 m headroom internally,complete with ceiling, smooth concrete or wooden floorand a 2.7 m wide covered veranda extending along thefull length of the front. The rooms shall be adequatelyventilated and lighted.

The roofs shall be constructed from aluminium orcorrugated iron roof sheeting and the roof spacebetween the sheeting and the ceilings shall beadequately ventilated and insulated and the openingsshall be screened with mesh screening to prevent theentry of vermin, etc. into the roof space.

Internal wall partitions shall be timber framed and linedboth sides. All doors shall be of flush timber type,plywood faced and a minimum size of 2.0 m x 0.80 m.All doors shall be provided with locks with three keysoutside doors with cylinder locks. All external walls anddoors shall be provided with one prime coat, oneundercoat and two finishing coats of gloss paint.Internal walls, doors and ceilings shall be painted withone prime coat, one undercoat and two finishing coatsof P.V.C. emulsion paint. All paint shall be from anapproved manufacturer.

(c) Furniture and equipmentThe Site office for the Engineer shall be completewith furnishings and equipment as listed in TABLE

1404/1.

TABLE 1404/1OFFICE FOR THE ENGINEER. FURNITURE AND EQUIPMENT.NEW FURNITURE AND EQUIPMENT, TO THE APPROVAL OF

THE ENGINEER.

Meeting table 3.0 m x 1.2 m with 6chairs 1 No.Ceiling fans 6 No.Air conditioners 12,000 BTU/hr. 4 No.Desks 1.5 m x 0.75 m with 2 chests ofdrawers. 8 No.Chairs with arms. 8 No.Table 1.5 m x 0.75 m with 2 drawersand 2 chairs. 1 No.Typist’s table with 1 chest of drawersand chair. 1 No.Typewriter, Electric 430 mm carriage. 1 No.Plan tables and stools. 2 No.Personal computers in number andequipped as specified in SpecialSpecifications.Laptop computers in number andequipped as specified in SpecialSpecifications.A3 laser printer or equivalent,compatible with the above personalcomputer with supply of A4 and A3paper and consumables, as specifiedand number as in Special



Specifications.Colour printer inkjet or equivalentcompatible with above laptop computerwith supply of A4 paper andconsumables, in number and asspecified in Special Specifications.UPS (Uninterruptable Power Supply)with surge protector, capable to supportand back-up all computer equipment asspecified in Special Specifications.Complete set of the latest editions ofsoftware complete with manuals andfloppy discs/CD-ROM of a typecompatible with the personal computerdisc drives, as specified in SpecialSpecifications.Safe for cash and valuables, min. sizeapprox. 0.8 m x 0.5 m x 0.4 m, to beconcreted in place (either wall or floormounted) complete with lock and keys. 1 No.2 Drawing tables A1 size with Drawingmachines 2 No.2 Drawing table stools 2 No.1 Set plan drawers (6 drawers) 1 No.1 Two drawer steel lockable filingcabinet 1 No.Set of transparent plastic curve guides,metric. 1 No.Electronic calculators, in number andtype as specified in SpecialSpecificationsElectronic desk calculators with printer,type as specified in SpecialSpecifications 1 No.Fire Extinguisher, type as specified inSpecial Specifications 3 No.First aid kits 2 No.Snake bite kit 1 No.Adjustable planimeters 2 No.Stapling machines 8 No.Paper punches 8 No.Binding machine 1 No.A3 size photocopy machine withaccessories and supplies as specifiedin Special Specifications 1 No.Single side band multi-channel radiocommunication equipment of minimum2,500 km range together with freestanding antenna of appropriate heightsand one set of matching crystals withthat of the Employer’s communicationsystem Base and mobile sets innumber and as specified in the SpecialSpecifications.Water filters 4 No.Thermos jug 4.5 litres capacity 8 No.12 Cups, 12 glasses and coffee setsAll other office equipment necessaryincluding stationery.

The Site office shall be connected to a water and anelectricity supply. The Contractor shall be responsiblefor cleaning and maintaining the office and toilets andshall provide soap, towels and all necessary fittings andcleaning materials.

1405 WASH HOUSEThe Contractor shall provide a Washhouse comprisingtwo rooms of 20 m2 each with electricity, water, wastewater outlet and water borne sewage disposal andequipped with two automatic washing machines, twostainless steel tubs with hot and cold running water andautomatic electric water heater, all to the approval ofthe Engineer.

The cost of providing the house, furnishing, equipment,water, electrical supply and maintenance during thewhole period of the Contract shall be deemed to be

included in the rates the Bill of Quantities.

Upon completion of the Contract, the Engineer’s washhouse, furniture, equipment and services specifiedherein shall revert to either the Contractor or theEmployer as set out in the Special Specifications.

1406 SITE CABIN / OFFICEThe Contractor shall, if so instructed by the Engineer,provide and maintain during the duration of the Contractportable site cabins. Each site cabin shall have a floorarea of at least 10 m2 and shall be equipped with onebedstead including mattress, blankets, pillows, bedsheets, one wardrobe, one desk with drawers, onemetal cabinet, shelves, two chairs and a small gasrefrigerator These units shall be positioned alwaysclose to the Work and moved from one location toanother by the Contractor as may be directed by theEngineer. The Contractor shall supply the units withlight, potable water if possible and sanitary facilities.

The cost of providing the Site Cabins furnishing,equipment, water, electrical supply (where available),moving the site cabins to different locations andmaintenance during the whole period of the Contractshall be deemed to be included in the price inserted inITEM 14.04 of the Bill of Quantities.

Upon completion of the Contract, the Engineer’s sitecabin/office, furniture, equipment and services specifiedherein shall revert to either the Contractor or theEmployer as set out in the Special Specifications.

1407 VEHICLES FOR THE ENGINEER ANDEMPLOYERThe Contractor shall provide new vehicles as listedbelow licensed and comprehensively insured forreplacement value and shall maintain and provide fuel,oil and replacement parts during the whole of theContract period. The vehicles shall be for the exclusiveuse of the Engineer, his staff and the Employer duringthe Contract period. The Contractor shall also insurethe vehicles and passengers fully comprehensively forany driver at all times throughout the Contract Period.

(i) 4 Wheel Drive Station Wagon(iii) 4 Wheel Drive Pickup, with double cabin.

The vehicles under (i) shall have factory installed air-conditioning units and power steering. The vehiclesshall have diesel-engines and shall be provided with thefollowing optional equipment, factory installed seatbelts, rear pintle hook, front hook, door mirrors, twospare wheels, toolbox with necessary tools, jack etc.Makes of vehicles shall be approved by the Engineerprior to ordering.

The Contractor shall service and maintain in goodworking order the vehicles at all times. In the event ofany vehicle being unavailable for the use due toaccident, damage or its being maintained or repaired,the Contractor shall immediately provide a substituteacceptable to the Engineer.

In the event of the Contractor defaulting on thisobligation, the Engineer shall be authorised to hire asubstitute similar vehicle for the period of non-availability of the Contractor’s vehicles, and the costincurred will be recovered from the Contractor.

Upon completion of the Contract, the Engineer’svehicles specified herein shall revert to either theContractor or the Employer as provided for in theSpecial Specifications.



1408 ATTENDANCE UPON ENGINEER

(a) StaffThe Contractor shall provide night and day watchmen,gardeners, labourers, cleaners and sanitary staff as wellas all necessary cleaning materials as may be requiredby the Engineer to keep the offices, the laboratory andhouses in first class condition.

(b) StationeryThe Contractor shall provide any stationery required forthe office and laboratory of the Engineer.

(c) Assistance to the EngineerThe Contractor shall provide all assistance such aslabourers, all tools and protective clothing, woodenpegs, iron pins and pickets, water, cement andaggregate for concreting, transport for labour andmaterials, as may be required by the Engineer and hisstaff for checking, setting out, surveying and measuringor testing the work.

(d) PaymentNo separate payment will be made for attendance uponthe Engineer the relevant cost being included by theContractor in rates in the Bill of Quantities orelsewhere. If the Contractor fails in his obligationsunder this Specifications, the Engineer is authorised toemploy any staff and/or labourer and to buy anymaterial, as mentioned above, and the costs incurredwill be recovered from the Contractor.

1409 PROVISION OF SURVEY EQUIPMENTThe Contractor shall provide at all times during theperiod of the Contract all such workmen andinstruments for the exclusive use of the Engineer as hemay deem to be necessary for carrying out his duties inconnection with the Contract. The workmen shall beselected for their intelligence and knowledge of theEnglish language and as far as possible the same menshall be provided throughout the period of the Contract.

Upon completion of the Contract, the Engineer’s surveyequipment specified herein shall revert to either theContractor or the Employer as set out in the SpecialSpecifications.

The instruments to be provided include those given inTABLE 1409/1 or equivalent as specified in SpecialSpecifications:

TABLE 1409/1NEW SURVEY EQUIPMENT, TO THE APPROVAL OF THE

ENGINEER.

Item NumberTotal station of approved type 1 No.Electronic Distance Meter 1 No.Tripods 3 No.Levels 2 No.Metal levelling staves 5m (foldable) 3 No.Steel tape 50 m 2 No.Steel tape 25 m 5 No.Fibre-glass tapes 50 m 4 No.Ranging rods, 2.5 m long 8 No.Ranging rods 2.5 m (metal, joinable) 6 No.Optical squares 1 No.Spare batteries 2 No.Rapid Charger 1 No.Reflectors with mounts 5 No.Triple prism mount with reflectors 1 No.Tribrachs 4 No.Steel hammers (4 kg) 2 No.Spirit levels for staves 6 No.Metal pocket rules (5m) 10 No.Surveying umbrella 2 No.

Reflective road safety vests 12 No.Drawing boards (fieldbook frames A4

size,metal or wood with plastic cover) 10 No.

The Contractor shall be solely responsible for themaintenance of all such instruments and shall ensurethat they are at all times in good condition andadjustment. Repairs shall only be carried out bypersons or organisations approved by the Engineer.

Supply of miscellaneous survey items (e.g. spray paint,beacon materials, spades, axes, rubber boots,assistants, drawing equipment, approved surveyingforms A4 size and field-surveying books).

1410 LABORATORY FOR THE ENGINEER

(a) GeneralThe Contractor shall provide, erect and maintain for theduration of the Contract a laboratory adjacent to theEngineers Representative’s office or where directed bythe Engineer.

Upon completion of the Contract, the Engineer’slaboratory buildings, Laboratory equipment, airconditioners and furniture specified herein shall revertto either the Contractor or the Employer depending onwhich of the pay items in CLAUSE 1412 are invoked inthe Special Specifications.

The Laboratory shall be dimensioned as shown in theDrawings with a minimum of 2.8 m headroom internallycomplete with ceiling, smooth concrete floor and a 5mwide covered veranda extending along the length of thefront with a concrete floor for drying of material andsufficient covered outdoor space for location of soakingbasins for CBR testing where required.

The rooms shall be adequately ventilated and lighted.Walls shall be constructed of prefabricated timbersections or sand cement blocks. All external doors shallbe provided with cylinder locks with three keys.

The working area floor shall have a strengthenedsection incorporated consisting of 3.0 m x 3.0 m x 450mm mass concrete plinth. A separate sample store of atleast 12 m² floor area shall be provided.

The laboratory shall be provided with electric lightingand power points to the satisfaction of the Engineer (tobe 220 Volts, 50 cycles).

The permanent fixtures in the laboratory shall include− 2 no. double draining board stainless sinks, piped

drinkable water supply to each and waste wateroutlets.

− Work benches, comprising a working surface andone full length and width shelf under, of seasonedtimber 1.0 m wide and 0.9 m high.

− Soaking tanks for CBR and concrete specimensshall be provided at floor level, in the stores sectionof the laboratory and on the veranda. The CBR tankshall have drainage pipes built in.

The laboratory for the Engineer shall be complete withfurnishings and equipment as listed in TABLE 1410/1.

TABLE 1410/1LABORATORY FOR THE ENGINEER. FURNITURE AND

EQUIPMENT. NEW FURNITURE AND EQUIPMENT, TO THE

APPROVAL OF THE ENGINEER.

Desks 1.5 m x 0.75 m with 2 chests ofdrawers. 2 No.

Arm chairs 2 No.Chairs 6 No.



Air Conditioners 12,000 BTU/hr. 5 No. 2 No.Work benches in numbers as given in the

Special SpecificationsCuring tanks. 3 No.Stationery cupboard 2 cu. m. 2 No.Book-cases, purpose made to accept box

files 2 No.Shelves 2.0m long 2 No.Stools, lm high 4 No.Stools, 0.4m high 4 No.Metal Filing Cabinet 2 drawers 2 No.

(b) Testing equipment, materials and testingstandards

The Contractor shall provide and install in the laboratory2 stainless steel fan-circulated drying ovens, minimum70 litre capacity, and all the necessary apparatus andmaterials for the performance of all tests required forthe testing and control of the works and materials.

The Contractor shall supply one new copy of the latestedition of the Specifications for all referred materialstandards and testing standards used for the Contract.

All the laboratory equipment, including air conditioners,shall be new and of a make approved by the Engineer.

The Contractor shall immediately after the award of theContract prepare and submit for the approval of thenEngineer a list showing all instruments and apparatus tobe purchased.

1411 MEALS IN CONTRACTOR'S MESS HALLThe contractor, when so required by the Engineer, shallprovide meals in the Contractor's mess hall for theEmployer’s visiting staff and other official visitors onagreement with the Engineer. Meals shall include foodand drinks of good quality and in an adequate quantity.


ITEM UNIT

14.01 HOUSES FOR THE ENGINEER:

(a) PROVIDE TYPE I HOUSE FULLY

FURNISHED AND EQUIPPED FOR THE

ENGINEER

LUMP SUM

(b) PROVIDE TYPE II HOUSE FULLY


ENGINEER

LUMP SUM

(c) PROVIDE TYPE III HOUSE FULLY


ENGINEER

LUMP SUM

(d) PROVIDE MULTIPLE ACCOMMODATION

UNITS FULLY FURNISHED AND

EQUIPPED FOR THE ENGINEER

LUMP SUM

(e) PROVIDE FULLY FURNISHED AND

EQUIPPED TEMPORARY

ACCOMMODATION AND OFFICES FOR

THE ENGINEER

LUMP SUM

(f) MAINTAIN AND PAY ALL RENTS AND

MUNICIPAL SERVICES FOR TYPE IHOUSE FULLY FURNISHED AND


(HOUSE

UNIT)X (MONTH)

(g) MAINTAIN AND PAY ALL RENTS AND

MUNICIPAL SERVICES FOR TYPE IIHOUSE FULLY FURNISHED AND


(HOUSE

UNIT)X (MONTH)

(h) MAINTAIN AND PAY ALL RENTS AND

MUNICIPAL SERVICES FOR TYPE IIIHOUSE FULLY FURNISHED AND


(HOUSE

UNIT)X (MONTH)

(i) MAINTAIN AND PAY ALL RENTS AND (HOUSE

MUNICIPAL SERVICES FOR MULTIPLE

ACCOMMODATION UNITS FULLY


ENGINEER

UNIT)X (MONTH)

(j) MAINTAIN AND PAY ALL RENTS AND

MUNICIPAL SERVICES FOR FULLY

FURNISHED AND EQUIPPED

TEMPORARY ACCOMMODATION AND

OFFICES FOR THE ENGINEER

(HOUSE

UNIT)X (MONTH)

All SUBITEMS 14.01(a) to (j) shall be applied in the casewhere the houses, furniture and equipment reverts toeither the Employer or Contractor upon completion ofthe Contract.

ITEM UNIT

14.02 OFFICES FOR THE ENGINEER

(a) PROVIDE FULLY FURNISHED AND

EQUIPPED OFFICES FOR THE ENGINEER

LUMP SUM

(b) MAINTAIN AND PAY ALL RENTS AND


FURNISHED AND EQUIPPED OFFICES

FOR THE ENGINEER

(OFFICE

UNIT)X(MONTH)

Both SUBITEMS 14.02(a) and (b) shall be applied in thecase where the houses, furniture and equipment revertsto either the Employer or Contractor upon completion ofthe Contract.

ITEM UNIT

14.03 WASH HOUSE FOR THE

ENGINEER:

(a) PROVIDE AND MAINTAIN FULLY

FURNISHED AND EQUIPPED WASH

HOUSE FOR THE ENGINEER

LUMP SUM





(WASH HOUSE

UNIT) X(MONTH)


ITEM UNIT

14.04 SITE CABIN/OFFICE FOR THE

ENGINEER:


EQUIPPED SITE CABIN / OFFICE

FOR THE ENGINEER

LUMP SUM

(b) cabin / office for the EngineerMAINTAIN AND PAY ALL RENTS

AND MUNICIPAL SERVICES FOR

FULLY FURNISHED AND EQUIPPED

SITE

(SITE CABIN

/OFFICE UNIT)X (MONTH)


ITEM UNIT

14.05 FOUR WHEEL DRIVE STATION

WAGON FOR THE ENGINEER:

(a) PROVIDE VEHICLES FOR THE

ENGINEER (SPECIFY TYPE AND

NUMBER)

LUMP SUM



(b) OPERATE AND MAINTAIN VEHICLES

(SPECIFY TYPE AND NUMBER) FOR AN

AVERAGE OF 2500 KM PER MONTH

VEHICLE

X MONTH

(c) OPERATE VEHICLES SPECIFIED FOR

TRAVEL DISTANCE IN EXCESS OF

AVERAGE 2500 KM PER MONTH

KILOMETRES

(km)

All SUBITEMS 14.05(a) to (c) shall be applied in the casewhere the vehicles revert to the Employer or Contractorupon completion of the Contract.

ITEM UNIT

14.06 FOUR WHEEL DRIVE DOUBLE

CAB PICK-UP FOR THE ENGINEER


ENGINEER AND EMPLOYER (SPECIFY

TYPE AND NUMBER)

LUMP SUM

(LS)


(SPECIFY TYPE AND NUMBER) FOR

AN AVERAGE OF 2500 KM PER

MONTH

VEHICLE X

MONTH




KIILOMETRES

(km)

All SUBITEMS 14.06(a) to (c) shall be applied in the casewhere the vehicles revert to either the Employer orContractor upon completion of the Contract.

ITEM UNIT

14.07 SURVEY EQUIPMENT FOR THE

ENGINEER

LUMP SUM

(a) PROVIDE SPECIFIED SURVEY

EQUIPMENT FOR THE ENGINEER

LUMP SUM

(b) MAINTAIN SPECIFIED SURVEY


MONTH

Both SUBITEMS 14.07(a) and (b) shall be applied in thecase where the survey equipment reverts to either theEmployer or Contractor upon completion of theContract.

ITEM UNIT

14.08 LABORATORY FOR THE

ENGINEER

LUMP SUM

(a) PROVIDE LABORATORY FULLY

FURNISHED FOR THE ENGINEER

LUMP SUM

(b) MAINTAIN LABORATORY FULLY


MONTH

Both SUBITEMS 14.08(a) and (b) shall be applied in thecase where the laboratory and furniture reverts to eitherthe Employer or contractor upon completion of theContract.

ITEM UNIT

14.9 LABORATORY EQUIPMENT FOR

THE ENGINEER

LUMP SUM

(a) PROVIDE SPECIFIED LABORATORY


LUMP SUM

(b) MAINTAIN SPECIFIED LABORATORY


MONTH

Both SUBITEMS 14.9(a) and (b) shall be applied in thecase where the laboratory equipment reverts to eitherthe Employer or Contractor upon completion of theContract.

Payment for providing vehicles, for providing andmaintaining houses, offices, laboratory, survey

equipment, wash house and site cabin for theEngineer’s Representative will be made at the LumpSum entered in the Bill of Quantities, for each singleitem of each type, on the following basis:

(i) 50% of the Lump Sum when the respective facilitiesare completed, and accepted by the Engineer, fullyfurnished and equipped.

(ii) 50% of the Lump Sum will be paid in equalinstalments over the Contract period. Theinstalments shall be deemed to cover maintenanceof buildings, furniture, equipment and services,supply of electricity and water as specified in theSpecifications. The Employer may withhold orreduce any instalments if the Contractor fails in hismaintenance obligations.

All payments are subject to deduction of RetentionMoney, as provided in the Conditions of Contract.

Payment for operating and maintaining vehicles underITEMS 14.05 and 14.06, SUBITEMS (b) and (c) above, forthe Engineer, his staff and the Employer’s, will be madeas follows:

(i) By rates per vehicle month, SUBITEM (b). Such ratesshall include for the first 2,500 km per vehicletravelled in any calendar month. Should a vehiclebe used for less than 2,500 km in a particularmonth, then the unused distance shall be offsetagainst months when the distance travelledexceeds 2,500 km.

(ii) By a rate per km, SUBITEM (c), over and above thefirst 2,500 km per vehicle travelled in any onecalendar month, subject to the condition mentionedin above.

The rates bid by the Contractor shall include forprovision of the vehicle all licensing, insurance, fuel,lubricants, maintenance and repairs, drivers salariesand allowances and replacement of the vehicles shouldthis be considered necessary by the Engineer.

All payments are subject to deduction of RetentionMoney, as provided in the Conditions of Contract.

ITEM UNIT

14.10 MEALS IN CONTRACTOR’S MESS

HALL FOR THE EMPLOYER’S STAFF

NUMBER

(no)

Payment for provision of meals shall be made at theunit price for which payment shall be full compensationfor all costs incurred for providing either breakfast,lunch or supper respectively as required.




SECTION 1500: ACCOM-MODATION OF TRAFFIC


1501 SCOPE 1000-311502 GENERAL REQUIREMENTS 1000-311503 TEMPORARY TRAFFIC CONTROL

FACILITIES 1000-311504 CONSTRUCTION OF DEVIATIONS 1000-321505 TEMPORARY DRAINAGE WORKS 1000-321506 EARTHWORKS FOR DEVIATIONS OR

EXISTING ROADS USED AS DEVIATIONS 1000-331507 GRAVELLING OF DEVIATIONS OR OF

EXISTING ROADS USED AS DEVIATIONS 1000-331508 ASSISTANCE TO THE PUBLIC 1000-331509 USE OF MINOR PRIVATE ROADS AS

DEVIATIONS 1000-331510 RIDING QUALITY AND MAINTENANCE OF

DEVIATIONS AND EXISTING ROADS

USED AS DEVIATIONS 1000-331511 SIGNS, BARRIERS AND TEMPORARY

FENCING, GATES AND GRID GATES 1000-341512 ACCOMMODATION OF TRAFFIC WHERE

THE ROAD IS CONSTRUCTED IN HALF

WIDTHS 1000-341513 THE USE OF DEVIATION BY THE

CONTRACTOR 1000-341514 OBLITERATION OF DEVIATIONS 1000-341515 PENALTY FOR FAILURE TO COMPLY

WITH THESE SPECIFICATIONS 1000-341516 MEASUREMENT AND PAYMENT 1000-34

1501 SCOPE This section covers the construction and maintenanceof the necessary deviations and detours, barricadesand signs, and everything necessary for the safe andeasy passage of all public traffic during the constructionand maintenance periods also the obliteration ofdeviations as they become redundant.


(a) Handing over the Site The Site will be handed over to the Contractor in thelengths and sequence specified in the SpecialSpecifications (b) Providing deviations Except where the existing road is to remain in use forthrough traffic, the Contractor shall provide, construct orput in order such deviations as may be provided fordeviating traffic from such sections of the road as arehanded over to him. The Contractor shall be responsible for the safe andeasy passage of public traffic past or over sections ofroads of which he has occupation. The Contractor shallat all times in all his operations and in using hisconstructional equipment take the necessary care toprotect the public and to facilitate the flow of traffic. (c) Minimum vertical clearance The minimum vertical clearance over any section of adeviation shall be 5m. (d) Property and survey beaconsWhere possible, deviations shall be constructed so asnot to damage or displace property or trigonometrically-

survey beacons. In exceptional cases where this is notpossible, the Contractor shall notify the Engineer ingood time so that he may arrange to have them suitablyreferenced before they are displaced.

(e) Access to propertiesThe Contractor shall also provide and grant access topersons whose properties fall within or adjoin the areaover which he is working, and in this respect theContractor’s attention is drawn to the Conditions ofContract.

(f) Approval of deviationsThe need for details concerning all deviations shall beapproved by the Engineer before the construction ofsuch deviations commences, and the Contractor shallsatisfy himself before bidding that he can makearrangements in respect of any deviations as may benecessary for the safe and convenient passage oftraffic.

(g) Temporary Works The deviations provided by the Contractor shall includethe construction of temporary gates, grid gate, fences,drainage works and other incidentals considered by theEngineer to be necessary. (h) Public servicesThe Contractor, in cooperation with the Engineer, shallmake arrangements for all public services such aspower lines, telephone lines, water mains, etc, to bemoved where required for the construction of deviationsand he shall be solely responsible for the safety of suchservices. No payment will be made for any additionalexpenses caused by delays in moving such services.Where the moving of services is not required, theContractor shall clearly indicate where such servicescross the deviation so that these points will be clearlyvisible to the operating staff.

1503 TEMPORARY TRAFFIC CONTROLFACILITIES

(a) Programme for control of trafficFollowing the award of the Contract, the Contractorshall submit to the Engineer a detailed Programme forPassing of Traffic. Such programme shall be approvedby the Engineer before the Contractor commenceswork, and shall show amongst other things the methodof protection of the public and give details of the hoursof operation, location, types and numbers of trafficsafety devices, barricades, warning signs, flagmen andthe like. The Programme for Passing of Traffic shall bein accordance with and complementary to theProgramme of Works submitted under SECTION 1200above.

In the preparation of this Programme of Passage ofTraffic, the Contractor should take into considerationthe following:− The Contractor shall conduct his operation in such

a manner that no greater length or amount of workis undertaken than he can carry out efficientlyhaving due regards to the rights and convenience ofthe public.

− If the Contractor proposes a road closure he shallprovide an alternative routing of the traffic whichmust be approved by the Engineer.

− No revisions shall be made to the approvedProgramme for Passing of Traffic without the priorwritten permission of the Engineer, and theContractor shall allow 14 days for the Engineer toreview any request for a revision of the Programmefor Passage of Traffic.

− The Programme for Passage of Traffic shallconform in all respects with the requirements of this



Specification.

(b) Traffic control devicesTraffic –control devices involve, but are not restricted to,the use of flagmen, traffic lights, portable STOP and GOsings, and traffic – control signs, whichever may be themost suitable methods under prevailing circumstances.

The type of construction, spacing and placement oftraffic control facilities shall be in accordance with theprescriptions and recommendation of the latest editionof the relevant Road Traffic Signs Manual, and inaccordance with the drawings and instructions of theEngineer. The various traffic- control facilities whichmay be required are the following, or as directed by theEngineer: (i) Road signs and barricades

Road signs shall include all road signs in the R, Wand G series, which shall also include danger platesand movable barricades (ROAD CLOSED signsand the chevron type). Road signs shall be made ofsteel sheets, 1.40 mm thick, or other materialsapproved by the Engineer; all background lettersand symbols shall be of engineering – gradereflective material. Road signs shall comply withthe requirements of SECTION 5400.

(ii) Channelisation devices and barricades

Channelisation devices shall include cones,delineators and drums. Barricades include barrierlattices or other types as shown on the Drawingsand movable barricades. Steel drums shall be cut, painted white andprovided with reflective tape strips as shown on theDrawings. Drums shall be kept in position withballast of sand or soil.. Stones shall not be used forthis purpose. Drums shall be maintained in a cleanand serviceable condition.

(iii) Barriers

Barriers for preventing vehicles from leaving thepermitted lanes may consist of guardrails on bothsides of steel drums for separating two oppositetraffic streams, movable concrete barriers (NewJersey type), or ordinary guardrails which complywith the provision of SECTION 5200.

(iv) Warning devices and traffic lightsWarning devices consist of amber flicker lights.Traffic lights shall be operated automatically, byradio or manually in a proper manner by adequatelytrained staff.

(v) Road markingsRoad markings, as specified in SECTION 5500, maybe required on sealed surfaces and will includeroad marking studs wherever necessary. The roadmarkings shall be made in accordance with theprovisions of SECTION 5500. Any painted roadmarkings which no longer apply shall be removedor over painted with black road paint. Road markingstuds shall be removed completely.

(c) Passage and control of trafficIt is an intention of the Contract that public traffic shouldbe able to pass along the road to bereconstructed/rehabilitated including bridges at all timesduring construction and in all weather. For this purpose,the Contractor will be required to order his work etc. insuch a way as to assure that a single lane at least 3.0mwide is available for public traffic at all times and heshall furnish sufficient pilot-cars and drivers, competentflagmen and the like to control and regulate the flow oftraffic under one-way traffic operations.

The frequency and duration of delays to traffic while

passing through, over or across the Works, shall bekept to a minimum. They shall, in no case exceed halfan hour and should normally be less than 20 minutes.Any method of working which requires road closures inexcess of 30 minutes shall be the subject of 48 hoursprior notice to and agreement of the Engineer, who mayrefuse to allow such closure in default of due notice.

The Contractor shall take particular care, when passingtraffic through his Works, that all excavations and otherhazards are properly protected with barriers and areilluminated at night.

1504 CONSTRUCTION OF DEVIATIONS

(a) GeneralWhere in the opinion of the Contractor it is preferablenot to pass traffic through the Works, the Contractorwill, upon previous approval of the Engineer, be allowedto construct and maintain deviations provided that suchdeviations are passable to traffic at all times, subject tothe provisions of SECTION 1507 below.

The length of the deviations shall be of the shortestpractical length having regard to gradient andobstruction and shall be sited as agreed between theEngineer and the Contractor.

Where required in the Special Specifications or by theEngineer, temporary deviations shall be provided withbituminous surfacing in accordance with therequirements of the Special Specifications or of SERIES

4000, or as may be prescribed by the Engineer.

(b) Widths, gradient, camberFor the deviation of an existing trunk road, thecarriageway width of the temporary road shall be thewidth of the existing carriageway or 6.0m whichever isthe lesser. If wider deviations are required, such widthsshall be specified in the Special Specifications or on theDrawings.

For the deviation of a minor public road or a privateroad, the width of the temporary carriageway shall bethe same as the existing carriageway, or such lesserwidth as agreed by the Engineer.

Where in the opinion of the engineer, it is impracticableto provide a two-lane deviation, a single lanecarriageway not less than 3.0 m wide with traffic controland passing places shall be provided.

The verges of the deviation shall be cleared andmaintained clear for a width of at least 1.5 m beyondthe edge of the carriageway or such lesser width as theEngineer may agree.

The gradient of any deviation shall not be greater than10% except with the express approval of the Engineer,and any acute intersection of gradient shall be properlygraded to a smooth vertical curve, to the satisfaction ofthe Engineer.

1505 TEMPORARY DRAINAGE WORKS (a) General Temporary ditches and culverts of adequate size andstrength shall be provided alongside and under thetemporary road to the satisfaction of the Engineer. The Contractor shall construct the necessary temporarydrainage works such as side drains, catch water drains,mitre drains, culverts, etc to deal adequately withsurface runoff. The temporary culverts of adequatetype and size shall be installed on existing drainage



channels wherever required by the Engineer. Anysuitable prefabricated culverts salvaged from anexisting road or an abandoned deviation may be re-used if in a good condition and approved by theEngineer. (b) Temporary bridges Where it is necessary to construct a deviation to permitconstruction of a new bridge the Contractor shallprovide and maintain a temporary bridge over thewaterway. The minimum clear width of a temporarybridge shall be 3.5 m and the strength shall beadequate for normal road vehicles. The bridge designand specification shall be approved by the Engineerbefore construction is commenced. Approach roadsshall comply with CLAUSE 1504 above. (c) Drifts Where a road is deviated to cross a large watercoursewhich is impracticable to bridge or culvert, a drift shallbe constructed of stones or small boulders with theintersections filled with spalls to make a firm bottom.This pitching shall be carried up the banks of thewatercourse above the flood level of the stream. Thedimension of the drift shall be such that there is lessthan 0.15 m of water over the road at all times, exceptin flood. The edge of the drift shall be defined with postsor other markers and a gauge installed to indicate themaximum depth of water over the road. The minimumwidth of the drift shall be 3.5 m. The Contractor shall render to the public all possibleassistance, particularly in times of flood, and ifnecessary shall provide a vehicle, labour and tow ropeto extract vehicles immobilised in the drift.

1506 EARTHWORKS FOR DEVIATIONS OREXISTING ROADS USED AS DEVIATIONS The Contractor shall shape and grade the deviationsand shall make full use of all material that can beobtained from alongside the deviation, from side cuts orfrom the immediate vicinity. If an adequate quantity ofmaterial cannot be obtained in this manner, he shallimport material from other sources. Where necessary,cuttings shall be made to obtain a satisfactory verticalalignment. The Contractor shall also perform thenecessary clearing and grubbing, including the removalof all trees and stumps. Where the subgrade is notsufficiently dense in its natural state, it shall be giventhree roller passes compaction as specified in SERIES

3000 prior to the construction of the earthworks. All material shall be watered, mixed and compactedwith suitable compaction equipment to give sufficientdensity to the material so that it will be capable ofcarrying traffic without undue wear or distress. In caseof disagreement between the Engineer and theContractor as to the adequacy of this compaction, drydensity of 90% of BS-heavy density shall be taken asthe required minimum density. Wherever possible, fords shall be constructed from rockfill or course material. Pollution and siltation of watercourses shall be controlled. The Contractor shallconstruct cuttings where required.

1507 GRAVELLING OF DEVIATIONS OREXISTING ROADS USED AS DEVIATIONS The deviations shall be provided with a wearing courseof suitable gravel approved by the Engineer. The Contractor shall provide, spread, water mix andcompact such material to a density where it can carrytraffic without undue wear and tear. In case ofdisagreement between the Engineer and the contractoras to the adequacy of compaction, a dry density equalto 90% of BS-Heavy density shall be taken as the

required minimum density.

1508 ASSISTANCE TO THE PUBLIC The Contractor shall be responsible for safelymaintaining and directing traffic through or around anypart of the Works included in the Contract, with themaximum practical convenience, for the full twenty fourhours of each day. The Contractor shall render to the public all possibleassistance when they are passing over roadsmaintained by him and over minor, private or temporaryroads or bridges when used as deviation or whenpassing through the Works. Whenever the Contractor’s operations create acondition hazardous to traffic or to the public, he shallfurnish, erect and maintain such fences, barricades,lights, signs and other services, as are necessary toprevent accidents or damage or injury to the public. The Contractor shall also train and furnish such guardsand flagmen as are necessary to give adequatewarning to traffic or to the public of any dangerousconditions that might be encountered and shall provideprompt assistance to any vehicle experiencing difficultyin passing over the Works under construction, orthrough any deviations or roads maintained by theContractor, if necessary by providing a towing vehicle,labour and tow rope to assist such vehicles. Should the Contractor appear to be neglectful ornegligent in furnishing warning and protectivemeasures, as above provided, the Engineer may directattention to the existence of hazard, and the necessarywarning and protective measures shall be furnished andinstalled at the Contractor’s expense. Should theEngineer point out the inadequacy of warning andprotective measures, such action on the part of theEngineer shall not relieve the Contractor fromresponsibility for public safety or relieve him of hisobligation to furnish and pay for these devices.

1509 USE OF MINOR PRIVATE ROADS ASDEVIATION Where agreed by the Engineer that the Contractor mayuse a minor or private road as a deviation, theContractor shall be entirely responsible for negotiationwith and obtaining the prior consent of the authoritiesand owners, and shall pay for any additionalmaintenance costs or shall if necessary, himselfmaintain the minor road for the period it is used as adeviation, shall reinstate the road afterwards to thesatisfaction of the authority or owner, and shallcompensate the authority or owner for any damagearising out of the use of the road as a deviation. The standard of such minor or private road when usedas a deviation shall at least comply with Clause abovefor temporary roads and if necessary the Contractorshall, at his own expense improve the road to bring it tothis standard before it is used as a deviation, and shallmaintain it to that standard while it is used as deviation. The length of the deviation shall not be excessive andshall be kept as short as practicable. As a guide, anypart of the deviation shall generally not exceed twicethe undeviated length of the corresponding part of theoriginal road, while the total route distance via alldeviations shall generally not exceed that via theoriginal road by more than 25%.

1510 RIDING QUALITY AND MAINTENANCEOF DEVIATIONS AND EXISTING ROADSUSED AS DEVIATIONS The surface of all deviations shall be maintained



smooth, free from ruts and potholes and loose material,and shall be graded and watered as required. Where existing roads are to be used as deviations, theContractor shall after consultation with the Owner orAuthority having control of such road, carry out anyimprovements, repairs, alterations or additions to suchroads as may be required to bring them to a conditionssuitable for traffic and to the satisfaction of theEngineer. All deviations and existing roads used as deviation shallbe maintained by the Contractor in a safe trafficablecondition. The roads and deviations shall be gradedand watered to provide a smooth riding surface freefrom corrugations and to keep dust down. All potholesshall be repaired immediately. The Contractor shall also water the deviations to keepdown dust or to facilitate the proper suppressant asmay be required instead of water if considered by theEngineer to be more effective. All drainage works shallbe maintained in a good working order.

1511 SIGNS, BARRIERS AND TEMPORARYFENCING, GATES AND GRID GATES The Contractor shall be responsible for the provision,erection, maintenance and removal of all temporarysigns and barriers necessary for safety andconvenience, to pass traffic not only upon the existingroad to be constructed or realigned and such temporaryroads or bridges as he may construct, but also on allminor and private roads off the site of the Works whichare used as deviations. Temporary “Advance DetourSigns” shall be erected before any road junction and a“Detour Sign” shall be erected at the junction of thedeviation route and other minor roads where there isany possibility of the diverted traffic mistaking the routeof the detour, and there shall be mounted on the sameposts, a sign bearing the inscription “Detour”. In addition, any hazard such as a narrow bridge, drift,level crossing, steep hill, sharp bend, etc. occurring onthe deviation shall be marked by the Contractor with theappropriate sign, if the existing sign is inadequate ornone existent. All sharp bends, and all places where theshoulder is higher than 2.0 m above the natural groundshall be marked with painted posts. Where ordered by the Engineer or specified on theDrawings or in the Special Specifications, theContractor shall make his own arrangements forproviding either new fencing and gates or moving andsubsequently reinstating existing fencing and gates inaccordance with the provisions of SECTION 5300.

1512 ACCOMMODATION OF TRAFFIC WHERETHE ROAD IS CONSTRUCTED IN HALFWIDTHS Whereby for reasons of difficult terrain or for any otherreason, the construction of deviations is not feasible,the Contractor shall upon the written instruction theEngineer, construct the road in half widths to allowtraffic to use that half of the road not under construction.The length of the half width construction shall be kept toa minimum, with provision for traffic travelling inopposite directions to pass at frequent intervals. The Contractor shall arrange his work so as to allowtraffic to have free one way access to at least half thewidth of the roadway at all times during theConstruction period. He shall maintain that half of theroad, which is being used for traffic for the time being,free from corrugations, to the satisfaction of theEngineer Should the road be not in a safe trafficable condition for

two way traffic over the entire width at the end of eachday’s work the Contractor shall provide adequateflagmen, signs, traffic lights, barricades, light a and thenecessary staff at his own cost to ensure a free flow oftraffic alternatively in each direction through the entireperiod when the roadway is open to one way trafficonly.

1513 THE USE OF DEVIATIONS BY THECONTRACTOR Where the Contractor constructs haul or constructionroads for accommodating construction traffic, he shallconstruct and maintain them at his own cost and inaccordance with details previously agreed with theEngineer, in writing. Such roads shall be obliterated andtheir surfaces properly reinstated when no longerrequired, all at the Contractor’s owns cost. The Contractor shall have the right to use public roads,including deviations open to public traffic, but where hisown traffic causes excessive damage or wear to suchroads or constitutes a condition hazardous to publictraffic, the Engineer shall have the right to regulate histraffic over such deviations and require the Contractorto provide at his own cost, such maintenance as in theEngineer’s opinion will be necessary.

1514 OBLITERATION OF DEVIATIONS When traffic is routed permanently onto the new roadfollowing the completion of construction, the deviationswhich are no longer required and , unless otherwiseinstructed by the Engineer, such sections of obsoleteroads and road marking as instructed by the Engineer,shall be obliterated in accordance with SECTION 5800.

1515 PENALTY FOR FAILURE TO COMPLYWITH THESE SPECIFICATIONS If the Engineer is not satisfied that the Contractor hasfully complied with the provisions of theseSpecifications having given adequate notice to theContractor and in the event of the Contractor’ssubsequent default, the Employer shall deduct from anypayments due to the Contractor all reasonableexpenses necessitated by the failure of the Contractorto properly comply with the provisions of theseSpecifications.

1516 MEASUREMENT AND PAYMENTNo separate payment will be made in respect of workundertaken in compliance with the provisions of thisSection. The relevant cost shall be included by theContractor in his rates in the Bill of Quantities orelsewhere, except where separate payment is specifiedin the Special Specifications and included in the Bill ofQuantities.

Construction of temporary deviations provided withbituminous surfacing shall be taken to require separatepayment under the relevant items provided in SERIES

4000.




SECTION 1600: OVERHAUL


1601 SCOPE 1600-351602 DEFINITIONS 1600-351603 MEASUREMENT AND PAYMENT 1600-35

1601 SCOPE This Section covers the hauling of overhaul materials asdefined herein from the place of excavation to theposition of placement, where such haul distance is inexcess of free haul distance as defined herein. Overhaul will be paid for as specified in the SpecialSpecification.

1602 DEFINITIONS

(a) Layers to which overhaul appliesThe Contractor’s attention is drawn to that overhaul willonly be paid for in the cases where it is so specified inthe Special Specification. Overhaul material shall betransported material to which overhaul applies whenhauled in excess of the free haul distance and shallinclude only the gravel materials, soil or rock materialsused in the construction of fills, pavement layers, banksand dykes as follows:

(i) Earthworks where the following material types areprescribed as the minimum quality:− Fill materials: G3, Dumprock− Improved subgrade: G7, G15

(ii) Pavement layers where the following material typesare prescribed as the minimum quality:− Subbase or base course: G25, G45, G60, G80,

C2, C1, CM− Gravel wearing course: GW

Overhaul shall not be paid for materials made fromcrushed stone or crushed rock such as material typesCRR and CRS, nor for materials used in side fill,bituminous layers and bituminous seals, concrete andrip-rap. (b) Haul distance The haul distance shall be the distance between thecentre of volume of the overhaul material in the cut orborrow pit before excavation and the centre of volumeof the portion of the fill constructed with the overhaulmaterial. The distance between the centres of volume shall bemeasured along the centre line of the road, and anyadditional distance of haul ascribed to the following of adifferent haul route will not be considered. Cut and fillvolumes for ramps, road approaches and connectionson either side of the road shall be considered asconcentrated at the centre line of the main roadwayunder construction for computing overhaul quantities forpayment, unless otherwise specified in the SpecialSpecifications. The haul distance for material from borrow pit shall bemeasured along the shortest route determined by theEngineer as being feasible and satisfactory. Should theContractor choose to haul material over some otherlong route, computations for payment shall neverthelessbe based on the haul distance measured along the

shortest route approved by the Engineer. The hauldistance for borrow materials shall be measured to thenearest 0.1 km. Any handling of materials such as stabilisation, crushingand/or screening oversize materials, etc. shall not haveany effect on the haul distance. (c) Free- haul distance The free haul distance shall be the distance whichmaterial as described in SUBCLAUSE 1602(a) must betransported on any trip before overhaul becomespayable. This distance shall be as given in TABLE

1602/1 for material in the respective layers. Overhaul shall apply to all overhaul in excess of thedistance given for materials where the followingmaterial types are prescribed as a minimum quality inthe Specifications or on the Drawings:

TABLE 1602/1FREE HAUL DISTANCES

Material for layerFree hauldistance(km)

Fill and improved subgrade layers(G3, G7, G15, DR)

1.0

Subbase and base course(G25, G45, G60, G80, C2, C1, CM)

2.0

Gravel wearing course (GW) 5.0

(d) Overhaul distanceThe overhaul distance shall be the total haul distance,minus the free haul distance measured to the nearest0.1 km.

(e) Quantity of materialThe quantity of material overhauled shall in all cases bemeasured in the same manner as the item for the layerto which the overhaul applies.

1603 MEASUREMENT AND PAYMENTOverhaul will only be paid for in the cases where it is sospecified in the Special Specifications. In the caseswhere overhaul is paid for, the measurement andpayment shall be as follows:

ITEM UNIT

16.01 OVERHAUL OF MATERIAL

HAULED IN EXCESS OF ITS

RESPECTIVE FREE HAUL DISTANCE

(a) MATERIAL FOR FILL OR IMPROVED

SUBGRADE LAYERS

CUBIC METRE

X KILOMETRE

(m3km)(b) MATERIAL FOR PAVEMENT LAYERS

AS SPECIFIED

CUBIC METRE

X KILOMETRE

(m3km)(c) MATERIAL FOR GRAVEL WEARING

COURSE

CUBIC METRE

X KILOMETRE

(m3km)

The unit of measurement shall be the cubic metre ofoverhaul material for layers described in CLAUSE

1602(a), measured in accordance with CLAUSE 1602(e),hauled in excess of free haul distance prescribed inCLAUSE 1602(c), multiplied by the overhaul distancemeasured for payment purposes in as describedCLAUSE 1602(d),

The bid rates overhaul shall include full compensationfor hauling material in excess of the free haul distances.




SECTION 1700:ENVIRONMENTALPROTECTION AND WASTEDISPOSAL


1701 SCOPE 1000-361702 GENERAL 1000-361703 LANDSCAPE PRESERVATION 1000-361704 TEMPORARY SOIL EROSION CONTROL 1000-371705 PRESERVATION OF TREES AND

SHRUBBERY 1000-371706 PREVENTION OF WATER POLLUTION 1000-381707 ABATEMENT OF AIR POLLUTION 1000-381708 DUST ABATEMENT 1000-381709 NOISE ABATEMENT 1000-391710 LIGHT ABATEMENT 1000-391711 PRESERVATION OF HISTORICAL AND

ARCHEOLOGICAL DATA 1000-391712 PESTICIDES 1000-391713 CLEANUP AND DISPOSAL OF WASTE

MATERIALS 1000-391714 MEASUREMENT AND PAYMENT 1000-40

1701 SCOPEThis section covers the Environmental Protection andWaste Disposal to be exercised by the Contractor in allwork on the Contract. The obligations herein do notprejudice any other clauses in this Specification.

1702 GENERALThe Contractor shall comply with the StatutoryRegulations in force in Tanzania regardingenvironmental protection and waste disposal and shallliase with the responsible national and local authorities.

The Contractor shall for those of his activities whichhave, or are likely to have, an impact on theenvironment, keep records relating to:- The amount of waste and by-products generated by

the activity- The economic value of the activity- The observable effects of the environment- How far, in the opinion of the Contractor, the

provisions of the Statute has been complied with.

The Contractor shall afford the officials of the relevantauthorities free access to inspect the project site, plant,workshops and the like to check whether the provisionsin the Statute are being complied with.

1703 LANDSCAPE PRESERVATION

(a) GeneralThe Contractor shall exercise care to preserve thenatural landscape and shall conduct his constructionoperations so as to prevent any unnecessarydestruction, scarring, or defacing of the naturalsurroundings in the vicinity of the work. Except whereclearing is required for permanent works, approvedconstruction roads, or excavation operations, all trees,native shrubbery, and vegetation shall be preservedand shall be protected from damage by the Contractor’sconstruction operations and equipment. The edges ofclearings and cuts through trees, shrubbery, andvegetation shall be irregularly shaped to soften the

undesirable visual impact of straight lines. Movementof labour and equipment within the right-of-way andover routes provided for access to the work shall beperformed in a manner to prevent damage to grazingland, crops, or property.

Except as otherwise provided in this Specificationsspecial reseeding or replanting will not be requiredunder these specifications; however, on completion ofthe work, all work areas not seeded shall be scarifiedand left in a condition which will facilitate naturalrevegetation, provide for proper drainage, and preventerosion. All unnecessary destruction, scarring, damage,or defacing of the landscape resulting from theContractor’s operations shall be repaired, replanted,reseeded or otherwise corrected as directed by theEngineer, and at the Contractor’s expense.

The species used for replanting must not be listed as anoxious weed and the seed blends used must notcontain seeds from such.

The use of fertiliser can only be carried out with theapproval of the Engineer. Especially near open waterand at sandy soils near drinking water interests, the useof fertilisers should be avoided. Leaching from manureto open water areas could also cause nutrients pollutionto the waters, and the application of such shouldtherefore be avoided, and only carried out if approvedby the Engineer. When available well decomposedcompost should be preferred to manure.

(b) Construction roadsThe location, alignment, and grade of constructionroads shall be subject to approval of the Engineer.When no longer required by the Contractor,construction roads shall, if required by the Engineer, berestored to the original contour and made impassable tovehicular traffic. The surfaces of such constructionroads shall be scarified as needed to provide acondition which will facilitate natural revegetation,provide for proper drainage, and prevent erosion.

(c) Construction facilitiesThe Contractor’s workshops, office, and yard area shallbe located and arranged in a manner to preserve treesand vegetation to the maximum practicable extent. Onabandonment, all temporary buildings, includingconcrete footings and slabs, and all constructionmaterials and debris shall be removed from the site.The area shall be regraded, as required, so that allsurfaces drain naturally, blend with the natural terrain,and are left in a condition that will facilitate naturalrevegetation, provide for proper drainage, and preventerosion.

(d) Blasting precautionsIn addition to any requirements of local regulations, theContractor shall adopt precautions when usingexplosives which will prevent scattering of rocks,stumps, or other debris outside the work area, andprevent damage to surrounding trees, shrubbery, andvegetation.

(e) Quarries, borrow pits and storage areas etc.Problems with erosion in the borrow pit must beavoided, if necessary by the construction of temporarybanks, but preferably by the choice of pits.

When they are no longer required, all quarry sites,borrow pits and areas used for the disposal or storageof surplus materials and asphalt plants shall bereinstated by landscaping including the replacementand spreading of topsoil as directed by and to thesatisfaction of the Engineer. Steep quarry walls shall befenced to prevent livestock and people falling in thequarry. Permanent water holes shall be left unchangedunless very close to settlements. Under these



circumstances the local people should decide on thefuture of the water holes.

Material not capable of supporting vegetation shall beused as fill and subsequently evenly covered with softmaterials. Spoil from road building, excess stockpiledmaterial etc. can only be used for fill in the borrow pit,provided it does not effect the hydrology of the site. Ifthere is not sufficient soft material the remainingportions shall be scarified along the contours to avoiderosion.

Haul roads must be obliterated, scarified and earthbanks constructed to prevent erosion and all damagedfences and structures reinstated.

Erosion mitigating measures shall be given priority toensure proper drainage, being of the great importancearound human habitation, where permanent water holesmight be a health risk.

It must be noted that the Taking-Over Certificate will notbe issued, before a proper reshaping and replanting ofborrow pits has been carried out to the satisfaction ofthe Engineer.

1704 TEMPORARY SOIL EROSION CONTROL

(a) ScopeThese Works shall consist of temporary controlmeasures as shown on the Drawings or required by theEngineer during the process of the Works, to controlsoil erosion and water pollution, by use of berms,dykes, silt fences, brush barriers, dams, sedimentbasins, filter mats, netting, gravel, mulches, grasses,slope drains, and other erosion control devices ormethods. Appropriate control measures will be requiredto avoid emission of high concentration of sedimentsinto wetlands, swampy areas and other particularsensitive areas.

The temporary erosion control provisions shall becoordinated with permanent erosion control features toassure economical, effective and continuous erosioncontrol throughout the period of the Works.

(b) ConstructionA schedule of proposed temporary (and permanent) soilerosion control Works shall be developed by theContractor at the commencement of the Contract, inconsultation with the Engineer and to his satisfaction.

The Contractor shall carry out (and maintain) temporaryerosion control to prevent soil erosion that will adverselyaffect construction operations, damage adjacentproperties, or cause contamination of adjacent streamsor other watercourses, lakes, ponds, swamps or otherareas of water impoundment. Such Works may involveconstruction of temporary berms, dykes, dams,sediment basins, slope drains or use of temporarymulches, mats, seeding or other control devices ormethods as necessary to control erosion. Cut and fillslopes shall be seeded and mulched as the excavationproceeds, to the extent considered desirable andpracticable by the Engineer.

Temporary erosion control may include constructionoutside the right-of-way where such work is necessary,as a result of roadway construction, such as borrow pitand quarry operations, haul roads and equipmentstorage sites.

The Contractor shall incorporate all permanent erosioncontrol features as shown on the Drawings into theWorks at the earliest practicable time as outlined in hisschedule, to minimise the need for temporary erosioncontrol measures.

Where erosion is a problem, clearing and grubbingoperations shall be so scheduled and performed thatgrading operations and permanent erosion controlfeatures can follow immediately thereafter if conditionspermit; otherwise, temporary erosion control measuresmay be required between successive constructionstages.

The Engineer will limit the area of clearing andgrubbing, excavation, borrow and embankmentoperations in progress commensurate with theContractor’s capability in keeping the finished grading,mulching, seeding and other permanent erosion controlmeasures current in accordance with the schedule.Should seasonal limitations make such co-ordinationunrealistic, temporary erosion control measures shall betaken immediately to the extent feasible and justified.

The Engineer may increase or decrease the amount ofsurface area of erodible earth material to be exposed atone time by clearing and grubbing, excavation, borrowand fill operations as determined by his analysis ofproject conditions.

In the event that temporary erosion control measuresare required due to the Contractor’s negligence,carelessness or failure to install permanent controls aspart of the Works, scheduled or ordered by theEngineer, such Works shall be carried out by theContractor at his own expense.

The Works prescribed in this Clause shall not bemeasured for direct payment, but shall be consideredas subsidiary Works, the costs of which will be deemedto be included by the Contractor in his rates in the Bill ofQuantities for other items of work.

1705 PRESERVATION OF TREES ANDSHRUBBERY

(a) PreservationAll trees and shrubbery which are not specificallyrequired to be cleared or removed for constructionpurposes shall be preserved and shall be protectedfrom any damage that may be caused by theContractor’s construction operations and equipment.Special care shall be exercised where trees or shrubsare exposed to injuries by construction equipment,blasting, excavating, dumping, chemical damage, orother operations; and the Contractor shall adequatelyprotect such trees by use of protective barriers or othermethods approved by the Engineer. The removal oftrees or shrubs will be permitted only after priorapproval by the Engineer.

The layout of the Contractor’s construction facilitiessuch as workshops, ware houses, storage areas, andparking areas; location of access and haul routes; andoperation in borrow and spoil areas shall be plannedand conducted in such a manner that all trees andshrubbery not approved for removal by the Engineershall be preserved and adequately protected from eitherdirect or indirect damage by the Contractor’soperations. Except in emergency cases or whenotherwise approved by the Engineer, trees shall not beused for anchorage. Where such use is approved, thetrunk shall be wrapped with a sufficient thickness ofapproved protective material before any rope, cable, orwire is placed.

(b) Repair or treatment of damageThe Contractor shall be responsible for injuries to treesand shrubs caused by his operations. The term “injury”shall include, without limitation, bruising, scarring,tearing, and breaking of roots, trunk or branches. Allinjured trees and shrubs shall be repaired or treated



without delay, at the Contractor’s expense. If damageoccurs, the Engineer will determine the method of repairor treatment to be used for injured trees and shrubs asrecommended by an experienced horticulturist or alicensed tree surgeon provided by and at the expenseof the Contractor. All repairs or treatment of injuredtrees shall be performed under the direction of anexperienced horticulturist or a licensed tree surgeonprovided by and at the expense of the Contractor.

(c) ReplacementTrees or shrubs that, in the opinion of the Engineer, arebeyond saving shall be removed and replaced early inthe next planting season. The replacements shall bethe same species, or other approved species, and ofthe maximum size that is practicable to plant andsustain growth in the particular environment.Replacement trees and shrubs shall be stayed,watered, and maintained for a period of 1 year. Anyreplacement tree or shrub that dies shall be removedand replaced, as directed by the Engineer, with suchreplacements being maintained for a period of 1 yearfrom the date of replacement.

To obtain the maximum success with the planting, thetrees shall be well suited for the environment. This willnormally mean native species of trees or cultivatedtrees from local nurseries.

1706 PREVENTION OF WATER POLLUTION

(a) GeneralThe Contractor’s construction activities shall beperformed by methods that will prevent entrance, oraccidental spillage, of solid matter, contaminants,debris, and other pollutants and wastes into streams,flowing or dry watercourses, lakes, and undergroundwater sources. Such pollutants and wastes include, butare not restricted to, refuse, garbage, cement, concrete,sanitary waste, industrial waste, radioactivesubstances, oil and other petroleum products,aggregate processing tailings, mineral salts, andthermal pollution.

Dewatering work for structure foundations or earthworkoperations adjacent to, or encroaching on, streams orwatercourses shall be conducted in a manner toprevent muddy water and eroded materials fromentering the streams or watercourses by construction ofintercepting ditches, bypass channels, barriers, settlingponds, or by other approved means. Excavatedmaterials or other construction materials shall not bestockpiled or deposited near or on streambanks, lakeshorelines, or other watercourse perimeters where theycan be washed away by high water or storm runoff orcan in any way encroach upon the watercourse itself.

Turbidity increases in a stream or other bodies of waterthat are caused by construction activities shall bestrictly controlled. When necessary to perform requiredconstruction work in a stream channel, the turbidity maybe increased, as approved by the Engineer, for theshortest practicable period required to complete suchwork. This required construction work may includesuch work as deviation of a stream, construction orremoval of cofferdams, specified earthwork in oradjacent to a stream channel, pile driving, andconstruction of turbidity control structures. Mechanisedequipment shall not operate in flowing water except asnecessary to construct crossings or to perform therequired construction.

Wastewaters from aggregate processing, concretebatching, or other construction operations shall notenter streams, watercourses, or other surface waterswithout the use of such turbidity control methods assettling ponds, gravel-filter entrapment dikes, approved

flocculating processes that are not harmful to fish,recirculation systems for washing of aggregates, orother approved methods. Any such wastewatersdischarged into surface waters shall contain the leastconcentration of settleable material possible. For thepurpose of these specifications, settleable material isdefined as that material which will settle from the waterby gravity during a 1-hour quiescent detention period.

(b) Compliance with laws and regulationsThe Contractor shall comply with all applicableTanzanian laws, orders, regulations, and water qualitystandards concerning the control and abatement ofwater pollution.

If wells or other water sources, nevertheless, arepolluted, it is the responsibility of the Contractor tocompensate for this and provide the consumers withclean drinking water transported through pipes from anunpolluted source if required in the opinion of theEngineer.

1707 ABATEMENT OF AIR POLLUTIONThe Contractor shall comply with applicable Tanzanianlaws and regulations concerning the prevention andcontrol of air pollution.

Notwithstanding the above in conduct of constructionactivities and operation of equipment, the Contractorshall utilise such practicable methods and devices asare reasonably available to control, prevent, andotherwise minimise atmospheric emissions ordischarges of air contaminants.

The emission of dust into the atmosphere shall bestrictly controlled during the manufacture, handling, andstorage of concrete and road aggregates, and theContractor shall use such methods and equipment asare necessary for the collection and disposal, orprevention, of dust during these operations. TheContractor’s methods of storing and handling cementand pozzolans shall also include means of eliminatingatmospheric discharges of dust.

Equipment and vehicles that show excessive emissionsof exhaust gases due to poor engine adjustments, orother inefficient operating conditions, shall not beoperated until corrective repairs or adjustments aremade.

Burning of materials resulting from clearing of trees andbrush, combustible construction materials, and rubbishwill be permitted only when atmospheric conditions forburning are considered favourable and when authorisedby the Engineer. In lieu of burning, such combustiblematerials may be disposed of by other methods asprovided in this SPECIFICATION. Where open burning ispermitted, the burn piles shall be properly constructedto minimise smoke, and in no case shall unapprovedmaterials, such as tires, plastics, rubber products,asphalt products, or other materials that create heavyblack smoke or nuisance odours, be burned.

1708 DUST ABATEMENTDuring the performance of the work required by thesespecifications or any operations appurtenant thereto,whether on right-of-way provided by the Employer orelsewhere, the Contractor shall furnish all the labour,equipment, materials, and means required, and shallcarry out proper and efficient measures wherever andas often as necessary to reduce the dust nuisance, andto prevent dust which has originated from his operationsfrom damaging crops, orchards, cultivated fields, anddwellings, or causing a nuisance to persons. TheContractor will be held liable for any damage resultingfrom dust originating from his operations under thesespecifications on the right-of-way or elsewhere. The



Engineer may direct sprinkling or other measures fordust abatement if necessary to obtain adequate control.

1709 NOISE ABATEMENTThe Contractor shall comply with applicable Tanzanianlaws, orders, and regulations concerning theprevention, control, and abatement of excessive noise.

Workers shall be sufficiently supplied with ear-protection as required in the opinion of the Engineerand instructed in using them.

Blasting, the use of jackhammers, pile driving, rockcrushing, or other operations producing high-intensityimpact noise may be performed at night only uponapproval of the Engineer.

1710 LIGHT ABATEMENTThe Contractor shall exercise special care to direct allstationary floodlights to shine downward at an angleless than horizontal. These floodlights shall also beshielded so as not to be a nuisance to surroundingareas. No lighting shall include a residence in its directbeam.

The Contractor shall be responsible for correctinglighting problems when they occur as directed by theEngineer.

1711 PRESERVATION OF HISTORICAL ANDARCHEOLOGICAL DATAThe Contractor agrees that should he or any of hisemployees in the performance of this contract discoverevidence of possible scientific, historical, prehistorical,or archaeological data he will notify the Engineerimmediately giving the location and nature of thefindings. Written confirmation shall be forwarded within2 days. The Contractor shall exercise care so as not todamage artifacts or fossils uncovered during excavationoperations and shall provide such cooperation andassistance as may be necessary to preserve thefindings for removal or other disposition by theEmployer.

Where appropriate by reason of a discovery, theEngineer may order delays in the time of performance,or changes in the work, or both. If such delays, orchanges, or both, are ordered, the time of performanceand contract price shall be adjusted in accordance withthe applicable clauses in the Conditions of thisContract.

The Contractor agrees to insert this Clause in allsubcontracts which involve the performance of work onthe terrain of the site.

1712 PESTICIDES, TOXIC WASTE ANDHAZARDOUS SUBSTANCESPesticides include herbicides, insecticides, fungicides,rodenticides, piscicides, surface disinfectants, animalrepellents, and insect repellents. Should the Contractorfind it necessary to use pesticides in work areas of thiscontract, he shall submit his plan for such use to theEngineer for written approval.

The Contractor shall read and comply with all labellingrequirements when using pesticides.

Toxic waste must be collected in appropriate containers(depending on the compound) and kept in approvedstorage. Depending on the compound in questiondifferent ways of destruction will be necessary.

It is the responsibility of the Contractor to seek therequired permissions to handle substances orcompounds that are defined as hazardous, i. e. the

Contractor must be up to date on the definitions andregulations pertaining to hazardous substances. Theseare defined as substances (or compounds thereof)which may endanger health of human, animals or theenvironment by reason of its toxic, corrosive, irritant,sensitising, inflammable or radioactive nature.Hazardous substances are also such as depletes theozone layer.

For hazardous substances a permit for the possessing,handling, import etc. is needed. The Contractor mustassure that he gets the needed permits for hazardoussubstances from a Licensing Officer appointed by theMinister. The Contractor must allow a certified inspectorto control the Contractor's handling of hazardouscompounds.

1713 CLEANUP AND DISPOSAL OF WASTEMATERIALS

(a) CleanupThe Contractor shall, at all times, keep the constructionarea, including storage areas used, free fromaccumulations of waste materials or rubbish.All waste water and sewage from office, residential andmobile camps shall be piped to soak pits or otherdisposal areas constructed in accordance with localgovernment regulations, and where and when suchregulations require it the Contractor shall obtain apermit or other appropriate documentation approvingthe disposal methods being used.

All used fuels, oils, other plant or vehicle fluids, and oldtyres and tubes shall be collected to a central disposalpoint, on a regular basis and disposed of as specifiedbelow.

All household, office, workshop and other solid wasteshall be collected to a central disposal area, on a dailybasis and disposed of in a manner approved by theEngineer.

Servicing of plant, equipment and vehicles shallwhenever possible be carried out at a workshop area.This workshop area shall be equipped with securestorage areas for fuels oils and other fluids constructedin such a way as to contain any spillages which mayoccur, and similar storage where used fluids can bestored securely prior to their disposal.

When servicing of plant, equipment and vehicles iscarried out away from the workshop area it shall bedone at locations and in such a manner as to avoidspillage and contamination of streams and otherdrainage courses. Any spillages shall be cleaned up byeither burning in place or collecting the contaminatedsoils and burning them at the central disposal area, allto the satisfaction of the Engineer.

Prior to completion of the work, the Contractor shallremove from the vicinity of the work all plant facilities,buildings, rubbish, unused materials, concrete forms,and other like material, belonging to him or used underhis direction during construction. All work areas shallbe graded and left in a neat manner conforming to thenatural appearance of the landscape as providedelsewhere in the Specifications.

Any residue deposited on the ground from washing outtransit mix trucks or any similar concrete operationsshall be buried or cleaned up in a manner acceptable tothe Engineer.

In the event of the Contractor’s failure to perform theabove work, the work may be performed by theEmployer, at the expense of the Contractor, and his



surety or sureties shall be liable therefor.

(b) Disposal of waste material(i) General

Waste materials including, but not restricted to,refuse, garbage, sanitary wastes, industrial wastes,and oil and other petroleum products, shall bedisposed of by the Contractor. Disposal ofcombustible materials shall be by burying, whereburial of such materials is approved by theEngineer; by burning, where burning of approvedmaterials is permitted; or by removal from theconstruction area. Disposal of noncombustiblematerials shall be by burying, where burial of suchmaterials is approved by the Engineer, or byremoval from the construction area. Wastematerials removed from the construction area shallbe dumped at an approved dump.

(ii) Disposal of material by buryingOnly materials approved by the Engineer may beburied. Burial shall be in pits the location, size anddepth of which shall be approved by the Engineer.The pits shall be covered by at least 0.6 metre ofearth material prior to abandonment.

(iii) Disposal of material by burningAll materials to be burned shall be piled indesignated burning areas in such a manner as willcause the least fire hazards. Burning shall bethorough and complete and all charred piecesremaining after burning, except for scattered smallpieces, shall be removed from the construction areaand disposed of as otherwise provided in thisSUBLAUSE.

The Contractor shall, at all times, take specialprecautions to prevent fire from spreading beyondthe piles being burned and shall be liable for anydamage caused by his burning operations. TheContractor shall have available, at all times, suitableequipment and supplies for use in preventing andsuppressing fires and shall be subject to all lawsand regulations locally applicable forpresuppression, suppression, and prevention offires.

(iv) Disposal of material by removalMaterial to be disposed of by removal from theconstruction area shall be removed from the areaprior to the completion of the work under thesespecifications. All materials removed shall becomethe property of the Contractor.

Materials to be disposed of by dumping shall behauled to an approved dump. It shall be theresponsibility of the Contractor to make anynecessary arrangements with private parties andwith local officials pertinent to locations andregulations of such dumping. Any fees for chargesrequired to be paid for dumping of materials shallbe paid by the Contractor and shall be included inthe prices bid in the Bill of Quantities for other itemsof work.

1714 MEASUREMENT AND PAYMENTExcept as specifically included in the Bill of Quantitiesor otherwise provided above no separate measurementor payment will be made for any work included in thisSection, the relevant cost of all these requirementsbeing included by the Contractor in his rates in the Billof Quantities for other items of work.

STANDARD SPECIFICATIONS FOR ROAD WORKS-2000 SERIES 2000 - DRAINAGE


SERIES 2000

DRAINAGESECTION PAGE

2100 DRAINS 2000-22200 PREFABRICATED CULVERTS 2000-82300 CONCRETE KERBING, CONCRETE

CHANNELLING, OPEN CONCRETE

CHUTES AND CONCRETE LININGS

FOR OPEN DRAINS 2000-192400 ASPHALT AND CONCRETE BERMS 2000-242500 PITCHING, STONEWORK AND

PROTECTION AGAINST EROSION 2000-262600 GABIONS 2000-31


ACKNOWLEDGEMENTS


SERIES 1000 GENERAL

SERIES 2000 DRAINAGESERIES 3000 EARTHWORKS AND PAVEMENT LAYERS OF GRAVEL OR CRUSHED STONE





APPENDICES



SERIES 2000: DRAINAGE

SECTION 2100: DRAINS


2101 SCOPE 2000-22102 OPEN DRAINS 2000-22103 BANKS AND DYKES 2000-22104 SUBSOIL DRAINAGE 2000-22105 CLASSIFICATION OF MATERIALS 2000-42106 MANHOLES, OUTLET STRUCTURES AND

CLEANING EYES 2000-42107 MEASUREMENT AND PAYMENT 2000-42108

2101 SCOPEThis Section covers all work in connection with theexcavation and construction of open drains, subsoildrainage and banks and dykes at the locations and tothe sizes, shapes, grades and dimensions as shown onthe Drawings or as directed by the Engineer, and thetest flushing of subsoil drains.

It also covers the cleaning of open drains and therepairing of subsoil drainage. In special circumstancesthis work may be executed outside the road reserve.

It also covers the clearing of existing culverts, includingamongst others the removal of all undesirable materialsthat have accumulated in and around inlet and outletstructures and in the barrels of the culverts.

2102 OPEN DRAINSOpen-drain excavation shall involve the excavating ofopen drains and channels, including channels to directthe course of streams, all as shown on the Drawings oras directed by the Engineer.

Any excavation required for constructing a channel oropen drain within the road prism, such as mediandrains, side drains and open drains on excavation-slopebenches, shall be classed as Common Excavation orRock Excavation as defined in CLAUSE 3603 and shallbe measured and paid for under SECTION 3600.

Open drains shall be constructed true to line, grade andcross-section and shall be so maintained for theduration of the Contract.

Care shall be taken to avoid excavation below therequired grades for the open drains and any excavationcarried beyond the required grade shall be backfilledwith suitable, approved, material and compacted to atleast 90% of BS-Heavy density by the Contractor at hisown expense.

Material resulting from the excavations for open drainsshall be used in the construction of fills, banks anddykes, or for other purposes, or shall be disposed of tospoil, all as directed by the Engineer.

If ordered by the Engineer, all existing open drains, butexcluding open drains constructed by the Contractorhimself, shall be cleared and, where necessary, shapedby removing the sediment and trimming the floors andsides.

Any pitching of open drains ordered by the Engineershall be done in accordance with the requirements ofSECTION 2500. The concrete lining of open drains shallbe done as specified in SECTION 2300.

All culverts indicated by the Engineer shall be cleared.The Contractor shall remove all undesirable materials,all silt, sediment, driftwood, debris and rubble that haveaccumulated in and around the culvert inlet and outletstructures and in the culvert barrels. All materialsresulting from the clearing operations shall be disposedof at locations approved by the Engineer. The clearingshall preferably be done by means of hand tools inorder to prevent damage to existing drainage and otherstructures. The Contractor shall repair all structuresdamaged by him at his own cost, and to the satisfactionof the Engineer.

2103 BANKS AND DYKESMitre banks, catchwater banks and dykes shall beconstructed of approved soil or gravel obtained fromopen-drain excavation or, if no suitable material can beobtained from that source, from suitable alternativesources, and be placed in such a way that the water willflow on the natural ground and against the bank.

The banks and dykes shall be properly compacted to90% of BS-Heavy density in layers not exceeding 150mm in thickness or as approved by the Engineer.

If so preferred by the Contractor and approved by theEngineer, mitre banks may also be constructed of hand-packed stone, provided that the interstices are filledwith an approved cohesive soil.

2104 SUBSOIL DRAINAGE

(a) Materials

(i) PipesPipes for subsoil drainage shall have the specifiedinternal diameter, which shall be not less than 100mm, and shall be one of the following types:

(1) Perforated pitch-fibre pipes complying withSABS 921 or equivalent.

(2) Perforated or slotted unplasticised PVC pipescomplying with SABS 791 or equivalent.

(3) Perforated high-density polyethylene pressurepipes complying with the requirements of SABS533, Part II or equivalent.

The size of perforations in perforated pipes shall inall cases be 8 mm in diameter ±1.5 mm and thenumber of perforations per metre shall be not lessthan 26 for 100 mm pipes and 52 for 150 mm pipes.Perforations shall be spaced in two rows for 100mm pipes and four rows for 150 mm pipes. All rowsshall be in the lower half of the pipe but no row shallbe closer than 36 degrees to the invert. Perforationsin each row shall be a maximum of 100 mm centreto centre.

Slotted pipes shall have a slot width of 3 mm ±1.0mm and slot length of 8 mm ±1.5 mm and the inletarea per metre shall not be less than 22.5 cm2/mpipe. The arrangement of slots shall be to theEngineer's approval.

Pipes without slots or perforations required forconveying ground water from the subsoil drainageproper to the point of discharge, shall beunperforated pitch fibre, PVC or polyethylene pipesof the types specified above, or concrete pipescomplying with the requirements of SABS 677, orequivalent.



(ii) Permeable filter materialPermeable filter materials for bedding andsurrounding of drain pipes shall consist of crushedstone of suitable grading. Crushed stone shall be ofhard, clean rock. If permeable filter materialconforming to the criteria given below is notobtainable in the opinion of the Engineer, thengeotextile shall be used as directed by theEngineer.

Permeable filter material shall be free of organicmaterial, silt or clay lumps and shall conform to thefollowing requirements:

(1) d85 for the permeable filter material shall beminimum 1.25 times the width of the slots in thedrainage pipe

(2) d15 for the permeable filter material shall bemaximum 5 times d85 for the adjacent soils

(3) d50 for the permeable filter material shall bemaximum 25 times d50 for the adjacent soils

(4) d15 for the permeable filter material shall beminimum 5 times d15 for the adjacent soils

(5) the permeable filter material shall havemaximum 50 % passing the 2 mm sieve

(6) the permeable filter material shall havemaximum 3 % passing the 0.075 mm sieve

where:d15, d50 and d85 are the corresponding grainsizes which 15%, 50% and 85% respectivelypasses in the sieve analysis

The filter criteria shall be complied with for both thesurrounding soil (subgrade) and for possiblepavement layers above the drain pipe.

Sieve analysis of the surrounding subgrade and orsubbase shall be performed at each 100 m trenchand the filter material shall be adjusted according tothe above specified filter criteria. If necessary, theEngineer can at any position demand further sieveanalysis.

The sieve analysis for the subgrade, subbase andfilter materials must be approved by the Engineerbefore commencement of the drain pipe works. Allcosts to perform sieve analysis are to be included inthe rates for subsoil drains.

(iii) Geotextile fabricShould the use of geotextile fabric in subsoildrainage, or as filter blankets, or for any otherpurposes, be specified, it shall comply with therequirements as specified in CLAUSE 3605. Thefabric shall not be exposed to direct sunlight forprolonged periods and shall be protected frommechanical damage during installation andconstruction.

(iv) Composite in-plane draining fabricThe make and class of fabric shown on theDrawings or approved by the Engineer shall beused.

(b) Construction of subsoil drainage systems

(i) With natural permeable filter materialTrenches for subsoil drainage systems shall beexcavated to the dimensions and gradients shownon the Drawings or as directed by the Engineer.

A layer of natural permeable filter material of thegrade and thickness as shown on the Drawingsshall be placed on the bottom of the trench and belightly tamped and finished to the required gradient.

Pipes of the type and size required shall then befirmly bedded on the natural permeable filtermaterial, true to level and grade, and be coupled inaccordance with the requirements. Thereafter thetrench shall be backfilled with natural permeablefilter material in layers not exceeding 250 mmthickness and lightly compacted to such heightabove the pipes as shown on the Drawings or asdirected by the Engineer. The natural permeablefilter material shall be lightly compacted andtrimmed to the required level. Further layers of finernatural permeable filter material shall then beplaced, lightly compacted and finished to an evensurface, as directed by the Engineer. Theremainder of the trench, if any, shall be backfilledwith approved impermeable material and asrequired by the Engineer, in layers not exceeding100 mm, and compacted to at least the samedensity as the surrounding material. The trenchshall be specially protected against the ingress ofwater until the impermeable layer has beencompleted. The width of the backfill that will bemeasured for payment shall not exceed thespecified width of the trench.

The total thickness of each type of naturalpermeable filter material shall be carefullycontrolled, and when the thinner layers are placed,suitable spacers shall be used. When successivelayers are placed, the lower layer shall not bewalked on and, as far as possible, shall not bedisturbed. Care shall be taken to prevent thecontamination of natural permeable filter materialduring construction of the subsoil drainage systemand all natural permeable filter materialcontaminated by soil or silt shall be removed andreplaced by the Contractor at his own expense.

Perforated and slotted pipes shall be jointed bymeans of couplings. Perforated pipes shall be laidwith perforations at the top or bottom as may beprescribed.

The higher end of each subsoil drainage pipe shallbe sealed off with a loose concrete cap of class20/19 concrete, as shown on the Drawings, and atthe lower end the pipe shall be built into a concretehead wall providing a positive outlet or it shall beconnected to storm water pipes or culverts. Thecomplete system, together with head walls, shall beconstructed in one process starting at the lowerhead wall.

Any section of a subsoil drainage systemconstructed of pipes without perforations or slotsshall be backfilled with impermeable backfillmaterial as described herein. Where suitable, theexcavated material may be used for backfilling.

(ii) With polyethylene lining to trenches for subsoildrainage systemsWhere shown on the Drawings or directed by theEngineer, trenches for subsoil drainage systemsshall be lined with approved polyethylene sheeting0.15 mm thick. The polyethylene sheet shall coverthe bottom of the trench and shall extend upwardson both sides for as far as may be directed by theEngineer in each particular case, in order to form awaterproof channel. At joints the polyethylenesheeting shall be heat-welded together or lapped bya minimum of 200 mm.

When backfilling the trench with natural permeablefilter material, care shall be taken not to displace ordamage the polyethylene lining in any way. Theuse of plastic other than polyethylene will beconsidered, provided that the material is of equalquality and is approved by the Engineer.



(iii) With geotextile fabricWhere specified that geotextile fabric shall be usedfor lining in subsoil drainage systems, it shall beprocured, furnished and installed as specified andshown on the Drawings. The fabric shall not bedisplaced or damaged in any way when the trenchis being filled with natural permeable filter material.The filter fabric shall be lapped both longitudinallyand transversely by at least 300 mm or asprescribed by the manufacturers. The transverselap shall be positioned on top of the box forming thedrain and shall be stitched together withplastic/galvanised wire or strong synthetic thread at1.0 m intervals. The longitudinal lap shall be in thedirection of flow.

Geotextile fabric shall meet the requirements inCLAUSE 3605 and shall be stored under suitablecover. The fabric shall not be exposed to directsunlight for prolonged periods and shall beprotected from mechanical damage duringinstallation and construction.

(iv) With composite in-plane drainage fabricWherever specified, composite in-plane drainagesystems shall be constructed in accordance withthe details shown on the Drawings. The elements ofthe system shall be assembled above ground inmanageable lengths, and all exposed surfaces shallbe sealed with an approved geofibre seal. Thetrench sides shall be vertical and the composite in-plane system shall be installed against the sidethrough which the subsoil flow is expected. Thetrench shall then be backfilled with sand, whichshall be saturated with water after placement, up tothe prescribed level. The upper part of the trenchshall be backfilled with impermeable material whichshall be compacted to the density of thesurrounding material, in layers not exceeding 100mm in thickness.

(c) Test flushingFinal acceptance of longitudinal subsoil drains will besubject to satisfactory test flushing after completion andinstallation of the rodding eye inlets. Flushing tests shallbe carried out in the presence of the Engineer’srepresentative by flushing the drain and metering theoutflow to ensure the drain is clear of blockage. Shouldblockages be apparent the Contractor shall locate andclear the obstruction and repeat the test.

(d) Transport and storing of drain pipesThe full length of the pipe shaft shall rest on the loadingarea of the lorry used for transporting the pipes.Overhanging of pipes, to prevent sagging anddeformation shall be avoided. Rough handling anddragging of pipes and fittings shall be avoided. All pipesand fittings shall be protected from sunlight duringtransportation by use of tarpaulins. Grass cover will notbe accepted.

The Contractor shall advise the manufacturer of theclimatic and transporting conditions at the site of theWorks and shall seek his advice on the storage of PVCmaterials on site. Subject to the Engineer's approval,this advice shall be followed at all times.

PVC pipes shall not be stored on top of each other to aheight exceeding 1.5 m. Pipes shall be staggered toprevent the sockets to rest on the shaft of the pipes.The first tier shall be placed on a well drained layer ofsand.

2105 CLASSIFICATION OF MATERIALSAll excavations for open drains and subsoil drainagesystems shall be classified as follows for paymentpurposes.

(a) Rock materialMaterial which conforms with the definitions in CLAUSE

3603 shall be classified as rock material.

(b) Soft MaterialAll materials not classified as rock material inaccordance with CLAUSE 3603 shall be classified as softmaterial.

2106 MANHOLES, OUTLET STRUCTUREESAND CLEANING EYESManholes, outlet structures and cleaning eyes forsubsoil drainage systems shall be constructed inaccordance with the details shown on the Drawings orin positions as instructed by the Engineer.


ITEM UNIT

21.01 EXCAVATION FOR OPEN DRAINS:

(a) EXCAVATING SOFT MATERIAL

SITUATED WITHIN THE FOLLOWING

DEPTH RANGES BELOW THE

SURFACE LEVEL:

(i) 0.5 m UP TO 1.5 m CUBIC METRE

(m3)(ii) Exceeding 1.5 m AND UP TO

3.0 mCUBIC METRE

(m3)

(iii) Exceeding 3.0 m PER

INCREMENT OF 1.5 mCUBIC METRE

(m3)

(b) EXTRA OVER SUBITEM 21.01(a) FOR

EXCAVATION IN ROCK AS DEFINED IN

CLAUSE 3603, IRRESPECTIVE OF

DEPTH:

CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofmaterial excavated in accordance with the authoriseddimensions, measured in place before excavation.

Irrespective of the total depth of the excavation, thequantity of material in each depth range shall bemeasured and paid for separately.The bid rates shall include full compensation for theexcavation of the material to the required lines, levelsand grades and the disposal of the material as directed,including all haulage.

ITEM UNIT

21.02 CLEARING AND SHAPING

EXISTING DRAINS:CUBIC

METRE (m3)


The bid rates shall include full compensation forexcavating the material to the required lines, levels andgrades, protecting the existing drainage structure,trimming the sides and floors of the open drains and thedisposal of the material as directed, including allhaulage.

The clearing of existing concrete side drains will bemeasured and paid for under ITEM 21.18.

ITEM UNIT

21.03 EXCAVATION FOR SUBSOIL

DRAINAGE SYSTEMS:






SURFACE LEVEL:

(I) 0.5 m UP TO 1.5 m CUBIC METRE

(m3)(II) Exceeding 1.5 m AND UP TO

3.0 mCUBIC METRE

(m3)

(III) Exceeding 3.0 m PER


(m3)

(b) EXTRA OVER SUBITEM 21.03(a)FOR EXCAVATION IN ROCK AS

DEFINED IN CLAUSE 3603,IRRESPECTIVE OF DEPTH:

CUBIC METRE

(m3)


Irrespective of the total depth of the excavation, thequantity of material in each depth range shall bemeasured and paid for separately.

The bid rates shall include full compensation for theexcavation of the material to the required lines, levelsand grades and the disposal of the material as directed,including a free haul of 1.0 km.

Where subsoil drainage systems are adjacent tostructures such as culverts, that part of the excavationfor subsoil drainage systems which can be made bywidening the excavation for the structure shall bemeasured and paid for under excavation for suchstructure, and not under excavation for the subsoildrainage systems.

ITEM UNIT

21.04 IMPERMEABLE BACKFILLING

TO SUBSOIL DRAINAGE SYSTEMS

CUBIC

METRE (m3)

The unit of measurement shall be the cubic metre ofcompleted backfill, measured in place in the subsoildrainage systems and calculated in accordance with theauthorised dimensions.

The bid rate shall include full compensation forprocuring, furnishing, placing and compacting thebackfilling including all haulage.

ITEM UNIT

21.05 BANKS AND DYKES CUBIC METRE (m3)

The unit of measurement shall be the cubic metre ofmaterial, measured in place in the banks or dykes, andcalculated in accordance with the authoriseddimensions.

The bid rate shall include full compensation forprocuring, furnishing, placing, watering, compacting,shaping and trimming the material in the banks anddykes including all haulage

ITEM UNIT

21.06 NATURAL PERMEABLE

MATERIAL IN SUBSOIL DRAINAGE

SYSTEMS(CRUSHED STONE):

(a) CRUSHED STONE OBTAINED

FROM APPROVED SOURCES ON

THE SITE (STATE GRADE)

CUBIC

METRE (m3)

The unit of measurement shall be the cubic metre ofapproved crushed stone in place in the drains,calculated in accordance with the authoriseddimensions. The volume occupied by the pipe shall be

deducted when calculating the volume of the permeablematerial.

The bid rate shall include full compensation forprocuring, furnishing and transporting from the borrowareas and placing the material as specified.For payment purposes a distinction shall be madebetween the different grades of crushed stone.

(b) CRUSHED STONE OBTAINED

FROM COMMERCIAL SOURCES ON


CUBIC

METRE

(m3)

The unit of measurement shall be the cubic metre ofcrushed stone in place in the drains, calculated inaccordance with the authorised dimensions. Thevolume occupied by the pipes shall be deducted whencalculating the volume of the permeable material.

The bid rate shall include full compensation forprocuring, furnishing and transporting approvedcrushed stone from commercial suppliers, including thecost of transporting the material to the site, and placingthe materials as specified. For payment purposes adistinction shall be made between the different gradesof crushed stone.

ITEM UNIT



SYSTEMS (SAND):

(a) SAND OBTAINED FROM

APPROVED SOURCES ON THE

SITE (STATE GRADE)

CUBIC

METRE

(m3)

(b) SAND OBTAINED FROM

APPROVED SOURCES OUTSIDE


CUBIC

METRE

(m3)

The unit of measurement shall be the cubic metre ofapproved sand in place in the drains, calculated inaccordance with the authorised dimensions. Thevolume occupied by the pipes shall be deducted whencalculating the volume of the permeable material.

The bid rate shall include full compensation forprocuring, furnishing, transporting from the borrowareas and placing the sand as specified.

For payment purposes a distinction shall be madebetween the different grades of sand.

ITEM UNIT

21.08 PIPES IN SUBSOIL DRAINAGE

SYSTEMS:

(a) PITCH-FIBRE PIPES AND FITTINGS

COMPLETE WITH COUPLING (STATE

SIZE AND WHETHER OR NOT

PERFORATED)

METRE

(m)

(b) UNPLASTICISED PVC PIPES AND

FITTINGS, NORMAL DUTY, COMPLETE

WITH COUPLINGS (STATE SIZE AND

WHETHER OR NOT PERFORATED

SLOTTED)

METRE

(m)

(c) HIGH-DENSITY TYPE POLY-ETHYLENE

PRESSURE PIPES AND FITTINGS,COMPLETE WITH COUPLINGS (STATE

SIZE, TYPE AND CLASS AND WHETHER

OR NOT PERFORATED)

METRE

(m)

(d) CONCRETE PIPES (STATE TYPE AND

DIAMETER)METRE

(m)



The unit of measurement for pipes shall be the metre ofpipe, measured in place along its centre line, includingthe length of fittings.

The bid rate shall include full compensation forprocuring, furnishing, laying and jointing the pipes andfittings as specified.

ITEM UNIT

21.09 POLYETHYLENE SHEETING,0.15 mm THICK, OR SIMILAR

APPROVED MATERIAL, FOR

LINING SUBSOIL DRAINAGE

SYSTEM

SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofpolyethylene sheeting installed, measured net from thespecified dimensions.

The bid rate shall include full compensation forprocuring, supplying, cutting, overlapping, jointing,placing and protecting the sheeting as specified, as wellas for wastage.

ITEM UNIT

21.10 SYNTHETIC-FIBRE FILTER

FABRIC (DESCRIBE TYPE AND

GRADE)

SQUARE

METRE (m2)

The unit of measurement shall be the square metre offilter fabric supplied and installed as specified.The bid rate shall include full compensation forfurnishing procuring, cutting, overlapping, jointing,placing and protecting the filter fabric as specified aswell as for wastage.

ITEM UNIT

21.11 COMPOSITE IN-PLANE

DRAINAGE SYSTEMS

(DESCRIBE TYPE AND GRADE)

SQUARE

METRE (m2)

The unit of measurement shall be the metre ofcomposite in-plane drainage system measured in placealong the centreline of the system.

The bid rate shall include full compensation forprocuring, furnishing, assembling, installing and jointingthe composite in-plane drainage system, includingperforated or other types of pipes, complete asspecified

ITEM UNIT

21.12 CONCRETE OUTLET

STRUCTURES, MANHOLE BOXES,JUNCTION BOXES AND CLEANING

EYES FOR SUBSOIL DRAINAGE:

(a) OUTLET STRUCTURES NUMBER (no)

(b) MANHOLE BOXES NUMBER (no)

(c) JUNCTION BOXES NUMBER (no)

(d) CLEANING EYES NUMBER (no)

The unit of measurement shall be the number of outletstructures, manhole boxes, junction boxes and cleaningeyes for subsoil drainage systems constructed inaccordance with the details on the Drawings and theEngineer’s instructions.

The bid rates shall include full compensation for allexcavation, backfilling, compacting to 90% of BS-Heavydensity, disposing of surplus excavated material,

keeping the excavations safe, dealing with any surfaceor subsurface water, procuring and furnishing allmaterials, providing, erecting and removing formwork,mixing, transporting, placing and curing the concrete,and all labour and constructional plant required forconstructing the concrete outlet structures, manholeboxes, junction boxes and clearing eyes, complete asspecified.

ITEM UNIT

21.13 CONCRETE CAPS FOR SUB SOIL

DRAIN PIPES

NUMBER

(no)

The unit of measurement shall be the number of capssupplied and the bid rate shall include full compensationfor supplying and installing the caps.

ITEM UNIT

21.14 REPAIRING OR REPLACING

EXISTING DRAINAGE SYSTEMS

PROVISIONAL

SUM

The provisional sum given for repairing existingdrainage systems shall be expanded in terms of theConditions of Contract.

ITEM UNIT

21.15 BACKFILLING EXISTING

ERODED SIDE DRAINS

CUBIC

METRE (m3)

The unit of measurement shall be the cubic metre ofapproved granular material placed and compacted to90% of BS-Heavy density, measured in place aftercompaction, where instructed by the Engineer.

The bid rate shall include full compensation for trimmingthe side drains disposing of the resulting material andprocuring, furnishing, transporting, placing andcompacting the granular material and all haulage.

ITEM UNIT

21.16 TEST FLUSHING OF PIPE

SUBSOIL DRAINS

NUMBER

(no)

The unit of measurement shall be the number of testssatisfactorily completed on unblocked sections of drain.No payment will be made for tests which have to berepeated due to blocked pipes or faulty workmanship.

The bid rate shall include full compensation for theprovision of a water tanker, water, equipment andlabour necessary to carry out the tests, complete asspecified.

ITEM UNIT

21.17 EXCAVATION FOR THE

CLEARING OF EXISTING DRAINAGE

SYSTEMS:

(a) MANHOLES AND INLET AN OUTLET

STRUCTURES

CUBIC METRE

(m3)

(b) CULVERT BARRELS CUBIC METRE

(m3)(c) CONCRETE SIDE DRAINS CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofmaterial excavated and removed, measured in placebefore excavation.



The bid rate include full compensation for excavatingthe material, protecting the existing drainage structures,dealing with any surface or subsurface water anddisposing of the excavated material, including shapingand levelling - off piles of soil material. The bid rateshall also include full compensation for all haulage ofthe material.

ITEM UNIT

21.18 SELECTED BACKFILL

MATERIAL UNDER CONCRETE-LINED SIDE DRAINS COMPACTED

TO 90 % BS-HEAVY DENSITY

CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofcompacted material and the quantity shall be calculatedfrom the authorised dimensions given on the Drawings.

The bid rate shall include full compensation forprocuring as if from soft excavation or borrow pits,breaking down, placing and compacting the material in150 mm layers, transporting the top surface inaccordance with the Drawings.




SECTION 2200: PREFABRICATEDCULVERTS


2201 SCOPE 2000-82202 TYPES OF CULVERTS 2000-82203 MATERIALS 2000-82204 CONSTRUCTION METHODS 2000-92205 EXCAVATION FOR CONSTRUCTION BY

THE TRENCH METHOD 2000-92206 PREPARATION FOR CONSTRUCTION BY

THE EMBANKMENT METHOD 2000-92207 UNSUITABLE FOUNDING CONDITIONS 2000-102208 CLASSIFICATION EXCAVATION 2000-102209 DISPOSAL OF EXCAVATED MATERIAL 2000-102210 LAYING AND BEDDING OF

PREFABRICATED CULVERTS 2000-102211 BACKFILLING OF PREFABRICATED

CULVERTS 2000-112212 INLET AND OUTLET STRUCTURES,

CATCHPITS AND MANHOLES 2000-122213 REMOVAL OF EXISTING WORK 2000-132214 JOINING NEW WORK TO OLD 2000-132215 SERVICES DUCTS 2000-132216 CULVERTS ON STEEP GRADIENTS 2000-142217 STORMWATER DUCTS, TREMIES AND

OTHER CLOSED CONDUCTS 2000-142218 MEASUREMENT AND PAYMENT 2000-14

2201 SCOPEThis Section covers work in connection with theconstruction from prefabricated units of culvert andother closed conduits such as storm water ducts,tremies and service ducts, together with inlet and outletstructures, manholes and other appurtenant structures.

2202 TYPES OF CULVERTFor the purpose of this specification, the term“prefabricated culvert “ shall mean culvert constructedfrom:− prefabricated concrete pipes with circular sections,

hereafter referred to as “concrete pipe culverts”.− prefabricated concrete culvert other than pipe

culvert hereafter referred to as “portal culvert “ or“rectangular culvert “.

− prefabricated corrugated metal pipes and pipearches, hereafter referred to as “metal culvert”

Other types of prefabricated culvert not mentionedabove such as wooden culverts or others, will bespecified in the Special Specifications or Bill ofQuantities or on the Drawings as required.

2203 MATERALSThe prefabricated culvert units shall be factoryproduced by a reputable manufacturer of these articlesand shall comply with the following requirements:

(a) Prefabricated concrete pipe culvert unitsPrefabricated concrete pipe culvert units shall complywith the requirements of SABS 677 or equivalent. Pipeswith ogee joints shall be provided, unless otherwisespecified.

(b) Portal and rectangular prefabricated concreteculvert units

Portal and rectangular prefabricated concrete culvertunits shall comply with the requirements of SABS 986or equivalent.

(c) Corrugated metal culvert unitsCorrugated metal culvert units shall comply with therequirements of CKS 176 or equivalent for riveted andnestable pipes and pipe arches, and CKS 437 orequivalent for multiplate pipes and pipe arches.

Metal culvert shall be supplied with inlet and outlet endsfinished by one of the following two methods whicheveris shown on the Drawings or has been prescribed bythe Engineer:

(i) Where no concrete inlet and outlet structures butbevelled pipe ends are required, inlet and outletunits shall be bevelled to suit the skew angle of theculverts and the side slope of the fill and pavement.

(ii) Where concrete inlet and outlet structures arerequired, the ends of the culvert units shall be cut tothe required plan skew (if any ) and provided withanchor bolts projecting radially around the edge asshown on the Drawings for bonding the metalculvert into the concrete inlet and outlet structures.

The Contractor shall not store any nestable culvert unitson the site in such a manner that moisture canaccumulate between the contact faces of the nestedunits, as this may adversely affect the spelter coatingand render the units liable to rejection. Any unitsdamaged by corrosion shall, if not rejected, be repairedby cleaning all affected areas and applying at least twocoasts of an approved zinc- rich epoxy primer whichcomplies with the requirements of SABS 926 orequivalent, in accordance with the manufacture’sinstructions, or as directed by Engineer.

(d) Fine granular materialWherever the use of fine granular material is specifiedin this Section for bedding of culvert, it shall mean sandor other cohesionless material, all of which shall passthrough a 6.3 mm sieve and not more than 10% whichshall pass through a 0.15 mm sieve.

(e) Protective coating for metal culvertsWhere soil or water conditions are likely to causeexcessive corrosion of metal culvert, the Engineer mayorder that prefabricated units be protected by theapplication of a mastic asphalt protective coating. Thecoating shall be applied to either the inside, the outsideor both sides of the metal culvert units as may bedirected by the Engineer.

The mastic asphalt shall bear a registered trademark,and approved filler and shall be supplied as a spray orbrush-grade material as prescribed.

The surfaces to be protected shall be cleaned toremove all moisture, dirt, oil, paint, grease, alkalis, rust,mill scale or other deleterious matter.

The material shall be mixed until all filler is uniformlydistributed.

Spray-grade mastic shall be applied by means of anairless gun and shall be of a suitable consistencywithout the addition of harmful amount of thinners.

Brush-grade mastic shall be applied with an ordinaryroofing brush, with the second coat being applied atright angles to the first coat.

The final film thickness measured on the crest ofcorrugations shall be a minimum of 1.3 mm or suchother thickness as may be specified.

Care shall be taken not to damage the protectivecoating, and all damage to the coating shall be repairedbefore the culvert is put to use.



(f) Skewed endsWhere culverts are to be constructed at a skew angle,the culvert shall be supplied with skew ends by themanufacturer, if required. The cutting of skewed endson site shall not be allowed.

Portal and rectangular units shall be provided withsquare ends and any portions that would otherwise becut off, shall project beyond the culvert head walls.

Where instructed by the Engineer, portal andrectangular culverts shall be provided with skewed endsconstructed from cast in situ reinforced concrete inaccordance with the details shown on the Drawings.

(g) DefectsAll broken, bent, chipped, cracked, dented, corroded orotherwise damaged units shall be repaired to theEngineer’s satisfaction or where this is not possible,they shall be removed and replaced with undamagedunits.

Culvert units, which are thinner than the specifiedthickness, or the spelter coating of which has beenbruised or broken, or which may exhibit signs of faultywork, will be rejected.

The following defects will be rejected as poor work, andthe presence of any of or all such defects or any otherdefects in any individual unit or in general shallconstitute adequate reason for rejection: Uneven joints,distorted shapes, deviations from a straight centre line,irregular or diagonally ruptured sides, loose rivets not inline or irregularly spaced, poorly finished rivet heads,illegible trade marks, or a lack of rigidity.

(h) Material at jointsJoint filter seating material shall comply therequirements of CLAUSE 6603.

(i) In situ concreteAll concrete work shall be carried out in accordancewith the requirements of SECTIONS 6200, 6300 and6400.

2204 CONSTRUCTION METHODSPrefabricated culverts shall be installed by either:

− the “trench method”, where the units are laid in atrench excavated below the existing ground lever orin a trench excavated in previously constructedsubgrade and if necessary, subbase layers; or

− the “embankment method “, where the units are laidapproximately on the existing ground surface andthe subgrade is then constructed on either side andover the culvert.

Culverts shall be constructed by the method shown onthe Drawings or given in the Special Specifications

The large sizes of metal culvert and the large portal orrectangular culverts shall normally be constructed bythe embankment method.

Surface drainage shall controlled by the construction oftemporary earth berms and drainage channels.

The Contractor shall comply strictly with all theappropriate statutory provisions in regard to trenchexcavations.

2205 EXCAVATION FOR CONSTRUCTION BYTHE TRENCH METHOD

(a) Depth of excavationIn the case of culverts to be constructed by the trenchmethod, the Contractor shall first construct the fill,subgrade and if necessary, the subbase to such level ofthe top of the culvert, as described herein after for thevarious types of culvert. The Contractor may thencommence excavating the trench for the culvert.

The amount by which the excavation is to exceed theproposed level of invert of the culvert shall be sufficientto allow the type and thickness of bedding material tobe placed as specified or as shown on the Drawings.

(i) Concrete pipe culvertsThe minimum height of embankment constructionover the top of the proposed pipe culvert beforeexcavation may be commenced, shall be theminimum cover specified on the Drawings for thetype of pipe and bedding onto which it shall be laid.

The minimum amount by which the excavation is toexceed the proposed lever of the bottom side of thepipe shall be 75 mm or such other as may berequired for accommodating the type of beddingrequired for the pipe in each case.

(ii) Portal and rectangular culvertsThe minimum height of embankment constructionover the top of the proposed culvert beforeexcavation may be commenced, shall be 100mm orsuch greater height as may be shown on theDrawings, whichever is the greater.

The minimum amount by which the excavation is toexceed the proposed level of the bottom of theculvert invert slab shall be 75 mm in the case ofculvert with pre cast invert slabs. In the case ofculverts with cast in situ invert slabs, the excavationshall exactly accommodate the invert slab.

(iii) Metal culvertsThe minimum height of embankment constructionover the top of the proposed metal culvert beforeexcavation may be commenced, shall be theminimum cover specified on the Drawings for thetype of metal culvert, or 0.25 times the diameter ofpipes, or 0.25 times the span of pipe arches,whichever is the greatest.

The minimum amount by which the excavation is toexceed the proposed lever of the bottom of the pipeshall be 75 mm or such other amount required foraccommodating the type of bedding required for theculvert in each case.

(b) Width of excavationThe width of excavations shall be sufficient to allow theproper laying, bedding and backfilling of culverts. Thewidths of the excavation for each type and size ofculvert shall be as shown on the Drawings or as may beprescribed by the Engineer in writing.

If the width of an excavation is increased by the side ofthe trench slipping or collapsing, the Contractor shallimmediately inform the Engineer and shall not proceedwith any further laying of culverts or backfilling until theEngineer has reviewed the circumstances and hasgiven instructions as to the need for altering the class ofculvert or type of bedding.

2206 PREPARATION FOR CONSTRUCTION BYTHE EMBANKMENT METHODWhere culvert are to be constructed by theembankment method as defined in CLAUSE 2204 above,



the Contractor shall level existing ground by excavating,filling and compacting as may be necessary so as toprovide exactly the required slope and a uniform densityover the entire length of the culvert.

The finished level of the ground for the bedding of theculvert shall be the same depth below the proposedbottom level of the culvert as specified above in CLAUSE

2205 for the various types of culverts.

2207 UNSUITABLE FOUNDING CONDITIONSWhere the bottom of the trench does not provide asuitably firm foundation for the culvert on account ofsoft, mucky or otherwise unsuitable material beingencountered, the unsuitable material shall be excavatedto a depth below the bottom of the culvert as may beindicated by the Engineer.

The Contractor shall excavate the unsuitable material tothe depth indicated and shall replace it with gravel orother approved material properly compacted to providea firm earth cushion.

The width of the excavation shall be as prescribed bythe Engineer, but in the case of culverts to beconstructed by the embankment method, the width shallbe at least one diameter or span, as the case may bewider than the culvert on each side.

Other special construction methods may be shown onthe Drawings or specified in the Special Specificationsin specific cases.

2208 CLASSIFICATION OF EXCAVATIONAll excavations for prefabricated culverts shall beclassified as provided in CLAUSE 2105 for paymentpurposes.

2209 DISPOSAL OF EXCAVATED MATERIALWhere excavated material does not comply with therequirements for backfilling material as specifiedhereinafter or is surplus to backfilling requirements,such excavated material shall be removed from the siteand used for rehabilitation of borrow pits or at otherplaces as directed by the Engineer.

Material suitable for use in the Works, however, shall beused as prescribed by the Engineer.

Payment for such material will be made as forexcavation under ITEM 22.01, and also under theappropriate item for such part of the Works as may beconstructed from such material.

No haulage will be paid for excavated material.

2210 LAYING AND BEDDING OFPREFABRICATED CULVERTS

(a) Concrete pipe culvertsConcrete pipe culverts shall be laid on Class A, B ,C orD bedding as shown on the Drawings or as directed bythe Engineer. The pipe ends shall be laid hard upagainst each other so as to obtain tight joints. Ogeepipes shall be laid with their spigot ends downstream.The joints shall be sealed on the outside with two layersof bitumen impregnated burlap as specified inSUBCLAUSE 2210 (b).

The insides of the culvert shall be smooth and withoutany displaced joints. All pipes shall be laid true to lineand level.

(i) Class A beddingThe pipe shall be laid with its bottom part on a 20MPa concrete bedding of specified thickness below

the lower part of the pipe, which concrete shallextend upwards on both sides of the pipe to aspecified portion of its height.

Before concreting, the pipes shall be supported onsuitably shaped cradles at the correct level. Nolongitudinal construction joints on the horizontalplane will be permitted.

(ii) Class B and C beddingsThe pipe shall be laid on a bedding cradle ofcompacted selected granular material as specified.The bedding shall extend upwards on both sides ofthe pipe to a specified portion of its height, asshown on the Drawings. Joint holes shall be formedin the bedding cradle for pipe sockets andcouplings, to ensure that each pipe is fullysupported throughout the length of its barrel on thebedding cradle.

(iii) Class D beddingThe pipes shall be laid on the situ material in theexcavation bottom after the bottom has been handtrimmed to support the pipe along the entire lengthof its barrel in accordance with the details shown onthe Drawings. Wherever necessary, the in situmaterial shall first be stabilised in accordance withthe details shown on the Drawings or as prescribedby the Engineer.

(iv) Rock foundationWhere rock, shale or other hard material isencountered on the bottom of excavations, theinstallation of pipes on Class B bedding shallproceed as follows:

(1) The material below the pipe shall be excavatedand replaced with a bed of sand or approvedgravel or soil to a depth as shown on theDrawings or prescribed by the Engineer. Suchmaterial shall be classed as backfill forpurposes of payment.

(2) The backfill material shall be watered andcompacted to provide a firm earth cushion.Class B bedding shall then be prepared asdescribed in SUBCLAUSE 2210(a)(ii).

(v) Concrete casingWhere shown on the Drawings or ordered by theEngineer, pipes shall be fully encased in concreteaccording to class and dimensions as shown on theDrawings or as ordered by the Engineer. Supportsshall be provided close to the pipe ends to supportthe pipes during the placing of concrete. Theconcrete shall be so placed as to fill all spacesbelow the pipe completely. Poker vibrators shall beused to ensure the proper filling of all spaces belowand around the pipes with concrete. Concretecasing shall be cast in one continuous operationuntil completed.

(b) Portal and rectangular culverts

(i) Cast in situ floor slabsCast in situ floor slabs shall be constructed to thedimensions and at the locations as shown on theDrawings or as may be prescribed by the Engineer.They shall be reinforced with steel reinforcement asdetailed on the Drawings. Joints of the typesdetailed on the Drawings shall be formed in thefloor slabs, and the inlet and outlet structures.

(ii) Prefabricated floor slabsA layer of fine-grained material at least 75 mm thickshall be placed on the bottom of the excavation,levelled, compacted and trimmed to line and grade



to form a bed to receive the precast slabs. Theslabs shall be carefully placed on the prepared bed,true to line and grade and so bedded that they willbe uniformly supported over their whole area on thebedding.

(iii) Placing the portal portions of culvertsThe portal portions of portal and rectangularculverts shall be placed accurately andsymmetrically on the floor slabs with a thin layer ofmortar of one part of cement and six parts of sandbetween the contact surface to ensure a firm anduniform support.

The units shall be butted end to end with butt joints,which joints shall be covered with two layers ofburlap of 340 g/m2, pre-impregnated with abituminous emulsion, or a similar approvedmaterial. The strip of burlap shall be at least 150mm wide and placed symmetrically over the joint.The units shall first be treated with a primer of 60%bitumen emulsion over the width of the strip ofburlap.

Where two or more culverts are placed side by sideto form a multi-barrel culvert, the space betweenthe culvert shall be filled with concrete up to thelevel of the top of the culvert. Where prescribed,filter fabrics shall be applied to the vertical outerfaces in accordance with the details shown on theDrawings.

(c) Metal culvertsThe excavation shall be trimmed to the shape of theinvert of the culvert and a bed of fine granular materialnot less than 75 mm thick shall be placed, watered,compacted and shaped to enable the culvert to bebedded as shown on the Drawings.

Where rock is encountered, the depth of excavationshall extend to a depth of at least 200 mm below theinvert of the culvert, and shall be filled with granularmaterial as before.

The culverts shall be installed in accordance with themanufacturer’s recommendations as approved by theEngineer. Where these Specifications are inconsistentwith the manufacturer’s recommendations, theseSpecifications shall have preference. Anchor bolts shallbe installed at the ends of metal pipe culverts inaccordance with the manufacture’s instructions to bondthem into inlet and outlet head walls, which head wallsshall be constructed as soon as possible afterinstallation of the culverts.

No concrete bedding or casing shall be used in theinstallation of metal culverts.

Where prescribed, the invert of metal culverts withdiameters or spans exceeding 1500 mm which are laidon steep grades shall be protected with a layer ofconcrete with dimensions and class shown on theDrawings.

(d) Extension of existing culvertsWhere an existing culvert requires extension or partialreplacement, the new section shall be placed at thesame grade and where it joins the existing structures atthe same level as the existing structure.Any sections of existing wing walls, approach slabs andhead walls which may obstruct any work shall bedemolished and removed. Existing culvert ends shallnot be damaged, but should damage occur, the repairwork shall be done before the placement of any freshconcrete or new culverts. Loose material shall beremoved and joint faces thoroughly cleaned to thesatisfaction of the Engineer.

Jointing shall be done in accordance with CLAUSE 2214.

After completion of the extension or partial replacementof a culvert, new approach slabs, head walls, wingwalls, catchpits etc, shall be constructed in accordancewith the Drawings and CLAUSE 2212.

(e) Construction of culverts in half widths inexisting roads

If necessary for accommodating traffic or for any otherreasons or if so instructed by the Engineer, culvertsshall be constructed in half widths.

Unless otherwise prescribed, the downstream sectionshall be constructed first. The end of the excavationadjoining the traffic lane shall be properly supported toprevent displacement from occurring. The necessarywarning signs shall be erected in accordance withrequirements of SECTION 1500.

Where the culvert is constructed in an existing road andit has been so prescribed by the Engineer, thepavement layers at least shall be benched andrecompacted during backfilling. The depth of benchingshall equal the respective layer thickness, and the widthshall be at least 150 mm.

(f) GeneralThe construction of culverts shall be commenced at oneend of the culvert, the position of which shall be fixed asshown on the Drawings or as prescribed by theEngineer.

Units which have been deformed or cracked, or whichare not constructed to the required lines, levels andgrades or which become displaced in the process of thework during the defects liability period shall be removedand replaced by the Contractor at his own expense.

Prefabricated units shall be lifted and handled bymeans of approved lifting devices only. Lifting eyesshall be caulked with a suitable mortar after the unitshave been installed.

The Contractor shall exercise due care not to damage,overstress or displace any prefabricated culverts withhis own traffic or compaction equipment. Where loadsexceeding those prescribed in the appropriate statutoryprovisions are likely to pass over completed culverts,the Contractor shall provide additional cover over theculverts to ensure that design stresses on the culvertswill not be exceeded.

All concrete work shall be carried out in accordancewith provisions of SERIES 6000.

When the Contractor is required to supply and installculverts at slope exceeding 1:4, the work shall becarried out as specified in CLAUSE 2216.

2211 BACKFILLING OF PREFABRICATEDCULVERTSAfter the culverts have been firmly laid on the requiredbedding as described in CLAUSE 2210, backfilling shallbe carried out as follows:

(a) Material for backfillingThe material used for the backfilling of those portions ofculverts subject to traffic loads shall be selectedmaterial of at least subbase quality or such other lowerquality as may be permitted by the Engineer. Where theexcavated material is not of adequate quality, selectedmaterial shall be imported for this purpose. TheContractor shall in advance, ascertain from theEngineer as to which portions will require selected-quality material for backfilling.



In the case of concrete pipe culverts on Class Bbedding and metal culverts the backfilling material shallbe thoroughly tamped in under the flanks of the culvertsto provide a uniform bedding all to the Engineer’ssatisfaction. Metal culverts shall be temporarilyballasted during backfilling to prevent them from lifting.

(b) BackfillingBackfilling alongside and over all culverts shall beplaced at or near the optimum moisture content of BS-Heavy and compacted in layers not exceeding 150 mmafter compaction, or less if required, to a density of atleast the density required for the material in adjoininglayers of fill, subgrade and subbase. The density ofbackfilling in excavations made in natural ground shallbe at least 90% of BS-Heavy density.

Backfilling shall be carried out simultaneously andequally on both sides of a culvert to prevent unequallateral forces from occurring.

Where the Engineer so directs, metal culverts with largediameters or spans or multi – barrel culverts shall beconstructed by the embankment method as defined inSUBCLAUSE 2204(b). In such cases, the backfilling shallbe carried out to the same standard as describedabove, simultaneously and equally on both sides of theculvert and placed over the culvert until the minimumspecified cover is obtained. The width of backfill oneach side of the culvert, after completion, shall be atleast equal to the diameter (or span) of one of theopenings of the culvert.

Metal culverts shall be backfilled symmetrically toprevent distortion of the units, and the Contractor shallalso ensure that the required cover as specified is inplace to allow construction equipment to pass over itwithout causing damage.

(c) Backfilling with concreteWhenever specified or as may be instructed by theEngineer, the backfilling shall consist of concrete placedbetween the side of the culvert and the excavation up tothe top of the culvert.

(d) Backfilling with soil-cementWhen specified or ordered by the Engineer, thebackfilling of culverts shall be done using a wet or a stiffmixture of soil cement in lieu of compacted gravel orlean concrete. A wet mixture of soil cement shall consistof an approved soil or gravel mixed with 5% of OrdinaryPortland cement and only sufficient water to give aconsistency that will permit the soil cement to be placedwith vibrators, so that all voids between the pipes andthe sides of excavations and between culverts in thecase of multi barrel culverts will be properly filled. A stiffmixture of soil cement shall contain 3% of OrdinaryPortland cement and just sufficient water for it to beplaced and compacted like ordinary backfill material.The height to which the soil cement backfill shall betaken shall be as prescribed by the Engineer or asshown on the Drawings, and any remaining backfillshall be carried out as described above with a granularmaterial.

The aggregate used for soil cement shall preferably bea sandy material but may contain large particles up to38 mm. It shall not have a Plasticity Index exceeding10%. Detrimental percentages of silt or clay shall beavoided and the aggregate shall be obtained from anapproved source.

The soil cement shall be mixed on the Site with suitableconcrete mixers, and the water and cement contentsshall be carefully controlled. The material shall beplaced and then thoroughly compacted so that all voidsare filled as described above. At culvert ends, stones

shall be packed to prevent the soil cement from flowingbeyond the required limits.

Soil cement shall not be used for backfilling corrugatedmetal culverts.

(e) HaulageWhen haulage is paid for in accordance with theSpecial Specifications a free haul distance of 1.0 kmshall apply in respect of all imported materials used forbackfilling the culverts. No overhaul shall be paid onany cement, water or concrete aggregates used.

2212 INLET AND OUTLET STRUCTURES,CATCHPITS AND MANHOLESInlet and outlet structures for prefabricated culverts aswell as catchpits and manholes shall be constructed inaccordance with the details shown on the Drawings.

(a) Excavation and backfillingThe specifications given elsewhere in this Section forexcavating and backfilling the culverts shall apply withchanges as required to inlet and outlet structures,catchpits and manholes.

No backfilling of a concrete structure may be done for aperiod of at least seven days after the structure hasbeen completed, unless otherwise specified or directedby the Engineer.

(b) Concrete workConcrete work shall be carried out in accordance withthe provision of SERIES 6000 and the Drawings.

(c) BrickworkBricks shall be engineering bricks conforming to therequirements of SABS 227 or equivalent.

The limit for water absorption in the 24-hour immersiontest shall be 8%.

Brickwork shall be built in English bond in a mortarconsisting of one part of cement and six parts of sand,or in stretcher bond where its thickness does notexceed 115 mm. It shall be well and regularly bondedwithout any false headers. All bricks shall be unbroken,except where required as closers. Bricks shall be wellwetted before laying and each brick shall be exceeding10 mm in thickness. All joints shall be filled solid withmortar, and joints for exposed faces shall be pointed asthe work proceeds.

Where pipes enter brickwork they shall be thoroughlycaulked into the wall and rendered with mortar.

(d) PlasterWhere the plastering of brickwork is required, all jointsshall be well raked out and the brick face thoroughlywetted before plaster is applied. Plaster shall not beless than 12 mm or more than 20 mm thick. Plasterfinish shall be smooth and even and shall not show anytrowel marks. Unless otherwise specified, all plastershall be finished with a steel trowel. Plaster shall consistof one part of cement to four parts of approved finesand.

(e) Manhole covers, grid inlets etcManhole covers and frames, grid inlets and other metalaccessories shall be supported and or/or manufacturedin accordance with the details shown on the Drawings.Road and pavement manhole covers and frames shallcomply with the requirements of SABS 558 orequivalent and shall be of the size and type indicated.

Before fixing manholes covers and frames they shall bedipped in an approved preservative and gratings andframes painted with two coats of bituminous paint.



Manhole frame shall be set firmly in a cement mortar toleave the covers flush with the final surface.

(f) Prefabricated concrete chambers and shaftsPrefabricated chambers and shafts shall be constructedfrom non-pressure concrete pipes which comply withthe requirements of SABS 677 or equivalent. Pipes withogee joints shall be provided unless otherwisespecified. The pipes shall be to the diameters specified.All chambers and shafts shall be installed with thespigot ends pointing upwards and shall be bedded inmortar thoroughly caulked to ensure watertight joints.

(g) BenchingAll benching shall be rendered in 20 mm granolithicplaster and finished smooth and true with a steel trowel.Corners shall be rounded to dimensions shown on theDrawings.

(h) Prefabricated inlet and outlet structuresWhere specified for use, prefabricated inlet and outletstructures shall be manufactured in accordance with thedimensions shown on the Drawings. The units shall belaid and jointed generally as specified for prefabricatedconcrete pipe culverts.

(i) Prefabricated energy dissipaters in outletstructuresWhere shown on the Drawings, the Contractor shallsupply and install in the outlet structures, prefabricatedreinforced concrete energy dissipaters of Class 25/19concrete with dimensions as shown on the Drawings.All concrete work shall comply with the requirements ofSERIES 6000.

2213 REMOVAL OF EXISTING WORKWhere shown on the Drawings or directed by theEngineer existing inlets and outlets to pipe culverts shallbe demolished and debris or rubbish disposed of in anapproved waste site as directed by the Engineer.Existing pipes shall be removed where necessary andsaved for later use. All such work shall be carried out toprevent damage being done to former work which is toremain.

The Contractor’s attention is directed to the provisionsof SECTION 3100 which specifies any structures whichhave to be removed as part of the clearing andgrubbing operations, the removal of which will thereforenot be measured and paid for under this Section.

Pipes shall be carefully removed from existing culvertsand thoroughly checked.

Undamaged pipes shall be re-used in the Works whereindicated by the Engineer. Pipes which cannot be re-used shall remain the property of the Employer andshall be stacked within the road reserve or wheredirected by the Engineer.

2214 JOINING NEW WORK TO OLDWhere partial demolition is required for extension workto existing structures, the contact face shall be cut topredetermined lines and levels, any loose andfragmented material shall be removed and projectingsteel cleaned and bent as directed by the Engineer.Where partial demolition is not required, but extensionwork only, the contact surface shall be roughened andcleaned of all dirt and loose particles.

If dowels are required, they shall be installed in holesdrilled into the existing structures, in accordance withthe details shown on the Drawings and secured bymeans of an approved type of epoxy resin grout.

Fresh concrete shall be bonded to the old concrete inaccordance with the requirements with therequirements specified in SECTION 6400.

Reinforced or plain concrete removed in the process ofpartial demolition shall be measured and paid for underITEM 22.12 and the installation of dowels and thosesurfaces treated with an epoxy bonding compound willbe paid for separately but no separate payment will bemade for any other work described above, the cost ofwhich shall be deemed to be included in the rates bidfor the concrete supplied for extensions to the existingstructures.

2215 SERVICE DUCTSWhere required the Contractor shall construct servicesducts for the easy installation and maintenance ofexisting, new and future cables and other services.Services ducts shall be constructed from one or more ofthe following materials:− Normal – duty PVC pipes in accordance with SABS

791 or equivalent.− Pitch-fibre pipes in accordance with SABS 921 or

equivalent.− Fibre-cement pressure pipes in accordance with

SABS 1223 or equivalent. Class C pipes shall beused unless other types are specified.

− Reinforced-concrete pipes in accordance withSABS 677 or equivalent.

Where required, the pipes shall be cut length-wise andaccurately in two halves. The actual type of piperequired shall be in accordance with the Specifications.The pipes shall be installed in the required positions,and accurate record shall be kept regarding the depth,position and number of pipes installed in each duct.Pipes shall be laid at the grades shown on theDrawings to facilitate flushing with water and shall,where required, be encased in concrete or soil cement.

The width of excavation for service – duct trenchesshall be equal to the nominal inside diameter of thepipe, plus 150 mm on each side of the duct. Whereducts consist of two or more units, the minimumspacing between the units shall be 75 mm, and the 150mm side clearance specified above shall apply to theoutside units of the group.

Below the carriageway the depth of excavation shallaccommodate a minimum cover of 1.0 m above theupper side of the installed services duct.

All pipes shall be joined with watertight couplings madefrom the same materials as the pipe. Fibre-cementcouplings shall be of rubber – ring type.

Spit pipes shall normally be used only for providingducting for existing services which cannot be severedand threaded through the ducts. The pipes shall beaccurately cut longitudinally in two halves and oppositehalves shall be matched as sawn. Split pipes shall beplaced around the service as required, firmly bound bysteel straps and finally encased in concrete if required.

Excavating, laying and bedding the pipes shall be inaccordance with the Specifications for prefabricatedculverts with any modifications as may be necessary orspecified here.

Duct ends shall be provided with suitable conicalwooden stoppers to prevent dirt from entering the ducts.Two strands, 2.5 mm in diameter of galvanised steelwire shall be threaded through each unit and shallextend 2 m beyond each end and firmly wedge intoposition with the wooden stoppers.



The end of each duct shall be marked with a markerblock constructed to the details shown on the Drawings.Each duct marker block shall be at least 50 mm proudof the finished surface level.

2216 CULVERTS ON STEEP GRADIENTSWhere culverts are constructed on gradients exceeding1:4, they shall be referred to as inclined culverts.Inclined culverts shall be constructed from the type ofunit required, normally either circular concrete pipeunits or metal culvert units as described in CLAUSE

2203.

Particular care shall be taken to protect excavationsagainst stormwater damage. The trenches shall beexcavated down to firm ground, and backfilled withselected gravel or concrete if it is necessary to over-excavate for obtaining a firm floor.

After the outlet structures has first been completed, theculvert units shall be laid in the normal manner bystarting from the lower end and placing successive unitsfirmly against each other to prevent subsequentmovement. The lower unit shall be securely cast intothe outlet structure, and metal culverts shall be providedwith the necessary anchor bolts at both inlet and outletstructures and also at all thrust and anchor blocks.

Thrust and anchor blocks shall be constructed fromconcrete as required in accordance with Drawings anddetails furnished by the Engineer. Anchor bolts, strapsand other anchoring devices required at anchor andthrust blocks shall be provided.

The backfilling of trenches shall be done in horizontallayers starting at the lower end.

2217 STORMWATER DUCTS, TREMIES ANDOTHER CLOSED CONDUITSThe specifications given in this Section for culverts,including the method of measurement and payment,shall apply with changes as required to the constructionof stormwater ducts, tremies or any other closedconduits constructed from the prefabricated unitsdescribed in CLAUSE 2203, whether intended fordrainage or for any other purpose.

No distinction will be made in the Bill of Quantitiesbetween the construction of culverts as defined inSECTION 1100 and that of the other closed conduitsdescribed above, all being classed as culverts.

Tremies constructed from prefabricated units shall beclassed as inclined culverts where laid to a gradesteeper than 1:4.


ITEM UNIT

22.01 EXCAVATION:




SURFACE LEVEL:



3.0 mCUBIC METRE

(m3)



(m3)



CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofmaterial excavated within the specified widths over thelengths and depths authorised by the Engineer in eachcase. Excavation in excess of the widths specified orauthorised by the Engineer shall not be measured forpayment.

Irrespective of the total depth of the excavation, thequantity of material in each depth range shall bemeasured and paid for separately.

When measuring excavation for the removal of existingculverts, the volume occupied by the culvert shall not besubtracted from the calculated volume of excavation.

In the case of manholes, catch pits and inlet and outletstructures, the dimensions for determining the volumeof excavation shall be the neat outside dimensions ofthe structure, plus an allowance of 0.5 m of workingspace around the structure.

The bid rates shall include full compensation for allexcavation, temporary timbering, shoring and strutting,for preparing the bottom of the excavation for theculvert beds, the disposal of excavated materialunsuitable for backfilling, keeping excavations safe,dealing with any surface or subsurface water, and forany other operations necessary for completing the workas specified.

No haulage will be paid.

ITEM UNIT

22.02 BACKFILLING:

(a) USING EXCAVATED MATERIAL CUBIC METRE

(m3)(b) USING IMPORTED SELECTED

MATERIAL

CUBIC METRE

(m3)

(c) EXTRA OVER SUBITEMS 22.02(a) AND (b) FOR SOIL CEMENT

BACKFILLING (PERCENTAGE OF

CEMENT INDICATED)

CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofmaterial in place after compaction. The quantity shall becalculated from the leading dimensions of the backfillingas specified or as authorised by the Engineer.

If excavation were carried out in excess of thedimensions authorised by the Engineer, the quantity ofbackfilling will nevertheless be based on the authoriseddimensions. The volume occupied by the culvert shallbe subtracted when calculating the volume ofbackfilling.

The bid rates shall include full compensation forbackfilling under, alongside and over conduits, forwatering, and for compacting the backfill material to thespecified density. The bid rate for SUBITEM 22.02(b)shall, in addition, include full compensation forsupplying selected material of sub base quality fromapproved sources, including a free haul of 1.0 km in thecases where haulage is paid for in accordance with theSpecial Specifications..

The bid rate for SUBITEM 22.02(c) shall be additional tothe rates bid for SUBITEMS 22.02(a) and (b) and shallinclude full compensation for all incidentals required forthe complete backfilling with soil cement as specified.

ITEM UNIT

22.03 CONCRETE PIPE CULVERTS:

(a) ON CLASS A BEDDING (TYPE AND

DIAMETER INDICATED)METRE (m)



(b) ON CLASS B BEDDING (TYPE AND


(c) ON CLASS C BEDDING (TYPE AND


(d) ON CLASS D BEDDING (TYPE AND


The unit of measurement for concrete pipe culvertsshall be the metre of culvert laid as shown on theDrawings or ordered by the Engineer. The length shallbe measured along the soffit of the culvert.

The bid rates shall include full compensation forproviding, testing, loading, transporting and unloadingthe culverts, for providing and placing the fine-grainedmaterial, where required, and for the installation, layingand jointing of the culverts, as specified.

Should it be inevitable for a section to be cut off from aconcrete pipe unit of standard length, the full standardlength of the unit shall be measured for payment. Noadditional compensation for cutting and disposing ofsuch section will be paid.

Upon payment, differentiation shall be made betweenthe various types and sizes of culverts and between theculverts placed on A, B, C and D classes of bedding.

ITEM UNIT

22.04 METAL CULVERTS:

(a) SIZE, WALL THICKNESS AND TYPE

INDICATED

METRE (m)

(b) CUTTING OFF BEVELLED AND/ OR

SKEW ENDS (SIZE AND TYPE

INDICATED)

NUMBER (no)

(c) ANCHOR BOLTS NUMBER (no)

The unit of measurement shall be the metre of culvertlaid, the number of cuts made and the number ofanchor bolts installed as shown on the Drawings orordered by the Engineer.

In the case of a metal pipe, the culvert length shall bemeasured along the pipe centre line. In the case of ametal pipe arch, the culvert length shall be measuredalong the bottom of the pipe arch. In both cases, thelength of bevelled and/or skew ends shall be included.

The bid rates shall include full compensation forproviding, testing, loading, transporting and off-loadingthe culverts, for providing and placing fine-grainedmaterial where required for the installation of culverts,and for installing, laying and jointing the culverts asspecified. Upon payment, a differentiation shall bemade between the various types and sizes of culvertsand also between culverts with differing wallthicknesses.

Payment shall be made separately for the cutting ofbevelled and/or skew ends, and the bid rate shallinclude full compensation for all work in connection withthe cutting of ends.

The bid rate per anchor bolt shall include fullcompensation for procuring, providing and installing thebolts.

ITEM UNIT

22.05 PORTAL AND RECTANGULAR

CULVERTS:

(a) COMPLETE WITH PREFABRICATED

FLOOR SLABS (SIZE AND TYPE

METRE (m)

INDICATED)

(b) WITHOUT PREFABRICATED FLOOR

SLABS (SIZE AND TYPE INDICATED)METRE (m)

The unit of measurement for prefabricated portal orrectangular culverts shall be the metre of culvert laid asshown on the Drawings or as directed by the Engineer.

The length shall be measured along the soffit of theculvert.

The bid rates shall include full compensation forsupplying, testing, loading, transporting and off-loadingall culverts, providing and placing the fine-grainedmaterial where required for installing the culverts, andinstalling, laying and jointing the culverts as specified,including cutting them on the site, and waste.

Payment will be made separately for floor slabs of castin situ concrete.

Payment shall distinguish between the different sizesand types of culverts and between culverts installedwith or without prefabricated floor slabs.

ITEM UNIT

22.06 EXTRA OVER ITEMS 22.0322.04 AND 22.05 FOR

CONSTRUCTING INCLINED CULVERTS

STEEPER THAN 1:4.

METRE

(m)

The unit of measurement shall be the metre of culvertinstalled at a grade steeper than 1:4 as specified inCLAUSE 2216.

The bid rate shall include full compensation foradditional or more difficult work of any nature in regardto laying, excavating and backfilling as may be requiredfor installing the culverts at a grade steeper than 1:4.

ITEM UNIT

22.07 CAST IN SITU CONCRETE AND

FORM WORK:

(a) IN CLASS A BEDDING, SCREEDS AND

THE ENCASING FOR PIPES, INCLUDING

FORMWORK, (CLASS OF CONCRETE

INDICATED)

CUBIC

METRE

(m3)

(b) IN FLOOR SLABS FOR PORTAL OR

RECTANGULAR CULVERTS, INCLUDING

FORMWORK AND CLASS U2 SURFACE

FINISH (CLASS OF CONCRETE

INDICATED)

CUBIC

METRE

(m3)

(c) IN INLET AND OUTLET STRUCTURES,CATCHPITS, MANHOLES, THRUST AND

ANCHOR BLOCKS, EXCLUDING

FORMWORK BUT INCLUDING CLASS

U2 SURFACE FINISH (CLASS OF

CONCRETE INDICATED)

CUBIC

METRE

(m3)

(d) FORMWORK OF CONCRETE UNDER

SUBITEM 22.07 (a) ABOVE TYPE OF

FINISH INDICATED)

SQUARE

METRE

(m2)

(e) IN CONCRETE LININGS FOR THE

INVERTS OF METAL CULVERTS,INCLUDING FORMWORK AND CLASS


CONCRETE INDICATED)

CUBIC

METRE

(m3)

Measurement of formwork and cast in situ concreteshall be as specified in SECTIONS 6200 and 6400.

Payment for formwork and cast in situ concrete shall bemade as provided in SECTIONS 6200 and 6400, except



that payment for the formwork for concreting inSUBITEMS 22.07(a), (b) and (e) shall not be madeseparately, and the Contractor’s rates for concrete shallinclude full compensation therefor.

No separate payment shall be made for theconstruction of joints in culvert floor slabs or at inlet andoutlet structures, and the bid rates for concrete shallinclude full compensation for forming the jointscomplete in accordance with the details shown on theDrawings.

ITEM UNIT

22.08 CONCRETE BACKFILL FOR

CULVERT (CLASS INDICATED)CUBIC

METRE (m3)

The unit of measurement shall be the cubic metre ofconcrete backfill. The quantity shall be calculated fromthe dimensions of the excavation as specified or as maybe authorised by the Engineer, minus the volume takenup by the culverts, irrespective of whether the actualexcavation to be backfilled exceeds the specified orauthorised dimensions.

Payment shall be made as for concrete in ITEM 22.07(a) above.

ITEM UNIT

22.09 PREFABRICATED CONCRETE

INLETS AND OUTLETS TO CULVERTS

(SIZE AND TYPE INDICATED)

NUMBER

(no)

Prefabricated concrete inlets and outlets for concretepipe culverts shall be measured per inlet or outlet,complete in position.

The bid rate shall include full compensation forprocuring, providing, loading, transporting, off-loadingand installing the inlets or outlets as specified.

ITEM UNIT

22.10 STEEL

REINFORCEMENT:

(a) MILD STEEL BARS TONNE (t)

(b) HIGH-TENSILE STEEL BARS TONNE (t)

(c) WELDED STEEL FABRIC KILOGRAMME (kg)

Measurement and payment for steel reinforcement shallbe made as specified in SECTION 6300.

ITEM UNIT

22.11 DOWELS FOR JOINING OLD

AND NEW CONCRETE

KILOGRAMME

(kg)

The unit of measurement shall be the kilogram of steeldowels installed.

The bid rate shall include full compensation forsupplying all materials, all cutting, drilling and grouting,and any other operation or item necessary for theproper execution of the work.

ITEM UNIT

22.12 REMOVING EXISTING

CONCRETE:

(a) PLAIN CONCRETE CUBIC METRE (m3)

(b) REINFORCED CONCRETE CUBIC METRE (m3)

The unit of measurement shall be the cubic metre ofexisting concrete removed.

The bid rates shall include full compensation for alldemolition and for loading, transporting and disposingof the products of demolition, including a free haul of1.0 km.

Payment shall distinguish between plain and reinforcedconcrete. For the purpose of this item, reinforcedconcrete shall be defined as concrete containing atleast 0.2% of steel reinforcement measured by volume.

The bid rates shall also include full compensation forcutting straight grooves of the specified depth at jointpositions where shown on the Drawings.

ITEM UNIT

22.13 REMOVING AND RE-LAYING

EXISTING PIPES (SIZE AND TYPE OF

BEDDING INDICATED)

METRE (m)

The unit of measurement shall be the metre of existingpipe removed and re-laid.

The bid rate shall include full compensation for lifting,loading, transporting, off-loading, and laying pipesaccording to the Specifications. No haulage will be paid.

Payment for any excavation and backfilling required forthe removal and relaying of existing pipes shall bemade separately under ITEMS 22.01 and 22.02.

Where existing pipes are loaded, transported and usedin diversions, they shall not be measured for paymentunder this item, but payment therefor shall be made interms of SECTION 1500.

ITEM UNIT

22.14 REMOVING AND STACKING

EXISTING PREFABRICATED PIPES

(ALL SIZES)

METRE

(m)

The unit of measurement shall be the metre of existingprefabricated culverts removed and stacked.

The bid rate shall include full compensation for lifting,loading, transporting to stack, off-loading, and stackingthe prefabricated culverts.

Payment for any excavation and backfilling required forremoving, transporting and stacking the existingprefabricated culverts shall be made separately underITEMS 22.01 and 22.02. No haulage will be paid.

ITEM UNIT

22.15 TREATING SURFACES WITH

EPOXY RESIN FOR JOINING NEW TO

OLD CONCRETE (TYPE OF EPOXY

RESIN SPECIFIED)

LITRE (l)

The unit of measurement shall be the litre of epoxyresincompound used at the specified rate of application.

The bid rate shall include full compensation forproviding and applying the epoxy-resin compound.

ITEM UNIT

22.16 PROTECTIVE MASTIC

ASPHALT COATING FOR

CORRUGATED METAL CULVERT

UNITS (STATE WHETHER TO BE

SQUARE

METRE (m2)



APPLIED BY BRUSH OR BY

SPRAY GUN)

The unit of measurement shall be the square metre ofprotective coating applied as specified and as directedby the Engineer. When both inside and outside surfacesare treated, both surfaces shall be measured.

The bid rate shall include full compensation forprocuring and furnishing the mastic asphalt, applyingthe material, and for all other additional work andincidentals required for providing the protective coatingas specified.

ITEM UNIT

22.17 MANHOLES, CATCHPITS, PRECAST

INLET AND OUTLET STRUCTURES

COMPLETE:

(a) MANHOLES (TYPE INDICATED) NUMBER

(no)(b) CATCHPITS (TYPE INDICATED) NUMBER

(no)(c) PRECAST INLET AND OUTLET

STRUCTURES (TYPE INDICATED)NUMBER

(no)

(d) EXTRA OVER OR LESS THAN SUBITEM

22.17 (a) FOR VARIATIONS IN THE

DEPTHS OF MAN HOLES FROM THE

STANDARD DEPTH DESIGNATED FOR

BIDDING PURPOSES (STANDARD DEPTH

AND TYPE OF CATCHPIT INDICATED)

METRE

(m)

(e) EXTRA OVER OR LESS THAN SUB ITEM

22.17 (b) FOR VARIATIONS IN THE

DEPTHS OF CATCHPITS FROM THE




METRE

(m)

The unit of measurement, in the case of SUBITEMS (a),(b) and (c) above, shall be the complete unit as shownon the Drawings, including all concrete, brickwork,covers, frames, grids and other accessories.The bid rates shall include full compensation forprocuring, furnishing and installing, and laying whereapplicable, the complete units except for excavationand backfilling, which shall be measured separately.The bid rate shall also include full compensation forconnecting up to and building any conduits into thewalls of the various structures.

The unit of measurement in the case of SUBITEMS (d)and (e) above shall be the metre of increased ordecreased depth of the manhole or catchpit measuredin relation to the standard depth furnished for biddingpurposes.

The bid rates per metre shall be an adjustment to thecompensation for the standard item, payable either asan increased compensation to the Contractor in thecase of an increased depth, or as a decrease incompensation in the case of a decreased depth inrelation to the standard depth.

Where the above items of work cannot be convenientlystandardised for payment according to complete units,the various types of work and items of material providedshall be measured separately in accordance with ITEMS

22.18 to 22.21 and such other items as may benecessary.

Concrete and formwork shall be measured and paid forunder SUBITEMS 22.07 (c) and (d) respectively,excavation under ITEM 22.01 and backfilling under ITEM

22.02.

ITEM UNIT

22.18 BRICKWORK:

(a) 115 mm THICK SQUARE METRE (m2)

(b) 230 mm THICK SQUARE METRE (m2)

(c) 345 mm THICK SQUARE METRE (m2)

The unit of measurement shall be the square metre ofbrickwork built, calculated from the leading dimensionsof the brickwork. Areas in walls occupied by conduits,shall not be included in the areas measured, andcorners and intersections common to more than onebrick wall shall be measured only once.The bid rates per square metre shall include fullcompensation for the brickwork complete as specified,including pointing and the building in of conduits.

ITEM UNIT

22.19 PLASTER: SQUARE METRE (m2)

The unit of measurement shall be the square metre ofplaster work provided.

The bid rate shall include full compensation for rakingout joints in the brick work and applying a 1:4 plaster,as specified, to all surfaces where required.

ITEM UNIT

22.20 BENCHING: SQUARE METRE (m2)

The unit of measurement shall be the square metre ofbenching, measured in plan, constructed in Class 20/19concrete with granolithic rendering.

The bid rate shall include full compensation forprocuring and furnishing all materials, placing theconcrete benching and rendering with the specifiedgranolithic rendering.

ITEM UNIT

22.21 ACCESSORIES:

(a) MANHOLE COVERS INCLUDING

FRAMES (DESCRIPTION)NUMBER

(no)

(b) INLET GRIDS INCLUDING FRAMES

(DESCRIPTION)NUMBER

(no)

(c) STEP IRONS (DESCRIPTION) NUMBER

(no)(d) ETC. FOR OTHER ACCESSORIES NUMBER

(no)

The unit of measurement shall be the number of eachtype of accessory delivered and installed.

The bid rates shall include full compensation forprocuring, furnishing and installing the accessories.

ITEM UNIT

22.22 ANCHORS FOR PIPES

(DESCRIPTION)NUMBER

(no)

The unit of measurement shall be the number ofcomplete anchors installed, including straps, bolts, etc,but excluding any concrete work, which shall bemeasured under SUBITEMS 22.07(c) and (d).

The bid rate shall include full compensation forprocuring, providing and installing the anchors.



ITEM UNIT

22.23 SERVICE DUCTS:

(a) ORDINARY PIPES (TYPE AND

DIAMETER INDICATED)METRE

(m)

(b) SPLIT PIPES (TYPE AND DIAMETER

INDICATED)METRE

(m)

The unit of measurement shall be a metre of serviceduct laid.

The bid rates shall include full compensation forprocuring, providing, and laying the pipes, including endstoppers, draw wires and complete installation, but shallexclude excavation, backfilling, and encasing withconcrete, which shall be measured for payment underthe appropriate items of payment of this Section.

ITEM UNIT

22.24 DUCT MARKER BLOCKS

(TYPE INDICATED)NUMBER

(no)

The unit of measurement shall be the number of markerblocks installed, and the bid rate shall include fullcompensation for manufacturing, delivering andinstalling the marker blocks, complete as shown on theDrawings.

ITEM UNIT

22.25 HAND EXCAVATION TO

DETERMINE THE POSITIONS OF

EXISTING SERVICES

CUBIC

METRE

(m3)

The unit of measurement shall be the cubic metre ofmaterial excavated within the lengths and widthsauthorised by the Engineer and the depth required toexpose the service. Excavation in excess of theauthorised dimensions shall not be measured forpayment.

The bid rate shall include full compensation for allexcavation, backfilling, compacting to 90% of BS-Heavydensity, disposing of any surplus excavated material,keeping the excavations safe, dealing with any surfaceor subsurface water, taking special care to ensure thatservices are not damaged in any way and any otheroperation necessary for completing the work. The bidrate shall also include all haulage of material. Anydamage to a service caused by the Contractor shall berepaired at his own costs, to the satisfaction of theOwner of the service and the Engineer.

No distinction will be made between rock and softmaterial, neither will distinction be made between thevarious types of services to be exposed or the depths towhich excavations are taken.

ITEM UNIT

22.26 REINSTATING TRENCHES

CROSSING ROADS:

(a) IMPROVED SUBGRADE LAYERS SQUARE

METRE (m2)(b) SUBBASE LAYERS SQUARE

METRE (m2)(c) BASE COURSE LAYERS SQUARE

METRE (m2)(d) BITUMINOUS SURFACING

INCLUDING TACK COAT)SQUARE

METRE (m2)

(e) KERBING METRE (m)

The unit of measurement for SUBITEMS 22.26(a) to (d)shall be the square metre of the layer reinstated whereinstructed by the Engineer.

The unit of measurement for SUBITEM 22.26(e) shall bethe metre of kerbing replaced due to trench excavationswhere instructed by the Engineer.

Any reinstatement required beyond the agreed orinstructed dimensions owing to damage caused by theContractor will not be measured for payment.

The appropriate Sections of the Specifications shallalso be applicable to the reinstatement of the trenches.

The bid rates shall include full compensation forprocuring, furnishing, placing, compacting and finishingall materials, providing all labour and constructionalplant, cutting and preparing the edges of the existingsurfacing, and protecting and maintaining thecompleted reinstatement as specified.

ITEM UNIT

22.27 PREFABRICATED REINFORCED

CONCRETE SKEW END UNITS FOR

CONCRETE CULVERTS CONSTRUCTED

AT A SKEW ANGLE (TYPE AND

DIMENSIONS OF UNIT AND CLASS OF

BEDDING INDICATED)

NUMBER

(no)

The unit of measurement shall be the number of eachtype and size of prefabricated reinforced-concrete skewend unit provided and installed, irrespective of the angleof skew.

The bid rates shall include full compensation forproviding, testing, loading and unloading the units,constructing the prescribed class of bedding, and forinstalling, laying and joining the units, complete asspecified and in accordance with the details shown onthe Drawings.




SECTION 2300: CONCRETEKERBING, CONCRETECHANNELLING, OPENCONCRETE CHUTES ANDCONCRETE LININGS FOR OPENDRAINS


2301 SCOPE 2000-192302 MATERIALS 2000-192303 TYPES OF STRUCTURES 2000-192304 CONSTRUCTION 2000-192305 INLET AND OUTLET STRUCTURES AND

TRANSITION SECTIONS 2000-212306 CONSTRUCTION TOLERANCES AND

SURFACE FINISH 2000-212307 MEASUREMENT AND PAYMENT 2000-21

2301 SCOPEThis Section covers the construction of concretekerbing and channelling, open concrete chutes andconcrete linings for open drains at the locations and tothe details as shown on the Drawings or as directed bythe Engineer.

2302 MATERIALS

(a) ConcreteAll concrete work shall be carried out in accordancewith the requirements of SECTIONS 6200, 6300 and6400.

(b) Kerbing and channellingPrefabricated kerbing and channelling shall comply withthe requirements of SABS 927 or equivalent. Cast insitu kerbing and channelling shall be of the class ofconcrete indicated.

(c) Joint sealant− Cold-applied joint sealant shall be a two-part

polysulphide sealing compound conforming to therequirements of BS 4254.

− Polyurethane-based joint sealants shall comply withthe requirements of SABS 1077 or equivalent.

− Silicone-based joint sealants shall comply with therequirements of the Special Specifications.

(d) Bedding materialThe material on which concrete kerbs and channels areto be bedded shall consist of crushed stone, cinders,slag, sand or other approved porous material with amaximum particle size of 14mm.

Concrete may also be prescribed as bedding material,in which case it shall comply with the requirements ofSECTION 6400.

2303 TYPES OF STRUCTURESKerbing shall include barrier kerbs, mountable andsemi-mountable types. All these elements may beprefabricated units or constructed in a continuousoperation using slipforms. Channelling may be cast insitu, prefabricated units or else of slipform construction.Chutes may be either prefabricated units or cast in situ,and the concrete lining of open channels shall be cast

in situ only, except that side slabs may be precast.Downpipes shall be prefabricated units.

2304 CONSTRUCTION

(a) Excavation, and preparation of bedding

(i) Kerbs and channelsTrenches for kerbs and channels shall beexcavated to the required depth and all unsuitablematerial shall be removed and replaced with a layerof approved bedding material at least 75 mm thick.The bedding shall be compacted and accuratelyshaped to the required grade. No concrete orprecast concrete unit shall be placed onuncompacted or disturbed material.

(ii) Concrete liningsThe excavation work for open drains shall beexecuted and paid for in accordance with theprovisions of SECTION 2100.

The excavations shall then be neatly trimmed to thelines and levels specified so as to permit theaccurate construction of the concrete linings. Allloose material shall be compacted to a density ofnot less than 90% of BS-Heavy density.

Where the in situ material is unsuitable, theEngineer may order that it be removed to therequired depth and replaced with selected materialcompacted to a density of 90% of BS-Heavydensity.

Where excavations for open drains are in rock, overbreak shall be backfilled as ordered, either withmass concrete or with selected natural gravel or soilcompacted to a BS-Heavy density of at least 90%.

(iii) ChutesExcavations for chutes shall be neatly trimmed. Allloose material shall be thoroughly compacted, andwhere overbreak occurs in rock material, theexcavations shall be backfilled with mass concrete.If required by the Engineer, the excavations shall betaken deeper to accommodate a concrete screedcast to act as a working platform for theconstruction of the chutes.

(b) Prefabricated concrete kerbing and channellingPrefabricated concrete kerbing and channelling shall belaid on the approved bedding with close joints filled with3:1 sand: cement mortar not exceeding 10mm inthickness and neatly pointed with a pointing trowel. Theexposed faces of kerbs and edging shall be constructedtrue to line and elevation. Kerbing around curves shallfirst be laid along the full curve length before the jointsare filled, unless otherwise allowed by the Engineer.Kerbs shall be temporarily propped during construction.

Unless otherwise instructed by the Engineer,prefabricated concrete kerb units shall be 1.0 m inlength, except at curves at road junctions, where theyshall be 0.3 m in length.

Prefabricated concrete kerbs shall be laid with a Class1:4:8/25 cast in situ concrete support behind the kerbsin accordance with the details shown on the Drawings.

(c) Prefabricated concrete chutes on side slopes offills and cuts

Prefabricated concrete chutes shall be manufactured inaccordance with the dimensions shown on theDrawings, and the units shall fit neatly into each otheras shown. The bottom unit shall rest against the outletstructure or footing as shown on the Drawings.



The units shall be laid true to line and grade from thebottom up so that each unit fits neatly into the previousone.

A transition section shall be constructed at the inlet tolead the water into the chute as shown on theDrawings.

(d) Slip – form kerbingSlip-form kerbs and channels shall be placed on anapproved bedding by a continuous process with anapproved machine. Contraction joints shall be sawn atintervals shown on the Drawings or prescribed by theEngineer in a manner so as not to cause the concreteto spall at the joint. The concrete shall be cured inaccordance with the requirements of CLAUSE 6409.

The kerbs and channels shall be constructed true to lineand elevation and shall have a neat appearance.Where transverse cracks occur, the Contractor shallreplace the entire section between the contraction jointsat his own cost.

(e) Cast in situ kerbs and channelsForms for kerbs and channels shall be accurately set toline and elevation and shall be firmly held in positionduring the placing of the concrete. Stops and jointingmaterial at the ends of sections shall be accuratelyplaced so as to ensure that joints between adjacentsections are truly perpendicular to the surface of theconcrete and at right angles to the edge of the road.

After concrete has been placed in the forms, it shall betamped and worked until mortar entirely covers anyexposed faces. Exposed faces shall then be finished tosmooth and even surfaces and edges shall be roundedto the radii shown on the Drawings.

Forms shall be removed from any concrete surface thatwill be exposed, within a period of 24 hours of theconcrete having been placed. Minor defects shall berepaired with a 2:1 sand: cement mortar. Plasteringshall not be permitted on exposed faces and all rejectedportions shall be removed and replaced at theContractor’s expense. When completed, the sectionsshall be cured in accordance with the requirementsspecified in CLAUSE 6409.

The completed kerbs and channels shall be true to lineand elevation and shall have an even and neatappearance.

(f) Cast in situ chutes on cut slopesCast in situ concrete chutes on cut slopes, together withthe inlet and outlet structures, shall be constructed inaccordance with the Drawings. The class of concreteshall be as indicated on the Drawings.

Where required by the Engineer, a concrete screedshall first be cast on excavations that cannot betrimmed accurately. The screed shall be accuratelyfinished to the level of the underside of the chute floorslab and allowed to set before the floor slab is cast.Where the material being excavated cannot beaccurately trimmed or where the chute sides have toextend above the surface of cut slopes, the outer facesof the sides shall be cast against formwork.

(g) Concrete-lined open drainsThe exposed surfaces of the concrete linings of opendrains shall be given a Class U2 surface finish asdefined in CLAUSE 6209. Concrete shall be cured inaccordance with the requirements of CLAUSE 6409.

Sealed joints in concrete shall be in accordance withthe details indicated on the Drawings and the provisionsof SECTION 6600. Cold joints shall be painted with acoat of approved bituminous emulsion containing 60%

of pure bitumen by mass, or with an approved anti-adhesive before any adjoining slabs are cast.

Expansion joints shall be made in accordance with theDrawings.

Where required, the surfaces on which concrete liningis to be cast shall, after having been trimmed, becovered with polyethylene sheeting 0.15 mm thick andall joints in the sheeting shall be overlapped by at least150 mm.

(h) BackfillingAfter completing the concrete work, the spaces at thebacks of kerbs shall be backfilled with approvedmaterial to pavement or road shoulder level. Spacesadjoining chutes shall be backfilled level with the sideslope. Such backfill shall be placed in layers notexceeding 150 mm, or less as required, and each layershall be compacted to 90% of BS-Heavy density at oraround optimum moisture content before thesucceeding layer is placed thereon.

Where kerbs and channels are laid after construction ofthe base, the spaces between the concrete andadjoining base shall be backfilled with premixedbituminous material.

(i) Construction sequence

(i) Where kerbs and channelling are constructedbefore the base course:In this case, slip-form units or cast in situ units maybe constructed. During working and constructingthe base, precautionary measures shall be taken toprevent the concrete work from being damaged orshifted.

(ii) Where kerbs and channelling are constructed afterthe base course:The base shall be constructed wider than thespecified width, after which a neat trench shall bedug for the kerbing or channelling. Any over-excavation shall be filled with concrete castsimultaneously with the kerbs and channelling.

(iii) Where kerbs and channelling are constructed afterthe asphalt surfacing:The asphalt surfacing shall be constructed widerthan the specified width and shall be cut backaccurately with a mechanical saw to a marked lineto give a neat joint line between the kerbs orchannelling and the asphalt layer. The base shallthen be removed to the required depth.

Any concrete spilt onto the asphalt surface shall beremoved. Where so required by the Engineer, theContractor shall, without any additionalcompensation paint emulsion over the stainedsurface.

(j) ProtectionDuring transporting and laying care shall be taken toprotect all precast units against chipping or breakage.

Concrete kerbing and channelling as well as any otherstructures adjacent to the road shall be protectedagainst staining by bitumen being sprayed or premixbeing placed. Where bitumen is to be sprayed, all suchwork shall be completely covered with polyethylenesheeting at least 0.25 mm thick, specially reinforcedpaper or other approved material, properly secured toprevent the sheeting from lifting during windyconditions. Any work stained by bitumen shall bebroken down and replaced, unless all such bitumen iscompletely removed so as not to show any stains.Painting over stained concrete is strictly prohibited.



(k) Cutting existing bituminous surfacing andpavement layers

Where the Engineer instructs kerbing, channelling orconcrete – lined drains to be constructed againstexisting bituminous surfacing, the full depth of thebituminous surfacing, and the base and subbase ifnecessary, shall be accurately cut with a mechanicalsaw to the required line before the kerbing, channellingor concrete- lined drain is constructed. The edge shallbe vertical for kerbing and channelling. The concreteshall then be placed directly against the cut edgewithout formwork. All material outside the cut edge shallbe removed to the required depth before the concrete isplaced. The debris shall be disposed of at a dumpingsite to be provided by the Contractor subject to theapproval of the Engineer. The bituminous surfacingshall be protected and kept clean to the Engineer’ssatisfaction.

2305 INLET AND OUTLET STRUCTURES ANDTRANSITION SECTIONSTransition sections on kerbing, kerbing-channellingcombinations and concrete- lined open drains shall beconstructed to the same standards and by the samemethods as described for the uniform sections, but withthe required modifications. Sections may be eitherprecast or cast in situ units.

Inlet and outlet structures may be either precast orpartially precast concrete units or of cast in situconcrete.

Where shown on the Drawings or instructed by theEngineer, the Contractor shall supply and install in theoutlet structures energy dissipaters consisting ofprefabricated reinforced concrete blocks of Class 20/19concrete of the dimensions shown on the Drawings orlisted in the Bill of Quantities. All concrete work shallcomply with the requirements of SERIES 6000.

Components such as grids, covers and frames shall bein accordance with the details shown on the Drawingsand the requirements of SUBCLAUSE 2212 (e).

2306 CONSTRUCTION TOLERANCES ANDSURFACE FINISH

(a) Concrete kerbing and channellingConcrete kerbing and channelling shall be constructedto within the following dimensional and alignmenttolerances:

(i) Horizontal alignmentThe maximum deviation of edges, centre line, orvertical surfaces from the specified position shall be25 mm.

Further to the above, the maximum deviation ofedges, centre line or vertical surfaces from thespecified alignment, shall be 1:500 when taken overany section exceeding 10m in length.

(ii) Vertical alignment and levelThe inside edge of channelling shall nowhere beabove the finished road nor more than 10 mmbelow the finished road level. The invert level ofchannels and open drains and the top of kerbingshall nowhere deviate by more than 10 mm fromthe required level and nowhere shall channels ordrains have adverse grade.

(iii) Trueness of exposed surfacesWhen tested with a 3 m straight – edge, no surfaceirregularities shall exceed 6 mm.

(iv) Crossectional dimensions

All cross–sectional dimensions shall be within 6 mmof the specified dimensions except that theunderside of channelling may extend up to 25 mmbelow the level at which it would have the requiredthickness.

(b) Concrete – lined opens drains and concretechutes

Concrete – lined opens drains and concrete chutesshall be constructed to within the following tolerances:

(i) Horizontal alignmentThe maximum deviation from the true position ofthe edges or centre line shall be 25 mm.

(ii) Vertical alignmentThe invert level of concrete lined open channelsshall nowhere deviated by more than 25 mm fromthe required level and nowhere shall the open draininverts have an adverse grade.

(iii) Trueness of exposed surfaceWhen tested with a 3 m straight edge, no exposedsurface shall show surface irregularities exceeding10 mm.

(iv) Cross – sectional dimensionsAll cross-sectional dimensions shall be within 10mm of the specified dimensions and the averagethickness of a floor or side slab shall not be lessthan the specified thickness when considering anycomplete slab or slab sections with a surface areaof 10 m2 or more, and disregarding a thicknessexceeding 10 mm of the specified thickness.

(c) Surface finishAll unformed exposed concrete surfaces shall have aClass U2 surface finish and all formed exposedconcrete surfaces shall have a Class F2 surface finishas defined in CLAUSE 6209.


ITEM UNIT

23.01 CONCRETE KERBING (CLASS

OF CONCRETE INDICATED FOR CAST

IN SITU CONCRETE):

(a) (DESCRIPTION OF TYPE WITH

REFERENCE OF DRAWING)METRE (m)

(b) ETC FOR OTHER TYPES METRE (m)

ITEM UNIT

23.02 CONCRETE KERBING –CHANNELLING COMBINATION (CLASS


IN SITU CONCRETE):




The unit of measurement shall be the metre of concretekerbing, or a combination kerbing and channelling,complete as constructed, measured along the front faceof the kerb.

The bid for each metre of concrete kerbing and/orkerbing channeling combination shall include fullcompensation for the necessary excavation andpreparation of bedding, backfilling, formwork, finishingand for procuring, furnishing and installing all materials,kerbing and channeling and protecting it againststaining, supporting the kerbs with in situ cast concreteand filling and painting all joints, all complete asspecified.



ITEM UNIT

23.03 CONCRETE CHUTES (TYPICAL

DESIGNS ):

(a) (DESCRIPTIONS OF TYPE WITH

REFERENCE TO DRAWING. STATE

WHETHER PREFABRICATED OR CAST

IN SITU AND CLASS OF CONCRETE

METRE (m)


The unit of measurement shall be the metre ofcompleted chute as constructed, including any overlapmeasured along the slope as laid but excludingtransition sections and inlet and outlet structuresmeasured separately.

The bid rate per metre shall include full compensationfor procuring, furnishing and installing the completedchutes as specified and all excavation and thepreparation of bedding, backfilling, formwork andfinishing required.

ITEM UNIT

23.04 CAST IN SITU CONCRETE

CHUTES (MEASURED BY

COMPONENTS):

(a) CONCRETE (CLASS INDICATED ) CUBIC METRE

(m3)(b) FORMWORK (SURFACE FINISH

INDICATED )SQUARE

METRE (m2)

Measurement and payment for formwork and concreteshall be as specified in SECTIONS 6200 and 6400 exceptthat payment for excavation and gravel or soilbackfilling shall be deemed to be include in the rates bidfor concrete and shall not be measured and paid forseparately.

ITEM UNIT

23.05 INLET , OUTLET, TRANSITION

AND SIMILAR STRUCTURES (TYPICAL

DESIGNS):

(a) (DESCRIPTION OF STRUCTURE,TYPE, ETC, WITH REFERENCE TO

DRAWING AND CLASS OF

CONCRETE)

NUMBER (no)

(b) ETC FOR OTHER TYPES NUMBER (no)

The unit of measurement and payment shall be thenumber of completed units of each type of structureconstructed, and payment shall include fullcompensation for all formwork, concrete, excavation,trimming and backfilling, including such accessories asgrids, etc as may be specified on the Drawings.

ITEM UNIT

23.06 INLET, OUTLET,TRANSITION AND SIMILAR

STRUCTURES (MEASURED BY

COMPONENTS):

(a) CONCRETE (CLASS INDICATED) CUBIC METRE


INDICATED )SQUARE

METRE (m2)

(c) OTHER COMPONENTS NUMBER (no)

The measurement and payment for formwork andconcrete shall be as specified in SECTIONS 6200 and6400, except that excavation, trimming and backfillingshall not be measured and paid for separately, the cost

of which shall be deemed to be included in the rates bidfor concrete.

The unit of measurement for other components such asgrids shall be number of each type of componentinstalled. The bid rates shall include full compensationfor procuring, furnishing and installing the components,including any painting or protective coating required inthe Special Specifications or as shown on theDrawings.

ITEM UNIT

23.07 TRIMMING OF

EXCAVATIONS FOR CONCRETE-LINED OPEN DRAINS:

(a) IN SOFT MATERIAL AS DEFINED IN

CLAUSE 3603SQUARE

METRE (m2)

(b) IN ROCK AS DEFINED IN CLAUSE

3603SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofexcavation trimmed to receive concrete lining.

The bid rates shall include full compensation for alllabour, plant, material and other additional work andincidentals necessary for trimming the excavations foropen drains to the standard of finish required for theconstruction of concrete linings. All excavation,including the removal of unsuitable ground andbackfilling with suitable material, shall be measured andpaid for under SECTION 2100. Payment shall distinguishbetween trimming in soft material and trimming in rockmaterial as defined in SECTION 2105. No extra paymentshall be made in respect of any soil or gravel backfilling,additional concrete or mass – concrete backfillingrequired on account of overbreak or unavoidableunevenness of the excavations in difficult ground, thecost of which shall be deemed to be included in the bidrates for trimming in rock material.

ITEM UNIT

23.08 CONCRETE LINING FOR

OPENS DRAINS:

(a) CAST IN SITU CONCRETE LINING

(CLASS OF CONCRETE AND TYPE

OF OPEN DRAIN INDICATED)

CUBIC METRE

(m3)

(b) CLASS U2 SURFACE FINISH TO

CAST IN SITU CONCRETE (TYPE OF

OPEN DRAIN INDICATED )

SQUARE

METRE (m2)

Measurement of and payment for concrete shall be asspecified in SECTION 6400, but the bid rate shall includefull compensation for painting open joint surface asspecified.

The unit of measurement for surface shall be thesquare metre of finished surface.

The bid rate for surface finish shall include fullcompensation for all labour, plant, material and otheradditional work and incidentals required for trimming theconcrete lining specified.

ITEM UNIT

23.09 FORMWORK TO CAST IN SITU

CONCRETE LINING FOR OPEN DRAINS

(CLASS F2 SURFACE FINISH):

(a) TO SIDES WITH FORMWORK ON THE

INTERNAL FACE ONLY

SQUARE

METRE (m2)

(b) TO SIDES WITH FORMWORK ON

BOTH INTERNAL AND EXTERNAL

FACES (EACH FACE MEASURED)

SQUARE

METRE (m2)



(c) TO ENDS OF SLABS SQUARE

METRE (m2)

Measurement of and payment for formwork shall be asspecified in SECTION 6200. Formwork under SUBITEM

23.09(a) shall be measured and paid for only when theside slope of the slabs exceeds 1:2 and the slabscannot be constructed without formwork even when astiff concrete mix is used. When the Contractor elects touse precast side slabs, payment will be made forformwork as if cast in situ concrete had been used.

ITEM UNIT

23.10 SEALED JOINTS IN CONCRETE

LININGS OF OPEN DRAINS

(DESCRIPTION OF TYPE WITH

REFERENCES TO DRAWING)

METRE

(m)

The unit of measurement shall be the metre ofcompleted joint of each size and type.The bid rate shall include full compensation for thesupply of all materials and for all labour, formwork andincidentals necessary for sealing the joint as shown onthe Drawings or set out in the Special Specifications.

ITEM UNIT

23.11 CONCRETE SCREED OR

BACKFILL BELOW CHUTES (CLASS OF

CONCRETE INDICATED)

CUBIC

METRE

(m3)

The unit of measurement shall be the cubic metre ofconcrete screed or backfill as may be instructed by theEngineer to be placed below chutes.

The bid rate shall include full compensation forfurnishing, procuring and placing the concrete in screedor backfill.

ITEM UNIT

23.12 STEEL REINFORCEMENT:


(b) HIGH TENSILE STEEL BARS TONNE (t)

(c) WELDED STEEL FABRIC TONNE (t)

Measurement and payment shall be in accordance withthe provisions of SECTION 6300.

ITEM UNIT

23.13 POLYETHYLENE SHEETING

(0.15 mm THICK ) FOR CONCRETE-LINED OPEN DRAINS

SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofarea covered with polyethylene sheeting.

The bid rate shall include full compensation forprocuring, furnishing and installing the polyethylenesheeting, including wastage and overlap.

ITEM UNIT

23.14 CUTTING BITUMINOUS

PAVEMENT LAYERS FOR CONCRETE

KERBING, CHANNELLING OR

CONCRETE-LINED DRAINS

METRE (m)

The unit of measurement shall be the metre ofbituminous surfacing and pavement layers cut whereinstructed by the Engineer, irrespective of the depth cut.

The various layers shall not be measured separately forpayment.

The bid rate shall include full compensation for alllabour, constructional plant and materials required forcutting the surfacing and pavement layers to therequired depth, removing and disposing of the debrisand protecting and keeping the surfacing clean, all asspecified.

ITEM UNIT

23.15 PRECAST CONCRETE

BLOCKS IN OUTLET STRUCTURES

NUMBER

(no)

The unit of measurement shall be the number ofprecast concrete blocks provided and installed asshown on the Drawings or directed by the Engineer.




SECTION 2400: ASPHALT ANDCONCRETE BERMS


2401 SCOPE 2000-242402 MATERIALS 2000-242403 COMPOUNDING, MIXING AND

TRANSPORTING ASPHALT MIXES 2000-242404 PREPARING THE BERM FOUNDATION 2000-242405 PLACING 2000-242406 MEASUREMENT AND PAYMENT 2000-25

2401 SCOPEThis Section covers the construction of asphalt orconcrete berms at outer edge of paved shoulders.Berms shall be cast in situ in moulds or by means of asuitable machine to the dimensions shown on theDrawings or as directed by the Engineer.

2402 MATERIALS

(a) Bituminous binderBituminous binder shall be a penetration –gradebitumen or a mix- grade bituminous emulsion as maybe prescribed by the Engineer. Spray – grade emulsionmay be used as primer and tack coat.

The various bituminous materials shall comply with thefollowing specifications:− Penetration- grade bitumen: AASHTO M20-70

or equivalent− Bituminous emulsions: AASHTO M140-88

and M208-96 or equivalent

(b) AsphaltAsphalt containing penetration- grade bitumen shallcomply with the requirements of SECTION 4200. Theaggregate grading shall lie between the limits indicatedin TABLE 4202/3 for a fine continuously graded mix.

The material of asphalt which contains mix –gradebitumen emulsion shall comply with the requirements ofthe Special Specification.

The grading of the aggregate shall be subject to theprior approval of the Engineer.

(c) ConcreteAll concrete work shall be carried out in accordancewith the details shown on the Drawings and therequirements of SECTIONS 6200 and 6400.

2403 COMPOUNDING, MIXING ANDTRANSPORTING ASPHALT MIXES

(a) Compounding the mixturesAsphalt containing penetration grade bitumen shallcontain by mass of the dry aggregate, 7% by totalweight of 60/70 or 80/100 penetration grade bitumen oras specified, and 1% of active filler.

Asphalt containing mix- grade bitumen emulsion shallcontain by mass of the dry aggregate, 7% of netbitumen. The asphalt mix shall be in accordance withthe requirements of the Special Specifications.

The composition of the asphalt mix shall in all cases besubject to the prior approval of the Engineer.

(b) Mixing plantThe mixing plant shall be in accordance with therequirements of CLAUSE 4204.

(c) Mixing, transporting and placingAsphalt with penetration – grade bitumen shall bemixed, transported and placed in accordance with therequirements of SECTION 4200, and asphalt with mix-grade bitumen emulsion in accordance with therequirements of the Special Specification.

2404 PREPARING THE BERM FOUNDATIONIf shown on the Drawings, the prime coat sprayed ontothe base and shoulders shall extend over a wider areato allow space for the berms to be placed.

Where the Engineer so instruct that berms shall beconstructed, the specified width of the base projectingbeyond the sides of the paved shoulders shall bethoroughly cleaned. The shoulder material adjacent tothe base shall be compacted and trimmed to the upperlevel of the base and all loose material removed.

A prime coat consisting of 30% bitumen-emulsion shallbe applied at a rate of 0.40 l/m2 onto that part of theberm foundation falling outside the paved surface of theroad. In the case of asphalt berms, a tack of 0.40 l/m2

over the entire berm foundation. The tack coat shall beleft to break before the berm is placed.

2405 PLACINGWhen the berms are placed, proper care shall be takenat all times to ensure that the toe of the berm does notencroach on the side of the carriageway or shoulder bymore than 25 mm.

(a) Placing by handThe mixture shall be placed and shaped in situ in a rigidportable mould to form a trapezoidal kerb of thedimensions indicated on the Drawings.

In the case of asphalt berms the mixture shall bethoroughly compacted to form a hard unyielding berm,true to level shape and line with the specifiedtolerances. The moulds may be removed as soon asthe material has cooled to air temperature, or in thecase of a cold asphalt mix as soon as it has hardened.

(b) Placing by machineA machine of approved design may be used for placingthe berm. In general, machine- placed work will notrequire any additional compaction. In areas where, inthe opinion of the Engineer, the compaction isinadequate, the machine shall be weighted withadditional mass, or other measures shall be taken toensure that adequate compaction is obtained.

(c) Placing under guardrailsShould the berm be placed first, the holes for theguardrail posts shall be excavated with care to preventdamage being done to the berm. Where chutes arerequired against fills, the berm shall be discontinued forthe width of the top of the chute and finished to form aproper inlet for the water into the chute, as indicated onthe Drawings.

(d) General requirementsThe berms shall be placed true to level, shape and line.All berms deviating more than 10 mm from the specifiedline when measured at the inner edge of either theircrests or their bases, or of which the height or width,measured at the crest, varies by more than 5mm fromthe specified height or width, will be rejected and shall



be removed and replaced at the Contractor’s ownexpenses.

The surface of concrete berms placed by machine, andall unformed surface, shall be given a Class U2 finish,and formed surfaces a Class F2 finish. Joints shall beprovided at 3 m intervals in all concrete berms either bycasting in alternate sections or by cutting machined-placed sections. All such joints shall be neatly formedand finished so as not to leave any irregularities orloose concrete at the joints.


ITEM UNIT

24.01 ASPHALT BERMS:

(a) PLACED WHERE THERE ARE NO

GUARDRAILS (TYPES OF ASPHALT AND

BINDER INDICATED)

METRE (m)

(b) PLACED AT EXISTING GUARDRAILS

(TYPES OF ASPHALT AND BINDER

INDICATED)

METRE (m)

The unit of measurement shall be the metre of asphaltberm placed as specified.

The bid rates shall include full compensation forprocuring, furnishing, mixing and placing the materialand all other work necessary for completing the asphaltberms as specified.

The prime and tack coats shall be paid for under ITEM

24.03.

ITEM UNIT

24.02 CONCRETE BERMS:


GUARDRAILS (CLASS OF CONCRETE

INDICATED)

METRE (m)


(CLASS OF CONCRETE INDICATED)METRE (m)

The unit of measurement shall be the metre of concreteberm placed as specified.

The bid rates shall include full compensation forprocuring, furnishing, mixing and placing the materialand all other work necessary for completing theconcrete berms as specified. The prime coat shall bepaid for under ITEM 24.03

ITEM UNIT

24.03 PRIME AND TACK COATS:

(a) PRIME COAT:

(i) UNDER ASPHALT BERMS

(PRIME INDICATED)SQUARE

METRE (m2)

(ii) UNDER CONCRETE BERMS

(PRIME INDICATED )SQUARE

METRE (m2)

(b) TACK COAT (TYPE INDICATED) SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofcompleted prime coat or tack coat applied inaccordance with the Specifications.

The bid rates shall include full compensation forprocuring and providing all material and for mixing andapplying the adhesive and primer complete asspecified, including cleaning, compacting and trimmingthe coat being primed.

Payment shall be made under this item for the coat if,as instructed by the Engineer, it is applied in a separatestrip independently from the prime coat of the road orshoulder surface.

If applied as an integral part of the prime coat of theroad or shoulder surface by the prime coat beingsprayed over a wider area to provide space for theberms, payment for the prime coat will not be madeunder this item.

ITEM UNIT

24.04 TRANSITION SECTIONS FOR

NEW JERSEY TYPE OF RAILS)NUMBER

(no)

The unit of measurement shall be the number ofcompleted asphalt transition sections constructed to thedetails shown on the Drawings.

The bid rate shall include full compensation forprocuring, providing, mixing and placing all material andfor all labour, formwork and incidentals required forconstructing complete transition sections as specified.




SECTION 2500: PITCHING,STONEWORK AND PROTECTIONAGAINST EROSION


2501 SCOPE 2000-262502 MATERIALS 2000-262503 STONE PITCHING 2000-272504 RIPRAP 2000-272505 STONE MASONRY WALLS 2000-282506 SEGMENTAL BLOCK PAVING 2000-282507 CAST IN SITU CONCRETE PITCHING 2000-292508 MEASUREMENT AND PAYMENT 2000-29

2501 SCOPEThis Section covers the furnishing of materials and theconstruction of a protective covering in stone pitching,cast in situ concrete pitching, bricks or prefabricatedconcrete blocks on exposed surfaces such as earthslopes, drains and stream beds, as well as heavierprotective layers in the form of riprap and theconstruction of stone masonry for walls , all as shownon the Drawings or ordered by the Engineer.

2502 MATERIALS

(a) Stone

(i) PitchingStone for pitching shall be sound, tough anddurable, without any stones less than 200 mm inminimum dimension, except that smaller pieces orspalls may be used for filling spaces between thelarge stones. The shapes of the rocks or stonesshall be so as to form a stable protective layer ofthe required thickness. Rounded boulders shall notbe used on slopes steeper than 2:1 unless grouted.

All stone intended for use on a particular pitchingjob shall be subjected to the prior approval of theEngineer.

(ii) RiprapStone for riprap shall be hard field or quarry stonenot susceptible to disintegration or excessiveweathering on exposure to the atmosphere orwater. It shall be free from soft material such assand, clay, shale or organic material and shall notcontain an excessive quantity of elongated stones.

The required size of the stone will depend on the“critical mass” specified. At least 50% by mass ofthe material comprising the riprap shall consist ofstones with a mass heavier than the critical mass,and not more than 10% by mass of the materialshall consist of stones with a mass of less than 10%of the critical mass or more than 5 times the criticalmass.

(b) CementCement shall be ordinary Portland cement complyingwith the requirements of TZS 177:1999, BS 12 of thelatest issue or equivalent standard on approval of theEngineer.

(c) Sand

(i) Sand for concreteSand for concrete, cement slurry and cementmortar shall comply with the relevant requirementsof SUBCLAUSE 6402(b) subject to testing inaccordance with the relevant CML test methods.

(ii) Sand beddingSand for bedding used for paving blocks shall notcontain any deleterious impurities and shall comply

with the grading requirements in TABLE 2502/ 1

TABLE 2502/1GRADING REQUIREMENTS FOR BEDDING SAND

Sieve size (mm) % Passing105

2.361.180.6000.3000.1500.075

10095-10080-10050-8525-6010-305-150-10

(iii) Sand for jointsSand used for being brushed into the jointsbetween pavement blocks shall all pass through a1.18 mm sieve, and between 10 and 15% of it shallpass through a 0.075 mm sieve.

(d) Paving blocksPaving blocks shall comply with the requirements ofSABS 1058 or equivalent for Class 25 paving blockswhere paving blocks are made from concrete, andbricks used as paving blocks shall be facebrick unitswhich shall comply with the requirements of SABS 227or equivalent. Engineering units may also be usedinstead of facebrick units.

The surface texture and colour of all units shall beuniform.

Paving blocks for sidewalks shall be squareprefabricated concrete blocks, 450mm x 450 mm x 50mm in size and fabricated from Class 30 concrete. As toappearance, the blocks shall comply with therequirements of Clause 3.3 of SABS 927 or equivalent.The upper surface shall have an approved pattern toprovide proper skid resistance.

Concrete grass blocks shall consist of concrete slabs ofthe dimensions shown on the Drawings, with openingsthrough the slab totalling at least 20% of the surfacearea.

(e) ConcreteConcrete work shall be carried out in accordance withprovision of SECTION 6200, 6300 and 6400.

(f) WireWire for pitching kept in position by wires shall consistof 4 mm diameter galvanised wire, which complies withthe requirements of SABS 675 or equivalent.

(g) Permeable material for filter layerPermeable material for filter layers shall comply with therequirements specified for permeable material forsubsoil drains in CLAUSE 2104.

(h) Geotextile fabricSynthetic- fibre filter fabric shall be of the grade andtype specified in the Bill of Quantities or SpecialSpecifications and shall comply with the requirementsof CLAUSE 3605.



2503 STONE PITCHING

(a) Plain stone pitchingThe area shall be prepared by excavating, shaping andtrimming necessary for pitching and by thoroughlycompacting the area by hand ramming to preventsubsequent settlement. A trench shall be excavated asdirected by the Engineer along the toe of any slopes tobe pitched or along the unprotected edge of the pitchingin the beds of streams. Two pitching methods follow,and the method to be adopted shall be decided on bythe Engineer.

(i) Method 1Commencing at the bottom of the trench, the stonesshall be laid and firmly bedded into the slope andagainst adjoining stones. The stones shall be laidwith their longitudinal axes at right angles to theslope and with staggered joints. The stones shall bewell rammed into the bank or surface to beprotected and the spaces between the larger stonesshall be filled with spalls of approved pitching stonesecurely rammed into place.

Placing of rock by dumping shall not be allowed.

(ii) Method 2The technique and requirements laid down inMethod 1 shall also apply to Method 2, except inthe following aspects:

(1) No small stones or spalls shall be used to fill inspaces between larger stones.

(2) Simultaneously with the placing of stones, topsoil shall be introduced between individualstones, and sufficiently rammed so as toprovide a firm bonded structure. The topsoilshall be provided to the full depth of the stonepitching at any point.

(3) Rooted grass or tufts of grass shall then beplanted in the soil between stones and wateredimmediately and copiously and thereafter atregular intervals until the grass has beenestablished.

Whichever of the above two methods is adopted,the finished surface of the pitching shall present aneven, tight and neat appearance with no stonesvarying by more than 25 mm from the specifiedsurface grades or lines. The thickness of thepitching, measured at right angles to the surface,shall not be less than 200 mm.

(b) Grouted stone pitchingThe work shall be done in accordance with all therequirements specified for plain pitching in SUBCLAUSE

2503(a) above, except that the stone shall bethoroughly cleaned of adhering dirt or clay, moistenedand embedded in freshly laid cement mortar composedof one part of cement to six parts of sand. Any spacesbetween the stones shall be filled with cement grout ofthe same composition as the mortar. The mortar andthe grout shall be placed in a continuous operation forany days run at any one location. The grout shall beworked into the pitching to ensure that all spaces orvoids between the stones will be completely filled withgrout to the full depth of the stone pitching. Grout spiltonto exposed surface of the stone shall be removedwhile still soft, and the joints between stones shall beneatly finished.

The grouted pitching shall be cured with wet sacking orother approved wet cover for a period of not less thanfour days after grouting, and shall not be subjected toloading until adequate strength has been developed.

Where required, weep holes shall be formed in thepitching.

(c) Wired and grouted stone pitchingThe area to be pitched shall be prepared as describedin SUBCLAUSES 2503(a) and 2503(b) concrete bed(Class 15 concrete) with a thickness of at least 75 mmshall then be placed. The stone pitching shall be ofstones with a minimum dimension of 200 mm, whichshall be laid while the concrete is still fresh. Openingsbetween stones shall be filled with cement grout asdescribed in SUBCLAUSE 2503(b), and care shall betaken not to spill the grout onto the finally exposedsurfaces of the stones. Grout spilt onto the exposedsurface of the stone shall be removed while still soft andthe joints between stones shall be neatly finished.

Curing shall be done as described for grouted stonepitching in SUBCLAUSE 2503(b).

The completed pitching shall have an even compactedappearance and nowhere may the surface deviate bymore than 25 mm from the specified lines and grades.

2504 RIPRAP

(a) GeneralRiprap shall consist of a course of large rock placed onbank slopes and toes in stream and river beds and atother localities where protection of this type may berequired.

Two types of riprap are specified here, viz. one typewhere the rocks are individually packed, which isdesignated as packed riprap, and the other type wherethe rock is dumped and then spread by machines,which is designated as dumped riprap.

The surface of areas to receive riprap shall be neatlytrimmed to line and level and all loose materialcompacted. The perimeters of riprap areas shall beprotected by the construction of either rock- filledtrenches, walls or other structures as may be required.Perimeter trenches shall normally be backfilled withrock of the same size and quality as that used in theconstruction of the adjoining riprap, but any voids shallbe filled with similar stone and the entire backfill shallbe well compacted.

(b) Filter bedThe filter bed shall consist of a layer or layers ofpermeable material placed on the prepared surface tothe required thickness and each layer shall be finishedto an even surface and thickness. Compaction ofpervious material will not be required. Care shall betaken not mix various grades of filter material nor todisturb material already placed when subsequent layersor riprap are being placed.

When the use of synthetic- fibre filter fabric is required,the material shall be placed on the prepared surface onthe filter bed, depending on the instructions. Theoverlap between adjacent sheets shall be 150 mmunless otherwise specified. Care shall be taken not todamage the filter fabric when subsequent layers arebeing placed, nor to expose the filter fabric to the sunfor periods exceeding three days before it is covered.

(c) Packed riprapPacked riprap shall be constructed from rocks placedindividually to stagger the joints and so as to be firmlybedded in the prepared surface. The spaces betweenlarger stones shall be filled with spalls or smaller stonessecurely rammed into place. On inclined surfaces therock shall be laid in long horizontal strips starting fromthe bottom, and not in strips up the slope.



The completed riprap shall present a tight and evensurface. Local surface irregularities of the riprap shallnot exceed 150 mm.

(d) DumpedDumped riprap shall be constructed by dumping thestone on the prepared surface, spreading it by bulldozeror other suitable earth-moving equipment, and trimmingit to the required lines and levels. The material shall beplaced in a manner that will prevent the segregation ofthe smaller and larger stones and the top layer shall betight with a minimum of voids.

2505 STONE MASONRY WALLS

(a) GeneralStone masonry walls may be plain packed stone wallswith dry joints or otherwise mortared stone walls withstones bedded in cement mortar as indicated on theDrawings, as specified or as may be ordered.

The minimum mass of each stone used shall be 10 kgand its minimum dimension 75 mm.

(b) Plain packed stone wallsA foundation trench shall be excavated down to rock orto material with an adequate bearing capacity at aminimum depth of 300 mm below ground lever. Largerselected stones shall be used for the foundation layer.Flat and stratified stones shall be laid with the largestdimension in the horizontal plane. Stones shall bepacked individually to stagger the joints and to providea minimum of voids, and shall be firmly bedded againstadjoining stones. The spaces between the largerstones shall be filled with spalls securely rammed intoplace. The larger stones shall not bear on the spallsused for filling the voids. The top and ends of the wallshall be neatly finished with selected coping stones.

The appearance of the completed wall shall present aneven and tight surface.

(c) Cement – mortared stone wallsThe walling shall be constructed as specified in (b)above, with the exception that the stones shall bewetted and set in a 6:1 sand:cement mortar. Theexposed parts of the stones on the wall faces shall becleaned of all mortar by washing or wire brushing. Themortar shall be flush pointed to the satisfaction of theEngineer, who may require a capping and endtreatment of the same mortar.

Weep holes shall be provided as prescribed and shallbe cleaned of mortar or any other clogging material thatmay have entered during construction.

The walling shall be protected from the elements andkept moist for a minimum period of four days aftercompletion.

2506 SEGMENTAL BLOCK PAVING

(a) GeneralThe underlying layers for surfaces to be pitched shall beconstructed as specified or as indicated on theDrawings. Where no specified requirements have beenset in respect of the underlying layers, the top layershall be mechanically compacted to at least 90% of BS-Heavy density down to at least 150 mm from the top.During this process the top layer shall be trimmed to therequired grades and levels.

Where specified or required by the Engineer theprepared surface shall be treated with approved

environmentally compatible herbicide and ant poisonbefore the layer of sand for bedding is placed.

(b) Sand for beddingA layer of sand for bedding shall be placed on top of theprepared surface, and when still loose, accuratelyfloated to an uncompacted thickness of 30mm (±5mm)so as to afford the correct level to the pavement aftercompaction. Sand for bedding shall be placedimmediately before the paving blocks are laid and shallnot be compacted before the blocks have been laid.

(c) Laying the paving blocksThe pattern for laying the paving blocks shall be that asshown on the Drawings or approved or prescribed bythe Engineer. Unbroken blocks shall first be laid andfiller pieces afterwards. Filler pieces shall be neatlysawn or hewn to fit exactly into the space to be filled.Spaces of less than 25% of a full-sized block may befilled with 25 MPa concrete. The joints between blocksshall be sized between 2 and 6 mm and the top faces ofblocks shall be flush. After the paving blocks have beenlaid, the pavement shall be compacted by two passes ofa suitable vibrating-plate compactor operating at afrequency of 65 to 100 Hz and a low amplitude. Its platesurface shall be 0.2 to 0.4 m2 and shall develop acentrifugal force of 7 to 16 kN.

After compaction of the pavement as described above,joint sand shall be spread and brushed into the jointsuntil the joints have been properly filled. Any surplussand shall then be broomed off and pavement shallthen be subjected to two further passes by the platevibrator.

(d) Edge beamsConcrete edge beams or any such other edge supportsshall be constructed onto the supporting layer inaccordance with the details shown on the Drawings,and shall be constructed and left to cure before anypaving blocks are laid.

(e) Paving blocks for sidewalksPaving blocks for sidewalks shall be laid in the sameway as that described above for paving blocks, also ona bed of sand but on the proviso that where sospecified, joints shall be filled with a 6:1 sand:cementmortar instead of with sand only. In this case the widthof the joints between the stones shall be strictly inaccordance with the dimensions shown on theDrawings and the pavement shall be fully compactedbefore the joints are filled.

(f) Concrete grass blocksConcrete grass blocks of the size specified or shown onthe Drawings shall be placed on areas prepared forgrassing as specified in SECTION 5700. The holes in theblocks shall be filled with topsoil, and grassed withgrass cuttings or hydro-seeding as specified in SECTION

5700.

(g) Finishing requirements

(i) Segmental block pavingThe completed paving shall be even and neat, flushwith the kerb or edge – beam and may not lie belowthe side of the kerbing. The final surface levels shallnowhere deviate by more than 15 mm from thespecified levels and and planes, and noirregularities exceeding 10 mm may occur duringtesting with a 3m straight- edge.

(ii) Grass block pavementThe completed grass-block pavement shall have aneat and even appearance. The final surface of thepavement may nowhere deviate by more than 15mm from the specified levels and planes.



2507 CAST IN SITU CONCRETE PITCHINGThe areas where cast in situ concrete pitching is to beconstructed, trimmed and prepared as described inCLAUSE 2506 for block paving. The areas shall also betreated with an environmentally compatible herbicideand ant poison if required. The concrete shall complywith the requirements of SERIES 6000.

Prior to placing the concrete the surface shall bewatered and kept damp until the concrete has beenplaced. The type of concrete used shall, unlessotherwise specified, be Class 20 and the concrete shallbe accurately laid in alternate panels to the lines andlevels indicated, after which the remaining panels shallbe similarly placed. Accurately set-up guides shall beused to achieve the required line and slope. Theconcrete shall be thoroughly compacted and finished toa Class U2 surface finish.

Where indicated, the concrete pitching shall becontained by concrete edge beams being constructedas described in SUBCLAUSE 2506 (d).

The concrete pitching shall be cured for at least sevendays and no traffic shall be allowed to move across thepitching before the specified 28-days strength has beenreached.

The final surface may nowhere deviate by more than 25mm from the specified levels and planes and noirregularities exceeding 10 mm occur during testing witha 3 m straight – edge.


ITEM UNIT

25.01 STONE PITCHING:

(a) PLAIN PITCHING

(i) METHOD 1 SQUARE METRE (m2)

(ii) METHOD 2 SQUARE METRE (m2)

(b) GROUND STONE PITCHING SQUARE METRE (m2)

(c) WIRED AND GROUTED STONE

PITCHING (TOTAL THICKNESS

INDICATED)

SQUARE METRE (m2)

The unit of measurement for pitching shall be thesquare metre of each type of pitching in place.

The bid rate for each type of stone pitching shall includefull compensation for furnishing all materials, making allexcavations excluding trench and bulk excavations,compacting and trimming the excavated surfaces,forming and cleaning the weep holes, placing stonesand grouting or wiring and grouting where applicable,grassing and watering (applicable to Method 2) and forall other work necessary for completing the pitching asspecified. The bid rate for grouted stone pitching on aconcrete bed shall also include full compensation forthe concrete bed.

Excavations for foundation trenches and concrete edgebeams and the construction of the concrete edgebeams will be paid for separately.

ITEM UNIT

25.02 RIPRAP:

(a) PACKED RIPRAP (CRITICAL MASS

OF STONES INDICATED)CUBIC METRE (m3)

(b) DUMPED RIPRAP (CRITICAL

MASS OF STONE INDICATED )CUBIC METRE (m3)

(c) FILTER BACKING (SUBCLAUSE

2104 (a) (ii) AND 2504 (b)

CONSISTING OF:

(i) CRUSHED STONE CUBIC METRE (m3)

(ii) FILTER SAND OBTAINED

FROM BORROW PITS

CUBIC METRE (m3)

(d) SYNTHETIC FIBRE FILTER FABRIC

(TYPE , CLASS AND GRADE

STATED)

SQUARE METRE

(m2)

The unit of measurement for riprap and filter layer(SUBITEMS 25.02(a), (b) and (c) above) shall be thecubic metre of riprap or filter layer in place and shallinclude rock used in trench backfill. The unit ofmeasurement for SUBITEM 2502(d) shall be the squaremetre of filter fabric laid as specified, including overlaps.

The rates bid for SUBITEMS 25.02(a), (b) and (c) shallinclude full compensation for preparing the surfaces,including excavation (but excluding excavation fortrenches and bulk excavations ) and for the furnishing,transporting , handling and placing of riprap or filterlayers. The rate bid for SUBITEM (d) shall include fullcompensation for procuring and furnishing the filterfabric and for laying it as specified, including wastage.Collectively the rates shall also include fullcompensation for all other incidentals necessary forcompleting the work as specified.

ITEM UNIT

25.03 STONE MASONRY

WALLS:

(a) PLAIN PACKED STONE WALLS CUBIC METRE (m3)

(b) CEMENT-MORTARED STONE

WALLS

CUBIC METRE (m3)

The unit of measurement for stone masonry walls shallbe the cubic metre of actual walling constructed andaccepted.

The bid rate for each type of stone wall shall include fullcompensation for furnishing all materials, trimming theareas, placing the stones and cement-mortaredmasonry where necessary, and all other worknecessary for completing the walls in accordance withthe Specifications. Excavation of foundation trencheswill be paid for separately.

ITEM UNIT

25.04 CONCRETE PITCHING AND

BLOCK PAVING:

(a) CAST IN SITU CONCRETE

PITCHING (CLASS OF CONCRETE

AND THICKNESS OF PITCHING

INDICATED)

SQUARE

METRE (m2)

(b) SEGMENTAL BLOCK PAVING

(TYPE AND THICKNESS

INDICATED)

SQUARE

METRE (m2)

(c) PREFABRICATED CONCRETE

GRASS BLOCKS

SQUARE

METRE (m2)

(d) PREFABRICATED CONCRETE

PAVING BLOCKS FOR SIDEWALK

PAVEMENT (THICKNESS

INDICATED)

SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofeach type constructed.

The bid rates shall include full compensation forfurnishing all material, all excavation (but excluding bulkexcavation and excavation for foundation trenches andedge beams), compacting and trimming all theexcavated areas, providing a sand bedding (SUBITEMS



25.04(b) and (d)), laying and compacting the pavingblocks (SUBITEMS 25.04(b) and (d)), laying concretegrass blocks (SUBITEM 25.04(c)), topsoiling andgrassing, (SUBITEM 2504(c)), constructing concretepitching, including normal formwork and the shaping ofsurfaces (SUBITEM 25.04(a)), making and cleaningweepholes (SUBITEM (a)) and for all other worknecessary for completing the work as specified.

ITEM UNIT

25.05 CONCRETE EDGE BEAMS

(CLASS OF CONCRETE

INDICATED)

CUBIC METRE

(m3)

The unit measured shall be the cubic metre of concretein edge beams constructed as instructed.

The bid rate shall include full compensation forfurnishing all materials and labour, including formworkas necessary, placing concrete and shaping all surfacesand all excavations required (in all classes of material).

ITEM UNIT

25.06 PROVISION OF HERBICIDE

AND ANT POISON:

(a) PROVISION OF MATERIALS PRIME COST

SUM

(b) CONTRACTOR’S CHARGES AND

PROFIT ADDED TO THE PRIME

COST SUM

PER CENT (%)

Payment under the prime cost sum for providingenvironmentally compatible ant poison and herbicideand the Contractor’s cost and profit in this respect shallbe made in accordance with the provisions of theGeneral Conditions of Contract, but, in addition, theContractor’s bid rate for costs and profit shall includefull compensation for applying the chemicals asspecified.

ITEM UNIT

25.07 FOUNDATION TRENCHES CUBIC METRE (m3)

The unit of measurement shall be the cubic metre ofmaterial excavated for foundation trenches irrespectiveof the class or depth of material. The quantity shall becalculated according to the dimensions shown on theDrawings or instructed by the Engineer.

The bid rate shall include full compensation for theexcavation of the foundation trenches irrespective of theclass or depth of material complete as specified, or asshown on the Drawings or as instructed by theEngineer.




SECTION 2600: GABIONS


2601 SCOPE 2000-312602 MATERIALS 2000-312603 CONSTRUCTING GABIONS CAGES 2000-312604 CONSTRUCTING GABIONS 2000-322605 MEASUREMENT 2000-32

2601 SCOPEThis Section covers the construction of gabion wallsand aprons for constructing retaining walls, liningchannels, revetments and other anti erosion structures.

Gabions shall be flexible galvanised steel – wire wire-mesh cages packed with rock.

2602 MATERIALS

(a) RockRock used as filling for cages shall be clean, hard, un-weathered boulders or rock fragments. No rockfragment shall exceed the maximum size given inTABLE 2602/ 1, and at least 85% of the rocks shall be ofa size equal to or above the average least dimensionsize in TABLE 2602/1.

TABLE 2602/1ROCK SIZES

Rock size according to the largestdimension of rock

Depth ofcage (m)

Average leastdimension (mm)

Maximum(mm)

0.20.30.51.0

125125125125

150200250250

(b) WireAll wire for making the gabions and for tying during theconstruction of the gabions shall comply with therequirements of SABS 675 or equivalent for mild- steelwire.

(c) PVC- coated wireThe gabions of PVC –coated mesh shall be of anacknowledged make which shall be subject to approvalby the Engineer.

(d) GalvanisingAll wire used in the making of gabions shall begalvanised in accordance with the provisions of SABS675 or equivalent for Class A heavy galvanised mild-steel wire.

(e) Wire meshWire mesh shall comply with the requirements of SABS1580 or equivalent.

(f) Geotextile filter below the gabionsGeotextile filter materials shall comply with therequirements of CLAUSE 3605.

2603 CONSTRUCTING GABION CAGES

(a) GeneralGabion cages shall be made from wire mesh of the sizeand type and selvedge as specified below. The cagesshall be subdivided into cells by wire mesh diaphragmsand will be of two types.

(i) Boxes which are generally used for the constructionof gabion walls. These boxes are subdivided intocells by diaphragms spaced at 1.0 m intervals. Nodiaphragms are required for a box of which thelength does not exceed 1.5 m.

(ii) Mattresses which are generally used as single-layeraprons only in revetments, channel linings, etc andin which the maximum width shall be subdivided bydiaphragms into cells with a width of 600 mm or 1.0m as specified in the Bill of Quantities.

The standard sizes of boxes and mattresses are asfollows:

(1) Boxes:− Length. 1, 2, 3 and 4 m− Width 1.0 m− Depth . 0.3 m, 0.5 m and 1.0 m− Diaphragm spacing 1.0 m

(2) Mattresses:− Length 6 m− Width 2 m− Depth 0.2 m , 0.3 m and 0.5 m− Diaphragm 600 mm or 1.0 m as specified

Other gabions may be supplied, provided that theEngineer’s prior permission has been obtained.

(b) SelvedgesThe cut edges of all mesh used in the construction ofgabions, except the bottom edges of diaphragms andend panels, shall be selvedged with wire with adiameter as specified in SABS 1580 or equivalent.

Where the selvedge is not woven integrally with themesh but has to be tied to the cut ends of the mesh, itshall be attached by tying the cut ends of the mesh tothe selvedge, so that a force of not less than 8.5 kNapplied in the same plane as the mesh at a point on theselvedge of a mesh sample of 1.0 m in length will berequired to separate it from the mesh.

(c) Diaphragms and end panelsThe diaphragms and end panels shall be selvedged onthe top and vertical sides only. The end panels shall beattached by the cut ends of the mesh wires at thebottom of the panel being twisted around the selvedgeon the base of the gabion. Similarly, the diaphragmsshall be attached by the cut ends of the mesh beingtwisted to the twisted joints of the mesh in the base ofthe gabion. In each case the force required to separatethe panels from the base shall be not less than 6 kN/m.

(d) Binding and connecting wireSufficient binding and connecting wire for all the tying tobe done during construction of the gabions as specifiedin CLAUSE 2604 below, shall be supplied with thegabion cages. The diameter of the wire shall be 2.2mm.

(e) TolerancesThe tolerance on the specified diameter of all wire shallbe +2.5%. The length of the cages shall be subject to atolerance of ±10% and the width of the cages shall besubject to a tolerance of +5% and the depth of thecages shall be subject to a tolerance of +5%.



2604 CONSTRUCTING GABIONS

(a) Preparing the foundation and surfaceThe surface on which the gabion cages are to be laidprior to their filled with rock shall be levelled to thedepth shown on the Drawings or as directed by theEngineer so as to present an even surface. Ifnecessary, cavities between rock protrusions shall befilled with material similar to that specified in SUBCLAUSE

2602(a). Where required, a foundation trench along thetoe of the revetment or wall shall be excavated to thedimensions shown on the Drawings or indicated by theEngineer.

(b) Filter fabricOne layer of Grade 3 filter fabric shall be placed whereindicated on the Drawings or ordered by the Engineer.The material shall placed, in accordance with theinstructions, in strips with a minimum overlap of 300mm at the joints, and shall be properly fastened toprevent any movement or slipping while the gabions arebeing placed.

(c) AssemblyThe methods of constructing, stretching, placing inposition, wiring and filling the gabions with rock shallgenerally be in accordance with the manufacturer’sinstructions which have been approved by theEngineer, but nevertheless sufficient connecting wiresshall be tensioned between the vertical sides of all theouter visible cells to prevent the deformation of boxesas they are being filled with stone.

It is essential that the corners of gabion cages besecurely wired together to provide a uniform surfaceand ensure that the surface does not resemble a seriesof block or panels.

The layout and the tolerances for the layout of theboxes shall be as shown on the Drawings or asinstructed by the Engineer.

(d) Rock filling

(i) Boxes in retaining wallsParticular care shall be taken in packing the visiblefaces of gabion boxes, where only selected stone ofthe specified size shall be used so as to obtain aseven–faced finish. The boxes shall be filled inlayers to prevent deformation and bulging. Boxesshall be filled to just below the level of the wirebraces, after which the braces shall be twisted toprovide tension. Care must be taken to ensure thatconsecutive layers of cages are filled evenly to alevel surface ready to receive the next course.

(ii) Mattresses used in revetments and apronsThe 0.2 m, 0.3 m and 0.5 m gabions forming apronsand revetments shall be filled by random stonesbeing packed in the first layer and selected stonesbeing used for the top layer so as to resemblenormal stone pitching.

2605 MEASUREMENT AND PAVEMENT

ITEM UNIT

26.01 FOUNDATION TRENCH

EXCAVATION AND BACKFILLING:

(a) IN SOLID ROCK AS DEFINED IN

CLAUSE 3603CUBIC METRE

(m3)

(b) IN ALL OTHER MATERIAL THAN ROCK

AS DEFINED IN CLAUSE 3603CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofeach class of excavation made in accordance with theauthorised dimensions.

The bid rates shall include full compensation forexcavating in each class of material, includingunavoidable overbreak, the trimming of trenches andcompacting the trench inverts, backfilling andcompacting the backfill, and the disposing of surplusexcavated material.

No haulage will be paid.

ITEM UNIT

26.02 SURFACE PREPARATION FOR

BEDDING THE GABIONS

SQUARE

METRE (m2)

The unit of measurement for levelling and preparingsurfaces for receiving the gabions shall be the squaremetre to the neat dimensions of revetments, aprons orwall foundations.

The bid rate shall include full compensation forexcavating, filling any cavities with rock and levellingthe ground surface so as to be ready for receiving thegabion cages for retaining walls, aprons andrevetments.

ITEM UNIT

26.03 GABIONS:

(a) GALVANISED GABION BOXES

(DIMENSIONS OF BOX AND MESH

SIZE INDICATED)

CUBIC

METRE (m3)

(b) PVC- COATED GABION BOXES


SIZE INDICATED)

CUBIC

METRE (m3)

(c) GALVANISED GABION

MATTRESSES ( DIMENSIONS OF

MATTRESS, MESH SIZE AND

DIAPHRAGM INDICATED )

CUBIC

METRE (m3)

(d) PVC- COATED GABION

MATTRESSES, MESH SIZE AND

DIAPHRAGM SPACING INDICATED)

CUBIC

METRE (m3)

The unit of measurement shall be the cubic metre of therock – filled cages and the quantity shall be calculatedfrom the dimensions of the gabions indicated on theDrawings or prescribed by the Engineer, irrespective ofany deformation or bulging of the completed gabions.

The bid rates shall include full compensation forsupplying all the materials, including rock fill, wire–meshcages, tying and connecting wires, loading transportingand off-loading, the assembling and filling of the cages,and any other work necessary for constructing thegabions.

ITEM UNIT

26.04 FILTER FABRIC (TYPE AND

GRADE INDICATED)SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofarea covered with filter fabric placed in position.

The bid rate shall include full compensation forsupplying the filter fabric, cutting, waste, placing,joining, overlapping and securing the material inposition.

STANDARD SPECIFICATIONS FOR ROAD WORKS-2000 SERIES 3000 - EARTHWORKS AND PAVEMENT LAYERS OF GRAVEL OR CRUSHED STONE


SERIES 3000

EARTHWORKS AND PAVEMENTLAYERS OF GRAVEL OR CRUSHEDSTONE

SECTION PAGE

3100 CLEARING, GRUBBING AND REMOVAL

OF TOPSOIL 3000-23200 REMOVAL OF EXISTING STRUCTURES 3000-43300 BREAKING UP EXISTING PAVEMENT

LAYERS 3000-63400 BORROW PIT AND QUARRY

ACQUISITION AND EXPLOITATION 3000-103500 SELECTING AND UTILISING

MATERIALS FROM BORROW PITS AND

CUTTINGS 3000-133600 EARTHWORKS 3000-163700 PAVEMENT LAYERS OF NATURAL

GRAVEL MATERIAL 3000-233800 STABILISATION 3000-293900 CRUSHED AGGREGATE BASE

COURSE 3000-33


ACKNOWLEDGEMENTS


SERIES 1000 GENERAL

SERIES 2000 DRAINAGE

SERIES 3000 EARTHWORKS AND PAVEMENT LAYERS OF GRAVEL OR CRUSHED STONESERIES 4000 BITUMINOUS LAYERS AND SEALS




APPENDICES



SERIES 3000: EARTHWORKS AND PAVEMENTLAYERS OF GRAVEL OR CRUSHED STONE

SECTION 3100: CLEARING,GRUBBING AND REMOVAL OFTOPSOIL


3101 SCOPE 3000-23102 DESCRIPTION OF WORKS 3000-23103 MEASUREMENT AND PAYMENT 3000-3

3101 SCOPE This Section covers the clearing of the site and thegrubbing necessary for construction of the Workscovered by the Contract, in accordance with theseSpecifications

3102 DESCRIPTION OF WORKS

(a) General No clearing and grubbing shall be done unlessapproved by the Engineer. The Contractor shall notethat, in order to avoid re-clearing, the clearing andgrubbing may have to be done at the last practicablestage of construction. The Contractor shall take all necessary precautions toprevent damage to structures and other private orpublic property.

Any unauthorised damage to or interference withprivate property or public including trees shall be madegood to the satisfaction of the Engineer and the ownerat the Contractor’s sole expense. (b) Area to be cleared, grubbed and removed of

topsoil The area to be cleared, grubbed and removed of topsoilshall generally extend to 3 metres beyond the top of theslope in cuts and 3 metres beyond the toe of the slopeof embankments in accordance with the Drawings or asdirected by the Engineer. The Engineer shall designatethe areas to be cleared, which shall not necessarily belimited to those mentioned above.

The shoulders on each side of existing carriagewaysare included in the clearing and grubbing, but not theexisting carriageway itself.

No trees which fall between the extent of works and thelimits of clearing and grubbing shall be removed ordamaged without the written authorisation of theEngineer. Individual trees designated by the Engineershall be left standing and uninjured.

Within built up areas clearing and grubbing shall bestrictly limited to the extent of cut or fill as shown in theDrawings or as directed by the Engineer. No privateproperty e.g. buildings, crops, signs, fences etc shall beremoved, relocated or altered without the authorisationof the Engineer.

(c) Clearing and grubbing Clearing shall consist of the removal of all trees, bush,shrubs and other vegetation, rubbish, fences and allother objectionable material, including the disposal of allmaterial resulting from the clearing and grubbing. Theclearance of trees within the extent of the Works shall

include Baobab trees. Clearing shall also include theremoval of all rocks and boulders of up to 0.15 m3 insize which are exposed or lying on the surface. Clearing shall include complete removal and disposal ofstructures that obtrude, encroach upon or otherwiseobstruct the work, including existing bridge structuresand removal of foundations to a depth of one metrebelow the bed level shown on the Drawings. Structures which cannot be cleared by reasonablemeans in the opinion of the Engineer shall be brokendown in accordance with the requirements of theSpecial Specifications. Clearing shall include removal of mounds and nestsfrom moulds, termites, ants or other insects orburrowing animals. Such removal shall be carried outby excavation to the required depth as directed by theEngineer, and subsequent poisoning with approvedpesticides in the case of ants and termites. Noadditional payment will be made for removal of suchnests, but backfilling and compaction with approved fillmaterials will be paid as ordinary earthworks fill underthe relevant pay item. Poisoning with approvedpesticides will be paid for separately. In the roadway all stumps and roots exceeding 50 mmin diameter shall be removed at least to the depth whichis the larger of the following:− 600 mm below the finished road level− 100 mm below the ground level after removal of

topsoil− 300 mm below the top of improved subgrade or

formation level. All stumps and roots, including matted roots, shall beremoved to a depth of at least 300 mm below theformation level (top of improved subgrade). The cavities resulting from the grubbing shall bebackfilled with approved material and compacted tocomply with the Specifications for the relevant layer. (d) Removal of topsoil Topsoil shall be removed to a depth as instructed by theEngineer and conserved as instructed by the Engineer.The entire roadway shall be stripped of topsoil asdirected by the Engineer. The rate paid for clearing,grubbing and removal of topsoil shall include all cost forthe removal of topsoil to the depth instructed by theEngineer. Payment for removal of any material belowthis level will be paid for as Common Excavation toSpoil in accordance with SECTION 3600 in case thematerial is spoiled. No additional payment will be madefor conservation measures, stockpiling or re-handling oftopsoil, whether paid for as Common Excavation toSpoil, or included in the rate for pay ITEM 31.01. (e) Conservation of topsoilIf not used immediately, the topsoil shall be transportedand deposited in stockpiles or spoil banks provided bythe Contractor at his own expense and at locationsapproved by the Engineer. No additional payment willbe made for stockpiling or re-handling topsoil. The costof stripping and disposal of topsoil shall be included inthe price bid for clearing, grubbing and removal oftopsoil.

(f) Conservation of vegetation and cutting of treesWhere provided for in the Special Specifications, certaindesignated plants encountered in the road reserve shallbe carefully protected by the Contractor. He shallinclude in his bid rates for clearing and grubbing fullcompensation for omitting or the careful removal andplanting of the plants in a protected and fenced-off area,and, on completion of the road, the replanting of theplants in suitable positions in the road reserve in



accordance with the Engineer’s instructions. TheContractor’s attention is specifically drawn to SECTION

1700: Environmental Protection and Waste Disposal,which requirements he shall fulfil in all parts of hisoperations. In the cases where cutting of trees has been approvedby the Engineer they shall be cut in sections from thetop downwards. The branches of trees to be leftstanding shall be trimmed so as leave a 7 m clearanceabove the carriageway. Where clearing and grubbing would involve the cuttingdown of indigenous forest containing a significantnumber of trees with a trunk diameter exceeding 200mm, the Contractor shall inform the officials of theresponsible Government Department at bidding stagebefore commencing with clearing and grubbing of suchareas so as to enable that Government Department tosalvage any usable timber and to identify the treesbefore they are removed. (g) Disposal of material Material obtained from clearing, grubbing and removalof topsoil, shall be disposed of as indicated by theEngineer, in stockpiles for later use in the case oftopsoil, borrow pits or other suitable places and coveredup with soil or gravel in the case of other debris. Theburning of material will only be permitted on the priorwritten approval of the Engineer. All statutory provisionswith regards to air pollution shall be carefully observed. All tree trunks and branches in excess of 150 mm indiameter shall be cleared of secondary branches, sawninto suitable lengths and stacked at sites indicated bythe Engineer. Such timber shall not be used by theContractor and shall remain the property of theEmployer unless otherwise agreed on with theEngineer. (h) Re-clearing of vegetationWhen portions of the road reserve or other areas havebeen cleared in accordance with the Specifications, butvegetation grows again in the course of time duringconstruction, the Engineer may, if he considers itnecessary, order that the area be re-cleared. Noadditional payment will be made for such re-clearing.

Such re-clearing of areas previously cleared includesthe removal and disposal of grass, shrubs and othervegetation in the same manner as for the first clearingoperation.

3103 MEASUREMENT AND PAYMENT No payment will be made for the moving of soil orgravel material which may be inherent in or unavoidableduring the process of clearing.

Clearing, grubbing and removal of topsoil required forquarries, borrow areas, material sources, for haul roadsand all temporary construction will not be measured forpayment.

ITEM UNIT

31.01 CLEARING, GRUBBING AND

REMOVAL OF TOPSOIL:

(a) CLEARING AND GRUBBING HECTARE

(ha)(b) REMOVAL OF TOPSOIL CUBIC

METRE (m3)

The unit of measurement for SUBITEM 31.01(a), clearingand grubbing, shall be the hectare (to the nearest 0.1ha) designated by the Engineer and cleared of thevegetation cover and grubbed and in accordance withthese Specifications, all to the satisfaction of the

Engineer. The unit of measurement for SUBITEM

31.01(b), removal of topsoil as specified or instructed bythe Engineer, shall be the cubic metre measured inplace at the depth and width specified.

The bid rate shall included full compensation for allwork necessary for the clearing of the surface, removalof topsoil to the depth as specified or as instructed bythe Engineer after removal of the vegetation cover, theremoval and grubbing of trees and tree stumps (exceptlarge trees and stumps as defined below), cutting ofbranches, backfilling of cavities, demolishing anddisposal of structures except where otherwise providedin the Special Specifications, and the removal,transporting and disposal or conservation of material allas specified in this Section. The Contractor’s attentionis drawn to SUBCLAUSE 3102(d) for further explanationof the work included under this pay item.

ITEM UNIT

31.02 REMOVAL AND GRUBBING OF

LARGE TREES AND TREE STUMPS:

(a) GIRTH EXCEEDING 1.0 m UP TO UP

INCLUDING 2.0 mNUMBER

(no)

(b) GIRTH EXCEEDING 2.0 m UP TO UP


(no)

(c) GIRTH EXCEEDING 3.0 m IN STEPS

OF 1.0M OF GIRTH

NUMBER

(no)

The girth of trees or stumps shall be measured at thenarrowest point of the tree or stumps in the first meterof its height above ground level. Trees and stumps witha girth exceeding 1.0 m shall be measured individuallyand classified according to the size in increments of 1.0m as indicated above.

The bid rates shall include full compensation for all worknecessary for the clearing and grubbing of trees andstumps of all sizes, the backfilling of holes and theremoval and disposal of material, all as described in thisSection.

Where construction is carried out through plantations orwhere the number of trees with a girth exceeding 1.0 mrenders individual measurement impractical, the SpecialSpecifications may provide that the clearing andgrubbing of trees in such areas be measured inhectares. If this method of measurement is used, theareas where it applies will be shown on the Drawings,stated in the Special Specifications, included to bidsduring site inspection, or as instructed by the Engineer.Where the Special Specifications provide payment forthe cleaning and grubbing of large trees per hectare insuch specific cases, the bid price shall include fullcompensation for all work as described in connectionwith individual trees above.

ITEM UNIT

31.03 APPLYING APPROVED PESTICIDES

TO ANT AND TERMITE NESTS

LITRES (l)

The unit of measurement for applying approvedpesticides to ant and termite nests shall be the litres asinstructed by the Engineer applied in accordance withthese Specifications.

The bid rate shall included full compensation for allwork necessary for applying approved pesticides to antand termite nests.




SECTION 3200: REMOVAL OFEXISTING STRUCTURES


3201 SCOPE 3000-43202 GENERAL 3000-43203 REMOVAL OF GROUTED STONE SIDE

DITCHES 3000-43204 REMOVAL OF BRIDGES, CULVERTS AND

OTHER DRAINAGE STRUCTURES 3000-43205 REMOVAL OF PIPE CULVERT 3000-43206 REMOVAL OF CONCRETE ENTRANCES,

KERBS, ETC 3000-43207 REMOVAL OF UTILITIES 3000-43208 MEASUREMENT AND PAYMENT 3000-4

3201 SCOPEThis Section covers the requirements for removing theexisting kerb and gutter, grouted stone side ditch,buildings, concrete entrance slabs and otherobstructions that are not designated to remain.

3202 GENERALThe Contractor shall remove and dispose of allbuildings, foundations, bridges, drainage structures andother obstructions within the limits of the Works, exceptitems designated to remain and utilities andobstructions to be removed under other provisions ofthis Contract. Refer also to SECTION 3100: CLEARING,GRUBBING AND REMOVAL OF TOPSOIL.

All designated salvage material shall be removed,without damage, in sections or pieces that may bereadily transported, and shall be stored by theContractor at Employers depots as directed. Unusableperishable material shall be destroyed. Non-perishablematerial, waste concrete and masonry shall as far aspracticable be placed in slopes of embankments. Anybroken concrete or masonry which cannot be used inconstruction, and all other materials not consideredsuitable for use elsewhere, shall be disposed of by theContractor. In no case shall any discarded materials beleft in windrows or piles adjacent to or within the Site.The manner and location of disposal of materials shallbe subject to the approval of the Engineer and shall notcreate an unpleasant or objectionable view. When theContractor is required to locate a disposal area outsidethe Site at his own expense, he shall obtain and file withthe Engineer, permission in writing from the propertyoccupier for the use of his property for this purpose.

Basements or cavities left by structure removal shall befilled to the level of the surrounding ground and, if theyare within the roadbed, the backfill shall be compactedin accordance with the relevant requirements in thisSpecification.

Existing utilities through at or near existing structuresshall be protected and/or relocated as directed by theEngineer.

3203 REMOVAL OF GROUTED STONE SIDEDITCHESExisting grouted stone side ditches shall be preservedas far as feasible, in accordance with the instructions ofthe Engineer. However, where necessary, they shall betotally or partially removed, as directed by the Engineer,

and if required the salvaged stones shall be stockpiledwhere directed by the Engineer.

3204 REMOVAL OF BRIDGES, CULVERTSAND OTHER DRAINAGE STRUCTURESBridges, culverts, and other drainage structures shallnot be removed until satisfactory arrangements havebeen made to accommodate traffic and the flow ofwater.

Unless otherwise indicated, the existing substructuresshall be removed down to the natural stream bottomand those parts outside the stream shall be removed300 mm below natural ground surface. Portions ofexisting structures within the limits of a new structureshall be removed to accommodate the construction ofthe proposed structure.

Bridges designated as salvaged material shall bedismantled without damage and match marked.Structures designated to become the property of theContractor shall be removed from the Site.

Blasting or other operations necessary to removeexisting structures or obstruction, which may damagenew construction, shall be completed prior to placingthe new work.

3205 REMOVAL OF PIPE CULVERTSSections of pipe lost from storage or damaged bynegligence shall be replaced at the Contractor’sexpense. Pipe shown on the plans to be plugged shallbe left in place and the ends plugged.

3206 REMOVAL OF CONCRETE ENTRANCES,KERBS, ETCAll concrete pavement, kerbs, channels, buildings,foundations, slabs, etc designated for removal shall bedisposed of by the Contractor at any distance asordered by the Engineer, unless otherwise specified.

Concrete designated for use as riprap shall be brokeninto pieces not exceeding 80 kg and stockpiled atdesignated locations for use on the project.

3207 REMOVAL OF UTILITIESThe removal of existing utilities required to permitorderly progress of work will be accomplished by localagencies, unless otherwise shown on the Drawings.Whenever a telephone or telegraph pole, pipeline,conduit, sewer, or other utility is encountered and mustbe removed or relocated the Contractor shall advise theproper local authority or owner and arrange for itsremoval.


ITEM UNIT

32.01 REMOVAL OF EXISTING

STRUCTURES:

(a) REMOVAL OF EXISTING PIPE

CULVERT INCLUDING

HEADWALLS, WINGWALL AND

APRON

NUMBER (no)

(b) REMOVAL OF BOX CULVERTS AND

SLABS INCLUDING HEADWALLS,WINGWALL AND APRON

NUMBER (no)

(c) REMOVAL OF BRIDGE INCLUDING

ABUTMENT, WINGWALL AND

APRON

NUMBER (no)

(d) REMOVAL OF KERB AND CHANNEL LINEAR METRE

(lm)(e) REMOVAL OF EXISTING GROUTED SQUARE

METRE (m2)



STONE PITCHING

Measurement of removal of kerb and channel shall beaccording to the number of linear metres of kerb andchannel acceptably removed, as directed by theEngineer.

Measurement of removal of grouted stone side ditchshall be according to the number of square metres ofsurface of grouted stone side ditch acceptably removed,as directed by the Engineer.

Measurement of the removal of existing culverts andslabs shall be the number of upstream openings of thestructure(s), irrespective of length, material type orwhether precast or cast-in-situ. Slabs shall include allstructures up to 6 m clear span.

The quantities, determined as provided above for kerb,channel and grouted stone side ditch shall be paid atthe rate per unit of measurement, respectively, for eachof the particular pay items listed below, included in theBills of Quantities which price and payment shall be fullcompensation for all materials, labour, equipment, toolsand incidentals necessary to complete the work ofdemolishing, removing, disposing or stockpiling, asapplicable, including supply and compaction of materialfor backfilling.




SECTION 3300: BREAKING UPEXISTING PAVEMENT LAYERS


3301 SCOPE 63302 SELECTING THE MATERIAL 63303 CLASSIFYING THE MATERIAL 63304 PLANT AND EQUIPMENT 63305 CONSTRUCTION 63306 STORING RECOVERED PAVEMENT

MATERIAL 83307 MEASUREMENT AND PAYMENT 8

3301 SCOPEThis Section covers the breaking up and excavation ofexisting pavement layers by conventional means or bymilling, selecting the material, and the removal thereofto spoil dumps or to stockpiles for later reprocessing orrecycling.

3302 SELECTING THE MATERIALWhere directed by the Engineer, the Contractor shallremove the layers of the existing pavement, taking carenot to damage the existing kerbs and/or gutters, if any.In case of damage to the existing kerbs or gutters, theyshall be replaced to the satisfaction of the Engineer atthe Contractor’s expense.

Material from existing pavements may only be used forpurposes approved by the Engineer. The material shallbe so excavated that material from the variouspavement layers, or materials of different types, will notbe mixed unless so permitted by the Engineer.

3303 CLASSIFYING THE MATERIALMaterial from existing pavements shall be classified asfollows for excavation and processing purposes:

(a) Existing bituminous materialExisting bituminous material shall be asphalt or otherbituminous seal or base course material removedseparately from the pavement on the instruction of theEngineer. Where underlying material is broken down orexcavated together with bituminous materials, themixture will not be classified as bituminous material.

(b) Non-cemented materialNon-cemented material shall be existing pavementmaterial which in the opinion of the Engineer can beripped with the teeth of a bulldozer, such as CaterpillarD6 or equivalent, and which can be made usable forpavement material by breaking with the tracks of thebulldozer by reasonable efforts in the opinion of theEngineer.

(c) Cemented materialCemented material is classified as existing pavementmaterials made from gravel or crushed stone, which, inthe opinion of the Engineer, cannot be ripped and madeusable for pavement material by the method describedin SUBCLAUSE 3303(b). Unless specified as such in theSpecial Specifications, cemented material will not beclassified as concrete.

(d) ConcreteConcrete is classified reinforced or un-reinforcedPortland cement concrete when specified as such in theSpecial Specifications or as decided by the Engineer.

(e) Milled materialMilled material shall be bituminous material orcemented material excavated with an approved millingmachine. Milled material will be classified as such onlywhen milling is specified or ordered by the Engineer.Payment will distinguish between milling of asphalt,concrete and of cemented material where so specifiedin the Bill of Quantities.

3304 PLANT AND EQUIPMENT

(a) Milling equipmentOnly approved milling equipment may be used. Theequipment shall be capable of milling asphalt and/orcemented material to the prescribed depth in oneoperation over the width specified in the SpecialSpecifications. The milling depth shall be controlledelectronically.

The direction and speed of the milling machine and thespeed of rotation of the milling drum shall be adjustableso as to obtain the required grading of the milledmaterial. The machine shall be capable of making aneat vertical cut at the outer edges when milling thelayer and to leave the floor of the cut level and with auniform texture.

Unless otherwise specified in the SpecialSpecifications, the milling machine shall be equippedwith a self-loading conveyor belt, which can be easilyremoved and installed and adjusted for slope anddirection.

(b) GeneralThe equipment to be used for the conventionalbreaking-up and excavation of existing pavement layerswill be determined by the size and depth of thepavement section to be processed or excavated, takingconsideration of the fact that work may have to becarried out in restricted areas. Only approved cutting orsawing equipment may be used for cutting or sawingthe pavement layers. The equipment shall be capableof cutting the pavement layers to the specified depth inone operation without fragmenting the material, and instraight lines within the required tolerances.

3305 CONSTRUCTION

(a) GeneralWhere all or a part of the existing surfacing material isto be reprocessed together with the underlying layer,the surfacing shall be properly broken down and mixedthrough the full depth of the existing base material tothe satisfaction of the Engineer. Fragments ofbituminous material shall be broken down to sizes notexceeding 40 mm.

Where specified in the Special Specifications or orderedby the Engineer, the existing bituminous material shallfirst be removed before the underlying layers arebroken up.

Bituminous material may be milled out or otherwisebroken up and removed to approved stockpile sites forrecycling or to spoil sites, whichever is required. Theexposed surface shall be cleaned to the satisfaction ofthe Engineer after removal of the bituminous material.Not more than 5% of the surface may be covered withbituminous material.

The existing pavement material shall be broken down tothe specified depth and removed, or reprocessed inplace, whichever may be required. The underlyinglayers may not be damaged, and material from onelayer may not be mixed with that of another layer.



Where such mixing occurs or where the material iscontaminated in any other way by the actions of theContractor, he shall remove such material and replace itwith other approved material, all at his own cost.

Where a layer or layers require to be broken down overpart of the pavement width only, the limit of the workshall be clearly demarcated, which limit shall not beexceeded by the Contractor by more than 100 mm.Pavement layers broken down outside the specifiedlimits shall be repaired by the Contractor at his owncost, to the satisfaction of the Engineer.

Where so ordered by the Engineer, asphalt andcemented layers shall be cut or sawn through to thespecified depth along the measured limit with approvedequipment. Payment will be made for sawing onlywhere specified on the Drawings or ordered, in writing,by the Engineer.

Payment will not be made for sawing or cutting workwhere the existing layer requires removal by milling.

Where existing roads have to be widened, the existingpavement layers shall be cut back to a firm, wellcompacted or cemented material. Material so brokenup, if acceptable, may be used together with importedmaterial in the widening process provided the mixtureconsistently meets all requirements for the material typespecified for the layer in question.

Where pavement layers are broken down over a sectionof the road width or where pavement layers arewidened, the Engineer may order, that the variouspavement layers be excavated in benches inaccordance with his instructions. No additional paymentwill be made for excavating benches.

Where underlying layers are still structurally sound andare included as structural layers in the new designdrawings, care must be taken not to break them upduring removal of the surfacing or underlying layers.

(b) Milling

(i) Preparing the pavement surfaceBefore milling may be commenced, the pavementsurface shall be clean and free from soil or otherdeleterious material. Where only part of thepavement is to be milled out, the milling area shallbe properly demarcated. Milling may not exceed therequired width by more than 50 mm. Payment willnot be made for milling beyond the required width,which shall be backfilled with approved material inaccordance with the provisions for the specifiedpavement material at the cost of the Contractor.

(ii) Trial millingWhere ordered by the Engineer, the Contractorshall execute trial milling on the various materials tobe milled. During the trial work, the Contractor willbe expected to vary the direction and speed of themilling machine, the speed of rotation of the millingdrum, and also the milling depth, in order to obtainmilled material of the required grade. No paymentwill be made for trial milling.

(iii) AsphaltWhere the asphalt and/or the cemented base mustbe reused, the asphalt shall be removed separately.Where the asphalt consists of layers of variousmixes or grades, the Engineer may instruct theseparate removal of the layers to differentstockpiles. Where the milled material is notconveyed directly by conveyor belt and then loaded,and the Engineer so approves, the material shallfirst be cut to windrow and then loaded. During

loading, the floor of the excavation or the underlyingmaterial shall not be damaged.

The milled material shall be inspected andclassified in accordance with the various types ofasphalt and its suitability for recycling. Differentstockpiles shall be used for the different types ofmaterial as ordered by the Engineer. Contaminationof the asphalt with underlying material will not bepermitted, and the Contractor shall adjust thedepths of milling in accordance with the thickness ofthe layer.

(iv) Cemented materialUnless otherwise specified milled cementedmaterial to be reprocessed on the road shall first bewindrowed with a view to inspecting the underlyingsurface for any patches of poor or unsuitablematerial. Where unsuitable material is encounteredin the floor of the excavation, such material shallfirst be removed by further milling (where theunderlying layer also consists of the cementedmaterial), or by other approved methods, all to thesatisfaction of the Engineer. The unsuitable materialshall be replaced with approved material of therequired type, which shall be placed in accordancewith the specifications for the relevant underlyinglayer.

Where in the opinion of the Engineer, it may benecessary, he may instruct the Contractor to taperthe ends or edges of a milled excavation. Noadditional payment will be made for tapering theends or edges of a milled excavation.

(v) Coring of cemented materialWhere existing cemented layers are to remain as astructural layer in the new pavement the Engineermay instruct the Contractor to drill cores from thelayer and have them tested for compressivestrength in accordance with the provisions of SABSMethod 865 or equivalent. The number of cores tobe drilled out and the drilling locations will bedetermined on site by the Engineer.

(vi) GeneralThe floor of the milled excavation shall have aneven texture and any loose patches or patches ofunsuitable material shall be remedied inaccordance with the instructions of the Engineer.Payment for removing and replacing unsuitablematerial and remedying loose patches shall be asspecified elsewhere.

The floor of an excavation shall comply with therequirements of the surface level, grade andregularity for the layer which it will form in the newpavement.

Payment for milling will not distinguish betweenvarious types of milled material and betweenvarious milling depths unless such distinction isgiven in the Bill of Quantities.

(c) Sawing or cuttingWhere required in the opinion of the Engineer, diamondblade sawing or cutting shall be employed if necessaryto achieve the required edge finish of milled layers. Noadditional payment will be made for sawing or cuttingunless deemed necessary and approved by theEngineer.

(d) Treatment of pavement excavation floorThe floor of any pavement excavation, whether or notexcavated by milling, shall be treated and paid for asspecified in the relevant sections of the Specifications.



3306 STORING RECOVERED PAVEMENTMATERIALExcavated pavement material intended for reprocessingbut which cannot be reprocessed in place or, in theopinion of the Engineer, cannot be windrowed next tothe excavation, nor placed in position directly at anyother place, and material intended for recycling orreprocessing in a plant, shall be transported toapproved stockpiles with the written permission of theEngineer.

Stockpile sites for material intended for recycling orreprocessing in a plant shall be set out at thecorresponding mixing or crushing plant or at such otherlocations as approved by the Engineer.

The stockpile site shall be cleaned, and all loosestones, vegetation and other materials which maycause contamination shall be removed. The site shallbe graded smooth with an adequate slope to ensureproper drainage. Where so instructed by the Engineer,the surface shall be watered and compacted to a depthof at least 150 mm to a density of 90% of BS Heavydensity.

The compacted surface shall be firm without any loosepatches. Where asphalt is recovered for recycling, theEngineer may order the surface to be chemicallystabilised to a depth of 150 mm. Upon completion, thissurface shall be swept clean.

Stockpile sites shall be sufficiently large to allow theplacing of stockpiles of different types of material ortypes of recovered asphalt without the stockpilesoverlapping or the limits of the prepared site beingexceeded. The enlargement of the stockpile site afterthe stockpiles have already been placed will not bepermitted without the approval of the Engineer.

Stockpiles of milled material shall be made in a mannerwhich prevents segregation and undesirableconsolidation or changes in moisture content. Adequateapproved covers shall be provided as required in theopinion of the Engineer to prevent them fromundesirable wetting or drying, or being contaminated bydust.

Upon completion of the work, the stockpile sites shallbe broken up in accordance with the instructions of theEngineer.

The stockpiling of excavated material will not be paid fordirectly, but full compensation therefore shall beincluded in the rates for the various items of work inwhich the stockpiled material will be used. Separatepayment will not be made for the preparation of storagesites.


(a) General

(i) Material to be reprocessedDirect payment will be made for breaking up andexcavating existing pavement material that is to bereprocessed and reused, when:(1) The material is milled out in accordance with

the provisions of the Special Specifications orupon the written instruction of the Engineer.

(2) Bituminous surfacing or other bituminouspavement layers are removed separately fromthe underlying material in accordance with theSpecial Specifications or the written instructionsof the Engineer.

(ii) Material from an existing pavement which is notreprocessedExisting gravel pavement material, or existingbituminous material not intended for reprocessing,may be spoiled or be used in other layers or itemsof work where approved by the Engineer. Paymentfor the excavation of pavement material to bespoiled will be made directly under ITEM 3601(a).Dumping shall only occur on approval of theEngineer in an approved waste site.

Where used for other purposes full compensationfor excavating shall be included in the rates bid forthe various pavement layers and items or work inwhich the material is used.

(iii) Measurement for excavating existing pavementmaterial and underlying fillWhere payment is made separately for theexcavation of existing pavement material andunderlying fill, the quantity will be calculated inaccordance with the authorised horizontaldimensions of the excavated layer and the averagedepth of excavation. The average depth ofexcavation will be determined in accordance withthe test holes made or cores drilled at intervals notexceeding 10 m, and which are so distributed overthe surface that a realistic estimate of the depth canbe obtained.

ITEM UNIT

33.01 EXCAVATING MATERIAL

FROM AN EXISTING PAVEMENTS:

(a) GRANULAR MATERIAL CUBIC METRE (m3)

(b) BITUMINOUS MATERIAL CUBIC METRE (m3)

(c) CEMENTED MATERIAL CUBIC METRE (m3)

(d) PORTLAND CEMENT CONCRETE

(INDICATE WHETHER

REINFORCED OR UN-REINFORCED)

CUBIC METRE (m3)

The unit of measurement shall be the cubic metre ofmaterial excavated or milled from the existing pavementusing approved equipment and methodology.

The bid rate shall include full compensation forexcavating or milling the material from the existingpavement irrespective of layer thickness, for loading,transporting, off-loading, and placing the material inapproved spoil dumps or stockpiles as directed by theEngineer.

ITEM UNIT

33.02 SAWING OR CUTTING

CONCRETE, ASPHALT OR

CEMENTED PAVEMENT LAYERS:

(a) BITUMINOUS MATERIAL LINEAR METRE (m)

(b) CEMENTED MATERIAL LINEAR METRE (m)

(c) PORTLAND CEMENT CONCRETE

(INDICATE WHETHER


LINEAR METRE (m)

The unit of measurement shall be the linear metre ofsawcut area calculated in accordance with theauthorised length of sawcut.

The bid rate shall include full compensation for allmaterial and sawing or cutting costs and for allincidentals for cutting or sawing the pavement inaccordance with the instructions of the Engineer.



ITEM UNIT

33.03 DRILLING AND TESTING

CORES FROM CONCRETE, ASPHALT

OR CEMENTED PAVEMENT LAYERS:

(a) BITUMINOUS MATERIAL NUMBER (no)

(b) CEMENTED MATERIAL NUMBER (no)


(INDICATE WHETHER REINFORCED

OR UN-REINFORCED)

NUMBER (no)

The unit of measurement shall be the number of coresdrilled on the instructions of the Engineer.

The bid rate shall include full compensation for settingout the core locations, for drilling the cores and testingtheir strength in the laboratory as specified.




SECTION 3400: BORROW PITAND QUARRY ACQUISITION ANDEXPLOITATION


3401 SCOPE 3000-103402 NEGOTIATIONS WITH LANDOWNERS,

AUTHORITIES AND LEGAL OCCUPANTS OF

LAND 3000-103403 ACCESS TO BORROW PITS AND

QUARRIES 3000-103404 OBTAINING BORROW OR QUARRIED

MATERIALS 3000-103405 OPENING AND WORKING BORROW PITS 3000-113406 REINSTATING BORROW AND QUARRY

AREAS AND HAUL ROADS 3000-113407 DISPOSAL OF BORROW OR QUARRY

MATERIAL 3000-123408 OWNERSHIP OF BORROW PITS AND

QUARRIES 3000-123409 MEASUREMENT AND PAYMENT 3000-12

3401 SCOPEThis Section covers the work involved in obtainingborrow materials for work under this contract, includingnegotiations with Owners or Legal Occupants of theland on which borrow areas and quarry sites aresituated. Legal Occupants of Land are holders of legaldocumentation giving them permission to occupy theland according to law.

3402 NEGOTIATIONS WITH LANDOWNERS,AUTHORITIES AND LEGAL OCCUPANTSOF LAND

(a) Land compensation and royaltiesLand that may be required by the Contractor foropening of borrow pits and for the construction oftemporary works will be provided by the Employer, butthe approval of the Engineer must be sought beforeentry upon the land. The same applies to quarry sitesfor use in the Works.

In all cases, the Contractor shall be required to make allnecessary arrangements with local authorities andowners or legal occupants of the land and to pay thecost of compensation on behalf of the Employer. Forthis purpose, the Contractor will liaise with the RegionalAdministration or the appropriate authority and adviseof the intention to commence work of any kind.

The Employer will refund to the Contractor suchpayments, as provided in the Bill of Quantities, and alllands so purchased shall be the property of theEmployer.

A Provisional Sum for this purchase has been includedin ITEM 12.01 of the Bill of Quantities. Subject to theagreement of the Engineer in advance, and uponproduction of receipts, the Contractor will be reimbursedthe net cost of such purchasing, plus the percentageinserted by the Contractor in the Bill of Quantities foroverheads and, profit.

The attention of the Contractor is drawn to theprovisions of CLAUSE 1214 as regards his activities onprivate land.

The Contractor shall observe all the legal provisionsand the provisions of the Special Specifications inrespect of his activities at borrow pits and whenfinishing off the borrow pits and quarry areas.

3403 ACCESS TO BORROW PITS ANDQUARRIESThe Contractor shall satisfy himself that all necessarynegotiations have been made with the Owner or LegalOccupants of the land on which any borrow pit or quarryis situated, prior to the entry upon such area.

The Contractor shall notify the affected Owners or LegalOccupants of land both verbally and writing at leastseven days before prospecting for materials.

The Contractor shall give the Engineer at least thirtydays notice of his intention to enter a borrow area orquarry and shall not enter thereon until compensation toowners or legal occupants is effected and the approvalof the Engineer has been given.

3404 OBTAINING BORROW OR QUARRIEDMATERIALS

(a) GeneralBorrow materials shall be obtained from approvedsources of supply listed and described on the borrow-pitplans, or from such other sources as may from time totime be tested and approved by the Engineer. Borrow-pit material complying with the requirements of theSpecifications for the use for which the material isintended, shall be selected from these approvedsources.

(b) Borrow-pit and quarry plansBorrow-pit and quarry plans are not included in thecontract documents unless so specified in the SpecialSpecifications. The information shown on the plansreflects the results of site investigations and laboratorytests conducted by or for the Employer and is suppliedin good faith as to the sufficiency in quantity and qualityof the material for the due and proper completion of theWorks. The provision of these plans shall not in anyway be construed as limiting the obtaining of borrow orquarry material to the indicated areas nor to the depthof working specified pits shown on the plans or asnecessarily limiting the use of the material to thatdescribed on the plans.

If, at any time during construction, it appears that thequality or quantity of material available in a borrow pit orquarry is inadequate or insufficient, the Contractor shalllocate and make use of other borrow or quarry areasapproved by the Engineer, irrespective of whether ornot such other areas are shown on the plans for borrowpits or quarries.

(c) Use of borrow or quarry materialsPayment will not be made for moving the Contractor'splant from one location to another at any of theindividual sources.

Should the Contractor elect to obtain material fromsources other than those shown on the plans, he shallexcavate the necessary trial holes, take such samplesand conduct or have conducted such tests as aredeemed to be necessary by the Engineer. TheContractor shall submit the results and sufficient detailsto the Engineer to satisfy him that the quality andquantity of the material available in the proposed area



are acceptable for the intended use, all at theContractor's own expense.

The Contractor shall plan his exploitation of the borrowpits or quarries in such a manner that the various typesof materials extracted can be selected and utilisedwithout contamination or admixture of unsuitablematerial.

(d) Borrow materials obtainable in the road prismor within the road reserve boundaries

Where suitable sources of materials are available inexisting cuttings and side drains, such materials may beused for the Works if approved by the Engineer.

3405 OPENING AND WORKING BORROW PITS

a) Excavating borrow materialAll opening and working of borrow pits shall beundertaken in a manner which prevents contaminationor undesirable mixing of materials.

Where any borrow pit contains different types ofmaterials which require mixing to produce a suitableproduct, the materials shall be excavated and handledby use of methods approved by the Engineer.

The Contractor shall take all precautionary measures soas to avoid contamination of the suitable material by theinclusion of clayey or otherwise unsuitable material fromthe floor of the borrow pit, the overburden, anyunsuitable layers, or areas beyond the approved limitsof the borrow area. During loading, any hard oversizematerial which will not break down during processing onthe road shall be excluded as far as is practicable.

During borrow operations, and especially whenexcavating material near the floor and outer boundariesof the borrow areas, the Contractor shall plan hisoperations so as to reduce, in so far as is possible, theamount of earth moving work that will be necessary forfinishing-off the borrow pits. Indiscriminate excavationwithout due regard being had to the desired final shapeof the borrow pit will not be permitted.

The material in borrow pits shall be blasted or rippedand excavated in a manner that will ensure the effectivebreaking-down of the material in the borrow pit before itis loaded. Rippable material which tends to break intolarge blocks shall be cross-ripped.

b) Control at borrow pitThe Contractor shall be responsible for controlling hisoperations at every borrow pit where material is beingexcavated to ensure compliance with all therequirements of the Specifications.

The Contractor shall carry out sufficient tests on thematerial being excavated from the borrow pit to satisfyhimself that the quality of the material will comply withthe specific requirements for the particular layers forwhich it will be used. If required for the proper control ofquality, in the opinion of the Engineer, the materialsshall be stockpiled prior to loading and tests of thestockpiles carried out as required.

If there is any doubt concerning the quality of theborrow material being excavated at any time, theContractor shall notify the Engineer immediately, and inany case before such material is brought onto the road.The results of all tests carried out by the Contractorshall be submitted to the Engineer on request. TheEngineer may, after further testing or inspection ifnecessary, approve the use of the material in theborrow area, or he may order the borrow pit to befinished off and abandoned. Any such approval by theEngineer does not indemnify the Contractor with

regards to his obligations to fulfil all requirements of theSpecifications in respect of the quality of materials forearthworks or pavement layers.

c) Protecting borrow pits and quarriesBorrow pits and quarries shall be continuouslyprotected against the ingress of surface water, and theContractor shall construct such temporary banks asmay be required for diverting surface water, and, in sofar as is possible, his operations shall be planned inssuch a way that the borrow pit and quarry will be selfdraining. Where this is not possible, borrow pits andquarries shall be dewatered by pumping. TheContractor shall be solely responsible for keepingborrow areas and quarry sites dry and ensuring thatborrow material is sufficiently dry when required for use.

d) Access roadsThe Contractor shall obtain the Engineer's priorapproval to the siting of junctions of access roads withexisting roads and shall comply with he Engineer'sconditions of access particularly regarding clearance ofobstructions to provide adequate sight lines, temporarydrainage or culverts and the provision of signs andtraffic control.

The provision of access roads shall not be measuredfor payment.

e) Private access roadsWhere private roads are to be used as access roads,the Contractor shall after consultation with the Owner orAuthority having control of such road, carry out anyrepairs, alterations or additions to such roads as maybe required to bring them to an acceptable conditionsuitable for traffic. Where materials from a borrow pit orquarry are hauled on private access roads, such roadsshall be maintained properly to the satisfaction of theEngineer during borrow and quarry operations. Noadditional payment will be made for this work, and fullcompensation for maintaining private access roadsused as haul roads will be regarded as being includedin the bid rates and paid for in the various items of workwhere the materials are used.

3406 REINSTATING BORROW AND QUARRYAREAS AND HAUL ROADS

a) Borrow and quarry areasOn completion of his operations in a borrow and quarryarea, the Contractor shall reinstate the entire area so asto blend it with the surrounding area and to permit there-establishment of vegetation. For this purpose theborrow area shall be shaped to even contours withoutany slopes being steeper than 1:3, except where theEngineer so permits in specified cases. All material inand around the borrow areas, where spoil from clearingand grubbing operations or excess overburden, shall beused or disposed of as directed by the Engineer. Solidwaste and rubbish may not be dumped into the borrowarea. Material incapable of supporting vegetation shallbe buried and used for shaping the borrow area andshall subsequently be covered with soft material. Allavailable soft material shall be spread evenly to theprescribed thickness, and where sufficient material isnot available for so covering the entire area, theremaining portions shall be scarified along contours soas to avoid undue erosion.

The shaping and reinstatement of the borrow pit shallbe done in such a manner that the borrow pit will beproperly drained wherever practicable, and, whererequired, the Contractor shall place earth banks todivert surface water from the borrow area. If sodirected, the borrow and quarry area shall be fenced offand provided with gates as specified in SECTION 5300,



and topsoiled and/or hydro-seeded as specified inSECTION 5700.

The reinstatement of the borrow and quarry areas shallbe to the entire satisfaction of the Engineer and theContractor shall submit to the Engineer a signedcertificate from the Landowner, or Legal Occupants ofland or relevant Government Agency stating that thefinishing-off complies with all necessary legalprovisions. The Contractor's attention is drawn to theprovisions of CLAUSE 1214 in this respect.

(b) Haul roadsUnless otherwise specified or instructed by theEngineer all haul roads shall be obliterated and theirsurfaces scarified, earth banks shall be constructed toprevent erosion, and all damaged fences and otherstructures shall be reinstated.

Where materials from a borrow pit or quarry are hauledon private access roads, such roads shall be restored totheir original condition to the satisfaction of theEngineer when operations at the borrow pit and quarryare completed, unless otherwise specified.

No additional payment will be made for obliteration, orrestoration respectively, of haul roads or access roadsto borrow pits or quarries. Full compensation for thiswork is regarded as being included in the bid rates andpaid for elsewhere

3407 DISPOSAL OF BORROW OR QUARRYMATERIALThe Contractor shall not have the right to use materialobtained from borrow pits or quarries for any purposeother than for the execution of this Contract. He shallnot dispose of any such material whether processed ornot either by sale or donation to any person without theauthorisation of the Employer.

3408 OWNERSHIP OF BORROW PITS ANDQUARRIESUpon completion of the Contract all borrow pits andquarries acquired for the Works shall revert to theEmployer regardless of licensee to operate the same.

3409 MEASUREMENT AND PAYMENTNo separate measurement and payment will be madefor procuring and providing borrow or quarry material,but it will be regarded as an obligation on the part of theContractor to be covered by the contract prices paid forthe various items of work for which the material is usedas prescribed in these Specifications.

Such bid rates related to procuring and providingborrow or quarry material shall also include fullcompensation for all obligations, costs, activities andwork as prescribed in SECTION 1200, as well as for allsupervision, labour, plant, tools and incidentalsrequired, including all costs as may be necessary forconducting control tests on all materials, draining andprotecting all borrow or quarry areas, and concluding allnegotiations with Owners or Legal Occupants of land(except negotiations that are conducted by theEmployer himself) as specified, also for finally shapingand finishing the borrow pits and quarries.




SECTION 3500: SELECTING ANDUTILISING MATERIAL FROMBORROW PITS AND CUTTINGS


3501 SCOPE 3000-133502 SELECTING AND STOCKPILING

MATERIALS 3000-133503 BREAKING DOWN OVERSIZE MATERIALS 3000-133504 CONTROLLING THE MOISTURE

CONTENT OF MATERIALS 3000-143505 LAYER THICKNESSES AND SPREADING

OF MATERIALS 3000-143506 COMPACTION OF MATERIALS 3000-153507 DRAINAGE AND PROTECTION 3000-153508 MEASUREMENT AND PAYMENT 3000-15

3501 SCOPEThis Section describes the selection of materials fromborrow pits and cuttings for the various purposes forwhich they are required in the Works, stockpiling thematerials excavated but which can not be dumpeddirectly where required, breaking down the materialduring the excavation process when it is processed onthe road, or when special processing for breaking-downby crusher is required, controlling the moisture content,placing and compacting the soil and gravel layers andconstructing the rock fills.

In addition, this Section describes the treatment ofmaterial recovered from existing pavements, andconstruction in restricted areas during rehabilitationwork.

Unless inconsistent with the context, the provisions ofSECTION 3500 relating to borrow pits or the materialobtained from borrow pits shall apply with changes asrequired to such places where material is recoveredfrom an existing road, and to the material recoveredfrom an existing road respectively.

3502 SELECTING AND STOCKPILINGMATERIALSThe Contractor shall use materials strictly inaccordance with the purpose for which they have beenapproved. During his activities in borrow pits or cuttings,he shall ensure that approved materials are not pollutedwith unsuitable material or that approved materials arenot unnecessarily wasted.

Unless otherwise directed by the Engineer, theContractor shall so plan his activities that materialsexcavated from borrow pits and cuttings, in so far as ispossible, can be transported direct to and placed at thepoint where it is to be used. However, where utilisationof materials in this manner is impracticable, or if soinstructed by the Engineer, materials shall betemporarily stockpiled for later loading andtransportation to where it will be used. If, in the opinionof the Engineer, materials need to be stockpiled for thepurpose of quality control or for mixing to becomesufficiently homogenous, the Contractor shall carry outstockpiling as required to ensure proper quality controland to meet the Specifications consistently.

Stockpiling areas and maximum height and extent ofstockpiles shall be approved by the Engineer. Before

any stockpiling of material may be done, the site shallbe cleaned, and all material which may cause pollutionshall be removed. During use, the lower 100 mm ofstockpiled material shall not be utilised for construction.After the stockpiled material has been removed, the siteshall be reinstated as closely as possible to its originalcondition, and the surface shall be lightly scarified topromote vegetation growth.

No separate payment will be made in regard tostockpiling of materials.

3503 BREAKING DOWN OVERSIZEMATERIALS

(a) Material from cuts or borrow pitsThe material from cuttings and borrow pits shall bebroken down in the cuttings or borrow pits, alternativelyin the road, to the maximum size specified for therespective layer where it will be used.

Spoil material need be broken down only sufficiently forconvenient loading and transporting, but the Engineermay require sufficient material to be broken down to amaximum size of 500 mm with a view to effectivelytrimming the spoil areas.

Material intended for crushing need only be brokendown sufficiently to permit acceptance by the crusher.

In order that the material can be broken down to theappropriate sizes, the Contractor shall adjust andcontrol his blasting, ripping, excavating and otheroperations so that the desired result can be achieved aseffectively as possible.

Care shall be taken not to load oversize material and tobring it onto the road. The Contractor shall, at his owncost remove such oversize material from the road orbreak it down further to the required size on the road.

If, in the opinion of the Engineer, the working methodsof the Contractor are such that unnecessarily largequantities of oversize material are produced, theContractor shall change his methods in order toproduce less oversize material, and the material shallbe broken down to the sizes as specified for each layerby using equipment suited to this purpose. TheContractor shall be at liberty to employ any methodsand equipment he may prefer, but where any differenceof opinion may arise in regard to the practicability of thebreaking-down process or the suitability of the methodsand equipment employed by the Contractor, theEngineer may require use of grid-rollers, pad-foot rollersor other equipment giving similar effect as a grid rollerto be used on the road. The results so obtained willthen serve as the norm of the degree to which thebreaking-down shall be attained by any alternativemethods. No separate payment will be made forbreaking down material to the required size.

Where surplus oversize material is available and theEngineer so agrees, the Contractor, instead of breakingdown any oversize materials may spoil it. The Engineermay also require oversize materials to be used for otherpurposes, such as for rock fills or rip-rap.

Any oversize material still remaining after processing inaccordance with any of the processes described aboveshall be removed from the road.

The Contractor’s attention is drawn to the risk ofcausing excessive breaking down of the finer fraction ofthe materials and thereby altering the properties of thematerial by inappropriate working methods orequipment. Any material which does not meet the



requirements of these Specifications after compactionshall be replaced or made good on the Contractor’sexpense.

(b) Existing cemented layersExisting cemented layers to be broken down andreprocessed may be reprocessed either on the road, orit may be hauled to a crusher for processing, whicheveris specified or required by the Engineer.

(c) Crushing and screeningWhere the material intended for use in pavement layerscannot be suitably broken down by the methods set outherein, the Contractor shall use alternative sources orapply crushing or screening, or both, as required tomeet the Specifications. The crushing plant, shall becapable of breaking down oversize material to themaximum size specified for the layer concerned.

No separate payment will be made for crushing orscreening material to the required size unlessspecifically allowed for in the Special Specifications andthe Bill of Quantities.

(d) Disposing of oversize materialsAll oversize materials removed from the road and allexcess material removed from the road shall bedisposed of at the Contractor's cost or may be used inthe Works for other suitable purposes on the approvalof the Engineer.

The bid rates for constructing all pavement layers shallinclude full compensation for the removal of oversizematerial without any additional payment being made tothe Contractor.

3504 CONTROLLING THE MOISTURECONTENT OF MATERIALSThe Contractor shall take all necessary precautions toprevent material in borrow pits, excavations, stockpilesand on the road from becoming excessively wet as aresult of rain or groundwater or stormwater. Therefore,the excavation of borrow pits and cuttings shall be soplanned and executed as to prevent the damming-up ofwater in the borrow pits or cuttings, and the Contractorshall also provide the necessary temporary drainage forthis purpose.

Material that is too dry shall be mixed thoroughly withwater until the required moisture content for compactionis achieved.

During the rainy season the Contractor shall take allnecessary precautions to prevent material frombecoming excessively wet. The methods may include,but are not restricted to, the following: spreading on theroad with a proper cross slope and temporarily rollingwith flat-wheeled roller in order to improve water run off,covering of stockpiles with tarpaulins, applying specialmeasures to prevent water to dam up against materialheaps or windrows.

The Contractor shall so plan his constructionprogramme that material with a high natural moisturecontent will be used in the dry season and not in thewet. Where material is too wet, for whatever reason, tocomply with the requirements in regard to moisturecontent during compaction, the Contractor shall correctthe moisture content of the material until it is adequatelydry for compaction, by drying out the material,alternatively mixing with approved dry material, spoilingand replacing with drier approved material, or applyingtreatment with lime or cement.

No separate payment will be made in regard tomeasures for keeping material dry, nor for anymeasures for correcting the moisture content, neither

for addition of stabiliser for the purpose of using wetmaterial. The Contractor himself shall decide andsubmit his proposed method of work for the approval ofthe Engineer.

3505 LAYER THICKNESSES AND SPREADINGOF MATERIALS

(a) GeneralAll material shall be placed in the correct quantity, andto the required grade, line and thickness, in a mannerwhich prevents segregation and contamination of anykind.

The thickness of layers compacted in one operationshall not exceed the maximum that the equipment andmethod of operation can process to meet therequirements of the Specifications in terms oftolerances and density to the full depth of the layer.

The thickness of layers compacted in one operationshall not be less than the minimum that the equipmentand method of operation can process without laminationunless special precautions are taken on the approval ofthe Engineer.

(b) Fill and improved subgrade layers (G15, G7, G3,DR)

The maximum layer thickness for fill or improvedsubgrade layers made of soils or gravel (G15, G7, G3),compacted in one operation, shall be 250 mm(compacted thickness).

For rock fill (DR) the maximum compacted layerthickness shall be 1 metre except in areas wherecompaction plant is not accessible or is impracticable touse in the opinion of the Engineer.

The maximum particle size for all fill and improvedsubgrade layers shall not exceed two thirds of thecompacted layer thickness. In order to prevent the layerthicknesses from being determined by the presence ofisolated large fragments, the Contractor shall removesuch isolated fragments as directed by the Engineer.

Where a new layer is constructed on an existing oralready constructed fill or improved subgrade layer andthe new layer will be less than 100 mm in compactedthickness, the existing layer shall be scarified to such adepth as will give a layer thickness after compaction ofnot less than 100 mm of the new plus the scarifiedmaterial together. No additional payment will be madefor this operation.

(c) Pavement layersThe layer thickness shall comply with the requirementsas indicated on the Drawings and in the SpecialSpecifications or as directed by the Engineer.

Spreading material in restricted areas shall be done in amanner approved by the Engineer to comply with therequired levels, grade, line and density to the full depthof the layer.

Where the thickness of any existing pavement layerrequires to be supplemented and the thickness of theadded material after compaction will be less than 100mm, the existing layer shall be scarified to a depth thatwill give a layer thickness of at least 100 mm aftercompacting together the loosened existing and addedmaterial. In the case of gravel or crushed aggregatebase course, the Engineer may direct the existing layerto be broken down to its full depth.



3506 COMPACTION OF MATERIALS

(a) General requirementsCompaction shall be carried out in a series ofcontinuous operations covering the full width of thelayer concerned according to the Drawings. TheContractor shall reduce the length or width of any layercompacted in any single operation if the propercompaction or finish of such layer is not being achievedin the opinion of the Engineer.

The method of work, type of compaction equipment tobe used and the amount of rolling to be done, shall besuch as to ensure that specified density and finish isobtained without damage being done to adjacent orlower layers or structures. During compaction the layershall be maintained to the required shape and cross-section, and all holes, ruts and laminations shall beremoved or repaired to the satisfaction of the Engineer.

Suitable equipment and methods acceptable to theEngineer shall be used in restricted areas so that therequired densities will be obtained throughout thethickness of the layer. If necessary, the layers shall beplaced in thicknesses which are less than the specifiedlayer thickness.

Rock fill material shall be compacted with vibratoryrollers to achieve a good mechanical interlock of therock and the maximum compaction of the finer materialin the spaces between the rock. The type of vibratoryroller used, the operating speed, the number of passesand the layer thicknesses shall be determined after fieldtrials and the proposed method shall be to thesatisfaction of the Engineer.

(c) In place reworking of pavement layersWhere so specified or instructed by the Engineer, andthe material in any existing layer complies with therequirements for the new layer, the Contractor shallscarify the layer to the specified depth, add extraapproved material if necessary, and reprocess the layerin place. Reprocessing includes watering, mixing, andcompacting the layer to the level, grade line, finish anddensity specified for the layer concerned. Payment willbe made as determined for the respective pavementlayers.

3507 DRAINAGE AND PROTECTIONThe compacted layers shall be adequately drained andshaped to prevent water from standing on or along orcausing damage to the completed work. Windrows shallbe removed to facilitate the drainage of water from thesurface.

No material for a subsequent layer may be placed if theunderlying layer has been softened by excessivemoisture and requires repair in the opinion of theEngineer.

3508 MEASUREMENT AND PAYMENTNo separate measurement and payment will be madefor procuring and providing borrow material, selection,stockpiling and breaking down material from borrow pitsand cuttings, nor for placing materials, adding water,drying, mixing and compacting the layers. It will beregarded as an obligation on the part of the Contractorto be covered by the contract prices paid for the variousitems of work for which the material is used asprescribed in these Specifications.




SECTION 3600: EARTHWORKS


3601 SCOPE 3000-163602 MATERIALS 3000-163603 EXCAVATIONS 3000-173604 PREPARATION OF THE ROADBED 3000-183605 EMBANKMENTS 3000-183606 COMPACTION OF EARTHWORKS 3000-203607 PROTECTING THE EARTHWORKS AND

STRUCTURES 3000-203608 FINISHING THE SLOPES 3000-213609 CONSTRUCTION TOLERANCES AND

TESTING 3000-213610 MEASUREMENT AND PAYMENT 3000-21

3601 SCOPEThis Section covers work in connection with theconstruction of cuts and fills, the removal to spoil ofmaterial unsuitable for use, the construction andcompaction of fills and improved subgrade layers withcut material from the road prism or borrow material fromapproved borrow pits, the compaction of the roadbedand finishing of cuts and fills, up to the stage where fillsare ready for the placing of the pavement layers.

This Section covers the requirements for the followingtypes of material:− G15 natural gravel/soils with nominal CBR value

of minimum 15− G7 natural gravel/soils with nominal CBR value

of minimum 7− G3 natural gravel/soils with nominal CBR value

of minimum 3− DR Dump Rock, un-graded waste rock

3602 MATERIALS

(a) GeneralAny test results provided in design documents such asthe Materials Report, read in conjunction with theseSpecifications, may give a preliminary indication as tothe purpose for which the cut material may be used aswell as the treatment, if any, which the roadbed shallreceive. Any test results or recommendations of methodof work in the Material Report are solely for information.The Contractor shall undertake his own assessmentand any tests required and submit his proposedmethods of work and test results of all material heintends to use for the approval of the Engineer.

The material types (G15, G7, G3, DR) given in theDrawings denote the minimum quality for a particularuse in the Works, either specified in the Drawings or asinstructed by the Engineer. In the cases where aminimum quality of earthworks material is not specified,the following guidelines shall apply and the Engineer’sinstruction shall be the standard to which materialsquality control is applied:

Material type Typical use

G15 Upper improved subgrade layers and fill

G7 Lower improved subgrade layers and fill

G3 Fill only

DR Improved subgrade layers and fill

Irrespective of the minimum required quality specified orthe above guidelines the highest quality of approvedearthworks material available at economical hauldistances, complying with the requirements of theSpecifications and Drawings, shall be selected for fill orimproved subgrade layers. Rock fill materials (DR)complying with the requirements of the Specificationsshall be the preferred material type unless otherwisespecified or directed by the Engineer.

(b) Material requirements for fill and improvedsubgrade layers

Materials for earthworks shall be non-expansive soils ordump rock meeting the requirements given in TABLES

3602/1 and 3602/2.

TABLE 3602/1REQUIREMENTS FOR FILL AND IMPROVED SUBGRADE LAYERS. CML TEST METHODS.

Material classMaterial propertiesCML Tests G15 G7 G3

CBR (%), wet or moderateclimatic zones CML1.11 1)

Minimum 15 after 4 dayssoaking 2)

7 after 4 days soaking 2)

CBR (%), dry climatic zonesCML1.11 1)

Minimum 15 at OMC andalso minimum 7 after 4days soaking 2)

Minimum 7 at OMC andalso minimum 3 after 4 dayssoaking 2)

3 after 4 days soaking,measured at 90% of MDDof BS-Heavy compaction

CBR-swell (%) CML1.11 Maximum 1.5 Maximum 2 Maximum 2Plasticity index (%) CML1.3 Maximum 25 Maximum 30 (no requirement)Max. particle size CML1.7 2/3 of compacted layer thicknessMaximum layer thickness 250 mm compacted thickness placed in one operation

1. The climatic zones for the project, or respective parts of the project, shall be in accordance with the Drawings orSpecial Specifications or as directed by the Engineer.

2. CBR values are measured at the specified field density for the respective layer.

TABLE 3602/2REQUIREMENTS FOR DUMP ROCK (DR) IN FILL AND IMPROVED SUBGRADE LAYERS

Material properties Material class: DR (dump rock)Maximum particle size: Two thirds of compacted layer thickness.Maximum layer thickness: 1 m placed in one operation.The content of fines shall be sufficiently low so that the larger particles rest against each other when placed in earthworkslayers. The Engineer’s decision shall be the final in cases where doubt or disagreement exists whether the material can beclassified as DR.



3603 EXCAVATIONS

(a) Classification

(i) GeneralThis SUBCLAUSE 3603(a) sets out the criteria andassessment methods to classify all excavations formeasurement and payment. The classification isvalid for excavations of cuts, for structures, drains,services and for removal of unsuitable materials orany other excavations measured not paid forseparately.

(ii) Classification criteriaThe excavation of material shall be classified inaccordance with TABLE 3603/1 for purposes ofmeasurement and payment.

TABLE 3603/1CLASSIFICATION OF MATERIALS FROM CUT EXCAVATIONS

Classification Description

Rockexcavation

Rock excavation shall beexcavation in material whichrequires drilling and blasting orthe use of hydraulic or pneumaticjackhammers to be loosened andto be loaded for transportation.

Commonexcavation

Common excavation shall beexcavation in all material otherthan rock as defined above,whether the material is suitablefor use in the Works, or to bespoiled and paid for as CommonExcavation to Spoil. Theclassification includes excavationin earthworks or any pavementlayers of an existing pavementnot covered by a separate item inthe Bill of Quantities regardless ofthe nature of the materialexcavated, other than rockexcavation.

(iii) Classification assessmentThe Engineer shall decide under which one of theabove classes any excavation shall be classified forpurposes of payment. In the event of adisagreement between the Contractor and theEngineer, the Contractor shall, at his own cost,make available such mechanical plant as requiredby the Engineer in order to determine whether ornot the material can reasonably be removed. Thedecision of the Engineer as to the classificationshall be final and binding.

The Contractor shall be at liberty to use anyapproved method he wishes to use for excavatingany class of material, but his chosen method ofexcavating the material shall not dictate theclassification of the excavation.

The Contractor shall immediately inform theEngineer if and when the nature of the materialbeing excavated changes to the extent that a newclassification for further excavation is warranted.Failure on the part of the Contractor to advise theEngineer thereof in good time shall entitle theEngineer to classify, at his discretion, suchexcavation as may have been executed in materialof a different nature.

(iv) BouldersIndividual boulders greater than one cubic metre involume shall be classified as rock when their nature

and size are such that, in the opinion of theEngineer, they cannot be removed without recourseto one of the methods described under rockexcavation in TABLE 3603/1. Where a portion ofexcavation contains 50% or more by volume ofboulders of this order, such portion shall beconsidered as rock excavation throughout.

(b) Dimensions of cutsThe dimensions of cuts shall be in accordance with thedetails of the Drawings and may further be defined oramended during the course of construction byinstructions from the Engineer. The Contractor shallobtain instructions beforehand from the Engineerregarding the slope of the sides of cuttings and thedepth to which cuttings are to be taken, including thedimensions of any in situ treatment of cuts that may berequired below the formation level. Cuts in soils shall betrimmed to a smooth finish to prevent initiation of slopeerosion.

In rock cuts, the rock shall be removed to the level thatwill permit the construction of the subbase layer, unlessotherwise instructed.

The Contractor shall take proper care when excavatingcuts not to loosen any material outside the specified cutline, whether by ripping, blasting or by other means.Care shall also be taken not to undercut any slopes,and proper control shall at all times be exercised byregular survey checking and by using batter poles atclose intervals.

All cuts made outside the specified cut line or below thespecified level without the approval of the Engineershall be backfilled with approved material, compacted tothe satisfaction of the Engineer and re-trimmed, all atthe Contractor's own expense and in accordance withSECTION 7400.

The Engineer may, when he considers it necessary,instruct the Contractor to widen existing, completed orpartly completed cuttings either uniformly or by alteringthe slope of the sides of the cutting, or by cuttingbenches, or in any other way.

(c) Utilisation of excavated material

(i) GeneralAs far as practical in the opinion of the Engineer,the material resulting from cuts, widening of cuts orother excavations in the road reserve shall beutilised for construction of earthworks or pavementlayers depending on their quality. The Engineer’sapproval to use any material does not indemnify theContractor with regards to his obligations to fulfil allrequirements of the Specifications in respect of thequality of materials for earthworks or pavementlayers.

The Contractor shall plan his operations in such amanner that all cut material may be used to the bestadvantage of the Employer. This would mean thatno material shall be unnecessarily spoiled,borrowed or hauled. The Contractor shall neitherborrow nor spoil any material without the Engineer'sapproval and without satisfying the Engineer thatthis is necessary and the most economical methodof constructing the Works.

Material which will not be used in the pavement orearthworks due to quality or other reasons may bestockpiled for future use as topsoil or side fill asrequired by the Engineer.



(ii) Conservation of topsoilTopsoil encountered in excavations shall beconserved as described in SECTION 3100 wheredirected by the Engineer. No additional payment willbe made for conservation of topsoil.

3604 PREPARATION OF THE ROADBED

(a) Removing unsuitable material

(i) Poor material qualityAny roadbed material which the Engineer considersto be of a quality that would be detrimental to theperformance of the completed road shall beremoved to such widths and depths as he mayinstruct, and shall be disposed of as prescribed.The excavated spaces shall then be backfilled withapproved material and compacted according to theSpecifications.

(ii) Wet materialThe Engineer may order that roadbed materialwhich is too wet to provide a stable platform for theconstruction of the embankment be removed tosuch widths and depths as he may instruct and bereplaced with approved dry material and compactedaccording to the Specifications. Payment for thiswork will only be made if the Engineer is satisfiedthat the high moisture content is not a result ofinappropriate or insufficient measures by theContractor to protect the roadbed from getting wetand that drying of the material could not be donewith reasonable efforts and within a reasonabletime, all in the opinion of the Engineer.

(b) Preparing and compacting the roadbed

(i) CompactionUnless otherwise instructed by the Engineer theroadbed shall be scarified, watered and compactedto a density and depth according to the Drawingsand the Specifications or as directed by theEngineer. If necessary, roadbed material may haveto be temporarily bladed off to windrow in order toachieve the necessary depth of compaction. TheEngineer may instruct that expansive soils aregiven different treatment such as watering tomaintain natural moisture content and timelydumping and spreading of following layers. Noseparate payment will be made for any suchoperations or alternative techniques to achieve thespecified depth and degree of compaction. TheContractor shall carry out field trials as required bythe Engineer to show that his proposed method andequipment for processing and compacting theroadbed gives the desired result in accordance withthe Specifications and to the satisfaction of theEngineer.

(ii) Adjustment of levelsWhere any additional material has to be imported toobtain the required level and layer thickness, andwhere the thickness of the layer of importedmaterial would be less than the specified layerthickness after compaction, then the roadbedmaterial shall be scarified, the necessary importedmaterial placed, and this combined material mixedand compacted to the full specified depth of thelayer. No separate payment will be made for suchoperations.

(iii) Rock or hard materialWherever shown on the Drawings or as may bedirected by the Engineer, the roadbed shall betreated in situ by undesirable formations of hard orrocky materials being broken down in order to

achieve a uniform standard of compaction andstrength, or to prevent water-logging and improvedrainage.

(c) Draining and protecting the roadbedThe Contractor shall take all necessary precautions toensure that the roadbed is kept drained. In the caseswhere the roadbed needs to be kept moist due to thepresence of expansive soils he shall carry out wateringand timely dumping and spreading of following layersas required to the satisfaction of the Engineer. Noseparate payment will be made for any such operationsor adjustments of schedules to fulfil such requirements.

Waterlogged roadbed, such as saturated materialoverlying less pervious strata, shall first be drained bythe installation of all permanent surface or subsoildrainage shown on the Drawings, or as directed by theEngineer, before any other construction may be startedon these sections. Such drains shall be constructed,measured and paid for in accordance with therequirements of SECTION 2100.

3605 EMBANKMENTS

(a) GeneralEmbankments shall be constructed to comply with allrequirements in the Specifications and Drawings or asfurther instructed or amended by the Engineer inrespect of dimensions of embankments, installation ofsubsoil drainage or other structures, work method, suchas benching or roadbed preparation. Before the start ofconstruction the Contractor shall submit plans showinghis proposed method of work, the selection of materials,the method of compaction, and any other matter thatmay affect the construction of the embankment orsequence of operations.

All material used for the construction of embankmentsshall meet the requirements of CLAUSE 3602 and shallbe selected so that the minimum required quality ofmaterial is used in the respective positions of theembankment according to the Drawings and theSpecifications. The density of embankment layers shallcomply with the requirements of CLAUSE 3606.

Embankment shall be placed in successive layersparallel to the final road surface, and the construction ofwedge-shaped layers shall be restricted to the bottomlayers of embankment where this may be unavoidableon account of cross fall, the tapering out ofembankments, or the superelevation of the final roadsurface.

(b) Materials for earthworks layersMaterials for earthworks layers shall meet therequirements as set out in CLAUSE 3602 in respect ofthe specified respective material types given in theDrawings or as directed by the Engineer. The better soilqualities shall be selected where alternative fillmaterials all meet the minimum material requirements.In the situation where material quantities are limited, thebetter quality materials shall be used in the upperlayers. Dump Rock shall in the cases where instructedby the Engineer be the preferred type of material forearthworks. Under special conditions, such as where anear impermeable material is desirable, the Engineermay instruct that Dump Rock is not to be used in theearthworks.

(c) BenchingWhere the natural cross fall of the roadbed or existingor already constructed embankments exceeds 1:6, thefills shall be bonded to the roadbed by means ofbenches excavated in the roadbed or existingembankment. Where the existing fill is loose on theoutside and shows inadequate compaction, benches



shall be cut back further than may be necessary toaccommodate construction equipment until adequatelycompacted material is found.

Benches in rock shall be jagged to give sufficientresistance to slippage.

The height of the benches shall be maximum 0.75metres or as directed by the Engineer. The benchesshall be wide enough to accommodate sufficientlyeffective compaction equipment.

No additional payments will be made for benching. Allmeasurement and payment will be made under thenormal payment items for fills.

(d) Constructing pioneer layers on unstable groundWhere fill is to be constructed across waterlogged orsoft ground exhibiting excessive movement undernormal compaction equipment and haulage trucks, andsuch conditions preclude the effective compaction ofthe bottom fill layers, the Engineer may direct that apioneer layer be constructed on the unstable ground.This layer shall be constructed by placing suitablecoarse material in a uniform layer with a thicknesssufficient to provide a stable working platform forconstructing the further fill layers which are to becompacted to a controlled density.

A sand filter blanket of approved materials, alternativelyapproved geotextile filters shall be placed at the bottomof the pioneer layer if so directed by the Engineer.Geotextile shall meet the requirements given in TABLE

3605/1.

Light hauling equipment shall be used, and wherenecessary end tipping undertaken for placing thematerial. The layer shall be compacted by lightcompaction equipment which will give the most effectivecompaction without the roadbed being over-stressed.Pioneer layers will not require compaction to acontrolled density unless so directed by the Engineer.No additional payment will be made for placing pioneerlayers except for the provision of geotextile filters wherethis is required.

(e) Sand filter blankets and geotextilesAt the bottom of fills, and sometimes at intermediatelevels, the construction of sand filter blankets may berequired to facilitate the drainage of fills and to separatelayers of materials where there is a risk of undesirableinfiltration of fine material into the coarse material. Sandfilter blankets shall be constructed in accordance withthe details on the Drawings and shall consist of a layerof selected sand with suitable grading to provideeffective drainage and to prevent the infiltration of fill orroadbed material into the sand filter blanket.

The sand filter material shall meet the requirementsgiven in SUBCLAUSE 2104(a)(ii), however therequirements with reference to the slot size of drainagepipes shall only apply where drainage pipes are to beconstructed adjacent to the sand filter material.

The surface on which the sand filter blankets is to beconstructed, shall be smooth and even and the sandshall be spread evenly to the required thickness and begiven a light compaction with suitable rollers. The finalsurface of the sand filter blanket shall be finished offtrue to line and level. The Engineer may require thelayers immediately below and above the filter blanket tobe constructed from selected soil or gravel.

Geotextiles, where specified, shall meet therequirements given in TABLE 3605/1. The fabric shallnot be exposed to direct sunlight for prolonged periodsand shall be protected from mechanical damage duringinstallation and construction.

Separate payment for construction of sand filterblankets or specially selected gravel to be placed inconjunction with the construction of sand filter blanketswill only apply as an extra over rate to the layer inquestion on the approval of the Engineer.

TABLE 3605/1REQUIREMENTS FOR GEOTEXTILES

Aggregate placedadjacent to thegeotextile

Geotextile, weightper area of thegeotextile material(g/m2)

Aggregatetype

Maximumparticlesize, dmax

Placed onfirm, drysubsoil 1)

Placedon soft,wetsubsoil2)

Gravel, sandor graded,crushedmaterial:

Maximum50 mm

Minimum140

Mini-mum200

Sortedcrushedrock:

Maximum200 mm

Minimum200

Mini-mum320

Dump rock(DR),unsorted:

-Minimum320

Specialreinforcementshall beconsi-dered

1) Dry subsoil refers to moisture contents belowOMC of BS-Light CML test 1.9.

2) Soft, wet subsoil is silty or clayey materials inwaterlogged areas or as defined by theEngineer.

(f) Placing of rock fill (DR)Rock material containing particles larger than two thirdsof the compacted layer thickness shall not be used inthe fill unless otherwise authorised by the Engineer.

The Contractor shall, by the judicious planning of theoperation by selecting the smaller sized material forplacing in the thinner fill layers, avoid unnecessaryspoiling of the larger sized rock material and shallensure its fullest practicable utilisation in fills.

(g) Construction of high fillsThe Contractor shall make allowance for all requiredmeasures, special techniques and scheduling of work toprevent the development of excessive pore pressureand to ensure the stability of high fills during and afterconstruction where such measures are required inaccordance with the Special Specifications or asdirected by the Engineer. No separate payment will bemade for any special measures taken in conjunctionwith the construction of high fills.

(h) Constructing rock protection at the toes of fillsWhere required, the toes of fills shall be protectedagainst erosion by special rock protection, which shallbe installed as shown on the Drawings and as furtherdirected by the Engineer, by the outer part of the toes offills being constructed from assorted boulders and/orblasted rock, as described below.

The rock protection shall be constructed simultaneouslywith the rest of the fill and shall consist of selecteddurable rock material varying in size between 150 mmand 750 mm. If required, a layer of approved geotextilefilter shall be installed at the interface between thenormal fills and the rock protection.



The outer part of the rock protection shall consist oflarger boulders properly bedded by means of smallerfragments so as to form a stable interlocking rip-rapsurface. The rock protection shall otherwise beconstructed and compacted as rock fill as described inthe SPECIFICATIONS.

(i) Widening of fillsWhere required in accordance with the SpecialSpecifications, or as instructed by the Engineer, specialmeasures shall be taken to prevent differentialsettlements where high fills are being widened. Suchmeasures may include the use of material from theexisting fill in the construction of the widened part of thenew fill or alternative measures as directed by theEngineer. Unless otherwise stated in the SpecialSpecifications and the Bill of Quantities, no additionalpayments will be made for employing such techniquesin the widening of fills, and payment will be made underthe normal payment items for fills.

3606 COMPACTION OF EARTHWORKS

(a) General requirements

(i) Moisture content

The moisture content of earthwork at the time ofcompaction shall not be higher than the optimummoisture content (OMC) measured at BS-Lightcompaction for roadbed, and BS-Heavy compactionrespectively for earthworks layers. Thecorresponding lowest allowed moisture contentshall be 75% of OMC. SUBCLAUSE 3605(d) shallapply if the natural moisture content of the roadbedis too high and drying it back could not be done withreasonable efforts and within a reasonable time, allin the opinion of the Engineer.

Dry compaction techniques shall not be employedunless prescribed in the Special Specifications ordirected by the Engineer.

The Engineer may instruct that expansive soils aregiven treatment such as watering to maintainnatural moisture content and timely dumping andspreading of following layers. He may also instructcompaction to be omitted on such soils as he findsit appropriate.

(ii) DensityThe minimum required compacted density ofearthworks shall be as given in TABLE 3606/1.

TABLE 3606/1COMPACTION REQUIREMENTS FOR EARTHWORKS

Layer and typical material type specified Minimum dry density, nominal value. CML test 1.9Upper improved subgrade layer, nominally G15 material orbetter, for layers less than 150 mm below the formation level

95% of BS-Heavy

Lower improved subgrade layer, nominally G7 material orbetter, for layers from 150 mm to 300 mm below theformation level

93% of BS-Heavy

Fill, nominally G3 material or better, for layers more than 300mm below the formation level

90% of BS-Heavy

Fill or improved subgrade layers using rock fill (DR) Compaction method specification shall applyRoadbed compaction to 150 mm depth after clearing,grubbing and removal of topsoil or other unsuitable material,where the roadbed level is:

− less than 150 mm below the formation level 97% of BS-Heavy

− 150 mm to 300 mm below the formation level 95% of BS-Heavy

− 300 mm to 600 mm below the formation level 93% of BS-Heavy

− more than 600 mm below the formation level 100% of BS-Light

(b) Compaction method specificationThe Engineer may at his own discretion allowcompaction to be carried out in accordance with amethod specification instead of density control in caseswhere material characteristics or site conditions in hisopinion makes compaction density controlinappropriate. Trials shall be undertaken to the fullsatisfaction of the Engineer in order to establish therequired type of equipment, processing method andnumber of roller passes. The outcome of the trials shallbe satisfactory to the Engineer for a methodspecification to be employed. All costs for undertakingsuch trials shall be carried by the Contractor.

The use of a compaction method specification may atthe Engineer’s discretion be discontinued any time hefinds it necessary for whatever reason.

(c) Proof rollingProof rolling of any earthworks layer or roadbed usingloaded trucks or suitable rollers shall be carried out asrequired by the Engineer. The equipment and methodof operation shall be as directed by the Engineer andthe Contractor shall make all required equipmentavailable for proof rolling at any time as required by theEngineer.

(d) Side fill and spoil dumpsSpoil material for side fill shall be spread in successivelayers of maximum 300 mm loose thickness, shapedand given a smooth surface and compacted bybulldozers or other heavy plant to the satisfaction of theEngineer. Where required by the Engineer the sameprocedure shall be followed in the case of spoil dumps.

3607 PROTECTING THE EARTHWORKS ANDSTRUCTURESDuring construction all earthworks shall be kept welldrained and protected at all times as specified inSECTION 1200. All windrows shall be cut away afterconstruction to prevent the concentrated flow of wateron completed earthworks layers, but, where necessary,flat berms shall be constructed to prevent the undueerosion of fill slopes. All permanent drains shall beconstructed as soon as possible, together with sufficientadditional temporary drains as may be necessary toprotect the road prism, and shall be maintained in agood working order. Ruts, potholes, soft spots or anyother damage developing in the earthworks aftercompletion shall be repaired, and the damaged portionsshall be reshaped and re-compacted to the satisfactionof the Engineer at the Contractor’s own cost.



All erosion and flood damage to slopes shall bepromptly repaired as specified in SECTION 1200.

Side drains discharging water from cuts and all otherdrains shall be constructed in such a way that damageto the earthworks by erosion is avoided.Proper precautions and temporary measures shall betaken in all cases to ensure that the method orprocedure by which the fills are constructed will notimpose loads on structures, especially on uncompletedstructures, which may damage or overstress suchstructures.

3608 FINISHING THE SLOPES

(a) GeneralExcept in solid rock, the tops and bottoms of all slopesincluding the slopes of drainage ditches shall berounded as indicted on the Drawings or as ordered bythe Engineer. Slopes at the junctions of cuts and fillsshall be adjusted and warped to flow into one anotheror into the natural ground surfaces without anynoticeable break.

When so directed by the Engineer, adjustment to theslopes shall be made in order to avoid damage beingdone to standing trees and to harmonise with existinglandscape features. The transition to such adjustedslopes shall be gradual.

Cut and fill slopes shall be finished to a uniformappearance without any noticeable break which can bereadily discerned from the road. The degree of finishrequired for all fill slopes and for cut slopes flatter than1:4 shall be that normally obtainable by motor grader orhand-shovel operations.

The slopes of cuts and fills which are designated forgrassing shall, after finishing, be prepared for grassplanting and/or for topsoil for grass planting as specifiedin SECTION 5700.

All trimming of cut slopes shall be completed before anywork on the subbase is commenced inside suchcuttings.

(b) Cut slopes

(i) Cuts in soilsThe slopes of cuttings shall be trimmed to neat linesand to a standard that is generally attainable withproper care and workmanship in the type ofmaterial concerned. All loose rocks, stones andnests of loose material shall be removed, especiallyin solid-rock cuts, which must be completely freefrom such material. The final surface of battersmust be absolutely smooth to prevent initiation ofslope erosion unless alternative methods forgrassing or the establishment of natural vegetationis instructed by the Engineer.

(ii) Cuts in rockCuts in rock shall be cleared of all loose stones tothe satisfaction of the Engineer.

(c) Fill slopesFill slopes shall be finished to neat lines with all looserocks and un-compacted material removed. The degreeof finish required shall depend on the nature of thematerial used for the fill slope but shall be as smooth asis consistent with the material involved and goodworkmanship to the satisfaction of the Engineer.

3609 CONSTRUCTION TOLERANCES ANDTESTINGConstruction tolerances and testing shall be inaccordance with SERIES 7000.

3610 MEASUREMENT AND PAYMENTThe Engineer's decision regarding the crossections tobe used for measurement and payment shall be finaland binding on the Contractor in the cases where theContractor proceeds with earthworks before theEngineer has approved the crossection measurements.

ITEM UNIT

36.01 EXCAVATIONS:

(a) COMMON EXCAVATION TO SPOIL CUBIC METRE (m3)

(b) ROCK EXCAVATION CUBIC METRE (m3)

The unit of measurement shall be the cubic metre ofmaterial removed as specified to be spoiled on theinstruction of the Engineer, measured in its originalposition and computed by the method of average endareas from levelled cross-sections taken prior toexcavating the cut, measured along the ground line.Measurements of common excavation to spoil shallexclude materials already paid for as removal of topsoilunder ITEM 31.01 and shall also exclude materials paidfor as crossfill under SUBITEM 36.02(e).

Rock excavation shall be measured for paymentirrespective of the use of the material.

No excavation in excess of that indicated on theDrawings or as directed by the Engineer shall be paidfor, notwithstanding any tolerances in workmanshipallowed.

The bid rates for excavation shall include fullcompensation for excavation as classified, loading, offloading and disposing of the material as specified. Nooverhaul will be paid for transporting away theexcavated material.

In case the material is used in pavement layers orearthworks, overhaul may be paid for as prescribed inSECTION 1600 when, and only when, payment ofoverhaul is prescribed in the Special Specifications. Insuch case the material measured for payment ofoverhaul shall be the compacted material in therespective pavement or earthworks layer for whichoverhaul is paid.

ITEM UNIT

36.02 FILL AND IMPROVED

SUBGRADE LAYERS:

(a) IMPROVED SUBGRADE LAYER AS

SPECIFIED IN THE DRAWINGS TO

REQUIRE MINIMUM G15 QUALITY

MATERIAL

CUBIC METRE

(m3)

(b) IMPROVED SUBGRADE LAYER AS



MATERIAL

CUBIC METRE

(m3)

(c) FILL AS SPECIFIED IN THE

DRAWINGS TO REQUIRE MINIMUM

G3 QUALITY MATERIAL

CUBIC METRE

(m3)

(d) FILL OR IMPROVED SUBGRADE

LAYER USING ROCK FILL

CUBIC METRE

(m3)

(e) CROSSFILL CUBIC METRE

(m3)(f) SIDE FILL COMPACTED BY DOZERS

OR AS SPECIFIED

CUBIC METRE

(m3)



(g) EXTRA OVER SUBITEM 36.02(a)TO (e) RESPECTIVELY, FOR

CONSTRUCTION OF SAND

BLANKETS AS SPECIFIED

CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofmaterial measured in the compacted fill according to theDrawings or as directed by the Engineer. The quantitymeasured shall be computed by the method of averageend areas from levelled cross-sections. The levelledcrossections shall be prepared from the ground lineprior to the construction of the fill after clearing andgrubbing and after corrections for the instructed depthof the removal of topsoil and the instructed depth of anyexcavation and preparatory roadbed treatment specifiedor ordered by the Engineer. Filling to compensate forexcessive depth of removal of topsoil, or excessivedepth of spoil excavation, compared to that specified,ordered or approved by the Engineer, will not be paidfor.

Where the road bed has been lowered due tosubsidence under fills, or the roadbed levels arelowered due to the roadbed preparation, the quantitiesshall be adjusted to make allowance for such lowering,at the sole discretion of the Engineer. The Contractorshall lodge such request without delay, and he shallsubmit the required supporting evidence to theEngineer. Where the Engineer is satisfied thatsignificant lowering is occurring, he shall decide to whatextent, if any, the lowering will be compensated for inthe measurement of earthworks fill. Such adjustment ofquantities shall only be considered where a totallowering due to subsidence and processing of theroadbed is in excess of 100 mm. The Contractor shallallow in his rates for such lowering of up to 100 mm.

That part of the fill placed in excess of the crosssections shown on the Drawings or as directed by theEngineer, will not be paid for irrespective of thetolerances in workmanship allowed under the Contract.

Measurement and payment of fill shall not distinguishbetween alternative methods of processing andcompacting the materials.

The bid rates shall include full compensation forprocuring, excavating, loading furnishing, placing,preparing, processing, shaping, watering, mixing, andcompacting the materials to the densities according tothe Specifications.

When payment for overhaul is specified in the SpecialSpecifications, the rate shall include a free haulagedistance as defined in SECTION 1600.

When payment for overhaul is not specified in theSpecial Specifications, the rate shall include for alltransportation of the material.

Earthworks layers, except rock fill, shall be paid for ascrossfill where the material on the instruction orapproval of the Engineer is taken from cuts in the roadreserve and placed in embankments at a distance of 50m or less from its original position, measured along thecentreline of the road. The unit of measurement forcrossfill shall be the cubic metre of material measuredin the compacted embankment according to theDrawings or as directed by the Engineer. No distinctionshall be made for the earthworks layer in which crossfillis used, i.e. whether in improved subgrade layers orcommon fill.




SECTION 3700: PAVEMENTLAYERS OF NATURAL GRAVELMATERIALS


3701 SCOPE 3000-233702 MATERIALS 3000-233703 CONSTRUCTION 3000-263704 COMPACTION REQUIREMENTS 3000-263705 MAINTENANCE OF EXISTING GRAVEL

ROADS 3000-273706 PROTECTION AND MAINTENANCE 3000-273707 CONSTRUCTION TOLERANCES 3000-273708 MEASUREMENT AND PAYMENT 3000-27

3701 SCOPEThis Section covers the construction of subbase, basecourse, shoulders and gravel wearing course fromnatural gravel or partially crushed gravel.

This Section covers the requirements for the followingtypes of material:− GW Gravel wearing course− G80 natural gravel with nominal CBR value of

minimum 80− G60 natural gravel with nominal CBR value of

minimum 60− G45 natural gravel with nominal CBR value of

minimum 45− G25 (natural gravel with nominal CBR value of

minimum 25

3702 MATERIALS

(a) GeneralGravel material shall be obtained from approvedsources. Any test results provided in design documentssuch as the Materials Report, read in conjunction withthese Specifications, may give a preliminary indicationas to the purpose for which cut or borrow material maybe used as well as the treatment, if any, which theroadbed shall receive. Any test results orrecommendations of method of work in the MaterialReport are solely for information. The Contractor shallundertake his own assessment and any tests requiredand submit his proposed methods of work and testresults of all material he intends to use for the approvalof the Engineer.

The material type (G80, G60, G45, G25, GW) given inthe Drawings denotes the minimum quality for aparticular use in the Works, either specified in theDrawings or as instructed by the Engineer. In the caseswhere a minimum quality of earthworks material is notspecified, the following guidelines shall apply and theEngineer’s instruction shall be the applied standard towhich materials quality control is applied:

(b) Material type and typical useGW Gravel wearing course and gravel shoulders

G80 Base courseG60 Base course, low traffic roadsG45 SubbaseG25 Subbase, low traffic roads

Irrespective of the minimum required quality specified orthe above guidelines, the highest quality of approvedgravel for pavement layers available at economical hauldistances, complying with the requirements of theSpecifications and Drawings, shall be selected for fill,improved subgrade and the individual pavement layers.

(c) Soluble saltsThe Contractor shall discard the material or fulfil allrequirements for appropriate construction techniquesand timing of operations to the satisfaction of theEngineer if assessments of soluble salt contents inbase course or subbase materials show deleteriousvalues. Such assessments are only required where thepavement is going to receive a bituminous seal as theonly surfacing. No additional payment will be made forany measures taken, nor for any alterations of thematerial utilisation, due to presence of soluble salts inmaterials or construction water.

(d) Grading modulus(GM) and shrinkageproduct(SP)

Wherever grading modulus (GM) is referred to the valueshall be calculated as follows:

++−=

100

mm075.0pass%mm425.0pass%mm2pass%3GM

Wherever Shrinkage Product (SP) is referred to thevalue shall be calculated as follows:

( )( )m m4250pass%LSSP =

Where LS = Linear Shrinkage tested in accordancewith CML test 1.4.

(e) Gravel wearing course (GW) and unpavedshoulders

Materials for unpaved shoulders and gravel wearingcourse layers of GW materials as specified on theDrawings shall meet the requirements given in TABLE

3702/1.

(f) Material requirements for natural gravel basecourse (G80)

Materials for base course layers of G80 materials asspecified on the Drawings shall meet the requirementsgiven in TABLE 3702/2.

(g) Material requirements for natural gravel basecourse (G60) for low traffic roads

Materials for base course layers of G60 materials asspecified on the Drawings shall meet the requirementsgiven in TABLE 3702/3.

(h) Material requirements for natural gravelsubbase (G45)

Materials for subbase layers of G45 materials asspecified on the Drawings shall meet the requirementsgiven in TABLE 3702/4.

(i) Material requirements for natural gravelsubbase (G25) for low traffic roads

Materials for subbase layers of G25 materials asspecified on the Drawings shall meet the requirementsgiven in TABLE 3702/5.

TABLE 3702/1REQUIREMENTS FOR LAYERS OF GRAVEL WEARING COURSE GW MATERIALS. CML TEST METHODS.



Material properties CML Tests Material class GW

CBR: CML1.11CBR (%), wet or moderate climaticzones 1)

Minimum 25 after 4 days soaking 2)

CBR (%), dry climatic zones 1) Minimum 25 at OMC 2)Grading and Atterberg limits 3)% passing the 37.5 mm sieve Minimum 95Shrinkage product, SP Minimum 120, maximum 400 4)Grading coefficient, GC Minimum 16, maximum 34

1) The climatic zones for the project, or respective parts of the project, shall be in accordance with the Drawings orSpecial Specifications or as directed by the Engineer.

2) CBR values shall be measured at 95% of MDD for BS-Heavy compaction. For minor gravel roads the required CBRvalue may be reduced to 15 on the approved of the Engineer.

3) It is emphasised that the Atterberg limits shall be measured according to the CML test methods 1.2 1.3 and 1.4. Thesemethods follow British Standard (BS) procedures and utilise BS equipment. Other laboratory test procedures andequipment do not give comparable results and shall not be used unless proper correlation to CML/BS has been carriedout to the satisfaction of the Engineer. All grading parameters must be normalise for 100% passing 37.5 mm.

4) In built up areas the maximum SP value shall be 270 or as directed by the Engineer in order to minimise dust problems.

TABLE 3702/2REQUIREMENTS FOR BASE COURSE LAYERS OF G80 MATERIALS. CML TEST METHODS.

Material class G80Material properties CML Tests General requirements Coral rock, calcrete or other

pedogenic materialsCBR: CML1.11CBR (%), wet or moderate climaticzones 1)


CBR (%), dry climatic zones 1) Minimum 80 at OMC and also minimum 60 after 4 days soaking 2)CBR-swell (%) Maximum 0.5 measured at BS-Heavy compactionAtterberg limits: 3)Climatic zone: 1) Wet or moderate Dry Wet Dry or moderateMax Liquid limit CML1.2 30 40 35 45Max Plasticity Index CML1.3 8 14 10 16Max Linear Shrinkage CML1.4 4 7 5 8Grading: CML1.7Sieve size(mm)

Grading limits(% passing sieve)

6337.520520.4250.075

10080 – 10060 – 9530 – 6520 – 5010 – 305 – 15

− The largest particles dmax shall bemaximum 2/3 of compacted layerthickness.

− Grading modulus, GM shall beminimum 2.0

Particle strength: CML2.7

Minimum TFV dry 80kN

Ratio dry to soaked value ofTFV TFVsoaked shall be minimum 60% of the corresponding TFVdry value


2) CBR values shall be measured at the specified field density for the layer.

3) It is emphasised that the Atterberg limits shall be measured according to the CML test methods 1.2 1.3 and 1.4. Thesemethods follow British Standard (BS) procedures and utilise BS equipment. Other laboratory test procedures andequipment do not give comparable results and shall not be used unless proper correlation to CML/BS has been carriedout to the satisfaction of the Engineer.

TABLE 3702/3REQUIREMENTS FOR BASE COURSE LAYERS OF G60 MATERIALS. CML TEST METHODS.




pedogenic materialsCBR: CML1.11CBR (%), wet or moderate climaticzones 1) Minimum 60 after 4 days soaking 2)

CBR (%), dry climatic zones 1) Minimum 60 at OMC and also minimum 45 after 4 days soaking 2)CBR-swell (%) Maximum 1.0 measured at BS-Heavy compactionAtterberg limits: 3)Climatic zone: 1) Wet Dry or moderate Wet Dry or moderateMax Liquid limit CML1.2 35 45 40 45Max Plasticity Index CML1.3 10 16 12 18Max Linear Shrinkage CML1.4 5 8 6 9Grading: CML1.7Requirements: − The largest particles dmax shall be maximum 2/3 of compacted layer

thickness.− Grading modulus, GM shall be minimum 2.0

Particle strength: CML2.7

Minimum TFV dry 50kN

Ratio dry to soaked value ofTFV TFVsoaked shall be minimum 60% of the corresponding TFVdry value




TABLE 3702/4REQUIREMENTS FOR SUBBASE LAYERS OF G45 MATERIALS. CML TEST METHODS.




CBR (%), dry climatic zones 1) Minimum 45 at OMC and also minimum 25 after 4 days soaking 2)CBR-swell (%) Maximum 0.5 measured at BS-Heavy compactionAtterberg limits: 3)Climatic zone: 1) Wet or moderate Dry Wet Dry or moderateMax Liquid limit CML1.2 40 45 45 50Max Plasticity Index CML1.3 14 18 16 20Max Linear Shrinkage CML1.4 7 9 8 10Grading: CML1.7Requirements: Grading modulus, GM shall be minimum 1.5






TABLE 3702/5REQUIREMENTS FOR SUBBASE LAYERS OF G25 MATERIALS. CML TEST METHODS.




CBR (%), dry climatic zones 1) Minimum 25 at OMC and also minimum 15 after 4 days soaking 2)CBR-swell (%) Maximum 1.0 measured at BS-Heavy compactionAtterberg limits: 3)Climatic zone: 1) Wet or moderate Dry Wet Dry or moderateMax Liquid limit CML1.2 45 50 45 55Max Plasticity Index CML1.3 16 20 18 24Max Linear Shrinkage CML1.4 8 10 9 12Grading: CML1.7Requirements: Grading modulus, GM shall be minimum 1.2




3703 CONSTRUCTION

(a) Requirements applying prior to placing of thelayer

No pavement layer shall be placed until approval isobtained from the Engineer and the underlying layer isplaced, compacted and finished in accordance with theSpecifications and is tested and found acceptable to thefull satisfaction of the Engineer. Before placing anypavement layer the underlying layer shall be inspectedand proof rolled as required by the Engineer in order toestablish whether there is any damage, wet spots orother defects. Any such defect shall be rectified to thesatisfaction of the Engineer before the next layer isplaced.

(b) Processing to improve qualityThe Contractor may elect to crush, screen or mixmaterials from different sources or undertake otherprocessing of materials to meet the specified materialrequirements. No additional payment will be made forany such processing unless stated in the SpecialSpecifications and the Bill of Quantities.

(c) ShouldersWhere the shoulders and the base course are to beconstructed from the same material, they shall beconstructed simultaneously.

Where the base course is to be constructed from adifferent material than the shoulders, the shouldersshall first be constructed and then neatly cut to therequired line to provide lateral support for the basecourse. Care shall be taken not to contaminate the basecourse material with the shoulder material. Where thebase course is made of a bituminous mix, the basecourse may however be constructed before theshoulders. Work shall be so constructed that the roadwill be adequately drained at all times by means ofsufficient drainage pipes passing through the shoulders.The Contractor shall not start constructing the finalbituminous surfacing of any part of the road before hehas completed the shoulders of such section to thesatisfaction of the Engineer.

Shoulder material shall be spread, broken down asrequired, watered, mixed and compacted in accordancewith the Specifications, and shall be compacted to a

density of not less than that specified in TABLE 3704/1or as directed by the Engineer.

(d) Subbase and base course materialsSubbase or base course materials respectively shall bespread, broken down as required, watered, mixed andcompacted in accordance with the Specifications, andshall be compacted to a density of not less than thatspecified in TABLE 3704/1 or as directed by theEngineer.

3704 COMPACTION REQUIREMENTS

(a) General requirementsThe minimum required compacted density for pavementlayers made of natural gravel shall be as given in TABLE

3704/1.

TABLE 3704/1COMPACTION REQUIREMENTS FOR PAVEMENT LAYERS

MADE OF NATURAL GRAVEL

Layer and typical material typespecified

Minimum drydensity,nominal value.CML test 1.9

Base course layers, G80 or G60material or better

98% of BS-Heavy

Subbase course layers, G45 orG25 material or betterGravel wearing course orunpaved shoulders GW material

95% of BS-Heavy

(b) Compaction method specificationThe Engineer may at his own discretion allowcompaction to be carried out in accordance with amethod specification instead of density control in caseswhere material characteristics or site conditions in hisopinion makes compaction density controlinappropriate. Trials shall be undertaken to the fullsatisfaction of the Engineer in order to establish therequired type of equipment, processing method andnumber of roller passes. The outcome of the trials shallbe satisfactory to the Engineer for a methodspecification to be employed. All costs for undertakingsuch trials shall be carried by the Contractor.



The use of a compaction method specification may atthe Engineer’s discretion be discontinued any time hefinds it necessary for whatever reason.

3705 MAINTENANCE OF EXISTING GRAVELROADS

(a) GeneralMaintenance of existing gravel road surfaces shall beclassified as one or more of the following operations:

(i) shaping existing gravel roads(ii) ripping and processing existing gravel roads(iii) regravelling existing gravel roads

(b) Shaping existing gravel roadsShaping existing gravel roads is paid for per squaremetre in SUBITEM 37.04(a). No payment shall be madefor shaping existing gravel roads on sections whereregravelling or ripping and processing is carried out.Shaping existing gravel roads comprises the followingoperation carried out to the satisfaction of the Engineer:

(i) Bringing loose material back to the road from theslopes and ditches if instructed by the Engineer.

(ii) Shaping by motor grader, or equivalent equipmentapproved by the Engineer.

(c) Ripping and processing existing gravel roadsRipping and processing existing gravel roads is paid forper square metre in SUBITEM 37.04(b) and comprisesthe following operations:

(i) Ripping of the existing road to a depth of minimum100 mm as required by the Engineer.

(ii) Bringing loose material back to the road from theslopes and ditches if instructed by the Engineer.

(iii) Mixing, breaking of lumps, removal of oversizeparticles and watering as required to make ahomogenous material having suitable moisturecontent at or around the optimum moisture contentof BS-Heavy density.

(iv) Shaping and finishing to the correct grade andcrossfall and compaction to the requirements inCLAUSE 3704.

(d) Regravelling existing gravel roadsRegravelling comprises the following operation, paid forper cubic metre in SUBITEM 37.03(b).

(i) Addition of gravel wearing course material to anexisting road.

(ii) Processing as specified for in CLAUSES 3703 and3704 for GW material by mixing, breaking of lumps,removal of oversize particles and watering asrequired to make a homogenous material havingsuitable moisture content at or around the optimummoisture content of BS-Heavy density.

(iii) Shaping and finishing to the correct grade andcrossfall and compaction to the requirements inCLAUSE 3704.

Ripping of the existing surface shall be carried out asrequired on the approval of the Engineer wherever thecompacted layer thickness will not reach minimum 75mm, or as instructed by the Engineer for other reasons.Ripping shall be carried out to a depth of minimum 100mm as required by the Engineer. In such casesadditional payment per square metre in SUBITEM

37.04(b) will apply.

Ripping and reprocessing in addition to regravellingmay be required due to application of thin layers ofimported gravel, poor shape of the existing road orwhatever other reason as deemed necessary by theEngineer.

(e) Materials and compactionThe gravel wearing course material, and respectivelythe combination of imported and scarified material, shallmeet the requirements for material class GW as givenin CLAUSE 3702. Where the compacted layer thicknesswill exceed 200 mm the compaction shall be carried outin two operations. Each layer shall be shaped to thespecified grade and compacted to the required densityin accordance with CLAUSE 3704 before the succeedinglayer is placed.

3706 PROTECTION AND MAINTENANCEThe compacted layers shall be adequately drained andshaped to prevent water from standing on or along orcausing damage to the completed work. Windrows shallbe removed to facilitate the drainage of water from thesurface.

No material for a subsequent layer shall be placed if theunderlying layer has been softened by excessivemoisture and requires repair in the opinion of theEngineer.

3707 CONSTRUCTION TOLERANCESConstruction tolerances and testing shall be inaccordance with SERIES 7000.


ITEM UNIT

37.01 NATURAL GRAVEL FOR

BASE COURSE:

(a) NATURAL GRAVEL CLASS G80 CUBIC METRE (m3)

(b) NATURAL GRAVEL CLASS G60 CUBIC METRE (m3)

ITEM UNIT


SUBBASE:



ITEM UNIT

37.03 NATURAL GRAVEL FOR GRAVEL

WEARING COURSE AND UNPAVED

SHOULDERS:

(a) NATURAL GRAVEL CLASS GW USED

FOR UNPAVED SHOULDERS FOR

BITUMINOUS PAVEMENTS

CUBIC

METRE (m3)

(b) NATURAL GRAVEL CLASS GW USED

FOR GRAVEL WEARING COURSE

CUBIC

METRE (m3)

The quantity of natural gravel shall be the number ofcubic metres completed in place compacted to thedepths and widths shown on the Drawings or asdirected. The quantity shall be measured by the crosssection area shown on the construction drawings timesthe station length. Where gravel wearing coursematerial, GW, is placed on an existing gravel road themeasurement of levels before the start of the operationshall form the basis for calculating the cubic metrequantities. In the cases where gravel wearing coursematerial is not to be compacted on the approval of theEngineer, the quantity shall be measured as cubicmetres in un-compacted state.

The bid rates shall include full compensation forprocuring, breaking down, placing, compacting, testingand proof rolling the material including the protectionand maintenance of the layer, all as specified.



When payment for overhaul is allowed for inaccordance with the Special Specifications, the ratesshall include the free haulage distance as defined inSECTION 1600. When GW materials are used asunpaved shoulders for paved roads the correspondingfree haul distance shall as for natural gravel subbasematerial.

When payment for overhaul is not allowed for in theSpecial Specifications, the rates shall include for alltransportation of the material.

ITEM UNIT

37.04 MAINTENANCE OF EXISTING

GRAVEL ROADS:

(a) SHAPING EXISTING GRAVEL

ROADS WITHOUT SCARIFICATION

OF THE SURFACE

SQUARE METRE

(m2)

(b) SCARIFICATION, MIXING,WATERING AND COMPACTION

SQUARE METRE

(m2)

The quantity paid for in SUBITEM 37.04(a) shall be thesquare metres calculated as the horizontal distancealong the centreline times the distance between theshoulder breakpoints in accordance with the crosssection drawings or as directed by the Engineer.

Imported gravel wearing course material shall be paidfor under SUBITEM 37.03(b). Material brought in from theside shall be paid for as crossfill under ITEM 36.02 in thecases where the material on the instruction or approvalof the Engineer is taken from cuts in the road reserveand placed in embankments at a distance of 50 m orless from its original position, measured along thecentreline of the road.

The operation of bringing loose material back to theroad from the slopes and ditches on the approval orinstruction of the Engineer shall be included in therespective rate in ITEM 37.04 and will not be measuredfor payment per cubic metre as crossfill or imported fillor gravel.

The bid rates for in SUBITEM 37.04(a) shall include fullcompensation for shaping the existing road by motorgrader as specified.

The bid rates for in SUBITEM 37.04(b) shall include fullcompensation for ripping the existing road by approvedequipment, breaking of lumps, removal of oversizeparticles and watering as required to make ahomogenous material having suitable moisture contentat or around the optimum moisture content of BS-Heavycompaction and shaping of the layer to the requiredgrade and crossfall as specified including the protectionand maintenance of the layer, all as specified.




SECTION 3800 : STABILISATION


3801 SCOPE 3000-293802 MATERIALS 3000-293803 CONSTRUCTION 3000-303804 CONSTRUCTION TOLERANCES 3000-313805 MEASUREMENT AND PAYMENT 3000-31

3801 SCOPEThis Section covers the modification or stabilisation ofmaterials used in the construction of the earthworks orpavement layers by the addition of a chemicalstabilising agent such as cement or lime.

It includes the furnishing, spreading and mixing-in of thestabilising agent and compaction including andprovision of a curing treatment.

This Section covers the requirements for the followingtypes of material classified according to their nominalunconfined compression strength (USC):

C2 (stabilised material with a nominal UCS value ofminimum 2 MPa)

C1 (stabilised material with a nominal UCS value ofminimum 1 MPa)

CM: (modified material with a nominal UCS value ofminimum 0.5 MPa)

3802 MATERIALS

(a) Alternative stabilising agentsThe stabilising agent shall be either one or more of thefollowing agents specified on the Drawings, in the Bill ofQuantities or in the Special Specifications or as orderedby the Engineer.

(i) Road limeRoad lime shall comply with the requirements of thenational specification for lime or AASHTO M 216-92or equivalent standard on approval of the Engineer.

(ii) Ordinary Portland cementOrdinary Portland cement shall comply with therequirements of TZS 177:1999, BS 12 of the latestissue or equivalent standard on approval of theEngineer.

(iii) Portland blast-furnace cementPortland blast-furnace cement may be used ifspecified in the Special Specifications, and shallcomply with the requirements of the nationalspecification or AASHTO M240-97 or equivalentstandard on approval of the Engineer.

(iv) Milled blast-furnace slagMilled blast-furnace slag may be used if specified inthe Special Specifications, and shall comply withthe requirements of AASHTO M240-97 orequivalent standard on approval of the Engineer,and have a specific surface of not less than 0.35m2/g and the residue on a sieve with 75 µmopenings shall not exceed 10% by mass.

Milled blast-furnace slag shall not be used on itsown as a stabilising agent, but shall be mixed eitherwith Ordinary Portland cement to form a cement-

slag mixture, or with lime to form a lime-slagmixture. The ratio by mass of the ingredients ofeach mixture shall be indicated by the Engineer.

Cement-slag and lime-slag mixtures shall beintimately mixed by means of approved mixersand/or spreaders prior to their application onto anylayers to be stabilised, or they may be mixed on theroad, at the discretion of the Engineer.

(v) Other chemical stabilising agentsOther chemical stabilising agents such as fly-ashmay be used if allowed for in the SpecialSpecifications or if approved or so instructed by theEngineer.

(b) Selection of stabiliserThe most suitable type of stabiliser to use for aparticular type of soil shall be as given in the SpecialSpecifications, or as directed by the Engineer wherebyTABLE 3802/1 may be used as a guidance.

TABLE 3802/1GUIDE TO SELECTION OF STABILISER. CML TEST METHODS

% passingthe 0.075mm sieveCML 1.7

Plasticity Index (%)CML 1.2 and CML1.3

Best suitedstabiliser

PI is less than 6or PI x(%pass.0.075mm) isless than 60

Cementonly 1)

6 – 10Cementpreferred

Less than25%

More than 10Cement orlime

Less than 10Cementpreferred

10 – 20Cement orlime

More than25%

More than 20Limepreferred 2)

1) Lime requires presence of clay particles to reactand is therefore used for materials with high PI.Admixture of pozzolans, such as pulverised slagor fuel ash from coal fired power plants, can makestabilisation with lime possible also for materialswith low PI.

2) Cement can be used for stabilisation of materialwith high PI although lime is normally preferred insuch cases. To use cement under suchcircumstances requires that the workability of thematerial is improved by a pre-treatment with 2%lime prior to cement stabilisation.

(c) Purchase and storage of stabilisersFrom the time of purchase to the time of use, allstabilising agents shall be kept under proper cover andbe protected from moisture.

Consignments of these materials shall be used in thesame sequence as that in which they are delivered atthe Works. Stock which have been stored on the Sitefor periods longer than three months shall not be usedin the Works, unless authorised by the Engineer.

(d) Material properties

(i) DurabilityIn order to ensure that an irreversible stabilisationreaction occurs, the amount of stabiliser addedshall not be less than the initial consumption of lime



(ICL) as determined according to test methodCML1.22 plus 1%.

(ii) Material requirementsThe requirements for materials before and aftertreatment are given in TABLE 3802/2.

Wherever grading modulus (GM) is referred to the valueshall be calculated as follows:

GM = (3 - (%pass2mm+%pass0.425mm+%pass0.075mm)/100)

TABLE 3802/2REQUIREMENTS FOR MATERIALS IN CEMENTED LAYERS. CML TEST METHODS.

Material classMaterial properties CML TestsC2 C1 CM

After stabilisation:Minimum UCS (Mpa) CML1.21) 1) 2 1 0.5Plasticity index (%) CML1.2 and 1.3 2) Maximum 8Before stabilisation: 3)CBR (%) soaked at 95% MDD of BS-Heavy (%) CML1.11 Minimum 30 Minimum 20 (no requirement)

Plasticity index (%) CML1.2 and 1.3 2) Maximum 20 Maximum 25 Maximum 35Aggregate strength TFVdry CML2.7 Minimum 50 kN (no requirement) (no requirement)Grading modulus, GM CML1.7 Minimum 1.5 Minimum 1.2 (no requirement)Max. particle size CML1.7 2/3 of compacted layer thickness

1) The unconfined compression strength (UCS) shall be measured after 7 days curing and 4 days soaking in accordancewith laboratory test CML 1.21


3) The content of organic matter should preferably not exceed 0.5%, 1% and 2% for C2, C1 and CM materialsrespectively.

3803 CONSTRUCTION

(a) Preparing the layerThe material to be stabilised shall be prepared andplaced as specified in SECTIONS 3600 and 3700, andgiven at least one pass with a flatwheel roller. Thematerial shall be damp.

(b) Applying and mixing in the stabilising agentMixing of gravel and soils with stabiliser and water instationary or portable plant and laying with pavers shallbe the preferred method. Where specified in the SpecialSpecification this method shall be adhered to unlessotherwise approved by the Engineer.

Where mixing on the road is employed the stabilisingagent shall be spread uniformly over the full area of theprepared layer at the prescribed rate of application bymeans of an approved type of mechanical spreader in acontinuous process, or it may be spread by othermethods such as motor grader or by hand. Anyequipment and method to be used shall be approved bythe Engineer.

Immediately after the stabilising agent has been spread,it shall be mixed with the loose gravel for the full depthof treatment. Care shall be taken not to disturb thecompacted layer underneath, nor to mix the stabilisingagent in below the desired depth. Mixing shall becontinued for as long as necessary and repeated asoften as required to ensure a thorough, uniform andintimate mix of the soil or gravel and the stabilisingagent over the full area and depth of the material to betreated and until the resulting mixture is homogeneousand of uniform appearance throughout.

Mixing shall be done by grader, disc harrow, rotarymixer or equivalent plant approved by the Engineer,working over the full area and depth of the layer to bestabilised by means of successive passes of theequipment.

(c) WateringImmediately after the stabilising agent has beenproperly mixed with the soil or gravel, the moisturecontent of the mixture shall be determined, and therequired amount of water shall be added.

Each application or addition of water shall be well mixedwith the gravel or soil so as to avoid the concentrationof water near the surface or the flow of water over thesurface of the layer.

Particular care shall be taken to ensure satisfactorymoisture distribution over the full depth, width andlength of the section being stabilised and to prevent anyportion of the work from getting excessively wet afterthe stabilising agent has been added. Any portion of thework that becomes too wet after the stabilising agenthas been added and before the mixture has beencompacted, will be rejected, and such portions shall beallowed to dry out to the required moisture content andshall then be scarified, re-stabilised, re-compacted andagain finished off in accordance with the requirementsspecified herein, all at the expense of the Contractor.The water supply and watering equipment shall beadequate to ensure that all the water required will beadded and mixed with the material being treated withina short enough period to enable compaction andfinishing to be completed within the period specified inSUBCLAUSE 3803(g).

(d) CompactionDuring compaction the layer shall be continuouslybladed by motor grader, and loss of moisture byevaporation shall be corrected by further lightapplications of water.

During compaction of the stabilised layers, theContractor shall lightly harrow or scarify the crust beforefinal rolling. If so required by the Engineer, in order toprevent the formation of laminations near the surface ofthe layer. Final rolling shall be done with equipment that



will give a smooth surface finish which conforms to thesurface tolerances specified. Low patches on thesurface may not be filled after compaction. Theminimum compaction requirements shall be asspecified for the particular layer in the various SECTIONS

of these Specifications.

A sufficient number of compacting units shall beemployed on the work to ensure that, from the time thestabilising agent is first applied to the layer, the mixingprocess, watering, compacting, shaping and finalfinishing will be completed within the periods specifiedin SUBCLAUSE 3803(g).

(e) Finishing at junctionsAny finished portion of the stabilised layer adjacent tonew work, which is used as a turn-round area byequipment in constructing the adjoining section, shall beprovided with a protective cover of soil or gravel of atleast 100 mm thick over a sufficient length to preventdamage to work already completed. When the adjoiningsection is being finally finished, such cover shall beremoved to permit the making of a smooth vertical jointat the junction of the different sections. Material in thevicinity of the joint which cannot be processedsatisfactorily with normal construction equipment shallbe mixed and compacted by hand or with suitable hand-operated machines.

(f) Curing the stabilised workThe stabilised layer shall be protected against rapiddrying-out for at least seven days following completionof the layer.

The methods of protection may be any one or more ofthe following:(i) The stabilised layer shall be kept continuously wet

or damp by watering at frequent intervals. Thismethod will be permitted for up to a maximumperiod of 24 hours, but one of Methods (ii) or (iii)shall be applied as soon as the moisture content ofthe stabilised layer so permits. Work which is notkept continuously wet or damp but is subjected toconsecutive wet-dry cycles, may be rejected by theEngineer should he consider the layer to have beenadversely affected.

(ii) The stabilised layer shall be covered with thematerial required for the following layer while thestabilised layer is still in a wet or damp condition.The material forming the protective layer shall bewatered at such intervals as may be required tokeep the stabilised layer continuously wet or damp,and in dry weather this shall be done at least oncein every 24 hours.

(iii) The stabilised layer shall be covered with a curingmembrane consisting of a spray-grade emulsion orcutback bitumen applied at the rate specified orinstructed by the Engineer. The provisions ofSection 4100 shall apply with changes as requiredto the application of a curing membrane. Cutbackbitumen may be used instead of bitumen emulsionif trials show no adverse effect to the stabilisedlayer, such as loosening of the surface, and theresult is to the full satisfaction of the Engineer.

No additional payment will be made for curing asdescribed above, except that the application of a curingmembrane when specified or ordered by the Engineershall be paid for separately under SECTION 4100.

(g) Construction limitationsFor cemented layers, the stabilising agent shall beapplied only to an area of such size that all processing,watering, compacting and finishing can be completedwithin the period given in TABLE 3803/1.

TABLE 3803/1CONSTRUCTION LIMITATIONS

Stabilisingagent andmaterial class

Maximum time for completionafter stabilising agent comes incontact with the material to bestabilised

Cement, C2, C1and CM

4 hours

Lime, C2 and C1 8 hours

Lime, CM 48 hours

No stabilisation shall be applied when the moisturecontent of the material to be stabilised exceeds theoptimum moisture content by more than 2% of the drymass of material. No stabilisation shall be done whenweather conditions may adversely affect the stabilisingoperations in the opinion of the Engineer. Excessivedrying out or rain falling on the working area during theprocess of stabilisation may be sufficient cause for theEngineer to order any affected areas to bereconstructed at the Contractor's own cost.

No traffic nor any equipment not actually used forprocessing the layer may be allowed to pass over thefreshly spread stabilising agent. Only equipmentrequired for curing or priming may be allowed over thetreated layers during the specified curing period. Wherewater spraying equipment causes damage to the layer,the Contractor shall carry out watering by side-sprayingtankers travelling off the stabilised layer or alternativemethods employed to the satisfaction of the Engineer.

(h) Quality of materials and workmanshipThe Contractor shall keep detailed records of thequantities of stabilising agent applied to the road andthe volume of material stabilised, and shall make theserecords available to the Engineer. He shall also monitorthe rate of application when using bulk spreadingequipment, by taking a canvas patch or tray test every200 metres or as required by the Engineer.

All spreader equipment shall be calibrated andapproved by the Engineer before use on the road.

The requirements for testing compaction control shallbe in accordance with SERIES 7000.

(i) Compaction requirementsThe minimum required compacted density for pavementlayers made of natural gravel shall be nominally 97% ofMDD BS-heavy compaction.

(j) Defective work or materialsAny material or work which does not comply with therequirements specified shall be removed and replacedwith new materials or be repaired as specified tocomply with the specified requirements if the Engineerpermits.

3804 CONSTRUCTION TOLERANCESConstruction tolerances and testing shall be inaccordance with SERIES 7000.


(a) GeneralThe curing membrane, where required, shall be paid forunder SECTION 4100. The stabiliser agent shall in allcases be paid for separately under ITEM 38.03. Theprocess of stabilisation may be paid for in one of thetwo alternative ways given below, as specified in theSpecial Specifications and the Bill of Quantities:



− As an extra-over rate for admixture of the stabiliserand curing, where all costs for furnishing the naturalgravel layer has been paid for already underSECTION 3600 or SECTION 3700 of theseSpecifications as relevant, or

− as a payment for full cost of providing the materialto be stabilised, admixture of stabiliser, compactionand curing, however at separate payment for thestabiliser.

(b) Alternative payment as an extra-over rate

ITEM UNIT

38.01 CHEMICAL STABILISATION,EXTRA-OVER THE RELEVANT PAY

ITEM FOR STABILISING

MATERIALS ALREADY PAID FOR

UNDER SECTION 3600 OR

SECTION 3700

(a) EARTHWORKS MATERIALS CUBIC METRE (m3)

(b) PAVEMENT MATERIALS CUBIC METRE (m3)

The unit of measurement shall be the cubic metre ofstabilised material, the quantity of which shall bedetermined in accordance with the authoriseddimensions of the layers treated as instructed by theEngineer.

The bid rates for chemical stabilisation under ITEM

38.01 shall be paid as an extra-over the rate bid forconstructing the un-stabilised layers. The bid rate forchemical stabilisation shall therefore include fullcompensation for spreading and mixing the stabilisingagent, curing the stabilised sections, any extra waterrequired, and all materials, supervision, labour, plant,equipment, tools and incidentals (extra over thoseprovided for in the rates bid for constructing the un-stabilised layer) necessary for completing the specifiedwork, but excluding the cost of supplying the stabilisingagent. No distinction shall be made in respect of thetype of stabilising agent used, the time for completion orthe specific layer being stabilised, and the extra overrate bid shall apply to any combination of these.When payment for overhaul is specified in the SpecialSpecifications, the rates paid for under SECTION 3600 or3700 shall include a free haulage distance as defined inSECTION 1600 for the respective layer being stabilised.

When payment for overhaul is not specified in theSpecial Specifications, the rates shall include for alltransportation of the material.

(c) Alternative payment as a full cost rate

ITEM UNIT

38.02 CHEMICAL STABILISATION,PAYMENT FOR FULL COST OF

PROVIDING:

(a) STABILISED LAYER, MATERIAL

CLASS C2CUBIC METRE (m3)

(b) STABILISED LAYER, MATERIAL


(c) STABILISED LAYER, MATERIAL

CLASS CMCUBIC METRE (m3)

The unit of measurement shall be the cubic metre ofstabilised material, the quantity of which shall bedetermined in accordance with the authoriseddimensions of the layers treated as instructed by theEngineer.

The bid rates for chemical stabilisation under ITEM

38.02 shall include full compensation for procuring,

breaking down, placing, spreading and mixing thestabilising agent, curing the stabilised sections, anyextra water required, and all materials, supervision,labour, plant, equipment, tools and incidentalscompacting, testing the material including the protectionand maintenance of the layer, all as specified.

When payment for overhaul is allowed for in the SpecialSpecifications, the rates shall include a free haulagedistance as defined in SECTION 1600.

When payment for overhaul is not allowed for in theSpecial Specifications, the rates shall include for alltransportation of the material.

(d) Payment for the stabiliser agent

ITEM UNIT

38.03 CHEMICAL STABILISER AGENTS:

(a) SLAKED ROAD LIME TONNE (t)

(b) ORDINARY PORTLAND CEMENT TONNE (t)

(c) PORTLAND BLAST-FURNACE CEMENT TONNE (t)

(d) MILLED GRANULATED BLAST-FURNACE SLAG

TONNE (t)

(e) OTHER STABILISING AGENT (STATE

TYPE)TONNE (t)

The unit of measurement shall be the tonne ofstabilising agent. When mixtures of slag and cement orlime are used, the quantity of each constituent shall bemeasured separately and not the mixture as a whole.

The quantity shall be determined in accordance with theauthorised rate of application within the layerconcerned.

The bid rates shall include full compensation forproviding the stabilising agent at the Works irrespectiveof the rate of application specified or ordered by theEngineer. The rate for milled granulated blast-furnaceslag shall include full compensation for premixing theblast-furnace granulated slag with other stabilisingagents in the required proportion.




SECTION 3900: CRUSHEDAGGREGATE BASE COURSE


3901 SCOPE 3000-333902 MATERIALS 3000-333903 CONSTRUCTION 3000-333904 PROTECTION AND MAINTENANCE 3000-353905 CONSTRUCTION TOLERANCES AND

TESTING 3000-353906 MEASUREMENT AND PAYMENT 3000-35

3901 SCOPEThis Section covers the procuring, furnishing andplacing of approved crushed aggregate base courselayers in accordance with the requirements of theseSpecifications.

This Section covers the requirements for the followingtypes of material:

CRS crushed stone or quarried rock compacted to apercentage of the maximum dry density of thematerial at BS-Heavy compaction, with normalrequirements for workmanship duringconstruction

CRR crushed, fresh quarried rock compacted to apercentage of the apparent density of the rock,with enhanced requirements for workmanshipduring construction

3902 MATERIALS

(a) Source of material, crushing and screening

(i) GeneralThe aggregate used for crushed aggregate courseshall contain no contamination or deleteriousmaterial such as decomposed rock, clay or shale.The Contractor shall take all necessary measuresto prevent segregation of the material, includingwatering during crushing and screening and anyother measures required in the opinion of theEngineer.

(ii) CRS class of crushed aggregateCrushed aggregate class CRS shall be made ofhard, durable and un-weathered fragments madeby the crushing of stones, boulders, oversize fromborrow pits or quarried rock. Minimum 50% bymass of particles larger than 5 mm shall have atleast one crushed face. Maximum 30% by mass ofmaterial passing 5 mm can be approved soil fines.

(iii) CRR class of crushed aggregateCrushed aggregate class CRR shall be made ofhard, durable and un-weathered fragments madeby the crushing of fresh quarried rock or boulders ofminimum 0.3 m diameter. Single stage crushingshall not be allowed and all particles shall becrushed, no soil fines is allowed. If the multi-stagecrushing do not directly and continuously providematerials complying with the grading requirementsspecified in Clause 3903(d) the crushed materialshall be screened into a sufficient number offractions and reconstituted and mixed thoroughly in

a pug mill or by other suitable means to ensurecompliance with the grading requirements.

(b) Soluble saltsThe Contractor shall discard the material or fulfil allrequirements for appropriate construction techniquesand timing of operations to the satisfaction of theEngineer if assessments of soluble salt contents inbase course materials show deleterious values. Suchassessments are only required where the pavement isgoing to receive a bituminous seal as the onlysurfacing. No additional payment will be made for anymeasures taken, nor for any alterations of the materialutilisation, due to presence of soluble salts in materialsor construction water.

(c) Material requirements – class CRSMaterials for base course layers of material class CRScrushed aggregate as specified on the Drawings shallmeet the requirements for grading given in TABLE

3902/1.

(d) Material requirements – class CRRMaterials for base course layers of material class CRRcrushed aggregate as specified on the Drawings shallmeet the requirements for grading given in TABLE

3902/2.

3903 CONSTRUCTION

(a) Preparation of the subbaseNo base course shall be placed until approval isobtained from the Engineer and the subbase is placed,compacted and finished in accordance with theSpecifications and is tested and found acceptable to thefull satisfaction of the Engineer. Before placing the basecourse, the subbase shall be inspected and proof rolledas required by the Engineer in order to establishwhether there is any damage, wet spots or otherdefects. Any such defect shall be rectified to thesatisfaction of the Engineer before the next layer isplaced.

Crushed aggregate base course class CRR shall on allaccounts be placed on a cemented subbase.

(b) ShouldersBitumen surfaced shoulders made with the same basecourse material as the carriageway shall be thepreferred method for construction of shoulders. Wherethe shoulders are nevertheless to be constructed with adifferent material than the carriageway, or where anyother obstruction such as kerbstones could impairdrainage of the base course, all work shall be soconstructed that the base course will be adequatelydrained at all times during and after construction bymeans of sufficient drainage pipes through theobstructions or by the use of freely draining materialspassing through shoulders. The Contractor shall notstart constructing the base course of any part of theroad before he has ensured sufficient drainage throughthe shoulders to the satisfaction of the Engineer.

(c) Spreading and mixingCrushed aggregate complying with the requirementsspecified above shall be placed in quantities sufficientto ensure that the completed layer will comply with allthe requirements in regard to layer thickness, level,cross-section and density. Segregation of the aggregateduring spreading shall be prevented by appropriatechoice of working method to the satisfaction of theEngineer. Allowance shall be made for sufficient extramaterial to enable the layer to be properly trimmed.

The maximum nominal compacted thickness of anylayer of crushed aggregate base course compacted in



one process shall be 150 mm, unless otherwisespecified or permitted by the Engineer.

The dumps of material shall be spread out to a flat-surfaced layer with a thickness which will be suitable formixing. The required quantity of water shall then beadded and the material mixed until a homogeneousmixture is obtained.

CRR crushed aggregate base material shall if soinstructed in the Special Specifications be laid by anapproved type of self-propelled mechanical spreaderand finisher capable of laying to the required widths,thicknesses, profile, camber or cross-fall, withoutcausing segregation, dragging or other defects.

TABLE 3902/1REQUIREMENTS FOR CLASS CRS CRUSHED AGGREGATE BASE COURSE

Material properties CML Tests Material class: CRS

Atterberg limits: 1)Max Liquid limit CML1.2 35Max Linear Shrinkage CML1.4 4Grading: CML1.7

Grading limits - CRS(% passing sieve)Sieve size (mm)

Coarse type Fine type5037.5282010521.180.4250.075

10090-10075-9560-9040-7529-6520-4517-4012-315-12

10090-10065-9540-7029-5220-4015-3310-244-12

Particle strength and shape:

Minimum TFV dry CML2.7 110kN

Ratio dry to soaked value ofTFV CML2.7

TFVsoaked shall be minimum 60% of the corresponding TFVdry

value

Maximum flakiness index CML2.4 35%

Minimum field density CML1.9 Nominal value minimum 100% MDD of BS-Heavy compaction


(d) Compaction

(i) GeneralAfter mixing, the crushed aggregate material shallbe placed to the correct thickness and level andthoroughly compacted by suitable equipment sothat the specified density is obtained throughout theentire layer.

The finally compacted layer shall be free fromsurface laminations, portions exhibiting segregationof the fine and coarse aggregate, corrugations, orother defects that may adversely affect theperformance of the layer.

(ii) Compaction requirementsThe minimum required compacted density forpavement layers made of crushed aggregate shallbe as given in TABLE 3903/1. The Contractor’sattention is drawn to the high density requirementsfor class CRR materials and the required highstandards of workmanship necessary to achievethese on site.

TABLE 3903/1COMPACTION REQUIREMENTS FOR BASE COURSE OF

CRUSHED AGGREGATE

Material classspecified

Minimum dry density,nominal value.

CRS 100% of BS-Heavy CML test 1.9

CRR88% of the aggregate’sapparent density CML test 2.2

The Engineer may allow that the BS-Heavycompaction is used as reference value for classCRR materials. In such case the minimum nominalfield density requirement shall be 104% MDD ofBS-Heavy.

Compaction method specifications shall not beused for compaction control of crushed aggregatebase course.

(iii) Processing of class CRR materialsClass CRR shall be slushed as described herein toachieve the required field density. After completionof the compaction described above, short sectionsof the surface shall be thoroughly watered, rolled



and slushed by means of steel-wheeled rollers witha mass of not less than 12 tonnes each, or withpneumatic-tyre rollers. The process shall continueuntil all excess fines are brought to the surface. Thegrout thus formed shall be uniformly broomed overthe surface with stiff brooms to correct any areasstill deficient in fines. whereupon the excess finesshall be broomed from the surface of the layer. Thisprocess shall continue until all excess fines in themixture have been brought to the surface of thelayer and its specified density has been reached.Excess fines and loose aggregate shall then beswept from the surface while the surface is stilldamp. The layer shall then receive final rolling withpneumatic-tyre rollers and the layer shall then beallowed to dry out. During slushing operations, careshall be taken not to roll the surface out of shape.

The slushing process shall be carried out on eachsection in one continuous process, and eachsection shall be completed before the next isproceeded.The completed layer shall be firm and stable with aclosely-knit surface of aggregate exposed in mosaicand free from nests of segregated material,laminations or corrugations.

Excess crushed aggregate shall not be spread overthe shoulders or side fills, but shall be loaded andremoved from the road. It shall not be re-usedunless it has been re-screened, re-tested and againapproved for use. It shall not be mixed withapproved material unless screened, tested andagain approved for use on its own.

TABLE 3902/2REQUIREMENTS FOR CLASS CRR CRUSHED AGGREGATE BASE COURSE

Material properties CML Tests Material class: CRR

Atterberg limits: 1)Max Liquid limit CML1.2 30Max Linear Shrinkage CML1.4 3Grading: CML1.7

Grading limits - CRR(% passing sieve)Sieve size (mm)

Coarse type Fine type37.5282010521.180.4250.075

10087-9775-9052-6838-5523-4018-3311-244-12

10087-9762-7744-6227-4522-3813-275-12

Particle strength and shape

Minimum TFV dry CML2.7 110kN

Ratio dry to soaked value ofTFV CML2.7 TFVsoaked shall be minimum 75% of the corresponding TFVdry value

Maximum flakiness index CML2.4 35%

Minimum field density CML2.2 Nominal value minimum 88% the aggregate’s apparent density 2)


2) The Engineer may allow that the BS-Heavy compaction is used as reference value with a minimum nominal fielddensity requirement of 104% MDD of BS-Heavy.

3904 PROTECTION AND MAINTENANCEThe Contractor shall protect and maintain thecompleted layer at his own expense until the surfacingis applied. Maintenance shall include the immediaterepair of any damage to or defects in the layer and shallbe repeated as often as is necessary. Repairs shall beso made as to ensure an even and uniform surface tobe restored after completion of the repair work. Trafficshall not be allowed directly on any un-primed crushedaggregate layer unless so authorised or directed by theEngineer.

3905 CONSTRUCTION TOLERANCES ANDTESTINGThe completed crushed aggregate layer shall complywith construction tolerances and testing requirementsspecified in SERIES 7000.


ITEM UNIT

39.01 CRUSHED AGGREGATE

FOR BASE COURSE:

(a) CRUSHED AGGREGATE CLASS

CRSCUBIC METRE

(m3)

(b) CRUSHED AGGREGATE CLASS

CRRCUBIC METRE

(m3)

The quantity of crushed aggregate shall be the numberof cubic metres completed in place compacted to thedepths and widths shown on the Drawings or asdirected. The quantity shall be measured by the crosssection area shown on the construction drawings timesthe station length.The bid rates shall include full compensation forprocuring, placing, compacting, slushing as required



and testing the material including the protection andmaintenance of the layer, all as specified.

The bid rate shall also include full compensation for theprovision and erection of the crusher ready for crushing,its later dismantling and removal after completion of thecrushing operations, and the work involved in openingthe quarry, including clearing, establishing a workingface, and finishing-off the quarry area upon completionof the operations.

The rates shall include for all transportation of thematerial, no overhaul will be paid.

STANDARD SPECIFICATIONS FOR ROAD WORKS-2000 SERIES 4000 - BITUMINOUS LAYERS AND SEALS


SERIES 4000

BITUMINOUS LAYERS AND SEALSSECTION PAGE

4100 PRIME AND CURING MEMBRANES 4000-24200 BITUMINOUS BASE COURSE AND

ASPHALT CONCRETE SURFACINGS 4000-94300 GENERAL REQUIREMENTS FOR SEALS 4000-224400 SINGLE SURFACE DRESSINGS 4000-324500 DOUBLE SURFACE DRESSINGS 4000-354600 OTTA SEALS 4000-384700 SAND SEALS AND SLURRY 4000-414800 SURFACING OF BRIDGE DECKS 4000-444900 TREATMENT OF SURFACE DEFECTS,

PATCHING, REPAIRING EDGE BREAKS

AND CRACK SEALING 4000-45


ACKNOWLEDGEMENTS


SERIES 1000 GENERAL



SERIES 4000 BITUMINOUS LAYERS AND SEALSSERIES 5000 ANCILLARY ROADWORKS



APPENDICES



SERIES 4000: BITUMINOUS LAYERS ANDSEALS

SECTION 4100: PRIME ANDCURING MEMBRANES


4101 SCOPE 4000-24102 MATERIALS 4000-24103 EQUIPMENT 4000-24104 WEATHER AND OTHER LIMITATIONS 4000-74105 PREPARATION OF THE LAYER TO BE

PRIMED OR TO RECEIVE A CURING

MEMBRANE 4000-74106 APPLICATION OF THE PRIME COAT OR

CURING MEMBRANE 4000-74107 MAINTENANCE AND OPENING TO TRAFFIC 4000-74108 TOLERANCES 4000-84109 TESTING 4000-84110 MEASUREMENT AND PAYMENT 4000-8

4101 SCOPEThis Section covers the application of a bituminousprime to a prepared pavement layer. This Section alsocovers the application of a bituminous curing membraneto a prepared pavement layer made of a cementedmaterial.

4102 MATERIALS

(a) Material for primingThe priming material shall be one of the following asspecified or directed by the Engineer, complying withthe given relevant material specification or equivalentstandards approved by the Engineer:− MC-30 cut-back bitumen complying with AASHTO

designation M82-75− MC-70 cut-back bitumen complying with AASHTO

designation M82-75− Invert bitumen emulsion complying with SABS 1260

(b) Aggregate for blindingThe aggregate used for blinding the sprayed surfaceshall consist of crushed rock or river sand, withminimum 85% passing the 6.3 mm sieve and noparticles larger than 10 mm. The aggregate shall beclean and shall contain no clay, loam or otherdeleterious matter and shall have no excessivecontents of fines in the opinion of the Engineer.

(c) Material for curing membranesCuring membranes for cemented pavement layers shallbe made of bitumen emulsion or as specified ordirected by the Engineer. Bitumen emulsion shallcomply with the relevant requirement: AASHTOdesignations M140-88 or M208-96 or equivalentstandards approved by the Engineer. Cutback bitumen,MC30 or MC70 complying with AASHTO designationM82-75 or equivalent standard approved by theEngineer, may be used on approval of the Engineerprovided there is no detrimental effect to the cementedlayer.

4103 EQUIPMENT

(a) GeneralThe following equipment shall be available and in goodworking order:

− Binder distributor. See SUBCLAUSES 4103(b), (c)and (d).

− Water sprinkler. The water sprinkler shall haveefficient spray equipment, capable of spraying auniform film of water over the whole area to beprimed.

− Rotary broom. The rotary broom shall be self-propelled or supplied together with a suitablepneumatic tyred towing vehicle.

− Other equipment such as compressors, handbrooms, reinforced paper for joints, string, nails andall other ancillary equipment as required to carry outthe operation efficiently and neatly.

(b) Equipment for heating bituminous materialsThe equipment for heating bituminous materials shallbe of adequate capacity to heat the material properly bycirculating steam or hot oil through the coils and/or thejacket of a tank or by circulating the bituminous materialaround a system of heated coils or pipes or otherapproved means.

The heating device shall be so constructed that it willprevent the direct flame from a burner from striking thesurface of the coils, pipes, or jacket through which thebituminous material is circulated. The heating deviceshall be operated in a manner that will not injure thebituminous material. The use of any equipment for theagitation of bituminous material to aid in heating will beprohibited if it injures or in any way changes thecharacteristics of the bituminous material or introducesfree steam or moisture into the tank containing thebituminous material.

Tank car or truck connections for transferringbituminous material from tank cars to distributors,supply tanks, or storage tanks shall be so constructedthat they cannot be used for any other purpose. Theuse of a tank car or truck connection or any otherequipment by means of which free steam can beintroduced directly into the bituminous material as ameans of agitation or auxiliary heating shall not bepermitted.

(c) Bitumen distributors

(i) GeneralThe distributor vehicle shall be a self-propelledvehicle mounted distributor of nominal tank capacitynot less than 2,000 nor more than 20,000 litres,equipped with a spray bar with a width of not lessthan 3.5 metres, nor more than 6.0 metres.

The spray rate of the bitumen must be controlled byone of the following methods:

Type A: Controlling the pressure constant in thespray bar and precisely controlling thespeed of the vehicle.

Type B: Using a metering bitumen pump, preciselycontrolling the speed of the pump to giveconstant output, and precisely controllingthe speed of the vehicle.

Type C: Using a metering bitumen pump driven at aspeed proportional to the road speed of thevehicle, the vehicle being controlled towithin 5% of a predetermined speed.

The exhausts of all motors on the vehicle shall bedirected so that fumes do not reach driver oroperator and there is no danger of sparks from theexhausts coming into contact with fumes ormaterials coming from the overflow pipe or anyother inflammable material.

Self propelled distributors shall have sufficientengine torque to maintain the steady speeds



required for any application rate between 0.4 and2.7 litres per square metre on an ascending gradeof 10% when fully laden.

Self propelled distributors shall be equipped with aguide arm with suitable pointer and chain, to assistthe sprayer driver in following the correct line. Theguide arm shall be mounted on driver’s side of thevehicle, forward of, and in full view of the driver, andshall be marked and numbered relative to the spraybar nozzles.

(ii) Distributor Tanks

(1) ConstructionThe tank shall be structurally sound, securelyattached to and positively located on thedistributor vehicle. No part of the tank or itsfittings shall leak when filled with hot bitumen.

(2) InsulationThe tank shall be covered with suitable non-combustible insulation of adequate thickness.The insulating material shall be firmly securedso that it does not move in use and protectedby a strong waterproof sheathing.

The temperature of a full load of bitumen, at aninitial temperature (measured 30 minutes afterloading) of 1500C, in an ambient temperature of15-20°C, shall not fall by more than the rateslisted below for self propelled distributors:

Load at Rest: 10°C/4 hours

(3) Circulatory SystemA system capable of circulating and thoroughlymixing the contents over the full length of thesprayer tank shall be provided.

(4) DipstickThe tank shall be provided with a dipstick ofrigid construction. It must be mounted in thecentre of the tank, must hang from a ‘T’ pieceso that wear can be detected and must nottouch the bottom of the tank. A guide shall beprovided to hold the dipstick in a verticalposition as it is withdrawn and surging ofbituminous material as the dipstick is lowered.The dipstick shall be graduated in litres, inincrements not more than 50 litres. Where thespacing between any two markings is less than10mm, an alternative method of indicating theload quantity shall be provided.

The dipstick shall be marked at the level belowwhich heating equipment shall not be used, thislevel shall be at least 150mm above the highestpart of the heating tubes or elements.

(iii) Heating EquipmentThe distributor shall be provided with heating tubesand burners capable of maintaining the material inthe tank at a steady temperature of up to 190°C,and also of raising it from 135°C to 175°C in notmore than 4 hours when the ambient temperature is15°C to 20°C and the tank is fully loaded. Theheating tubes shall have a slight upward slopeaway from the burners. No part of the tubes or theirflues shall pass through the vapour space abovethe bituminous material. Flue outlets shall be fittedwith spark arresters. The burners and their controlsshall be so arranged as to avoid the necessity forthe operator to be directly behind the heating tubeswhen operating the burners. A legible red warningsign shall be attached near the burners bearing thewording:

This burner equipment must not be operated whilethe vehicle is loading or unloading or is in transit orwhen the level of bitumen in the tank is below thewarning mark on the dipstick”.

Alternative methods of heating the bituminousmaterial, with or without heating tubes, may beapplied on approval of the Engineer, provided theabove levels of performance are achieved.

(iv) ThermometersThe tank shall be fitted with a thermometer locatedso as to accurately indicate the temperature of thematerial as it is sprayed. A second thermometershall be fitted as close as possible to the heatingline, near the other end of the tank. Thethermometers shall be of dial type, located so thatthey can be read conveniently without parallaxerror. The thermometer dials shall read inincrements of not more than 5°C and shall include arange of at least 70°C to 200°C over a scaledistance based on 0-200°C of at least 150 mm. Thethermometer assemblies shall be readily removablefor checking and shall be accurate to within +5°C.

(v) Speed ControlDistributors shall be fitted with a dial type roadspeed indicator. The speed indicator shall bepositioned near the driver’s line of sight to the guidearm. The dial indicator shall be mounted so that itcan be read without parallax error by the driver ofthe distributor.

The speed indicator shall comply with therequirements for an Industrial class 1.5 tachometerto British Standard 3403:1972. The indicator scaleshall be calibrated in suitable metric units, markedin increments corresponding to a change in speedof not more than 5%, with not less than 3 mmspacing between such markings. The road speedindicator shall be operated from a separateretractable wheel attached to the distributor. Thetyre of the wheel shall be at least 300 mm diameterand constructed of either solid rubber orpermanently inflated rubber.

For Type C distributors a revolution counter orspeedometer operated by the transmission may besubstituted, provided that the mounting andaccuracy of the instrument comply with this clause.

(vi) Pumping system

(1) General RequirementsThe pumping system, comprising the pump andits associated valves and pipe network, shall becapable of the following operations:− Loading and unloading bituminous

materials:It shall be possible to empty the tank byeither the distributor’s own pump or bygravity flow.

− Mixing bituminous materials in the tank bycirculation:The circulation pipe inside the tank shallhave suitably designed orifices so that theflow of bituminous material into each baffledcompartment is proportional to the volumeof the compartment divided by the totalvolume of the tank.

The pump shall have sufficient capacity whenoperating on the tank circulate mode to showturbulent mixing in each baffled compartment.The mixing efficiency shall initially be assessedby observation through the manhole when thetank is at least 30% full.



The following test may be used to determinemixing efficiency when the distributor does notcomply with the inspections above.

Mixing efficiency shall be such that if 25 partsby volume of lighting kerosene and 100 parts of80/100 bitumen are added separately to thetank and circulation is undertaken for 20minutes, with the pump operating at not morethan 80% of its output when spraying with thefull width of the spray bar, the amount of lightingkerosene in any sample taken from the outputof the pump as the tank is pumped out shall bewithin the limits of 22 and 28 parts per hundredparts of bitumen.− Positively emptying the complete pumping

and spraying systems of bituminousmaterials without requiring the tank to beemptied. These systems shall also becapable of draining by gravity.

− Flushing the pumping and sprayingsystems with light oil without the oil enteringthe tank.

In none of the above operations shall significantamounts of bituminous materials be permittedto fall through the vapour space of the tank. Nopart of the pumping or spraying system shallleak bituminous material under anycircumstances.

(2) Pump outputThe pump outlet shall have a steady non-pulsating discharge. Where flat fan type spraynozzles are used, the design and operatingprocedures of the distributor shall be such that,when the spray bar is used to apply anyapplication rate on spray width within the limitsspecified the total spray output shall meet thefollowing requirements, without recourse topump system adjustments while spraying.

Type (A) and Type (B) distributors shall beoperated so that the mean spray output pernozzle for any width of spray shall not differ bymore than 5 percent from the optimal valuerecommended by the distributor manufacturer.

Type (C) distributors (i.e. pump speedproportional to vehicle speed) shall be operatedin accordance with a spraying table that definesthe vehicle speeds for all application rates andthe pump speeds for all bar widths whichcorrespond to the optimal output per spraynozzle recommended by the manufacturer.

For type (B) and type (C) distributors, the totalpump outputs shall be delivered through thespray nozzles, for all spray widths.

The mean output of sprayed binder perrevolution of the metering binder pump, for anypump output rate in the operating range, shallnot differ by more than 5 percent from the meanoutput per revolution when spraying with the fullwidth of the spray bar.

For all distributors, spraying any particularspray width in the operating range, the pumpoutput measured over any 60 second periodshall not vary by more than +2.5% from themean output over three such 60 second periodsspraying the same width, where the controls aremoved and then reset and the level of binder inthe tank is varied between each measurement.

(3) Pump DriveThe binder pump drive shall be capable ofdriving the pump without appreciable pulsationor vibration.

Where a separate engine drives the pump, theengine shall be fitted with an efficient governorcapable of maintaining the engine at a steadyspeed without “hunting”, and shall be capable ofcontrolling the spray pump shaft revolutionswithin +2.5% of the predetermined sprayingspeed within the full operating range.

In the case of type (C) sprayers (single enginefor propulsion and spraying), the transmissionbetween the engine and the pump shall becapable of being adjusted to different ratios. Atany selected coupling ratio, the pump outputshall vary with the road speed in such a mannerthat for an increase of 20% above a selectedroad speed, the pump output will be between16% and 24% greater than the output at theselected speed. In like manner, for a decreaseof 20% in road speed, the pump output shall bebetween 16% and 24% less than the output atthe selected speed.

(4) StrainersA strainer must be provided in the pump suctionline and/or the pump output line. It must beeasily removable for cleaning and designed sothat all the bitumen flow will pass through it.The maximum mesh orifice size shall be notgreater than 3 mm and the total area of theorifices shall not be less than seven times thecross sectional area of the pipe in which thestrainer is fitted.

(5) By-pass and relief valvesWhere a by-pass valve is used for controllingthe pressure and the discharge from thesprayer, it shall be capable of smoothly anduniformly varying the quantity of material by-passed in order to maintain the requiredpressure in the spray bar. It shall be capable ofby-passing not less than 25% of the maximumoutput of the pump.

Means shall be provided to prevent excessivelyhigh pressures, due to blockages or othercauses, from damaging the pumping system.Where relief valves are used, they shall be setto a pressure not less than 80% more than therecommended spraying pressure. Provisionshall be made for checking the operatingpressure of these valves.

(vii) Spraying equipment

(1) Pump Revolution CounterA revolution per minute counter of an approvedtype shall be fitted to show the speed of thepump shaft. The instrument shall be calibratedin revolutions per minute and marked atintervals of not more than 5% of the fulloperating range which shall occupy a scaledistance of not less than 150 mm. Theinstrument shall comply with the requirementsfor an Industrial Class 1.5 tachometer to BritishStandard 3403:1972.

A digital tachometer of similar accuracy may beused where the instrument exhibits suitabledamping characteristics and the displayedincrements are not more than 5% of the fulloperating range.



Where an accumulating pump revolutioncounter is fitted, it shall be calibrated in pumprevolutions and shall be accurate to +2.5% overthe full range of pump speeds. It must have areset and start control that may be interlockedwith the spray controls so that the number ofpump shaft revolutions can be recorded for anyspray run.

(2) Pressure GaugeA pressure gauge complying with BS 1780‘Bourdon Tube Pressure and Vacuum GaugesPart 2 Metric Units’ shall be fitted. Type (A)distributors (constant pressure type) shall befitted with an Industrial Class I gauge of not lessthan 100 mm nominal size.

All other types of distributors shall be fitted withan Industrial Class I or II gauge of not less than100 mm nominal size.

The gauge shall be fitted so as to measure thepressure in the spray bar and shall be mountedso that it is protected from heat and vibration inaccordance with BS 1780 Part 2. The workingfluid in the bourdon tube shall be isolated fromthe bituminous material by a suitable pressuretransmitting device mounted so that all materialin the device is maintained at a minimumtemperature of not more than 40°C below thatof the main material flow. The gauge shall beprotected from both pressure pulsations andsteady pressures exceeding 120% of its range.The maximum scale value of the gauge shall beapproximately twice the normal bar sprayingpressure.

(3) Spray bar− Length:

The length of the spray bar, defined as thedistance between centres of the twoextreme end nozzles, shall comply with therequirements of SUBCLAUSE 4103(c)(i)

− Circulation and Check Valves:The bar shall be of the fully circulating type,in which the bituminous material is pumpedfrom the tank through the full length of thespray bar in use, and returned to the tankwhile the valves controlling the individualspray nozzles are closed. The spraynozzles in the bar shall be controlled by alinkage or other means which shall open orclose the check valves of all nozzlesequally, simultaneously, and fully, andwhich shall be capable of being operated byan operator positioned at the rear of thevehicle with a clear view of all parts of thespray bar. A check valve shall be providedfor each nozzle for at least the 10 nozzlesnearest one end of the spray bar. For theremainder of the bar, two spray nozzlesmay be controlled by a single check valve ifdesired. Each check valve shall be readilydisconnected from the master control andoperated independently.

− Extensions and Transverse Slew:Spray bars fitted to self propelleddistributors shall be fitted with readilyremovable or foldable extension sections toenable the bar to be reduced to less than2.5 m and shall be capable of sprayingwhen shortened. These bars shall also becapable of being moved at least 400 mmtransversely while spraying, suchmovement being readily controlled by anoperator at the rear of the vehicle.

Operation of the transverse movementcontrol shall not cause any associatedrotating movements of the bar. Anyassociated vertical movements shall be lessthan +5 mm.

The spray bar shall be mounted on thesprayer in such a manner that the nozzletips are maintained within plus and minus10% of the optimum height recommendedby the distributor manufacturer irrespectiveof the loading of the sprayer. The maximumheight of the bar shall in no case exceed325 mm.

Hinged extensions and bar heightadjustments shall incorporate positive stopsand locks, non positive adjustment meanssuch as chains, cables or pneumatic orhydraulic rams shall not be deemedsufficient.

(4) Spray Nozzles− General

Spray nozzles shall be of the flat fan (slot)type and apart from any approved specialend nozzles shall be of similar constructionand interchangeable. Nozzles shall bemounted with their flow axes vertical and sothat all nozzle tips are within 3 mm of astraight line parallel with the rear axle of thevehicle. The nozzles shall be spaced atintervals of not more than 110 mm and nospacing shall vary more than +1.5 mm fromthe mean spacing. All nozzles except endnozzles must be mounted with the slots inthe nozzles at the same horizontal angle.At least 1 spare nozzle shall be carried forevery 5 mounted on the spray bar.

The construction and mounting of thesprayer shall be such that all nozzles arepositively and rigidly set and maintained.Plain screwed connections must not beused unless supplemented by somepositive locking device, mark or approvedadjustment tool or gauge to ensure that thecorrect alignment is maintained.

− End Nozzles:An end nozzle or other approved meansshall be provided to reduce the cut off spraytaper at the road shoulder edge of the spraybar to comply with SUBCLAUSE 4103(b)(viii).Where used, three such end nozzles (1spare, 2 on the spray bar) shall be carriedon the distributor.

(5) Hand spray equipmentApproved hand spray equipment shall beprovided. This equipment shall be suitable foroperation at a pressure of 6.0 bar but must becapable of withstanding a minimum testpressure of 20 bar and a temperature of 205°C.

(viii) Performance requirements

(1) Definitions

− SIGNIFICANT WIDTH:The significant width of spray shall be thewhole sprayed width.

− EFFECTIVE WIDTH:The effective width of spray shall be thesignificant width less the permitted spraytaper widths specified below.

− SPRAY TAPER WIDTH:



The spray taper width shall be the portion ofspray fan width, at either edge of thesignificant width, that is overlapped by alower number of spray fans than anequivalent sprayed width within theeffective width.

− END NOZZLE TAPER:The spray taper width shall be deemed tobe 150 mm when an end nozzle or anapproved equivalent is used.

− END TAPER WITHOUT AN END NOZZLE:The spray taper width shall be deeded to be200 mm when an end nozzle or anapproved equivalent is not used.

(2) Rate of ApplicationDistributors shall be capable of applyingbituminous material evenly and uniformly to theroad surface at any required temperature notexceeding 190°C and at any rate of applicationrequired in the range 0.4 to 2.7 litres per squaremetre.

The distributor shall be capable of achievingthese spray rates at vehicle speeds notexceeding 25 km/hr.

(3) Transverse distribution− Within the range of application rates stated

above, transverse uniformity requirements,specified in terms of the amounts ofbituminous binder applied to successive 50mm widths, are as follows:

− The amount of bituminous material sprayedon to any width of 50 mm within theeffective width shall not differ by more than20% from the average application over theeffective width.

− The mean amount of bituminous materialsprayed on to any four adjacent widths of50 mm shall not differ by more than 12%from the average application over theeffective width.

− The effective width shall be divided intothree approximately equal sections. Themean amount of bituminous material per 50mm width sprayed on any one section shallnot vary by more than five percent from thaton any other section.

− End Nozzle Taper:− The amount of bituminous binder sprayed

onto any 50 mm width within the end nozzletaper shall be less than 120% of theaverage application over the effective width.In addition the mean amount of bituminousmaterial sprayed onto the 3 adjacent 50mm widths immediately outside theeffective width shall be greater than 50% ofthe average application over the effectivewidth.

− End Taper without an end Nozzle:− The mean amount of bituminous material

sprayed onto the four adjacent 50 mmwidths within this taper shall be between40% and 60% of the average applicationover the effective width. In addition theamount of bituminous material on each 50mm width, within the taper, shall be lessthan the amount on the adjacent 50 mmwidth that is closer to the effective width.

(4) Longitudinal DistributionWithin the range of application rates statedabove, longitudinal uniformity requirementsspecified in terms of the amounts of bituminousbinder applied to 50 mm lengths are as follows:

− The amount of binder sprayed onto anylength of 50 mm within the effective lengthshall not differ by more than 10% from theaverage binder application over theeffective length.

− The effective length shall be the fullsprayed length less 500 mm from each end.

− The full intensity of spray application shallbe reached or cut-off within a length oftravel of the sprayer not exceeding 500mm.

(5) Widths of sprayIn the case of self propelled distributors, theapplication rates and uniformity requirementsspecified above shall be met when any set ofsix or more adjacent nozzles are operated up toand including the full bar width.

(6) Calibration and check of distributorsAll distributors shall be calibrated and checkedto demonstrate compliance with thisspecification before being used on the Work.The calibration testing of the distributor will bedone by the Contractor in the presence of theEngineer by the method prescribed by themanufacturer and/or as directed by theEngineer. When the test results confirmcompliance of the Equipment with thisSpecification the Contractor shall submit awritten record of the calibration testing to theEngineer for approval.

A certificate of approval will be given to thedistributor operator by the Engineer, showingthe record of the calibration and check. Thiscertificate shall be kept in the distributor at alltimes and shall be available to the Engineer orInspector in charge on each location on whichthe distributor is used. This certificate may berevoked at any time due to unsatisfactoryperformance of the distributor and will bereturned only when satisfactory repairs oradjustments have been made. Failure topresent the certificate will necessitate a re-check and if deemed necessary, a re-calibrationof the distributor before it can be used on theWorks. The Contractor shall furnish at his ownexpense all necessary equipment, materialsand assistance necessary for the calibration.

The operation of the distributor will be checkedby the Engineer the first time it is used and asoften as he deems it necessary thereafter, andwhen the operation is found to be satisfactory, anew certificate will be issued by the Engineer.

(d) Equipment for preparation of bituminousmaterial

Tanks for the storage of bituminous material shall beequipped to heat and hold the material at the requiredtemperatures. The heating shall be accomplished bysteam coils, electricity, hot oil coils or other approvedmeans so that the flame shall not be in contact with thetank. The circulating system for the bituminous materialshall be designed to ensure proper and continuouscirculation during the operating period. Provision shallbe made for measuring and sampling storage tanks.Storage tanks shall have sufficient capacity to providefor continuous operation. The storage tanks shall becalibrated and equipped with a device whereby theEngineer may determine the amount of bituminousmaterial on hand at any time.



4104 WEATHER AND OTHER LIMITATIONS

(i) GeneralThe Engineer's decision on whether or not to applythe curing membrane or prime coat under specificconditions shall be final.

(ii) PrimeNo prime shall be applied under the followingadverse conditions;− during foggy or wet conditions;− when rain is imminent;− when wind is blowing sufficiently hard to cause

uneven spraying;− when the surface of the layer is visibly wet, i.e.

more than damp;− before sunrise;− after sunset;− when at any position the moisture content of the

base layer is more than 50% of the optimummoisture content as determined by theEngineer

− when the layer is soft, i.e. sponging under load;

(iii) Curing membranes for cemented layersNo curing membrane shall be applied under theadverse conditions as decided by the Engineer.Curing membranes shall be applied within the timelimits given in the Special Specifications for therespective layer and type of cemented material.

4105 PREPARATION OF THE LAYER TO BEPRIMED OR TO RECEIVE A CURINGMEMBRANEPrior to prime coat application, the Contractor shallcarry out the necessary field trials to allow the Engineerto check the methods of surface preparation and theperformance of the pressure distributor and to establishthe exact rate of application and the applicationtemperatures of the bituminous material.

Not longer than 24 hours before spraying, the layer tobe sprayed shall be cleaned of all loose or deleteriousmaterial by means of a rotary broom, hand brooms,compressed air or as required to the satisfaction of theEngineer. Sweeping shall be done carefully so as not tocause any damage to the layer. A light spray of water,sufficient to dampen the surface. shall be uniformlyapplied to the layer immediately before the applicationof the prime. If the water is over applied the layer shallbe allowed to dry until a uniform damp surface isobtained.

Before any material is applied, the layer to be sprayedshall be checked by the Engineer for compliance withthe surface and other requirements specified. Anysections not complying with the specified requirementsshall be corrected as specified in CLAUSE 1218.

4106 APPLICATION OF THE PRIME COAT ORCURING MEMBRANEA minimum of 1.0m of reinforced paper or other suitableapproved material shall be used at all joints at thebeginning and end of all sprays in order to obtain a neatstart and cut-off.

The temperatures for storage and spraying shall be inaccordance with TABLE 4106/1.

TABLE 4106/1TEMPERATURES FOR STORING AND SPRAYING PRIME OR

CURING MEMBRANES

Maximum storagetemperature (0C )

Type ofprime orcuringmembrane

Up to 24hrs

Over 24hrs

Sprayingtempe-raturerange(0C)

Cut-backbitumens:

MC-30MC-70

Bitumenemulsions(all types)

6580

ambient

3050

ambient

45-6060-80

ambientabove100C

All cutback bitumen stored in a heated condition shallbe stored in a container with a properly functioningcirculation system and having a securely fitting lid.

The rate of application shall be as directed by theEngineer after trial applications to short sections.

The total width of the sprayed surface shall be asshown on the Drawings or as prescribed by theEngineer, and the edges of the sprayed surface shall beparallel to the centreline of the road.

The bituminous material shall be applied in one or morelanes evenly over the full width of the road and allowedto cure until traffic can pass over the surface without thewheels picking up the bituminous material. All trafficshall be kept off the surface until this condition isobtained.

Where no convenient detour is available for traffic,operation shall be confined to one half the roadwaywidth at a time. The Contractor shall provide propertraffic control so that vehicles may proceed withoutdamage to the primed area.

Where it is not feasible for traffic to use deviations, thebituminous material shall be applied and allowed tocure for as long as is practicable in the opinion of theEngineer before a blinding layer of aggregate is appliedat a rate of 0.004 m3/m2 or as directed by the Engineer.Care shall be exercised in this operation to avoid theaggregate being applied too soon after spraying thebituminous material. Where practicable two to fourhours shall elapse as directed by the Engineer. Any"caking" of aggregate which may take place and causeproblems during the surfacing process and all looseaggregate shall be removed before the final surfacing iscommenced.

If the bituminous material is applied in more than onestrip, allowance shall be made for overlapping of stripsby 100 mm. No additional payment will be made for theoverlapping strips.

Care shall be taken to protect all kerbing and guttering,guard rails and channelling from the bituminousmaterial by covering them with a suitable protectivematerial when spraying. The Contractor shall, at hisown cost, replace all soiled items which cannot beproperly cleaned. Painting the soiled surfaces will notbe accepted as a suitable remedial measure.

4107 MAINTENANCE AND OPENING TOTRAFFICThe Contractor shall maintain the prime coat until thenext course is applied. Care shall be taken that theapplication of bituminous material is not in excess of thespecified amounts; any excess shall be blotted. Allareas inaccessible to the distributor shall be sprayed



manually using the device for hand spraying from thedistributor.

Where a blinding layer has been applied to the sprayedsurface, the Contractor shall maintain the blinding layerand the sprayed surface during the period when thesurface is opened to traffic, and shall repair all damagecaused to the blinding layer or the sprayed surface bysuch traffic, as directed by the Engineer, at noadditional payment to the Contractor.

If it is desired to pass traffic for a period in order toshow up any weak spots in the foundation, the rate ofapplication of prime coat may be increased as orderedby the Engineer and the treated areas shall be blindedwith rock crusher dust or coarse sand at theapproximate rate of 0.004 m³/m².

4108 TOLERANCESThe actual spray rates measured at sprayingtemperature shall not deviate from the required sprayrate as specified or ordered by the Engineer by morethan 0.10 l/m2. The average spray rate shall not be lessthan the required spray rate as specified or ordered bythe Engineer calculated over any area of the workdetermined by the Engineer.

The sprayed surface shall nowhere be narrower thanthe specified edge line.

4109 TESTINGThe Contractor shall give the Engineer at least 24 hoursnotice of his intention to apply prime or curingmembranes so that the actual spray rates can beverified and approved by the Engineer. Unlessotherwise agreed in advance the Contractor shall onlyspray when the Engineer or his representative ispresent and approval of the Engineer has beenobtained.


ITEM UNIT

41.01 PRIME COAT:

(a) MC-30 CUT-BACK BITUMEN LITRES (l)

(b) MC-70 CUT-BACK BITUMEN LITRES (l)

(c) INVERT BITUMEN EMULSION (STATE

TYPE AND BITUMEN CONTENT)LITRES (l)

ITEM UNIT

41.02 BITUMINOUS CURING

MEMBRANE:



(c) BITUMEN EMULSION (STATE TYPE AND

BITUMEN CONTENT)LITRES (l)

The unit of measurement shall be the litre of bituminousmaterial measured at spraying temperature andsprayed as specified. The area of bituminous primecoat application shall be measured by station lengthalong the centreline of the roadway for the lengthmultiplied by the width as shown on the plans ordirected by the Engineer.

The bid rates shall include full compensation forsupplying the bituminous material, cleaning andwatering the layer to be sprayed as required, applyingthe bituminous material and maintaining the sprayedsurface as specified.

ITEM UNIT

41.03 AGGREGATE FOR

BLINDING:CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofaggregate used for blinding the prime coat on theinstruction of the Engineer.

The bid rate shall include full compensation forprocuring, furnishing and applying the aggregate forblinding where directed by the Engineer, and formaintenance of the blinding layer, as specified.




SECTION 4200: BITUMINOUSBASE COURSE AND ASPHALTCONCRETE SURFACING


4201 SCOPE 94202 MATERIALS 94203 COMPOSITION OF MIXTURES FOR

BITUMINOUS BASE COURSENG 134204 PLANT AND EQUIPMENT 134205 GENERAL LIMITATIONS AND

REQUIREMENTS AND THE STOCKPILING

OF MIXED MATERIAL 154206 PRODUCING AND TRANSPORTING THE

MIXTURE 164207 SPREADING THE MIXTURE 174208 JOINTS 184209 COMPACTION 184210 LAYING TRIAL SECTIONS 194211 PROTECTION AND AFTERCARE 194212 CONSTRUCTION TOLERANCES AND

FINISH REQUIREMENTS 194213 TESTING 204214 MEASUREMENT AND PAYMENT 20

4201 SCOPEThis Section covers all the work in connection with theconstruction of bituminous base courses and asphaltconcrete surfacing for new roads, pavementrehabilitation or maintenance. It includes the procuringand furnishing of aggregate and bituminous binder,mixing at a central mixing plant, alternatively on theroad, spreading and compaction of the mixture, all asspecified for the construction of:− Continuously graded asphalt concrete surfacing

(AC20, AC14, AC10);− Hot mixed bituminous base course (DBM40,

DBM30, LAMBS);− Cold mixed bituminous base course (FBMIX,

BEMIX);− Penetration macadam base course (PM80, PM60,

PM30).

This Section also covers the widening of bituminouslayers.

This Section also covers the recycling of bituminousmaterials by reprocessing recovered materials, addingfresh aggregate, bituminous binders and other agentsfor obtaining a bituminous mix, which will comply withthe specified requirements, and placing the recycledmaterial. The provisions of SECTION 4200 shall applythroughout to recycled bituminous materials, exceptwhere explicitly specified otherwise.

4202 MATERIALS

(a) GeneralCoarse and fine aggregate shall be clean and free fromdecomposed materials, vegetable matter and otherdeleterious substances and shall meet all relevantrequirements in the Specifications.

All materials shall be handled and stockpiled in amanner that will prevent contamination, segregation ordamage. Stocks of cement and lime shall be rotated in

a manner whereby it is used in the order in which it hasbeen received.

The Contractor shall, as often as necessary, test andcontrol the materials produced by himself or thematerials received by him from suppliers to ensure thatthe materials always comply with the specifiedrequirements.

The Contractor will not be expected to construct layersof which the compacted layer thickness is less than oneand a half times the maximum aggregate size.

(b) Bituminous binders

(i) GeneralThe various bituminous binders specified shallcomply with the relevant specifications as stated inTABLE 4202/1 or equivalent standards according tothe Special Specifications and on the approval ofthe Engineer:

TABLE 4202/1SPECIFICATIONS FOR BITUMINOUS BINDERS

Type of binder SpecificationPenetration gradebitumen

AASHTO designationM20-70

Cutback bitumen AASHTO designationM82-75

Bitumen emulsions,anionic


Bitumen emulsions,cationic


Representative test certificates showing all relevantproperties of the adhesion agent and bitumen shallbe submitted for approval of the Engineer. Suchcertificates shall be submitted minimum 28 days priorto proposed use or as required by the Engineer toconduct further testing of the materials. Samples ofthe materials shall be submitted together with the testresults if required by the Engineer. New testcertificates and samples shall be provided forapproval in the event of changes in type or source ofadhesion agent, bitumen grade, crude oil source,refinery plant or refinery method, or as deemednecessary by the Engineer.

(ii) Additional requirements for foamed bitumenIn addition to the general requirements stated in thisSUBCLAUSE foamed bitumen shall meet thefollowing requirements when tested using a 10 litrecylindrical bucket:

The ratio between the volume of the bitumen in afoamed state and in an un-foamed state shall beminimum 15.

At least one of the following requirements shall bemet:

− The time from the foam is ejected intoatmospheric pressure until the volume hasdecreased to half its maximum volume shall beminimum 15 seconds.

− The ratio between volume of bitumen in afoamed state and in an un-foamed state shallbe minimum 7.5 after 15 seconds have elapsedsince the foam was ejected into atmosphericpressure.

(c) FillersIf the grading of the combined aggregates for asphaltsurfacing mixes show a deficiency in fines an approvedfiller may be used to improve the grading. Filler may



consist of active filler as defined hereinafter or of inertmaterial such as rock dust having the required gradingnecessary to improve the grading of the combinedaggregates. In no instance shall more than 2% by massof active filler be used in asphalt mixes. Inert filler suchas rock dust used to improve grading shall not besubject to this limitation.

The Engineer may order the use of any active filler toimprove the adhesion properties of the aggregate.Active filler shall consist of milled blast furnace slag,hydrated lime, ordinary Portland cement, Portland blastfurnace cement fly-ash, or a mixture of any of the abovematerials. Individual materials shall comply with therequirements of the relevant Specifications for suchmaterial. Active filler shall have at least 70% by masspassing the 0.075 mm sieve, all passing the 0.600 mmsieve and a bulk density in toluene falling between 0.5and 0.9 g/ml. The voids in dry compacted filler shall bebetween 0.3% and 0.5%, when tested in accordancewith British Standard 85812.

Active fillers for use in bituminous base courses shall beintroduced to the mix prior to wetting with the binder.Only active filler added on the instructions of theEngineer, for the purpose of improving adhesion, will bepaid for. No payment will be made for filler added toimprove the grading.

(d) Aggregates and mix design requirements forcontinuously graded asphalt concrete surfacing(AC20, AC14, AC10)

(i) Aggregate strengthThe TFV of the coarse aggregate used in asphaltconcrete surfacing, when determined in accordancewith CML Method 2.7 or equivalent, shall not beless than 110 kN. The wet/dry strength ratio shallnot be less than 75%.

(ii) AbsorptionWhen tested in accordance with CML Method 3.9 orequivalent, the water absorption of the coarseaggregate shall not exceed 2% by mass.

(iii) GradingThe grading of the combined aggregate includingany filler added in an approved working mix shall bewithin the limits stated in TABLE 4202/2 for therespective mixes. The approved grading shall bedesignated as the target grading. The mean gradingof each lot of the working mix (minimum of 6 testsper lot) determined from samples obtained in astratified random sampling procedure, shall conformto the approved target grading within the tolerancesspecified in CLAUSE 4212.

For recycled asphalt the nominal mix ratios ofrecovered asphalt, new aggregate, new bituminousbinders, and active mineral filler to be used forbidding purposes, shall be as specified in theSpecial Specifications.

(iv) Design requirementsThe Contractor shall, by conducting the necessarytests, prove to the satisfaction of the Engineer thathe will be able to produce a mixture meeting thedesign requirements in TABLE 4202/3, using theaggregate he proposes to supply, within the gradinglimits specified.

TABLE 4202/2GRADING LIMITS FOR COMBINED AGGREGATE AND MIX

PROPORTIONS FOR ASPHALT CONCRETE SURFACING.(CML test number)

Asphalt Concrete,continuously graded

Sieve size(mm)

CML 1.7 AC20 AC14 AC10282014105.0

2.361.180.6000.3000.1500.075

10080-10060-8050-7036-5628-4420-3415-2710-205-132-6

10085-10072-9452-7237-5526-4116-2812-208-154-10

10085-10055-7238-5727-4218-3213-239-164-10

Aggregate 95% 94.5% 94%Bitumen

content *)CML 3.5

5% 5.5% 6%

*) The nominal bitumen content is for biddingpurposes. Exact percentage to use shall bedetermined after the Engineer’s approval of mixdesign and result of field trials. The type ofbitumen shall be 60/70 or 40/50 penetrationgrade, or according to the Special Specifications,or as directed by the Engineer.

TABLE 4202/3DESIGN REQUIREMENTS FOR ASPHALT CONCRETE

SURFACING

Property of mixture andlaboratory test method(CML test number)

Asphalt Concrete,continuously graded,(AC20, AC14, AC10)

Marshall flow (mm) CML3.18 2 – 4

Marshall stability(Newton), all severelyloaded areas *) CML3.18

Minimum 9000

Marshall stability(Newton), Traffic LoadClass TLC20 and TLC50*) CML 3.18

8000 – 18000

Marshall stability(Newton), Traffic LoadClass TLC10 and TLC3*) CML 3.18

7000 – 15000

Marshall stability(Newton), Traffic LoadClass TLC1 and lower *)CML 3.18

4000 – 10000

Air voids (%) CML 3.18 3 – 6

Voids in MineralAggregate(%) CML 3.18

For AC20:minimum 14

For AC14:minimum 15

For AC10:minimum 16

Requirement after refusallaboratory compaction(severely loaded areasonly) CML 3.20 *)

Air voids shall beminimum 3%

Indirect tensile strength(kPa) CML 3.21

Minimum 800tested at 250C

Immersion index (%)CML 3.21 3 – 6

*) The appropriate Traffic Load Class, and whetherrequirements for severely loaded areas apply toany location, shall be as given in the drawings orSpecial Specifications. Where such information isnot given, the decision of the Engineer shall apply.



(e) Requirements for hot mixed bituminous basecourse (DBM40, DBM30, LAMBS)

(i) Aggregate strengthThe TFV of the coarse aggregate used inbituminous base and surfacing, when determineddry in accordance with CML Method 2.7 orequivalent, shall not be less than 110 kN. Thewet/dry strength ratio shall not be less than 75%.

(ii) AbsorptionWhen tested in accordance with CML Method 3.9 orequivalent, the water absorption of the coarseaggregate shall not exceed 3% by mass.

(iii) Grading and mix properties, DBM40 and DBM30The grading of the combined aggregate includingany filler added in an approved working mix shall bewithin the limits stated in TABLE 4202/4 for thevarious mixes. The approved grading shall bedesignated as the target grading. The mean gradingof each lot of the working mix (minimum of 6 testsper lot) determined from samples obtained in astratified random sampling procedure, shall conformto the approved target grading within the tolerancesspecified in CLAUSE 4212.

TABLE 4202/4GRADING LIMITS AND NOMINAL MIX PROPORTIONS FOR

DENSE BITUMEN MACADAM BASE COURSE. LABORATORY

TEST METHOD, (CML test number)

Sieve size(mm)

CML 1.7

DBM40(% passing)

DBM30(% passing)

5037.5282014105.02.0

1.180.4250.3000.075

10095-10070-95

-56-7653-7039-5624-4019-359-257-212-9

-100

90-10070-9558-8252-7340-5624-4019-359-257-212-9

Bitumencontent, *)CML 3.22

4.0% 4.5%

Bitumen type,CML 3.5

60/70 or 40/50penetration

grade oraccording tothe Special

Specifications,or as directed

by theEngineer.

Maximumcompactedlayer thickness(mm)

80-200 60-150

*) The nominal bitumen content is for biddingpurposes. Exact percentage to use shall bedetermined after the Engineer’s approval of mixdesign and result of field trials.

(iv) Grading, LAMBSThe maximum particle size, dmax, of LAMBSmaterials shall be minimum 37.5 mm and maximum50mm. The target grading LAMBS base coursesshall be within the range derived from the formulagiven in CHAPTER 7.4.2. of the Pavement andMaterial Design Manual-1999. The approved targetgrading shall be determined after laying a trialsection on site.

(f) Requirements for penetration macadam basecourse (PM80, PM60, PM30)

(i) Aggregate strengthThe TFV of the coarse aggregate used inbituminous base and surfacing, when determined inaccordance with CML Method 2.7 or equivalent,shall not be less than 110 kN. The wet/dry strengthratio shall not be less than 75%.

(ii) Flakiness indexWhen tested in accordance with CML Method 2.4 orequivalent, the flakiness index of the coarseaggregate of PM60 and PM30 material shall notexceed 35.

(iii) GradingThe grading of the aggregate shall be within thelimits stated in TABLE 4202/5. The mean grading ofeach lot of the working mix (minimum of 6 tests perlot) determined from samples obtained in a stratifiedrandom sampling procedure, shall conform to theapproved target grading within the tolerancesspecified in SUBCLAUSE 4212(b).

TABLE 4202/5GRADING LIMITS AND REQUIREMENTS FOR PENETRATION

MACADAM. (CML test number)

Penetration macadamSieve size

(mm)CML 1.7 PM80 PM60 PM30

Main fraction:10075635037.528201410

10075-100

-0-500-250-5---

-100

80-1000-500-250-5---

----

10080-1000-500-250-5

Key stone *):5037.5282014106.35

10085-1000-500-250-5---

-100

85-1000-500-250-5--

---

10085-1000-550-250-10

Layerthickness(mm).

125 100 50

BitumentypeCML 3.5

80/100 or 60/70 penetration grade

Bitumenspray ratel/m2 *)

3.5 3.5 2.5

*) The bitumen spray rates are measured atspraying temperature and are for biddingpurposes. Exact rates shall be determined afterfield trials to the satisfaction of the Engineer. If abituminous mixture is prescribed instead of usingkey stone, then the mixture shall meet allrequirements for the specified type in accordancewith this Specification. The bitumen spray ratemay in such case be reduced on the approval ofthe Engineer after field trial have been conductedto prove to the satisfaction of the Engineer thatthe reduction causes no adverse effect to thelayer.



(g) Aggregates and mix design requirements forcold mixed bituminous base course (FBMIX,BEMIX)

(i) DefinitionsThe following definitions apply for cold mixedbituminous base course materials:− FOAMED BITUMEN: Bituminous binder temporarily

expanded as specified in this SPECIFICATIONS

by the aid of appropriate techniques forintroducing water into hot bitumen.

− FBMIX: Bituminous base course material madein accordance with this SPECIFICATIONS withapproved foamed bitumen by mixing in anappropriate plant or as specified in a coldprocess

− BEMIX: Bituminous base course material madein accordance with this SPECIFICATIONS withapproved bitumen emulsion by mixing in anappropriate plant or as specified in a coldprocess

− BITUMEN CONTENT: Percentage of residualbitumen by weight of total mix excluding water

− MOISTURE CONTENT: Percentage of water byweight of dry aggregate including bitumen whenbitumen is present

− MARSHALL DENSITY: Density of Marshallspecimens excluding water. Standard Marshallcompaction with 75/75 blows is assumedunless alternative compaction methods givingsimilar densities are used on approval of theEngineer.

(ii) GeneralThe aggregate shall be natural gravel, crushedmaterial or approved material milled off existingpavement layers. Unless otherwise approved by theEngineer the material shall be placed in stockpileprior to admixture of bitumen.

All operations to produce, stockpile and laybituminous base course and shall be carried out ina manner which ensures a homogeneous mixturewith even distribution of additives, bitumen andwater without segregation or contamination orexcessive variations in moisture contents within thematerial. All aggregate shall be free from lumps,soft or unsound particles, clay or other deleteriousmaterial. Excessive amounts of organic matter orflat or elongated particles shall not be present in theaggregate.

Unless otherwise approved by the Engineer theaggregate shall be screened into a minimum of twofractions before use. Minimum one fraction shall befree of fines within a tolerance of maximum 5%passing the 2.0 mm sieve. The fractions shall becombined to achieve the required grading uniformlythroughout the production of bituminous base. Themix design shall be based on laboratory tests ofparallel sets of representative samples with aminimum of 5 different bitumen contentsrespectively. The mix design shall adequately showtest results that can be expected on materialproduced within the tolerances given. The mixdesign shall give one moisture content and onebitumen content for the proposed mix recipe.

(iii) Aggregate strengthThe TFV of the coarse aggregate used in coldmixed bituminous base course, when determineddry in accordance with CML Method 2.7 orequivalent, shall not be less than:− 110kN for Traffic Load Class TLC3 and higher− 80 kN for Traffic Load Class TLC1 and lower

The appropriate Traffic Load Class shall be asgiven in the drawings or Special Specifications.Where such information is not given, the decision ofthe Engineer shall apply. The wet strength shall notbe less than 75% of the dry strength.

(iv) CBR soaked 4 daysWhen tested in accordance with CML Method 1.11or equivalent, the CBR value shall not be less than30% before admixture of bitumen.

(v) Plasticity indexWhen tested in accordance with CML Method 1.3 orequivalent, the plasticity index before admiixture ofbitumen shall not be more than:− FBMIX material: 14%− BEMIX material: 8%

(vi) Properties of mixed materialThe grading of the combined aggregate includingany filler added in an approved working mix shall bewithin the limits stated in TABLE 4202/6 for therespective mixes. The approved grading shall bedesignated as the target grading. The mean gradingof each lot of the working mix (minimum of 6 testsper lot) determined from samples obtained in astratified random sampling procedure, shall conformto the approved target grading within the tolerancesspecified in SUBCLAUSE 4212(b).

TABLE 4202/6GRADING LIMITS FOR COMBINED AGGREGATE AND MIX

PROPERTIES FOR COLD MIXED BITUMINOUS BASE COURSE.(CML test number)

Sieve size (mm)CML 1.7

FBMIX(% passing)

BEMIX(% passing)

37.52820105.02.00.4250.075

10080-10060-9542-7830-6520-5010-305-15

10080-10060-9535-7025-5018-3510-255-8

Bitumen type *) Foamed Emulsion*) Nominalconsumption ofbitumen (litres perm3 of compactedmaterial)

90 90

Marshall stabilitytested at 400C (N)CML 3.18

6000 4500

Marshall flow (mm),400C. CML 3.18 2 - 4 2 - 4

Minimum E-modulusat 290C, by indirecttensile strength oralternative approvedmethods (MPa)CML 3.21

1600 1200

Minimum moisturecontent at the timeof laying (%)

Mix design moisture less1.5% points

Maximum moisturecontent at the timeof laying (%)

Mix design moisture plus0.5% points

Minimum compactedfield density (% ofMarshall dry density)

96%

*) The nominal consumption of bitumen is for biddingpurposes. Exact percentage bitumen content shallbe determined after the Engineer’s approval ofmix design and result of field trials. The type ofbitumen shall be according to the SpecialSpecifications or as specified by the Engineer.



(h) Asphalt reinforcingAsphalt reinforcing shall be of the type specified in theSpecial Specifications and shall be obtained from anapproved manufacturer.

Where the use of reinforcing for asphalt has beenspecified, the Contractor shall, at least three monthsbefore the material is to be used, submit samples of thetype he intends to use, together with completespecifications of the material, as well as themanufacturer's instructions for use, to the Engineer forapproval. Where the material does not carry the mark ofan acknowledged standards authority, the Engineermay instruct the Contractor to have the material testedby an approved laboratory and to submit the results.

(i) Recycling

(i) Recovered asphaltThe Engineer will test the existing asphalt in anypart of the road and determine its suitability forrecycling before removal. He may instruct theContractor to drill additional cores at specifiedpoints. Recovered asphalt intended for recyclingshall be stored separately from other asphalt, andthe Engineer may also direct different types ofasphalt to be stored separately.

The recovered asphalt shall be free from anyunderlying base material and other foreign matter.

Asphalt milled out shall be of a maximum size of 28mm, unless another maximum size has beenapproved by the Engineer.

Asphalt not milled out shall be broken down in anapproved manner so that it can be properly remixedin a plant to the satisfaction of the Engineer. Mixesof recycled asphalt containing fragments ofrecovered asphalt exceeding 28 mm in size, will notbe accepted.

Payment for recovered asphalt will distinguishbetween milled out and non-milled out material.

Samples shall be taken from the recovered asphaltintended for recycled mixes in the stockpile andshall be tested for grading and quality of theaggregate, binder content. And properties of thebinder.

(ii) Bituminous bindersThe provisions of CLAUSE 4202 shall apply. Thegrade of new binder used in the recycled asphaltmix shall be such that the mix of new and residualbinder will comply with the requirements of theSpecial Specifications. Recycling agents such asblended oils and other additives may not be usedwithout prior approval by the Engineer.

(iii) New aggregateNew aggregate required for use in recycled asphaltmixtures shall comply with the requirements ofSUBCLAUSE 4202(b).

(iv) Combined aggregateThe aggregate mix obtained from new aggregateand the aggregate in the recovered asphaltincluding any mineral filler, an approved quantity ofwhich may be added in accordance withSUBCLAUSE 4202(c), shall comply with therequirements specified in the Special Specificationsfor the relevant recycled asphalt layer.

(j) Hot in-situ surface recyclingWith regard to new binder, recycling additives, newasphalt, new aggregate or combinations of these

materials, hot in-situ surface recycling shall comply withthe requirements in the Special Specifications.

(k) Cold in-situ recyclingCold in-situ pavement recycling shall comply with therequirements in the Special Specifications.

4203 COMPOSITION OF MIXTURES FORBITUMINOUS BASE COURSE ANDSURFACINGThe rates of application and mix proportions ofbituminous binder, aggregates and fillers which aregiven in this SPECIFICATION, are nominal rates andproportions and shall only be used for biddingpurposes. The rates and proportions actually used shallbe determined to suit the materials used and conditionsprevailing during construction and any approvedvariation on a nominal mix in the bitumen content oractive filler content shall be the subject of an adjustmentin payment for binder or active filler variations asdescribed in CLAUSE 4214.

Before production or delivery of the bituminous materialthe Contractor shall submit samples of the materials heproposes to use in the mix, together with his proposedmix design as determined by an approved laboratory, tothe Engineer in accordance with TABLE 7104/1, so thatthe Engineer may test the materials and confirm the useof the proposed mix if he is satisfied that it meets thespecified requirements.

A mix design shall be submitted for the approval of theEngineer for each new material source the Contractorproposes to use or when significant changes in thematerial properties are encountered within a materialsource or as deemed necessary by the Engineer. Anyproposed change of mix design for use in PermanentWorks shall be notified to the Engineer for his approvalminimum 7 days in advance of proposed use.

As soon as the materials become available theContractor shall produce a working mix in the plant inaccordance with the design mix. The working mix shallagain be tested by him for compliance with the designrequirements. Samples of the working mix shall also bemade available to the Engineer, who will authorise theuse of the working mix proportions finally approved foruse. The composition of the approved working mix shallbe maintained within the tolerances given in TABLE

4212/2.

The design of the bituminous mixes shall be inaccordance with the relevant design guidelines and themix properties and requirements shall be as specified inthe Special Specifications. The asphalt mixes shall alsocomply with the requirements in TABLE 4203/1 unlessotherwise stated in the Special Specifications.

4204 PLANT AND EQUIPMENT

(a) GeneralThe Contractor shall submit to the Engineer full detailsof the Construction Plant he proposes to use and theprocedures he proposes to adopt for carrying out thePermanent Works. The Engineer shall have access atall times to construction plant for the purpose ofinspection.

All construction plant used in the mixing, transportation,laying and compaction of bituminous material shall beof adequate rated capacity, in good working conditionand shall be acceptable to the Engineer. Obsolete orworn out plant will not be allowed on the Work.

All plant shall be so designed and operated to producea mixture complying with the requirements of this



Specification. The plant and equipment used shall be ofadequate rated capacity, in good working order andsubject to the approval of the Engineer. Obsolete orworn-out plant will not be allowed on site.

Prior to the start of the work the Contractor shall supplythe Engineer with copies of the manufacturer'shandbooks and copies of check lists prepared in termsof ISO 9002 where applicable pertaining to the mixing,remixing and paving plants, containing details of thecorrect settings and adjustments of the plant.

Any alteration which has been or is being effected toany constructional plant, and which does not complywith the specifications of the manufacturer, shall bebrought to the notice of the Engineer.

(b) Mixing plant

(i) GeneralMixing of the bituminous mixture shall be carriedout in an appropriate plant acceptable to theEngineer.

(ii) Stationery or portable mixing plantBituminous mixture shall be mixed by means of anapproved type mixer of proven suitability forproducing a mixture complying with all therequirements of the Specifications.

The mixing plant may be either automatically ormanually controlled. Two control operators shall beprovided.

The heating system of the tanks storing the bindershall be so designed that the binder will not bedegraded during heating. A circulating system forthe binder shall be provided which shall be ofadequate size to ensure the proper and continuouscirculation between storage tanks and mixer duringthe entire operating period.

Binder storage tanks shall be fitted withthermometers designed to provide a continuousrecord of the temperature of the binder in the tank.Copies of these records shall be supplied to theEngineer on a daily basis.

Satisfactory means shall be provided to obtain theproper amount of binder in the mix within thetolerances specified, either by weighing orvolumetric measurements. Suitable means shall beprovided for maintaining the specified temperaturesof the binder in the pipelines, weigh buckets, spraybars and other containers or flowlines.

In the case of a drum type mixer, the system shallcontrol the cold feeding of each aggregate fractionand of the filler by mass, by means of a load cell oranother device regulating the feed automatically,and by immediately correcting any variation in masswhich results from moisture or from any othercause. The cold feed shall be regulatedautomatically in regard to the binder feed so as tomaintain the required mix proportion.

Suitable dust collecting equipment shall be fitted toprevent pollution of the atmosphere in accordancewith the provisions of any local Act governingpollution.

The fuel chosen and control of the burner shall besuch as to ensure the complete combustion of thefuel in order to prevent pollution of the atmosphereand the aggregate.

(iii) RecyclingIn addition to the requirements set out in CLAUSE

4204 the mixing equipment shall be speciallyadapted to deal with recycling and any suchadjustments shall be in accordance with theinstructions of the manufacturer of the mixing planton the approval of the Engineer. The recoveredasphalt portion of the mix shall not be exposeddirectly to the heating source whilst the feeding rateand proportioning shall be accurately controlled.Before work is commenced, the Contractor shallsubmit full details of his mixing equipment to theEngineer for his approval.

(c) Spreading equipment, paversThe bituminous base course shall be laid by anappropriate type of self-propelled mechanical spreaderof a type approved by the Engineer and shall be kept ina good running condition and adjusted correctlyaccording to the manufacturer’s specifications. Thepavers shall be equipped with a powerful tamper andvibrating screed. The pavers shall be capable of layingthe material to widths, lines, grades cross-fall andthickness within the specified tolerances withoutcausing separation, dragging or other surface defects.

All pavers used for laying Permanent Works shall befitted with automatic electronic screed controls tomaintain the required levels, cambers and cross-falls.Where skids are used they shall be at least 9m long oras specified by the Engineer.

Where levelling beams on multiple skids or slidingbeams are used they shall be at least 9m long.

(d) Rollers, general requirementsCompaction shall be done by means of approved flatsteelwheel, vibratory or pneumatic-tyred rollers,sufficient in size and numbers to achieve the specifieddensity through the entire depth of the layer. Minimumone roller shall be pneumatic tyred with a weight ofminimum 2.5 tonnes per wheel and not less than 18tons total un-ballasted weight. The frequency as well asthe amplitude of vibratory rollers shall be adjustable.Vibratory rollers shall be used only where there is nodanger of damage being done to the layer, structures ofbridge decks, or other layers. It will be indicated in theSpecial Specifications whether vibratory compactionequipment may be used on bridge decks and what theconstraining parameters will be. The rollers shall beself-propelled and in good working condition, free frombacklash, faulty steering mechanism and worn parts.Rollers shall be equipped with adjustable scrapers tokeep the drums clean and with efficient means ofkeeping the wheels wet to prevent mixes from stickingto the rollers.

No leakage of any nature may occur in the rollers.

(e) Binder distributorsWhere bituminous binders are to be sprayed onto areasbefore laying the asphalt is done, the binder distributorsshall comply with CLAUSE 4103.

(f) VehiclesThe asphalt shall be transported from the mixing plantto the spreader in trucks having tight, clean, smoothbeds and sides which have been treated to preventadhesion of the mixture to the truck bodies. A thin filmof soapy water or vegetable oil may be used to preventadhesion but petroleum products shall not be used forthis purpose.

All vehicles used for transporting asphalt shall be fittedwith canvas for transport in excess of 10km or whenweather conditions demand such cover in the opinion ofthe Engineer. Such covers shall be securely fixed overthe asphalt from time of departure at the storage or



mixing plant until immediately prior to discharge of theasphalt into the paver.

(g) (VOID)

(h) Plant and equipment for recycled asphaltPlant and equipment for producing, hauling and placingthe recycled asphalt shall comply with the provisions ofSUBCLAUSES 4204(a) to 4204(g), as applicable, andsubject to the following additional requirements:

The mixing equipment shall be capable of producingasphalt mixes with or without recovered material.Where necessary, the mixing equipment shall bespecially adapted to deal with recycling, and any suchadjustments shall be made in accordance with theinstructions of the manufacturer. The equipment, withany necessary adjustments, shall be so designed,equipped and used that the measuring, heating andmixing of the material will give a uniform asphalt mixwhich complies with all the specified requirements inregard to temperatures within the limits necessary forproperly placing and compacting the asphalt inaccordance with the specified requirements. Beforework is commenced, the Contractor shall submit fullparticulars of his mixing equipment to the Engineer.

4205 GENERAL LIMITATIONS ANDREQUIREMENTS AND THESTOCKPILING OF MIXED MATERIAL

(a) Weather conditions

(i) GeneralBituminous material may be mixed and placedonly under favourable weather conditions, andshall not be mixed or placed when rain isimminent or during wet conditions.

(ii) Hot mixes (AC, DBM, LAMBS)The following wind and temperature conditions areregarded as being suitable for paving work with hotmixed material:

While the air temperature is rising, work may beperformed at temperatures of:− 60C with an allowable wind velocity of less than

25 km/h− 100C with an allowable wind velocity of less

than 55 km/h, or for asphalt with a compactedthickness of less than 30 mm with an allowablewind velocity of less than 25 km/h.

With falling air temperatures, work must be stoppedwhen the temperature reaches 60C regardless ofthe wind velocity and may not be restarted beforethe temperature is definitely rising.

(iii) Cold mixes (FBMIX, BEMIX)The Contractor’s attention is drawn to the fact thatcold mixed material is likely to be pervious untilsealed. Damage to unsurfaced layers may occur inwet weather. Due allowance should be provided inthe programme of works during rainy seasons, suchthat exposure of un-sealed layers are kept to aminimum. Time limits for the laying operation aregiven in SUBCLAUSE 4211(b). The time limits areapplicable only in dry weather working conditions.Allowance to weather conditions in the programmeof works may include reduction of these maximumtime limits and/or complete stoppage of the layingoperations in wet weather.

(b) Moisture contentThe mixing and placing of asphalt will not be allowed ifthe moisture content of the aggregate affects the

uniformity of temperature or if free water is present onthe working surface, or when the moisture content ofthe underlying layer, in the opinion of the Engineer, istoo high.

No surfacing shall be placed unless the moisturecontent of the upper 50 mm of the base course is lessthan 50% of the optimum moisture content asdetermined by the Engineer. No overlay shall be placedimmediately after a rainy spell on an existing partlycracked and/or highly permeable surfacing resulting inthe trapping of moisture in the pavement structure. Aminimum delay of 24 hours or such extended period asordered by the Engineer shall apply.

(c) Surface requirements

(i) GeneralAny defects of the surface shall be made good andno bituminous material shall be laid until the surfacehas been approved by the Engineer.

(ii) Correction of base courses, or subbase in the caseof bituminous base course.The base course (after the prime coat has beenapplied) or the subbase, as the case may be, shallbe checked for smoothness and accuracy of grade,elevation and cross section. Any portion of the baseor subbase, as the case may be, not complying withthe specified requirements, shall be corrected withasphalt at the Contractor's own expense, until thespecified requirements are met. The Engineer may,however, in his sole discretion, allow minor surfaceirregularities to remain, provided they can be takenup in the following asphalt layer without adverselyaffecting that layer.

The bituminous material used for the correction ofthe base or subbase, shall be the same mixture asspecified for the surfacing or as directed by theEngineer, and the maximum size of aggregate usedshall be dictated by the required thickness of thecorrection in each case.

Notwithstanding these provisions for the correctionof the base or subbase, the Engineer reserves theright to order the removal and reconstruction of thelayer or of portions of the base and subbase layersnot complying with the specified requirements,instead of allowing the correction of substandardwork with asphalt material.

(iii) Cleaning of the surfaceImmediately before applying the tack coat, or wherethere is no tack coat, before the application of theasphalt, the surface shall be cleaned of all loose ordeleterious material by means of a rotary broom,and hand brooms, compressed air or as required tothe satisfaction of the Engineer.

Where the prime coat (if any) has been damaged. itshall be repaired by hand brushing or sprayingpriming material over the damaged portions.

The prime coat shall be sufficiently dry before thetack coat and/or the asphalt may be applied. TheContractor's programme shall allow for delays thatare a function of the type of prime, rate ofapplication, base porosity and moisture content,and climatic conditions.

The surface texture of the subbase shall be suchthat there is adequate bond between it and thebituminous layer.



(iv) Tack coatWhere required in these Specifications or theSpecial Specifications, or where indicated by theEngineer, a tack coat shall be applied to the surfaceto be paved.

The tack coat shall consist of a stable-gradebituminous emulsion diluted to have a 30% bitumencontent and shall be applied at a rate of 0.55 l/m2 oras directed by the Engineer.

The use of hand operated equipment for theapplication of tack coats shall be at the solediscretion of the Engineer and his approval.

Portions of kerbing and guttering, bridge kerb andrailing which will be exposed, shall be protected interms of SECTION 2300 when the tack coat isapplied.

The tack coat shall not be applied more than 24hours before the paving is done.

(v) Preparation for placing overlaysThe provisions of SECTION 4900 shall apply to anysurface to be covered with overlays. The type oftreatment to be applied, if any, will be specified inthe Special Specifications or instructed in writing bythe Engineer.

(vi) Preparation where asphalt layers are to be widenedor where surfacing over a section of the road widthrequires replacement.

The existing asphalt shall be removed as describedin SECTION 3800, where applicable, or as instructedby the Engineer.

Where a road has to be widened, the overlay shallbe cut back not less than 100 mm from the existingedge. Unless otherwise indicated on the Drawingsor instructed by the Engineer. Asphalt joints maynot fall within a wheel track.

(d) Storage

(i) Hot mixes (AC, DBM, LAMBS)Mixing shall not be allowed to take place more thanfour hours before paving begins unless provisionhas been made for storage. Storage of mixedmaterial will only be permitted in approved hoppers,which are capable of maintaining the temperature ofthe mix uniform throughout. in any case storage willnot be permitted for a period longer than 12 hoursafter mixing, unless otherwise approved by theEngineer.

(ii) Cold mixes (FBMIX, BEMIX)The material for use in Permanent Works shall notbe laid on the same day as it is mixed unlessotherwise approved by the Engineer.

The length of time for mixed material to remain instockpile before laying in Permanent Works shallnot be more than 7 days after mixing. Should theContractor propose to use material which has beenstockpiled for longer than 7 days, then the Engineermay allow a trial section to be constructed if theproposal is to his satisfaction. The Engineer maysubsequently allow the material to be used inPermanent Works if the outcome of the TrialSection is to his satisfaction.

All plant used for stockpiling and transportation ofthe mixture shall have buckets that are cleaned ofall foreign material, fuel, lubricants or othercontamination before use.

4206 PRODUCING AND TRANSPORTING THEMIXTURE

(a) Mixing and storage temperatures of binderBituminous binders shall be stored at temperatures notexceeding those given in TABLE 4206/1 or the SpecialSpecifications, and the aggregate and bituminousbinders shall be heated at the mixing plant to suchtemperatures that the mixed product shall have atemperature within the range given in TABLE 4206/1.

TABLE 4206/1TEMPERATURE RANGES FOR BITUMINOUS BINDERS

Max. storagetemperature ofbinder ( 0C )

Temperaturerange of mix( 0C )

Bitumentype, pen.

gradeOver

24 hrsUnder24 hrs

Continuouslygraded mixes

40/50 pen60/70 pen

145135

175175

140-165135-160

(b) Production of the mixture

(i) Hot mixes using batch plants

(1) Heating the aggregateThe aggregate shall be dried and heated sothat, when delivered to the mixer, itstemperature shall be between O0C and 200Clower than the maximum temperature indicatedin TABLE 4206/1 for the mixture. The moisturecontent of the mix shall not exceed 0.5%.

(2) BatchingEach fraction of the aggregate and binder shallbe measured separately and accurately in theproportions by mass in which they are to bemixed. If filler is used, it shall be measuredseparately on a scale of suitable capacity andsensitivity. The error in the weighing apparatusused shall not exceed 2% for each batch.

(3) MixingThe aggregate, filler and binder shall be mixeduntil a homogeneous mixture is obtained inwhich all particles are uniformly coated. Careshall be taken to avoid excessively long mixingtimes which can cause hardening of the binder.

(ii) Hot mixes using drum-type mixer plantsThe aggregate and filler shall be accuratelyproportioned and conveyed into the drum-mixingunit. The calibrated amount of binder shall besprayed onto the aggregates at the correct positionso that no hardening of the binder shall take place.A homogeneous mixture and uniform coating ofbinder must be achieved and the moisture contentof the asphalt mixture shall not exceed 0.5%. Oncethe final mix temperature has been agreed upon itmay not be altered without the prior consent of theEngineer.

(iii) Cold mixes using stationary, portable or in-situmixing plantMixing of bituminous base for use in PermanentWorks shall only be carried out in a mixing plantapproved by the Engineer and on the basis of anapproved mix design. Any proposed change of mixdesign for use in Permanent Works shall be notifiedto the Engineer for his approval minimum 7 days inadvance of proposed use.

The length of time for storage of additives from themoment of mixing with hot bitumen until mixed with



aggregates shall be limited to maximum 2 hours,unless otherwise approved by the Engineer. Suchapproval shall be subject to proof that adhesionproperties are adequate at the time of mixingbitumen with aggregate.

(c) Transporting the mixtureThe mixture shall be transported from the mixing plantto the Works in trucks complying with the requirementsof CLAUSE 4204. Deliveries shall be made so thatspreading and rolling of all the mixtures prepared for adays run can be completed during daylight, unlessartificial lighting, as approved by the Engineer, isprovided. Any asphalt which has become unusable inthe opinion of the Engineer due to rain or any othercause will be rejected. Hauling over freshly laid materialis not permitted.

(d) (VOID)

(e) Recycled asphaltThe provisions of SUBCLAUSES 4206(a) to 4206(d) shallapply with changes as required.

At least four weeks before paving with recycled materialwill commence, the Contractor shall submit to theEngineer full particulars regarding the recyclingmethods he intends to use.

Where recovered asphalt material is taken from astockpile, it shall be done by excavating from the pileover its full depth. Where segregated material is fed intothe mixing plant, the Engineer will have the right toorder the work to cease and to instruct the Contractor toremix the stockpile, retest the mixed material andredesign the asphalt mixture all at his own cost.

4207 SPREADING THE MIXTURE

(a) General

(i) The paver, generalThe paver shall be kept in good working order, andadjustment of the screed tamping bars, feedscrews, hopper feed, etc, shall be checkedfrequently to ensure uniform spreading of the mix. Ifsegregation or other imperfections occur, thespreading operations shall immediately besuspended until the cause is determined andcorrected.

The mixer capacity and the operating speed of thepaver are to be so co-ordinated as to ensurecontinuous laying and to avoid intermittent stoppingof the paver.

Unless otherwise stated in the SpecialSpecifications the paver shall be equipped toprovide automatic control of levels and crosssection. In the case of asphalt base construction,automatic control shall be run off guidewires and inthe case of surfacing and overlays skids orguidewires shall be used.

(ii) WorkmanshipThe bituminous layer shall be laid and compacted inone or more layers giving a total thickness asspecified.

The addition and removal of material behind thepaver shall normally not be allowed and the pavershall be capable of spreading the mixture to thecorrect amounts that will provide the requiredcompacted thickness and surface evenness withoutresorting to spotting, picking-up or otherwiseshifting or disturbing the mixture.

Repairs to joint and isolated surface irregularitiesmay be carried out by hand or other suitablemethods at a thickness other than the above,subject to approval of the Engineer.

On restricted areas, inaccessible to the pavingequipment used, the mixture may be placed byhand or other means to obtain the specified results.Paving shall be carried out in a manner which willavoid segregation and which will allow control oflevels.

Paving shall be carried out with good workmanshipfor such operations. This requirement includes, butis not restricted to, particular attention to thefollowing:− paving shall commence at the bottom of the

grades and the lower edges of superelevatedcurves

− paving shall be done upgrade on gradessteeper than 5%

− the paver shall be operated in a manner thatprovides the maximum possible degree ofcompaction exerted by the screed, evenlydistributed across and along the layer.

− spreading shall be so arranged that longitudinaljoints do not coincide with joints in lower layersof asphalt base or surfacing.

(iii) Base course thickness paved in one operationBase course with a compacted thickness greaterthan 100 mm may only be placed to its fullthickness in one layer if site trials show thatsatisfactory finish, evenness and compaction of thefull thickness can be achieved and the result is tothe satisfaction of the Engineer.

(iv) Base course thickness, first layerNo bituminous base course material shall be placedas the first layer of the base course in a compactedthickness less than 60 mm or less than three timesthe aggregate’s maximum particle size, whicheveris smaller, for materials other than LAMBS. LAMBScan be placed at 2 times the maximum aggregatesize.

(v) Base course thickness, following layersFollowing layers to be placed on freshly laidbituminous base course layers may be placed in acompacted thickness less than the above subject tosatisfactory results of site trials and on approval ofthe Engineer, but not less than twice the maximumaggregate size for materials other than LAMBSwhich can be placed at 1.5 times the maximumaggregate size under similar conditions.

(vi) WeatherPaving shall stop when rain is imminent andcompaction of all laid material shall be completedimmediately.

(vii) Hot mixes, special requirementsThe temperature of hot mixtures shall be controlledby measuring in a random pattern in the truckimmediately before emptying, and shall not be morethan 100C below the minimum temperaturespecified for mixing in TABLE 4206/1.

(viii) Cold mixes, special requirementsNo cold mixed bituminous base course materialshall be laid unless the moisture content is withinthe specified limits. Should the moisture content ofstockpiled materials fall outside these limits, theContractor may propose methods to bring themoisture content back to comply with therequirements. The Engineer may then allow a TrialSection as described in CLAUSE 4210 to beconstructed if the proposal is to his satisfaction. The



Engineer may subsequently allow the material to beused in Permanent Works if the outcome of theTrial Section is to his satisfaction.

(b) OverlaysIn the case of overlays, guide wires will be requiredduring the placing of the mix if so specified in theSpecial Specifications. In all cases, including levellingcourses, the paver shall be provided with skid beamswith electronically controlled equipment which canensure a constant crossfall and can even out localirregularities.

(c) Restricted areasBituminous material shall be placed in restricted areaswith the aid of smaller specially equipped pavers, handtools, or other approved equipment. The spaceconcerned shall be properly filled with asphalt, withoutleaving any gaps between the fresh asphalt andexisting pavement layers.

All the relevant provisions in regard to temperature, mixcomposition, uniformity, etc, shall remain applicable, butlayer thickness and control shall be such that therequirements for compaction and surface tolerancescan still be attained where bituminous material is laid inrestricted area.

(d) Recycled asphaltThe provisions of SUBCLAUSES 4207(a) to 4207(c) shallapply with changes as required to recycled asphalt.

Where the average thickness of a completed asphaltlayer exceeds the specified thickness, and/or recoveredasphalt has been wasted indiscriminately, and, if in theopinion of the Engineer it has resulted in a deficiency ofrecovered material, the Contractor shall supplementsuch deficiency at his own cost with a quantity of similaror better material equal to the quantity wasted, asdetermined by the Engineer.

4208 JOINTSAll joints between adjacent sections of the work shall bemade by cutting back the layer against which thematerial is to be placed unless otherwise approved bythe Engineer. All loose and incompletely compactedmaterial shall be removed. A cutting wheel shall beused for cutting longitudinal joints.

Joints shall be either at right angles or parallel to thecentre line, and joints in the final layer of the surfacingshall, where possible, correspond with the lanemarkings. Joints in lower layers shall be offset not lessthan 150 mm on either side of the edges of the trafficlanes.

Before a new layer is placed next to an existing layer,the cut edge of the existing layer shall be painted with acoat of bituminous emulsion of the same type andapplication rate as used for the tack coat.

Joints shall be neat and shall have the same textureand density as the remainder of the asphalt course. Alljoints shall be marked out with chalk lines prior tocutting.

The outside edges of the completed asphalt courseshall be trimmed along the shoulder, and parallel to thecentre line, to give a finished width, as shown on theDrawings, within the tolerances specified.

Any fresh mixture spread accidentally onto existingwork at a joint shall be carefully removed by brooming itback with stiff brooms onto the uncompacted work, soas to avoid the formation of irregularities at the joint.Whenever the paving operation is stopped due to lackof mixture, the Contractor shall form a proper joint asspecified above, if so directed by the Engineer.

4209 COMPACTIONThe mix shall be rolled as soon as possible after it hasbeen laid by vibratory, steelwheel and pneumatic-tyredrollers in a sequence predetermined and approvedduring the laying of trial sections. Such rolling shallcommence and be continued only for so long as it iseffective and does not have any detrimental effect. Theuse of pneumatic-tyred rollers for continuously-gradednon-homogeneous modified binders shall be assessedin the trial section.

As many rollers shall be used as are necessary toprovide the specified pavement density and therequired surface texture. During rolling of surfacingonly, the roller wheels shall be kept moist with onlysufficient water to avoid picking up the material.

After longitudinal joints and edges have beencompacted, rolling shall start longitudinally at the sidesand gradually progress towards the centre of thepavement, except on superelevated curves, or wherethe area to be paved has a straight cross-fall, whenrolling shall begin on the low side and progress to thehigher side, uniformly lapping each preceding track,covering the entire surface. During breakdown rolling,the rollers shall move at a slow but uniform speed (notto exceed 5 km/h) with the drive roller nearest thepaver, unless otherwise specified on account of steepgradients.

No movement of the asphalt layer shall occur understeel wheel rollers once the asphalt temperature hasdropped to below 1000C. Three-wheeled steel rollers,with large diameter rear wheels are preferable totandem rollers and may be used in conjunction withpneumatic tyred rollers, provided pick-up of the asphalton the wheels does not occur.

The sequence of rollers used in compaction is at thediscretion of the Contractor provided the completedpavement shall have a density as measured onrecovered core equal to or greater than 96% Marshalldensity determined as described in CML test 3.18 orequivalent.

The Contractor shall utilise a calibrated nuclear gaugefor process control during compaction operations.Notwithstanding this requirement, the acceptancecontrol carried out for compaction by the Engineer, shallstill be based on cores taken from the compacted layer.

The nuclear device shall:− be operated by a suitably trained technician.− comply with all the safety regulations of the relevant

regulatory Authority.− be certified to be suitably calibrated.

The portion of trial section having the desired surfacetexture shall be designated as a reference for what isrequired in the permanent work.

The following requirements shall apply to rolling andcompacting generally:− The material shall not be excessively displaced in a

longitudinal or transverse direction especially whenchanging gears, stopping or starting rollers.

− No cracks or hair cracks shall be formed and thebond with the underlying layer shall not be broken.

− The density shall be uniform over the whole area ofthe layer and extend over the full depth of the layer.

− Rollers shall not be left standing on the asphaltlayer before it has been fully compacted.

− In restricted areas where the specified rollerscannot be used, compaction shall be carried outwith hand-operated mechanical compactionequipment or approved smaller vibratory rollers.The prescribed density requirements remain



applicable throughout, over the full layer thickness,irrespective of the method of compaction.

The provisions of CLAUSE 4209 shall apply withchanges as required, and with the approval of theEngineer, to recycled asphalt.

4210 LAYING TRIAL SECTIONSA trial section of minimum 50 m length shall beconstructed prior to the use of any new mix design,when there are changes in the type or numbers ofconstruction plant, or as required by the Engineer. TheTrial Section shall demonstrate that the materials, plantand procedures proposed are adequate to achieve abituminous base layer in accordance with theSpecifications and to the satisfaction of the Engineer.

Any bituminous material laid in a trial area that formspart of the Permanent Works and subsequently foundunacceptable, shall be removed or made good tocomply with the Specifications.

The Engineer may require a number of different bindercontents, and a number of different moisture contents inthe case of cold mixed material, to be incorporated inone such trial section to verify the laboratory designrecipe.

The specified requirements shall include dynamic testresults obtained from briquettes prepared from materialobtained in a stratified randomly sampled manner at themanufacturing plant or behind the paver as directed bythe Engineer and/or cores extracted from the completedtrial section and in locations determined in a stratifiedrandomly sampled manner.

A period of 10 days shall be allowed to verify dynamictest results unless otherwise specified in the SpecialSpecifications.

Only when such a trial section has been satisfactorilylaid and finished, and complies with the specifiedrequirements will the Contractor be allowed tocommence with construction of the permanent work.

If the Contractor should make any alterations in themethods, processes, equipment or materials used, or ifhe is unable to comply consistently with theSpecifications, the Engineer may require that furthertrial sections be laid before allowing the Contractor tocontinue with the permanent work. Any work that doesnot comply with the Specifications shall be removed ormade good to comply with the Specifications to thesatisfaction of the Engineer.

The trial sections shall be laid where indicated by theEngineer. The Contractor shall prepare the surface onwhich to lay the trial section and shall also, if requiredby the Engineer, remove the trial section aftercompletion and restore the surfaces on which it wasconstructed, at his own cost.

No payment shall be made for trial sections and theContractor must allow for all costs in his rates.

4211 PROTECTION AND AFTERCARE

(a) GeneralThe Contractor shall protect the bituminous basecourse and asphalt surfacing from all damage until thework is finally accepted by the Employer and he shallmaintain the surfacing work until the issue of the takingover certificate. Any damage occurring to the completedbase or surfacing, excepting fair wear and tear onsurfacing during the defect liability period, or anydefects which may develop due to faulty workmanship,

shall be made good by the Contractor at his ownexpense and to the satisfaction of the Engineer.

(b) Special requirements for cold mixed basecourse material

Traffic can under normal dry conditions be allowed onthe fresh layer immediately after the compaction iscompleted unless otherwise directed by the Engineer.

Where the base course is placed in more than onelayer, no more than 7 days shall elapse betweencompletion of consecutive layers. No more than 14days shall elapse from completion of the base courseuntil the surface dressing is constructed.

The time limits in the above paragraph are applicableonly in dry weather working conditions. TheContractor’s attention is drawn to the fact that thematerial is likely to be pervious until sealed. Damage tounsurfaced layers may occur in wet weather. Dueallowance should be provided in the programme ofworks during rainy seasons, such that exposure of un-sealed layers are kept to a minimum. This may includereduction of the above maximum time limits and/orcomplete stoppage of the laying operations in wetweather.

If the times specified above are not adhered to theContractor shall place tack coat or priming inaccordance with this Specification on approval of theEngineer without additional costs to the Employer.Approved crusher dust or clean sand shall at noadditional costs to the Employer be evenly spread at arate of 0.005 m3/m2 immediately following the sprayingof tack coat. Notwithstanding the above, construction ofconsecutive layers or surface dressing shall not beunduly delayed. In no case shall more than 90 dayselapse since completion of the previous layer.

4212 CONSTRUCTION TOLERANCES ANDFINISH REOUIREMENTS

(a) Construction tolerancesConstruction tolerances and finish shall meet allrelevant requirements in CLAUSE 7300. The ridingquality of the final layer shall be to the satisfaction of theEngineer.

(b) GradingsThe combined aggregate and filler grading shall notdeviate from the approved target grading for theworking mix by more than that given in TABLES 4212/2and 4212/3 respectively for Asphalt Concrete surfacingand bituminous base course materials.



TABLE 4212/2AGGREGATE AND FILLER GRADING FOR ASPHALT

CONCRETE SURFACING

Size of aggregate:Material passingthrough thefollowing sieves

(mm)

Permissibledeviation from theapproved targetgrading

37.5282014106.35

2.001.180.6000.3000.1500.075

± 4.0± 4.0± 5.0± 5.0± 5.0± 5.0± 4.0± 4.0± 4.0± 4.0± 3.0± 1.5

TABLE 4212/3AGGREGATE AND FILLER GRADING FOR BITUMINOUS BASE

COURSE MATERIALS

Permissible deviation from theapproved target grading

Size ofaggregate:Materialpassingthrough thefollowingsieves (mm)

Individualsample

Average ofthreeconsecutivesamples

Sieve 5 mmand larger ± 15 ± 10

Sieve smallerthan 5 mm andlarger than0.075 mm

± 10 ± 5

Sieve smallerthan 5 mm andlarger than0.075 mm

± 4 ± 2

(c) Binder content

(i) Hot mixed materialThe binder content shall be controlled to complywith the limits given in SECTION 7200.

(ii) Cold mixed materialThe maximum accepted deviation in bitumencontent of cold mixed bituminous base coursematerial compared to that of the approved MixDesign is given in TABLE 4212/4.

TABLE 4212/4AGGREGATE AND FILLER GRADING FOR COLD MIXED

BITUMINOUS BASE COURSE MATERIALS

Size ofsample,number oftests (no)

Max. deviationof sampleaverage fromthe specifiedbitumencontent (in %bitumen)

Max. deviationof any singlevalue from thespecifiedbitumencontent (in %bitumen)

5 or less678910 or more

0.300.280.260.240.220.20

0.700.680.660.640.620.60

4213 TESTING

(a) SamplingAll sampling and testing shall be carried out inaccordance with sampling and testing standards laiddown in the standards of the Central MaterialsLaboratory or equivalent approved by the Engineer, andshall be carried out to adequately show compliance withthe Specifications.

Testing shall be carried out by the Contractor at the sitelaboratory or an external laboratory approved by theEngineer. All operations of the testing shall be availablefor inspection by the Engineer at all times and theContractor shall give notice well in advance of all testingas required by the Engineer. All test results shall at alltimes be available to the Engineer.

All test results representative for Permanent Worksshall meet the relevant requirements in theSpecifications within the tolerances specified and shallbe approved by the Engineer.

(b) Coring of asphalt layersThe Contractor shall provide suitable coring machinescapable of cutting 100 mm diameter cores from thecompleted asphalt layers. The Contractor will be paid inaccordance with the relevant pay item for cutting coresordered by the Engineer. The cost of extracting coresfor process control shall be included in the Contractor'sprices for the construction of asphalt pavement layersand will not be paid for separately.

All core holes shall be neatly repaired with asphalt andcompacted to the specified density. The cores shall befilled with the same mix as used for the layer tested.

(c) Laboratory testingTesting shall be carried out by the Contractor at the sitelaboratory or an external laboratory approved by theEngineer. All operations of the testing shall be availablefor inspection by the Engineer at all times and theContractor shall give notice well in advance of all testingas required by the Engineer. All test results shall at alltimes be available to the Engineer.

All test results representative for Permanent Worksshall meet the relevant requirements in theSpecifications within the tolerances specified and shallbe approved by the Engineer.


ITEM UNIT

42.01 BITUMINOUS BASE COURSE:

(a) HOT MIX (STATE TYPE, MAXIMUM

COMPACTED THICKNESS, TYPE OF

BITUMEN AND MAXIMUM SIZE OF

AGGREGATE)

CUBIC METRE

(m3)

(b) COLD MIX (STATE TYPE, MAXIMUM



AGGREGATE)

CUBIC METRE

(m3)

(c) BITUMEN FOR BITUMINOUS BASE

COURSE MIXES (STATE TYPE OF

BITUMEN)

TONNES (t)

(d) PENETRATION MACADAM (STATE

TYPE OF BITUMEN AND MAXIMUM

SIZE OF AGGREGATE)

(i) MAIN FRACTION OF

AGGREGATE (STATE MAXIMUM

SIZE)

CUBIC METRE

(m3)

(ii) AGGREGATE KEY STONE

(STATE MAXIMUM SIZE)CUBIC METRE

(m3)



(iii) BITUMINOUS MIX INSTEAD OF

KEY STONE (STATE MATERIAL

TYPE AND MAXIMUM SIZE)

CUBIC METRE

(m3)

(IV) BITUMEN FOR PENETRATION

(STATE TYPE), MEASURED AT

SPRAYING TEMPERATURE

LITRES (l)

ITEM UNIT

42.02 ASPHALT CONCRETE

SURFACING:

(a) ASPHALT CONCRETE SURFACING

(STATE TYPE OF BINDER AND

MAXIMUM SIZE OF AGGREGATE)

CUBIC METRE

(m3)

(b) BITUMEN FOR ASPHALT

CONCRETE SURFACING (STATE

TYPE OF BITUMEN)

TONNES (t)

The unit of measurement for bituminous mixes shall bethe cubic metre constructed to the thickness specified,compacted on the road as specified, calculated as theproduct of the length instructed to be laid and thecompacted cross-sectional area shown on the Drawingsor instructed by the Engineer.

The binder for asphalt concrete surfacing is paid forseparately for material produced and placed asspecified and accepted by the Engineer. The quantitycalculated from the recipe of the mix design, at Marshalldensity, shall be used in the calculation of the binderquantity. A new mix design and recipe shall beprepared if, in the opinion of the Engineer, this iswarranted due to significant variations in mix density orother material properties

The bid rate for bituminous mixes shall include forprocuring, preparing the surface to the satisfaction ofthe Engineer, providing, heating, drying or adding wateras required, mixing, transporting, laying and compactingthe mix in accordance with the Specifications and to thesatisfaction of the Engineer. The rate shall also includefor process control testing, protecting and maintainingthe work as specified.

No payment will be made for material wasted.

ITEM UNIT

42.03 TACK COAT OF 30% STABLE

GRADE BITUMEN EMULSION

LITRE (l)

The unit of measurement shall be the litre of 30%stable-grade bitumen emulsion applied as specified.The bid rate shall include for the cleaning the surface tothe satisfaction of the Engineer, procuring, furnishingand application of the material as specified.

ITEM UNIT

42.04 ADDITIVES (STATE

TYPE)KILOGRAMME

(kg)

Additives except binder, aggregate, filler or water shallbe paid for separately where these are specified orinstructed by the Engineer. The quantity shall becalculated as the kilogram used in accordance with therecipe of the mix design, on approval of the Engineer.




SECTION 4300: GENERALREQUIREMENTS FOR SEALS


4301 SCOPE 4000-224302 MATERIALS 4000-224303 PLANT AND EQUIPMENT 4000-254304 GENERAL LIMITATIONS AND

REQUIREMENTS 4000-264305 HEATING AND STORAGE OF

BITUMINOUS BINDERS 4000-274306 STOCKPILING OF AGGREGATE 4000-284307 CONSTRUCTION OF SEALS 4000-284308 RATES OF APPLICATION 4000-294309 (VOID) 4000-304310 DUST CONTROL 4000-304311 OPENING TO TRAFFIC 4000-304312 DEFECTS 4000-304313 MAINTENANCE 4000-304314 TOLERANCES AND FINISH

REQUIREMENTS 4000-314315 MEASUREMENT AND PAYMENT 4000-31

4301 SCOPEThis Section covers the materials, construction plant,construction and requirements common to theconstruction of all seals detailed in these Specifications.

4302 MATERIALS

(a) Bituminous binders

(i) Conventional bituminous bindersBituminous binders shall comply with the followingspecifications or suitable equivalent:

Type of binder Specification

Penetration gradebitumen:


Cutback bitumen: AASHTO designationM82-75

Bitumen emulsions,anionic:


Bitumen emulsions,cationic:


Invert bitumenemulsion:

SABS 1260

The type and grade of bituminous binder to be usedshall be as specified under the appropriate SECTION

of these Specifications for each type of bituminousseal, or in the Special Specifications.

(ii) Non-homogeneous (heterogeneous) modifiedbindersThe bitumen-rubber binder shall comply with thefollowing requirements:

(1) Base bitumenThe bituminous binder used in the production ofthe bitumen-rubber shall be a 60/70, 80/100 or150/200 penetration-grade bitumen respectivelythat complies with the requirements of AASHTOM20-70 or equivalent, or a blend of any two or

all three grades to provide a product with therequired viscosity properties.

(2) RubberThe rubber shall be obtained by processing andrecycling pneumatic tyres. It shall be pulverised,free from fabric, steel cord and othercontaminants. A maximum of 4% by mass offine particle size calcium carbonate, or talc,may be added to the rubber crumbs to preventthe rubber particles from sticking together. Atthe time of use the crumbs shall be free flowingand dry and comply with the requirements ofTABLE 4302/1.

TABLE 4302/1RUBBER CRUMBS

Sieve analysis:Sieve size(mm)

Percentagepassing by mass

TestMethod

1.180.600.075

10040-700-5

BR6T(Sabita) *)

Other requirements:Natural rubberhydro-carboncontent

30% (minimum)BS 903Parts B11and B12

Fibre length 6 mm (maximum) -Relativedensity (kg/m3)

1100-1250 BR9T(Sabita)

(3) Extender oilsThe extender oil shall be a petroleum derivedmaterial of high aromaticity and shall complywith the requirements of TABLE 4302/2.

TABLE 4302/2EXTENDER OILS

Property RequirementsFlash point% by mass of saturated

hydrocarbons% by mass of aromatic,

unsaturated hydrocarbons

1800C

25% (max)

50% (min)

(4) DilutentThe dilutent shall be a distillate of hydrocarbon.

(5) Bitumen-rubber blendThe bitumen-rubber blend, including extenderoil and/or dilutent, it necessary, shall complywith the requirements of TABLE 4302/3.

TABLE 4302/3BITUMEN-RUBBER BLEND

Property Requirements% rubber by mass of total blend% extender oil by mass of total

blend% of dilutent by mass of total

blendBlending/Reaction temperatureReaction time

20%-24%

6% (max)

7% (max)1700C – 2100C0.5 - 2 hours

Prior to commencement of the work, thesupplier shall state in writing the percentage ofrubber and the blending/reaction temperaturehe intends to use for his specific product. Theactual percentage of rubber shall not deviate bymore than 1.0% from the stated value and the



actual reaction temperature shall not deviate bymore than 10% from the stated value.

A continuous record of both percentage rubberadded and reaction temperatures shall be kepton site by theContractor.

The bitumen-rubber binder shall comply withthe requirements of TABLE 4302/4.

TABLE 4302/4BITUMEN-RUBBER BINDER

Property Requirements Test Method(or equivalentmethod onapproval ofthe Engineer)

Minimumcompressionrecovery:

after 5minutesafter 1 hourafter 4 hours

70%70%48-55%

BR3T (Sabita)

Ring-and-ballsoftening point

minimum550C

CML Test 3.6

Resilience 13%-35% BR2T (Sabita)Dynamicviscosity(Haake at1900C)

20 35 cPas BR5T (Sabita)

Flow (mm) 20 – 75 BR4T (Sabita)

The Contractor shall provide the Engineer withtime-temperature ratios in regard to the aboveproperties of his specific product before workmay start in order to determine the final processand the acceptance limits.

The methods of testing bitumen-rubber materialhave been published in Manual 3 of theSouthern African Bitumen and Tar Association(SABITA).

If a supplier uses a dilutent, an ageing test maybe required in which the binder is placed in anoven for 5 hours at 1500C, after which time itshall comply with the above Specifications.

The Contractor shall provide the performancerecord for three recent projects of the materialshe intends to use in order to assess thesuccessful use of the materials. The informationshall include mean values obtained for theprescribed tests as well as any relevantcomments. This information shall be submittedat bidding stage.

(iii) Non-homogeneous modified bindersIf non-homogeneous modified binders are required,they shall comply with the requirements in theSpecial Specifications.

(iv) Homogeneous cold applied modified bindersIf any polymer other than the elastomer polymersstyrene-butadiene rubber (SBR) or styren-butadiene-styrene (SBS) is required for themanufacture of cationic modified bitumen emulsionsit shall comply with the requirements in the SpecialSpecifications.

Where applicable the following details will beindicated in the Special Specifications:(1) Type elastomer polymer

SBR or SBS. Unless otherwise specified SBRshall be used for bidding purposes.

(2) Grade base bitumen80/100 penetration grade or 150/200penetration grade. Unless otherwise specified80/100 penetration grade road grade shall beused for bidding purposes.

(3) Modified binder content65% or 70%. Unless otherwise specified 65%shall be used for bidding purposes.

The aforementioned components together withpolymer content will dictate the attributes attainable.

Unless otherwise specified, the properties ofcationic modified bitumen emulsion containing SBRor SBS solids shall comply with the requirements inTABLE 4302/5.

A volatile solvent flux content of up to 3% mass bymass of the bitumen may be added to enhanceemulsion performance with regard to prevailingclimatic conditions. Any expected change tospecified values shall first be discussed with theEngineer prior to the addition of any such enhancer.

The properties of the recovered modified bitumenusing a rotary vacuum evaporation method orsimple evaporation method as described in CLAUSE

7108 shall be required to comply with therequirements of TABLE 4302/6.

If there is any discrepancy in the test results onrecovered modified binder, then the results onrecovered binder obtained from the rotary vacuumevaporation method shall be binding.

(v) Homogeneous hot-applied modified binders(summer grades)The requirements for any polymer other than thegeneric types listed in TABLE 4302/7 used for themanufacture of homogeneous hot-applied modifiedbinders will be indicated in the SpecialSpecifications. Where applicable the followingdetails will be indicated in the SpecialSpecifications:

(1) Generic type (plastomer or elastomer) and typepolymer.

(2) Grade base bitumen (80/100 or 150/200)required. The aforementioned componentstogether with polymer content will dictate theattributes attainable.

(vi) Homogeneous hot-applied modified binders (wintergrade)Where applicable the requirements forhomogeneous modified binders (winter grade) willbe specified in the Special Specifications.

(b) AggregatesThe aggregate shall consist of approved crushed stoneor natural material complying with the relevantrequirements set out for each type of seal and thegrading, flakiness index and hardness and soundnessshall be as specified for each nominal size of stone.



TABLE 4302/5CATIONIC MODIFIED BITUMEN EMULSION

Polymermodifier

Requiredproperties,grade of basebitumen

Minimummodifiedbindercontent (%)

Minimumviscosity at 500C SayboltFurol (sec.)

Maximumresidue onsieving(g/100ml)

Particlecharge

Sediment-ation after60 rotations

SBR 80/100150/200

7065

8070

0.250.25

PositivePositive

NilNil

SBS 80/100150/200

7065

8050

0.250.25

PositivePositive

NilNil

Test Method - ASTM D244 ASTM D244 SABS 548 SABS 548 SABS 548

TABLE 4302/6RECOVERED MODIFIED BITUMEN

Required properties Elastic recovery (%)Polymermodifier Grade of

basebitumen

Mini-mumSoften-ingpoint (0C)

Minimumdynamicviscosity at1350C (Pa.s)

Mini-mumductility at100C (mm)

at 50C (%) at 500C(%)

SBR 9090

100100

SBS 80/100150/200

6047

1.21.0

500500

5560

9090

100100

Test Method - ASTM D36 ASTMD4402

DIN 52013 DIN 52013 DIN 52013 TMHmethodB11

Note: Modified binder is bitumen plus polymer. The dust content criteria shall be according to TABLE 4302/8 grade 2 stone forthe adhesion test.

TABLE 4302/7HOT-APPLIED MODIFIED BINDERS, REQUIRED PROPERTIES

Required propertiesMinimumadhesion

Genetic type ofmodified binder Grade of

basebitumen

MinimumSofteningpoint (0C)

Minimumdynamicviscosityat 1350C(Pa.s)

Minimumductilityat 10 0C(mm)

Minimumelasticrecovery100C (%)

Maximumstabilitydifference(0C)

at 50C(%)

at 500C(%)

Plastomerpolymer(EVA)

150/200 48 0.5 300 45 2 90

Elasto-merpol-ymer

SBRSBSSBRSBS

80/10080/100150/200150/200

47494547

1.01.00.50.5

1000500

1000500

55605560

2222

90909090

100

100TestMethod

- - ASTMD36

ASTMD4402

DIN 52013 DIN 52013 DIN 52013 TMH 1 MethodB11

(c) Slurry

(i) Filler for slurryOrdinary Portland cement shall comply withAASHTO M85-98 or equivalent and Portland blast-furnace cement (PBFC) with the requirements ofAASHTO M240-97 or equivalent.

Road lime shall comply with the requirements ofAASHTO M216-92, or equivalent (Lime for SoilStabilisation). Only one of the above materials shallbe used throughout, in order to prevent undesirablecolour differences in the surface.

(ii) Immersion indexThe immersion index of briquettes made with slurryaggregate and penetration-grade bitumen at thespecified net bitumen content for the slurry shall benot less than 75.

(d) Hydrophilic aggregatesWhere hydrophilic or other aggregates which maycause problems are encountered, the Engineer mayorder that the stone chips be precoated, as describedbelow, or that a fog spray be applied, as specified inSUBCLAUSE 4403(e).

(e) Precoating

(i) Precoating of aggregate for stockpiling or forimmediate useThis method may be used for aggregate intendedfor immediate use or for stockpiling.

The untreated stockpile of aggregate shall bethoroughly sprayed with water, which shall beallowed to drain off. The damp aggregate shall thenbe loaded into the bucket of a front-end loader and10 to 15 litres per m3 of an approved precoatingfluid shall be sprayed evenly over the aggregate bymeans of a watering can.

The wetting agent approved by the Engineer shallbe added to the precoating fluid at a rate of 0.5% ofthe volume of precoating fluid.

The mixture of aggregate and precoating fluid shallthen be dumped on a site prepared as specified inCLAUSE 4306. This process shall be repeated until astockpile of approximately 15 m3 to 20 m3 has beenbuilt up.



This stockpile shall then be turned over with thefront-end loader until the aggregate is uniformlycoated with the precoating fluid. Three completeturnings of the stockpile may be required.

The time between the precoating and the placing ofthe aggregate shall not exceed the time given in theSpecial Specifications or agreed on by the Engineerand the Contractor. Before the aggregate is usedthe precoating fluids shall have set or driedsufficiently in the opinion of the Engineer.

All aggregates used with hot-applied homogeneousand non-homogeneous modified binders, shall beprecoated.

(ii) Precoating constraintsNo precoating shall be applied where emulsionbinders are used unless specifically specified orordered by the Engineer.

4303 PLANT AND EOUIPMENT

(a) GeneralAll plant and equipment used on the Works shall be ofan adequate rated capacity and in a good workingcondition.

All plant and equipment that will be operated on theroad during construction of the seal shall be free fromany binder, fuel or oil leaks. and no refuelling orservicing of any equipment will be allowed to take placewhile such equipment is on the road.

(b) Binder distributors

(i) GeneralThe binder distributor shall comply with all theprovisions of CLAUSE 4103.

(ii) Non-homogeneous modified binderThe binder distributor used for non-homogeneousmodified binder shall be adapted to spray therubber modified binder satisfactorily. The Contractorshall provide proof by way of a test on the site thatthe binder distributor has sufficient reserve power tomaintain the required constant speed up thesteepest incline to which spray has to be applied,and to obtain a uniform distribution of the mix. Theoptimal spray-bar level shall be determined duringtesting, and the spray-bar level shall be adjustedaccordingly before each spray. The unevenapplication of binder will be unacceptable. Inaddition to the requirements of CLAUSE 4103 theequipment shall be capable of heating the binder to2100C.

(c) Chip spreadersThe chip spreaders shall be capable of spreading stoneof the specified size uniformly over widths varyingbetween 2.4 m and 4 m and shall be capable ofadjustment to permit variation of the rate of applicationwithin the specified tolerances, and uniform spreadingin both the transverse andlongitudinal directions.

At least two chip spreaders shall be provided, one ofwhich shall be self-propelled.

Spreaders which are not self-propelled, shall be of atype that can be attached quickly to the rear of trucks,and operated while backed over the stone chippingsbeing spread.

(d) RollersSufficient operational rollers of each of the followingtypes shall be available on the Works to maintain therequired tempo of work:(i) Pneumatic-tyred rollers

Pneumatic-tyred rollers shall be of a self-propelledtype equipped with smooth flat profile pneumatictyres of uniform size and diameter. The mass of theroller shall not be less than 20tonnes (unloaded).

The rollers shall be equipped with suitable devicesfor keeping the wheels wet and clean duringoperation.

The wheels of the roller shall be so spaced that onepass of the roller will provide one completecoverage equal to the rolling width of the machine.The total operating mass and tyre pressure may bevaried by the Engineer at his discretion. Individualtyre pressures shall not differ by more than 35kPafrom one another.

(ii) Rubber-soled steel-wheeled rollersRubber-soled steel-wheeled rollers shall be self-propelled, and have a mass of between 6 and 8tonnes. It shall be equipped with suitable devicesfor cleaning and moistening the wheels. The wheelsof the roller shall be so arranged as to give onecomplete coverage, by one passage of the roller,over a width equal to the rolling width of the roller.

(iii) Steel-wheeled rollersSteel-wheeled rollers shall be self-propelled three-wheel or tandem rollers of between 6 and 8 tonnesmass and shall be equipped with suitable devicesfor cleaning and moistening the wheels. The massof the roller required shall be determined by theEngineer. No steel-wheeled rollers shall be usedwithout the consent of the Engineer.

(iv) Additional requirementsThe type and number of rollers shall be subject tothe approval of the Engineer for each type of sealand the proposed programme.

No seal work shall continue if the required rollersare not on site or in an operational condition.

(e) Brooms

(i) Drag broomThe drag broom shall be of a size, type and masswhich will enable the chips to be distributed evenlyover the surface without dislodging any chips fromthe binder.

(ii) Rotary broomAn approved rotary broom, complete with towingvehicle fitted with smooth pneumatic tyres, shall beavailable at all times on the Works.

(f) Mixer for slurryA mobile mixer of a type approved by the Engineer shallbe provided. It may be either a batch mixer or acontinuous type mixer. The paddles of the mixer shallbe so designed as to ensure a complete blending of theconstituents of the slurry.

For the rapid setting slurry types, the mixing andapplication of the slurry shall be done by a mixerdesigned to provide a rapid mixing time, and sufficientagitation within the spreading system to preventsegregation or premature hardening. The mixer shall becapable of continuous mixing and application.

The purpose designed mixer for continuous type mixingof either conventional or rapid setting slurries, shall be



equipped with precise metering systems to enable thevarious constituents to be combined continuously to theprescribed formulation.No central mixing plant will be allowed. Details of thetype of mixer shall be submitted in advance of actualconstruction, for approval by the Engineer.

(g) Loader for slurryA loader, or equivalent capacity labour force where sorequired in the Special Specifications, compatible withthe needs and capacity of the mixer unit shall beavailable at the stockpiling site.

(h) Spreader box for slurryThe type of spreader box used for spreading the slurryshall be submitted to the Engineer, in advance, forapproval. The spreader box for rapid setting slurry shallbe of a proven and approved type, fitted with a provenand approved device to ensure sufficient agitationwithin the spreader system.

The spreader box shall be so constructed as todistribute the weight onto metal skids in such a way thatno damage shall be done to the surface when the box isin operation.

Soft rubber belting shall be attached to the framework insuch a manner as to prevent slurry from being spilt pastthe sides of the spreader box when the box is inoperation.

The spreader box shall be capable of spreading auniform application of the slurry in adjustable widthsfrom 1.5 m to 4 m, at specified rates, and it shall haveefficient mechanical means of adjusting the rates andwidths of application specified.

(i) Precoating plantThe precoating of chips may be done in any suitableplant capable of uniformly coating the chips.

(j) Mass-measuring deviceWhere payment per tonne is specified, the Contractorshall keep available on the site as directed by theEngineer, a suitable gauged mass-measuring device.The device shall be provided with a printer for printingthe mass, the time and date. The printed data shall besubmitted to the Engineer on a daily basis.

(k) Miscellaneous equipmentSufficient equipment for handling and haulingaggregate, binder and slurry, and blending units fornon-homogeneous modified binders, shall be providedto ensure prompt and continuous placing andapplication of bituminous materials as specified. TheContractor shall have available all the necessaryancillary equipment and hand tools to carry out the workefficiently.

Suitable fire-fighting equipment for dealing with bitumenfires shall be available on site, together with suitablefirst aid equipment for dealing with bitumen burns.(Refer to Sabita Manual 8 : Bitumen Safety Handbook.)

The Engineer shall be entitled to request reserve plant,should there be any doubt as to the efficiency orcapability of the equipment provided.

4304 GENERAL LIMITATIONS ANDREQUIREMENTS

(a) Weather limitationsThe minimum road-surface temperatures at which thespraying of the different types and grades of binder maybe done are:

(i) Conventional binders− Penetration grade bitumen:

150/200 penetration-grade bitumen: 200C80/100 penetration-grade bitumen: 250C

− Cutback grade bitumen MC800/MC3000: 100C− Bitumen emulsions: 100C

(ii) Non-homogeneous modified binders:− Bitumen-rubber (spray application) 200C

(iii) Other non-homogeneous modified binders:As set out in the Special Specifications.

(iv) Homogeneous cold applied modified binders− SBR modified cationic emulsion: 100C− SBS modified cationic emulsion: 100C

(v) Homogeneous hot-applied modified binders− Modified binder 150/200 penetration grade

base bitumen: 200C− Modified binder 80/100 penetration grade base

bitumen: 250C

(vi) Other homogeneous hot-applied modified bindersAs set out in the Special Specifications.

(vii) GeneralWhenever the temperature of the road surface fallsbelow the aforesaid temperature for the binder inquestion, or, in the opinion of the Engineer, willprobably fall below the required temperature beforespraying the binder, no binder shall be sprayed.

No bituminous work shall be done during foggy orrainy weather, and, when a cold wind is blowing,the above temperatures shall be increased by 3oCto 60C as directed by the Engineer.

Conventional slurry shall not be applied at an airtemperature of less than 70C when temperaturesare rising, or less than 130C when temperatures aredropping. Rapid setting slurry shall be sufficientlyversatile to be laid in air temperatures of 40C to400C, as well as capable of being laid under dampconditions.

During hot weather slurry operations shall besuspended when aggregate is being displaced bythe spreader box or squeegees.

When the breaking process accelerates to such anextent that it renders the product unworkable toattain the required end result, for instance when thesurface temperature is in excess of 600C, or asotherwise prescribed by the Engineer, no sealingshall be done.

When strong winds are blowing which are likely tointerfere with the proper execution of the work, nosealing, especially spraying of binder, shall bedone.

(b) Moisture contentNo seal shall be placed unless the moisture content ofthe upper 50 mm of the base is less than 50% of theoptimum moisture content as determined by theEngineer. No reseal shall be placed immediately after arainy spell on an existing partly cracked and/or highlypermeable surfacing resulting in the trapping ofmoisture in the pavement structure. A minimum delay of24 hours or such extended period as ordered by theEngineer shall apply.



(c) Other constraints

(i) The following curing periods shall apply to thevarious treatments listed, prior to applying aseal/reseal unless otherwise given in the SpecialSpecifications:− Texturing using fine slurries: 6 weeks− Rapid setting slurry (rut filling, etc): 12 weeks− Crack sealing: 2 weeks− Repair of distressed patches: 6 weeks

(ii) Unless otherwise agreed by the Engineer, andsubject to the outcome of a trial section, theContractor shall programme all spraying to ceaseeach working day at 15:00 hours.

(d) Preparation of areas to be sealed

(i) GeneralThe areas to be sealed shall be cleaned of all dust,dirt, dung, oil or any other foreign matter that maybe deleterious to the seal.

(ii) Newly constructed sealsWhere newly constructed base or shoulder areasare to be sealed, the surfaces shall be checked forcompliance with the surface tolerances and all otherrequirements specified. Any portions that do notmeet these requirements shall first be eithercorrected or removed and reconstructed beforethey are sealed.

(iii) Existing surfaces to be resealedExisting roads that require resealing shall, if sospecified or ordered by the Engineer, be given apretreatment in accordance with one or more of themethods described in SECTION 4900.

Any failures shall be repaired as set out in theSpecial Specifications.

(e) Demarcation of working area

(i) New workThe Contractor shall demarcate the area of theprimed base to be sealed by means of setting outwire lines down each edge of the specified sealwidth.

(ii) Reseal workImmediately before the tack coat or bituminousbinder is sprayed, the centre line of the road shallbe marked by a 3 mm thick sisal or hemp twine,secured by nails driven, at 15 m intervals onstraights and 5 m intervals on curves, into theexisting surface. This twine shall be left in positionduring all subsequent operations.

4305 HEATING AND STORAGE OFBITUMINOUS BINDERS

(a) Conventional bindersThe temperature ranges between which bituminousbinders are to be heated shall be as given in TABLES

4305/1 and 4305/2.

Binders stored in a heated condition shall be kept in acontainer with a securely fitting lid, the circulatorysystem of which is functioning properly. The containershall be provided with a built-in thermometer.

Binders which have been heated above the maximumtemperatures indicated in this table shall not be usedand shall be removed from the site. Every effort shall be

made to maintain the binder temperature for spraying towithin 50C of the recommended temperature.

For single seals the temperature limits for 150/200penetration-grade bitumen, cut back with the indicatedamounts of kerosene in parts per 100 parts of bitumenby volume as described in SECTION 4400, shall be asset out in TABLE 4305/3.

TABLE 4305/1MAXIMUM STORAGE TEMPERATURES, CONVENTIONAL

BINDERS

Materials Maximum storagetemperature (0C)

Over24 hours

Up to24 hours

Pen. gradebitumens:

150/200pen grade80/100pen grade

115

125

165

175Cut-backbitumens:

MC-800MC-3000

75100

125155

Bituminousemulsions:60%, 65% or70%

Air temperature(all types)

60 (all types)

TABLE 4305/2HEATING AND SPRAYING TEMPERATURES, CONVENTIONAL

BINDERS

Heating and sprayingtemperatures (0C)

MaterialsMin Max Recom-

mendedPen. gradebitumens:150/20080/100

150165

175190

165175

Cutbackbitumens:MC-800MC-3000

110135

135155

125145

Bituminousemulsions:60%, 65% or70%

Air temp.(all types)

60 (alltypes)

60 (alltypes)

(b) Cutting back bitumen on siteKerosene shall be used as the cutter where correctionof viscosity is required or cutback bitumen is to bemade on site from penetration grade bitumen.Allowance shall be made for quantities between 0 –45% by volume of the total quantity hot sprayedbitumen, as directed by the Engineer. The Contractor’sattention is drawn to the potential hazards involved inthe cutting back operation and he shall take allnecessary precautions to prevent fire.

The temperature of the bitumen, when the kerosene isintroduced, shall not be higher than 1400C.

The kerosene shall be sucked in measured quantitiesthrough the bitumen pump to the bottom of the tank andcirculated with the bitumen for a minimum of 45minutes. During this process all burners shall be shutoff and no open flames allowed near the distributor.

The power paraffin shall not be introduced into thedistributor through the manhole, which shall be kept



closed. Each distributor shall at all times have two fireextinguishers in good working order available.

TABLE 4305/3TEMPERATURE LIMITS FOR CUTBACK BITUMEN

Spraying temperatureProportion of kerosene(% of total volume ofmixed binder)

Lowerlimit 0C

Upperlimit 0C

5%10%15%20%

14012510590

155145125110

(c) Non-homogeneous (heterogeneous) modifiedbinders modified with rubber

After completion of the bitumen-rubber reaction, thebinder shall be cooled to below 1600C. The bindermixture may not be kept for more than 2 days. The mixmay only be stored in tanks with circulation systems.

The spray and storing temperatures of the bitumen-rubber binder shall comply with the followingrequirements:− Spray temperature (0C): Provided by supplier− Max storing time at spray temperature: 4 hours− Max storing temperature (up to 2 days): 350C below

spray temperature, but not more than 1600C

Binder that has failed to meet the requirements forstorage and handling shall not be used and shall beremoved from the site.

(d) Other Non-homogeneous modified bindersThe Contractor shall comply with the requirementsgiven in the Special Specifications with regard to thestorage, heating and spraying temperatures, and withregard to the information to be provided in the biddingstage, unless otherwise approved by the Engineer.

(e) Homogeneous cold applied modified bindersModified bitumen emulsions may be stored at ambienttemperature for long periods, provided that somecirculation/mixing takes place from time to time. Thespraying temperatures of these emulsions are the sameas for conventional bitumen emulsions.

Excessive temperature over extended periods willdegrade all modified bitumens and negatively affect theproperties of these binders.

The temperature limits for the storage and spraying ofmodified hot-applied binders shall be as set out inTABLE 4305/4 unless otherwise approved by theEngineer.

TABLE 4305/4TEMPERATURE LIMITS FOR STORAGE AND SPRAYING,MODIFIED BINDERS

Max storagetemp.( 0C)

Sprayingtemp.(0C)

Bitu-mengradeused

Poly-mertype Up to

24h.24 to48h.

Max. Min.

80/100150/200

80/100150/200

80/100150/200

EVAEVA

SBRSBR

SBSSBS

175175

175175

175175

150150

150150

150150

180180

210200

180180

170170

190180

165165

Modified binders stored in a heated condition shall bekept in a container having a properly functioningcirculation system and a securely fitting lid.

Many long chain polymers have low shear stability andcan be degraded by the action of a high shear ratepump such as a close tolerance gear pump. Anymaterial damaged by handling shall not be used on theroad and shall be removed from site.

The Contractor shall comply with the requirements ofthe Special Specifications with regard to the storage,heating and spraying temperatures, and with regard tothe information to be provided in the bidding stage,unless otherwise approved by the Engineer.

4306 STOCKPILING OF AGGREGATE

(a) GeneralSites for the stockpiling of aggregates shall be preparedin such a manner that no grass, mud, dirt or otherdeleterious material will be included when theaggregates are loaded for use.

Access roads to stockpile sites shall be prepared andmaintained in such a way that no dirt is conveyed byvehicle wheels onto the areas to be sealed or resealedwhilst aggregate is being transported to or from thestockpiles.

Stockpiles shall be so sited that they will not beexposed to excessive contamination with dust arisingfrom traffic on the road or access roads. Aggregatescontaminated to the extent that it contains more thanthe allowable percentage of material passing throughthe 0.425 mm sieve and 0.075 mm sieve shall not beused for sealing.

(b) PrecoatingAreas used for stockpiling precoated aggregate shall beso sited that dust deposited on the chips is prevented.Where necessary, temporary diversions and accessroads in the immediate proximity shall at theContractor’s own cost be watered, sprayed with asuitable chemical dust suppressant, or sealed.

During the wet season when there is danger of theprecoating fluid being washed off the aggregate, thestockpiles shall be covered with tarpaulins or similarprotective coverings.

During cooler periods the Engineer may order thatstockpiles be covered with tarpaulins to ensure that theaggregate temperature remains compatible with thelimiting temperature applicable to the specified bindertype.

4307 CONSTRUCTION OF SEALS

(a) GeneralAdequate advance notice shall be given to the Engineerbefore the Contractor proceeds with any seal work.

(b) Single and double aggregate seals

(i) Application of binder coat and aggregateA bituminous coat consisting of the type and gradeof binder specified in these Specifications undereach of the appropriate Sections for each type ofbituminous seal, or in the Special Specifications,shall be sprayed on the properly cleaned andprepared base or existing surface over the fullspecified width of the seal.



Where the tank of the binder distributor couldbecome empty during spraying against inclines, thespraying shall be done while the binder distributor ismoving uphill. Should the Engineer be of theopinion that the Contractor is unable to place. Thesealant over the full specified width in onemovement, the Contractor shall execute thespraying and the distribution of the chips in strips.The spraying of adjacent strips shall overlap by 100mm. Chips may not be placed on the 100 mmoverlap before the adjacent strip has been sprayed.The adjacent strip may not be sprayed before thepreceding strip, excluding the 100 mm overlap, hasbeen covered satisfactorily with chips in compliancewith the Specifications. In so far as is practicable,the Contractor shall so place the strips that the jointbetween two adjacent chip applications shall fall onthe centre line of the road.

Immediately after the binder has been sprayed, itshall be covered with clean, dry aggregate of thesize given in these Specifications under each of theappropriate Sections for each type of seal.

The actual rates of application of binder andaggregate to be used in the construction will bedetermined by the Engineer, after he has tested theaggregates the Contractor proposes to use for theseal and prior to any sealing being carried out.

The aggregate shall be applied uniformly by meansof self propelled chip spreaders, unless otherwisespecified. In the case of single seals, the use of aself-propelled chip spreader shall be obligatory. Theimmediate application of the chips is of primeimportance. The chip spreader shall be so operatedthat the tack coat shall be covered with aggregatebefore the wheels of the chip spreader or truck passover the uncovered tack coat.

The quantity of bitumen sprayed in any single sprayoperation shall be governed by the quantity ofaggregate, and the number of trucks available shallbe sufficient to ensure the continuous application ofstone behind the distributor. In addition theavailable roller capacity at normal operating speedshall also govern the extent of the tack coat andaggregate that may be applied.

(ii) Initial rolling of aggregateImmediately after the aggregate has been applied,rolling shall be commenced. A self-propelled 15tonnes pneumatic-tyred roller only shall be used inthe case of single seals, and a steel-wheeled rollermay also be used in the case of double seals oncondition that excessive crushing of the aggregateshall not take place. Rollers shall operate parallel tothe centre line of the road, from the shouldersinwards towards the crown of the road, until theentire surface has been covered at least three timeswith the wheels of the roller.

(iii) Broom drag and final rolling of aggregateAfter the bituminous binder has set-up sufficient toprevent any aggregate from being dislodged, thesurface shall be slowly dragged with a broom dragto ensure even distribution of the aggregate. If thereare areas which are deficient in stone chips,additional material shall be added by hand so as toleave a single layer of chips lying shoulder toshoulder. If there are areas with an excess of stonechips, such excess shall be removed by hand so asto leave a single layer of chips lying shoulder toshoulder. The importance of applying only a singlelayer of chips is stressed. Every care shall be takento avoid an over-application of stone.

After completing the spreading of the aggregate,the surface shall be rolled with a 15 tonnespneumatic-tyred roller for three to four coverages.Except in the case of single seals final rolling shallthen be done with a steel-wheeled roller with amass of 6 to 8tonnes working parallel to the centreline of the road from the shoulders towards thecrown of the road, until every portion of the surfaceconcerned has been covered by at least two to tourpasses of the roller, provided that only a limiteddegree of crushing of the aggregate will take place,but if, in the opinion of the Engineer, generalcrushing occurs under the rollers, such rolling shallbe stopped regardless of the number of passescompleted by the roller.

The surface shall be well knit and have a uniformappearance free of roller-tyre marks; all aggregatecontaminated by fuel, oil or grease shall beremoved and replaced with clean aggregate.

(iv) Joints between binder spraysIn order to prevent overlapping at junctions ofseparate binder applications the previous workalong the joint shall be covered with twin-reinforcedbuilding paper for a sufficient distance back fromthe joint to ensure that the sprayer is operating atthe required rate before the untreated surface isreached, and also to prevent additional binderapplication onto the previously treated section. Thesame method shall be used to ensure a neat joint atthe end of the run.

(v) Protection of kerbs, channels, etcKerbs, channels, guttering, manholes, guard rails,bridge railings and any other structures which maybe soiled by bituminous binders during sprayingoperations shall be protected in terms of SECTION

2300 during spraying operations.

The Contractor shall replace at his own cost anyitems that have been soiled and cannot be cleanedentirely. The painting of soiled surfaces will not beaccepted as a suitable remedy.

(c) Slurry sealsSlurry seals shall be applied as specified in SECTION

4700.

4308 RATES OF APPLICATIONWhenever the terms or quantity of bitumen, spray rateor application rate are used in these Specifications tospecify the rate of application of the binder forconventional or homogeneous modified binder, theyshall mean at spraying temperature.

All binders aggregates and slurry used in the varioustypes of seals shall be applied at the rates of applicationas determined by the Engineer after tests on thematerials proposed for use.

No payment will be made for bituminous binder appliedin excess of the rate ordered unless, in the opinion ofthe Engineer, such overspray or any shortages can besatisfactorily corrected in the case of a first applicationby the adjustment of the application rate of asubsequent spray.

Unless otherwise specified, the nominal rates ofapplication of bituminous binders given in furthersections, and also the variations in application rate,shall be measured at spraying temperature.

The nominal rates of application are for biddingpurposes only and will not necessarily be used inconstruction. The actual rates of application to be usedon the site shall in all cases be as instructed by theEngineer.



4309 (VOID)

4310 DUST CONTROLAny temporary diversions and construction roads shallbe kept watered and damp, or sprayed with a suitablechemical dust suppressant, during all sealingoperations and all dust shall be removed from surfacesbefore any binder, aggregate or slurry is applied.

The supply and application of water or chemical dustsuppressants on temporary diversions will be paid forseparately as specified in SECTION 1500, but paymentfor dust control on the haul and construction roads shallbe included in the unit rates bid for the various types ofseals used.

4311 OPENING TO TRAFFICThe Engineer shall be responsible for determining whenany sealing layer is to be opened to public traffic.

The road shall not be opened to traffic until the binderhas set sufficiently to retain the aggregate, or in thecase of slurry seals, the slurry has set sufficiently so asnot to be picked up by the wheels of passing traffic.

The Contractor shall not allow any constructionequipment, which is likely to cause damage, over thecompleted seal. The Contractor shall display speedrestriction signs in accordance with SECTION 1500 andthe instructions of the Engineer.

4312 DEFECTSWhere, in the opinion of the Engineer, anyunacceptable loss of stone from or bleeding of the roadsurface that may occur during the course of theContract or during the maintenance period can beattributed to the Contractor not observing any of therequirements of the Specifications, not using the correctrates of application, or to any other omission or fault onthe part of the Contractor, any corrective work orderedby the Engineer shall be at the Contractor's cost,including the supply, precoating, stockpiling at selectedsites and later removal if not used, of any aggregatereserved for corrective work during the period ofmaintenance or thereafter.

Where the reason for bleeding or loss of stone, in theopinion of the Engineer, cannot be attributed to anyfault or neglect on the part of the Contractor, theEmployer shall pay at the bid rates for the cost of anyremedial measures taken on the instructions of theEngineer.

(a) BleedingBleeding shall be corrected by one or more of themethods described below, as may be ordered by theEngineer or by employing alternative methods onagreement with the Engineer.

(i) Method 1: Light bleedingNominal 7 mm aggregate conforming to therequirements of CLAUSE 4302 shall be used. Theaggregate shall be coated as described inSUBCLAUSE 4302(d) with an approved precoatingfluid by using 10 to 12 l/m3.

If the binder of the existing surface has an oxidisedfilm or if the road has been used by traffic for sometime, it shall be treated either by brushing in powerparaffin to soften the surface of the binder, or thesurface shall be softened up with gas burners. Thiswork shall only be done on hot days.

The aggregate shall be applied to the surfaceimmediately at the rate of 0.004 m3/m2 and rolledwith a heavy pneumatic-tyred roller until theaggregate is firmly embedded. All loose aggregate

not embedded shall be broomed off the road beforeit is opened to traffic. When opening the road totraffic, the affected areas shall be demarcated withtraffic cones and speed limit signs for the first twodays, care being taken to remove all looseaggregate daily.

Areas where whip-off is excessive after the abovetreatment has been carried out shall be retreated inaccordance with the Engineer's instructions.

(ii) Method 2: Severe bleedingThe method to be used shall be the same asMethod 1, except that the aggregate shall benominal sized 10 mm or 14 mm and they shall bespread at the rate of 0.007 m3/m2 and 0.010 m3/m2

respectively. If only half the road width is to betreated, the application of aggregate shall befinished in a neat line on the centre line of the road.

(iii) Method 3: Bleeding of single or multiple seals withvarying texture:If the surface is non-uniform, ie partly bleeding andpartly coarse-textured, the surface shall be rectifiedby pretreating the coarse areas in accordance withCLAUSE 4903 (Type 2 treatment) to obtain a uniformsurface, which shall then be covered with a singleseal in accordance with the standard Specifications.The type of aggregate to be used shall bedetermined by the Engineer. The pretreated surfaceshall be inspected and the size of aggregate andthe rates of application of the tack coat andaggregate, which the surface can accommodate,shall be established. Methods 1 or 2 shall be used ifso ordered by the Engineer.

(iv) GeneralAll operations to correct bleeding shall be carriedout only when the surface temperature is highenough to promote adherence.

This work shall be effected as soon as possibleafter bleeding occurs.

Before opening any rectified work to traffic, all theloose aggregate shall be swept off the surface.

It is essential to use a heavy pneumatic-tyred rolleron all work. Rolling shall continue until the Engineeris satisfied that all the aggregate has been properlyembedded. No rolling shall be done in wet weather,cold weather or early in the morning when thesurface is cold.

Notwithstanding the above methods of treatment,the Engineer may order any seal which has notbeen properly constructed to be removed andreplaced. The removal of the seal shall be done soas not to damage the existing base. All aggregateand binder shall be removed either by grader or byhand tools and any damage done to the surfaceshall be repaired to the satisfaction of the Engineer.

(b) Loss of stoneLoss of stone shall be corrected in accordance with therequirements of the Engineer, with the aid of a fogspray. The surface to be repaired shall be clean anddry, and a 30% anionic or cationic spray-gradeemulsion shall be applied at a rate of 0.6 l/m2 or suchother rate as may be approved by the Engineer.

4313 MAINTENANCEThe Contractor shall maintain the bituminous surfaceuntil the work is finally accepted by the Employer. Anydamage done to the surface or any defects which maydevelop before the issue of the taking over certificate,fair wear and tear excepted, shall be corrected by theContractor at his own cost and to the requirements ofthe Engineer.



4314 TOLERANCES AND FINISHREQUIREMENTS

(a) Binder spray ratesThe following terms are used for measure of binderspray rates:

− CONVENTIONAL BINDERS: Conventional bindersshall be measured at spraying temperature in litresper square metre.

− MODIFIED BINDERS: Whenever the terms “netbitumen” or “net quantity of bitumen” are used inthese Specifications to specify the rate ofapplication of the binder for conventional orhomogeneous modified binder (hot or cold), theyshall mean viscosity grade (penetration-grade)bitumen net cold. Non-homogeneous modifiedbinders, however, shall be specified at sprayingtemperature.

(b) Surface tolerances, rate of application,conditional acceptance

The completed seal shall be free from corrugations orany other wave effect where depressions are precededand followed by humps or ridges no matter how smallthe distance between the top of the hump to the bottomof the preceding or following depression.

The completed bituminous work shall comply. with therequirements set out in SECTION 7300 regarding surfacetolerances and finish. The provisions of SECTION 7200shall apply to conditional acceptance.

(c) Surface appearanceThe completed seal shall be of uniform texture withoutgaps or patches and shall be free from any looseaggregate or bitumen spillage. Corrective work shall becarried out in such a manner as to blend in colour,texture and finish with adjacent work.

Any areas which show signs of bleeding or loss ofaggregate after the section has been opened to trafficshall be corrected as specified in CLAUSE 4312.Corrective work shall be carried out in such a manneras to blend in colour, texture and finish with adjacentwork.

4315 MEASUREMENT AND PAYMENTMeasurement and payment will be made under thevarious sections where the different seals aredescribed.

The following items of work shall also be measured andpaid for as stated below:

ITEM UNIT

43.01 CORRECTION FOR

BLEEDING:

(a) AGGREGATE:

(i) 14mm CUBIC METRE (m3)

(ii) 10mm CUBIC METRE (m3)

(iii) 7mm CUBIC METRE (m3)

(b) PRECOATING OF AGGREGATE CUBIC METRE (m3)

The unit of measurement for aggregate shall be thecubic metre of aggregate supplied. The bid rates shallinclude full compensation for procuring and furnishingthe materials, including all transport and, if required, forstockpiling the aggregate at selected sites indicated bythe Engineer.

The unit of measurement for precoating the aggregateshall be the cubic metre of material precoated. The bidrate shall include full compensation for precoating thematerial as specified, for procuring and furnishing the

precoating material irrespective of the type ofprecoating material used, and for all handling, loadingand off-loading of all materials.

ITEM UNIT

43.02 APPLICATION OF A FOG SPRAY

OF 30% SPRAY-GRADE OR

EQUIVALENT DILUTED STABLE GRADE

EMULSION:

(a) SPRAY-GRADE EMULSION LITRE (l)

(b) STABLE-GRADE EMULSION LITRE (l)

The unit of measurement shall be the litre of 30%spray-grade or equivalent diluted stable grade emulsionmeasured at spraying temperature.

The bid rate shall include full compensation forproviding the material and for applying the fog spray asspecified.

ITEM UNIT

43.03 CUTTING BACK OF

BITUMEN (ALL MATERIALS IN THE

BLENDED BINDER ARE PAID FOR

ELSEWHERE)

LITRES OF

CUTTER (l)

The unit of measurement shall be the litres of cutter(kerosene) admixed to the penetration grade bitumen.Attention is drawn to the fact that the actual materials(bitumen and cutter) are paid for elsewhere under theirrespective Sections.

The bid rates shall include full compensation for alloperations involved in blending cutter with bitumenaccording to the Specifications or as directed by theEngineer.




SECTION 4400: SINGLESURFACE DRESSINGS


4401 SCOPE 4000-324402 MATERIALS 4000-324403 CONSTRUCTION 4000-324404 MEASUREMENT AND PAYMENT 4000-33

4401 SCOPEThis Section covers the supplying and furnishing of allmaterials for the repair of existing surfaces and for theconstruction of reseals or new single seals.

The requirements of all relevant clauses of SECTION

4300 shall apply to this Section.

4402 MATERIALS

(a) Bituminous bindersThe bituminous binder shall consist of one of thefollowing binders, whichever is specified in the SpecialSpecifications or the Bill of Quantities or ordered by theEngineer:− 80/100 penetration-grade bitumen;− 150/200 penetration-grade bitumen,− 60%, 65% or 70% spray-grade emulsion;− MC-3000 cut-back bitumen;− Modified binder as specified.

(i) Bitumen coatsThe specified bituminous binders shall comply withthe conditions of SECTION 4300.

(ii) Fog sprayFog spray, when specified, shall be 30% or 60%spray grade emulsion of anionic or cationic type, asspecified or ordered by the Engineer.

(ii) Pre coating fluidPre coating fluid, when pre coating of aggregate isspecified, shall be bitumen emulsion, or alternativeapproved types, as specified or ordered by theEngineer.

(b) AggregateAggregate for surface dressing shall consist of clean,tough, durable fragments of crushed stone free fromany deleterious matter and shall comply with therequirements given in TABLES 4402/1 and 4402/2.

TABLE 4402/1GRADING LIMITS AND REQUIREMENTS FOR CHIPPING. (CML test number)

Chipping, nominal size of aggregates, (% passing)Grading CML 1.7

20 mm 14 mm 10 mm 7 mmSieves (mm):

252014106.352.36

10085-1000-300-5---

10085-1000-300-5--

10085-1000-300-5-

10085-1000-300-5

Fines: 0.425Dust: 0.075

< 0.5< 0.3

< 1.0< 0.5

< 1.0< 0.3

< 1.5< 1.0

TABLE 4402/2REQUIREMENTS FOR CHIPPING. (CML test number)

Chipping, nominal size of aggregates, (% passing)Aggregateproperties 20 mm 14 mm 10 mm 7 mm

Maximum Flakinessindex CML 2.4 20 25 30

*) For AADT > 1000: 160 kNMinimum strength,TFV dry. CML 2.7 *) For AADT < 1000: 120 kN

Ratio dry to soakedvalue of TFV. CML2.7

TFVsoaked shall be minimum 75% of the corresponding TFVdry value

*) The appropriate traffic volume that applies to any location, shall be as given in the Drawings or Special Specifications.Where such information is not given, the decision of the Engineer shall apply.

4403 CONSTRUCTION

(a) Preparation of the surfaceSurface treatment shall not commence until the existingsurface has been repaired of any defects and cleaned

to the satisfaction of the Engineer by the use of brooms,water, compressed air or any other method required togive a satisfactory result.



(b) Application of binder and aggregate

(i) GeneralThe bitumen coat and aggregate, of the types andsizes specified in the Special Specifications, orordered by the Engineer, shall be applied asspecified in SUBCLAUSE 4307(b).

(ii) Nominal rates of applicationThe nominal rates given are for information only.The application rates for which payment iscalculated, are given in the Bill of Quantities. If,however, no application rates are given in the Bill ofQuantities, then the rates in TABLE 4403/1 shall beused for bidding purposes.

TABLE 4403/1NOMINAL RATES OF BINDER AND AGGREGATE APPLICATION,SINGLE SURFACE DRESSING

Nominal rates of applicationNominal sizeof aggregate

(mm)Binder hotspray rate( l/m2 )

Aggregatespread rate( m3 /m2 )

2014107

1.801.501.100.80

0.0150.0120.0100.007

(iii) Actual rates of applicationThe actual rates of application for use on site onany part of the Works, shall be as determined onsite, on approval of the Engineer. The difference inactual rates of application compared to the rates forbidding purposes are paid for separately in variationrates measured in cubic metres and litres (hotsprayed) for aggregate and binder respectively, asspecified in CLAUSE 4404.

(c) Initial rollingInitial rolling shall be carried out as specified in CLAUSE

4308.

(d) Final rollingAny areas deficient in aggregate shall have additionalmaterial added so as to leave the carpet with a singlelayer of chippings lying shoulder to shoulder. It isessential to ensure that only one layer of chippings isapplied and every care shall be taken to avoid over-application of chippings.

The final rolling shall be done with a pneumatic-tyred ora rubber-soled steel-wheeled roller only, applying aminimum of four coverages.

The finished surface shall be well-knit and have auniform appearance free of roller-tyre marks. Allaggregate contaminated by oil, fuel or grease shall beremoved and dumped in an approved waste site andreplaced by clean aggregate. All loose aggregate shallbe broomed off the surface with a rotary broom or hardbrooms as directed by the Engineer.

(e) Fog sprayIf stated in the Special Specifications, or if so directedby the Engineer, a fog spray of 60% anionic or cationicemulsion shall be applied to the surface of theaggregate by means of a pressure distributor at therequired rate and dilution as approved by the Engineer.

(f) BlindingIf stated in the Special Specifications, or if so directedby the Engineer, a light blinding layer of natural orcrusher sand shall be applied by the Contractor toprevent chippings from being picked up by traffic. Theblinding layer shall be spread evenly over the full

indicated surface. Should it be required by theEngineer, the layer shall be spread evenly by means ofhand brooms.

(g) Precoating of aggregateIf stated in the Special Specifications, or if so directedby the Engineer, the aggregate shall be precoated witha precoating fluid as specified in SUBCLAUSE 4302(e).


ITEM UNIT

44.01 SINGLE SEALS (INDICATE

TYPE OF BINDER AND HOT

SPRAYED APPLICATION RATE IN

LITRES PER SQUARE METRE):

(a) USING 7 mm AGGREGATE SQUARE METRE

(m2)(b) USING 10 mm AGGREGATE SQUARE METRE

(m2)(c) USING 14 mm AGGREGATE SQUARE METRE

(m2)(d) USING 20 mm AGGREGATE SQUARE METRE

(m2)

The unit of measurement shall be the square metre ofcompleted and accepted seal.

The bid rates shall include full compensation forfurnishing all materials, marking the centre or referencelines, spraying of binder, spreading of aggregate, rollingand all other incidentals necessary for completing thework as specified.

ITEM UNIT

44.02 SINGLE SEALS. BITUMINOUS

BINDER VARIATIONS:LITRES (l)

(a) 150/200 PENETRATION GRADE

BITUMEN

LITRES (l)

(b) 80/100 PENETRATION GRADE

BITUMEN

LITRES (l)

(c) MC3000 CUTBACK BITUMEN LITRES (l)

(e) BITUMEN EMULSION (STATE TYPE AND

COMPOSITION)LITRES (l)

(h) PRECOATING FLUID (STATE TYPE) LITRES (l)

(g) OTHER TYPES OF BITUMEN (STATE

TYPE AND COMPOSITION)LITRES (l)

The unit of measurement of bituminous binder inrespect of an increase or a decrease in the specifiedrates of application shall be the litres measured atspraying temperature.

Payment for variations shall be made as specified inCLAUSE 1213.

Where kerosene is used to cut back the penetration-grade bitumen, the rate for kerosene variation shallinclude full compensation for providing the keroseneand mixing it with the bitumen.

ITEM UNIT

44.03 SINGLE SEALS.AGGREGATE VARIATIONS:

(a) USING 7 mm AGGREGATE CUBIC METRE

(m3)(b) USING 10 mm AGGREGATE CUBIC METRE

(m3)(c) USING 14 mm AGGREGATE CUBIC METRE

(m3)



(d) USING 20 mm AGGREGATE CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofincreased or decreased aggregate applied, ascompared to the amounts required at the specifiednominal rate of application.


ITEM UNIT

44.04 APPLICATION OF FOG SPRAY:

(a) USING 60% SPRAY-GRADE EMULSION LITRES (l)

(b) USING 60% SPRAY-GRADE

EMULSION

LITRES (l)

The unit of measurement shall be the litre, measured atspraying temperature.

The bid rate shall include full compensation forfurnishing the material and applying the fog spray asspecified.

ITEM UNIT

44.05 PRECOATING THE

AGGREGATE (INDICATE TYPE OF

PRECOATING FLUID AND RATE OF

APPLICATION IN LITRES PER CUBIC

METRE OF AGGREGATE)

CUBIC

METRE

(m3)

The unit of measurement for the precoating ofaggregate shall be the cubic metre of aggregate sotreated and used on the surfacing in quantitiesaccording to drawings or as instructed by the Engineer..

The bid rate shall include full compensation forfurnishing the equipment and materials and precoatingthe aggregate as specified, including the handling,stockpiling and protecting of the stockpiles againstinclement weather.

ITEM UNIT

44.06 ADDITION OF

APPROVED WETTING AGENT:

(a) PROVIDING AND SUPPLYING PRIME COST SUM

(b) HANDLING, APPLYING,PROFIT AND ALL OTHER

COSTS

PERCENTAGE OF

PRIME COST SUM

Prime-cost sum will be paid for in terms of the GeneralConditions of Contract for providing and supplying anapproved wetting agent to the precoating fluid asspecified or as directed by the Engineer.

The bid percentage of the prime cost sum shall includefull compensation for handling the material, storing andintroducing it into the mix, including any equipmentrequired, and for all other charges and profit.

ITEM UNIT

44.07 AGGREGATE FOR

BLINDING:

(a) NATURAL SAND CUBIC METRE (m3)

(b) CRUSHER SAND USING CUBIC METRE (m3)

The unit of measurement shall be the cubic metre ofsand according to drawings or as instructed by theEngineer.

The bid rate shall include full compensation forproviding the material and applying the blinding coatcomplete as specified, and, should it be required,stockpiling the sand at an approved locality.




SECTION 4500: DOUBLESURFACE DRESSINGS

CONTENTSCLAUSE PAGE

4501 SCOPE 4000-354502 MATERIALS 4000-354503 CONSTRUCTION 4000-354504 MEASUREMENT AND PAYMENT 4000-36

4501 SCOPEThis Section covers the supplying and furnishing of allmaterials for the construction of a bituminous doubleseal for resealing or new construction. The seal shall beconstructed using either 20 mm plus 10mm aggregateor 14 mm plus 7 mm aggregate, whichever is shown inthe Bill of Quantities.

The requirements of all relevant clauses of SECTION

4300 shall apply to this SECTION.

4502 MATERIALS

(a) Bituminous bindersThe bituminous binder shall consist of one of thefollowing binders, whichever is specified in the SpecialSpecifications or the Bill of Quantities or ordered by theEngineer:− 80/100 penetration-grade bitumen;− 150/200 penetration-grade bitumen,− 60%, 65% or 70% spray-grade emulsion;− MC-3000 cut-back bitumen;− Modified binder as specified.

(i) Bitumen coatsThe specified bituminous binders shall comply withthe conditions of SECTION 4300.

(ii) Fog sprayFog spray, when specified, shall be 30% or 60%spray grade emulsion of anionic or cationic type, asspecified or ordered by the Engineer.

(ii) Pre coating fluidPre coating fluid, when pre coating of aggregate isspecified, shall be bitumen emulsion, or alternativeapproved types, as specified or ordered by theEngineer.

(b) AggregateAggregate for surface dressing shall consist of clean,tough, durable fragments of crushed stone free fromany deleterious matter and shall comply with therequirements given in TABLES 4502/1 and 4502/2.

TABLE 4502/1GRADING LIMITS AND REQUIREMENTS FOR CHIPPING. (CML test number)

Chipping, nominal size of aggregates, (% passing)Grading CML 1.7

20 mm 14 mm 10 mm 7 mmSieves (mm):

252014106.352.36

10085-1000-300-5---

10085-1000-300-5--

10085-1000-300-5-

10085-1000-300-5

Fines: 0.425Dust: 0.075

< 0.5< 0.3

< 1.0< 0.5

< 1.0< 0.3

< 1.5< 1.0

TABLE 4502/2REQUIREMENTS FOR CHIPPING. (CML test number)

Chipping, nominal size of aggregates, (% passing)Aggregateproperties 20 mm 14 mm 10 mm 7 mm

Maximum Flakinessindex CML 2.4 20 25 30

*) For AADT > 1000: 160kNMinimum strength,TFV dry. CML 2.7 *) For AADT < 1000: 120kN

Ratio dry to soakedvalue of TFV. CML2.7

TFVsoaked shall be minimum 75% of the corresponding TFVdry value

*) The appropriate traffic volume that applies to any location, shall be as given in the Drawings or Special Specifications.Where such information is not given, the decision of the Engineer shall apply.

4503 CONSTRUCTION

(a) Preparation of the surfaceSurface treatment shall not commence until the existingsurface has been repaired of any defects and cleaned

to the satisfaction of the Engineer by the use of brooms,water, compressed air or any other method required togive a satisfactory result.



(b) Nominal rates of application of binder andaggregate

The bitumen coat and aggregate, of the types and sizesgiven in the Special Specifications, or ordered by theEngineer, shall be applied as specified in SUBCLAUSE

4307(b). Nominal rates of application of binder andaggregate are given in TABLES 4503/1 4503/2 4503/3and 4503/4. The given nominal rates of application ofbinder and aggregate are for information only. Theapplication rates for which payment shall be calculated,are given in the Bill of Quantities. If, however, noapplication rates are given in the Bill of Quantities, thenthe rates in TABLES 4503/1 and 4503/2 shall be used forbidding purposes.

(c) Actual rates of application of binder andaggregate

The actual rates of application for use on site on anypart of the Works, shall be as determined on site, onapproval of the Engineer. The difference in actual ratesof application compared to the rates for biddingpurposes are paid for separately in variation ratesmeasured in cubic metres and litres (hot sprayed) foraggregate and binder respectively, as specified inCLAUSE 4504.

(d) First layer of double surface dressings

(i) Nominal rates of binder and aggregateThe nominal rates of binder and aggregate shall beas given in TABLE 4503/1 for the first layer of doublesurface dressings.

TABLE 4503/1FIRST LAYER OF DOUBLE SURFACE DRESSINGS. NOMINAL

RATES OF BINDER AND AGGREGATE APPLICATION.

Nominal rates of application

Binder, hot bitumen (l/ m2)

AADT

Nomi-nalsize ofaggre-gate(mm) <200 200-

1000>1000

Aggre-gate(m3 /m2)

20 1.8 1.5 1.2 0.015

14 1.4 1.1 1.0 0.011

(ii) RollingInitial rolling shall be carried out as specified inCLAUSE 4308. Any areas deficient in aggregateshall have additional material added so as to leavethe carpet with a single layer of chippings lyingshoulder to shoulder. It is essential to ensure thatonly one layer of chippings is applied and everycare shall be taken to avoid over-application ofchippings.

(e) Second layer of double surface dressings

(i) Nominal rates of binder and aggregateThe bituminous binder specified by the Engineershall be applied and followed by the second layer ofaggregate of the size specified in the SpecialSpecifications or as ordered by the Engineer. Thenominal rates of binder and aggregate shall be asgiven in TABLE 4503/2 for the second layer ofdouble surface dressings.

The second application of binder shall preferablytake place within 48 hours of the application of thefirst coat when penetration grade bitumen is usedfor the first coat and not less than ten days of theapplication of the fist coat when cutback bitumen isused in the first coat.

TABLE 4503/2SECOND LAYER OF DOUBLE SURFACE DRESSINGS.NOMINAL RATES OF BINDER AND AGGREGATE APPLICATION.

Nominal rates of application

Binder, hot bitumen (l/ m2)

AADT

Nomi-nalsize ofaggre-gate(mm) <200 200-

1000>1000

Aggre-gate(m3 /m2)

10 1.2 1.0 0.9 0.009

7 0.9 0.8 0.7 0.007

(f) Fog sprayIf specified in the Special Specifications, or if sodirected by the Engineer, a fog spray of 60% or 30%anionic or cationic emulsion shall be applied to thesurface of the aggregate by means of a pressuredistributor at the required rate.

(g) BlindingIf specified in the Special Specifications, or if sodirected by the Engineer, a light blinding layer of naturalor crusher sand shall be applied by the Contractor toprevent chippings from being picked up by traffic. Theblinding layer shall be spread evenly over the fullindicated surface. Should it be required by theEngineer, the layer shall be spread evenly by means ofhand brooms.

(h) Initial rolling of second layerInitial rolling of the second layer of aggregate shall becarried out as specified in SUBCLAUSE 4307(b). The finalrolling shall be done with a pneumatic-tyred or a rubber-soled steel-wheeled roller only, applying a minimum offour coverages.

The finished surface shall be well-knit and have auniform appearance free of roller-tyre marks. Allaggregate contaminated by oil, fuel or grease shall beremoved and dumped in an approved waste site andreplaced by clean aggregate. All loose aggregate shallbe broomed off the surface with a rotary broom or hardbrooms as directed by the Engineer.

(i) Broom drag and final rolling of second layerDragging and final rolling of the second layer ofaggregate shall be carried out as specified inSUBCLAUSE 4307(b).

(j) Fog sprayWhen required by the Special Specifications or if sodirected by the Engineer in writing, a fog spray of 30%or 60% bitumen emulsion shall be applied to thesurface of the second layer of aggregate by means of apressure sprayer at the rate of application specified bythe Engineer.


ITEM UNIT

45.01 DOUBLE SURFACE

DRESSING USING:

(a) 20 mm AND 10 mmAGGREGATE IN 1ST

AND 2ND

LAYER RESPECTIVELY (STATE


BINDER APPLICATION RATE FOR

EACH LAYER IN LITRES PER

SQUARE METRE)

SQUARE

METRE (m2)

(b) 14 mm AND 7 mm AGGREGATE

IN 1ST AND 2ND

LAYER

RESPECTIVELY (STATE TYPE OF

BINDER AND HOT BINDER

SQUARE

METRE (m2)



APPLICATION RATE FOR EACH

LAYER IN LITRES PER SQUARE

METRE

The unit of measurement shall be the square metre ofcompleted and accepted surface treatment.

The bid rate shall include full compensation forfurnishing all materials, marking the centre line orreference lines, spraying of binder, spreading ofaggregate, rolling, removing of dust or deleteriousmaterial, supplying of water and spraying of haul roadsand construction roads, trimming the edges of thecompleted surface, and all other incidentals necessaryfor completing the work as specified, except theapplication of a fog spray and precoating of aggregate,which shall be paid for separately.

ITEM UNIT

45.02 BITUMINOUS BINDER VARIATION:


BITUMEN

LITRES (l)

(b) 80/100 PENETRATION GRADE BITUMEN LITRES (l)


(d) BITUMEN EMULSION (STATE TYPE AND


(e) PRECOATING FLUID (STATE TYPE) LITRES (l)

(f) OTHER TYPES OF BITUMEN (STATE


The unit of measurement of bituminous binder inrespect of variations in the specified rates of applicationshall be a litre, measured at spraying temperature.


ITEM UNIT

45.03 AGGREGATE

VARIATION:

(a) 20 mm NOMINAL SIZE

AGGREGATE

CUBIC METRE

(m3)

(b) 14 mm NOMINAL SIZE

AGGREGATE

CUBIC METRE

(m3)

(c) 10 mm NOMINAL SIZE

AGGREGATE

CUBIC METRE

(m3)

(d) 7 mm NOMINAL SIZE

AGGREGATE

CUBIC METRE

(m3)

The unit of measurement with respect to variations inapplication of aggregate shall be the cubic metre ofaggregate specified on site by the Engineer minus thecubic metres of aggregate calculated from applicationrates given in TABLE 4503/2 and already paid for in ITEM

45.01.


ITEM UNIT

45.04 APPLICATION OF FOG SPRAY

CONSISTING OF BITUMEN EMULSION

(STATE TYPE AND PERCENTAGE

BITUMEN CONTENT IN THE EMULSION)

LITRES

(l)

The unit of measurement shall be the litre of emulsionsprayed as specified and measured at the applicationtemperature.

The bid rate per litre of emulsion shall include fullcompensation for procuring and furnishing the binderand applying the fog spray as specified.

ITEM UNIT

45.05 PRECOATING SECOND

APPLICATION OF AGGREGATE

(STATE TYPE OF PRECOATING

FLUID AND APPLICATION RATE

IN LITRES PER CUBIC METRE)

CUBIC METRE

(m3)

The unit of measurement for the precoating ofaggregate shall be the cubic metre of aggregate sotreated and used on the surfacing at the specifiedapplication rates according to drawings or as directedby the Engineer.

The bid rate shall include full compensation forfurnishing the equipment and materials and precoatingthe aggregate as specified, including the handling.Stockpiling and protecting of the stockpiles againstinclement weather.

ITEM UNIT

45.06 ADDITION OF APPROVED WETTING

AGENT TO THE BINDER (STATE TYPE AND

NOMINAL APPLICATION RATE PERCENT OF

BINDER):

KILO-GRAMMES

(kg)

The bid rate shall include full compensation forproviding, handling the material, storing and introducingit into the mix, including any equipment required, for thework.




SECTION 4600: OTTA SEALS


4601 SCOPE 4000-384602 MATERIALS 4000-384603 CONSTRUCTION AND AFTER CARE 4000-384604 MEASUREMENT AND PAYMENT 4000-39

4601 SCOPEThis Section covers the supply and application of OttaSeal surface treatment for maintenance or newconstruction using a crushed or natural material, andcover seals made of sand or crusher dust. This Sectionalso covers the case whereby a double Otta Seal isapplied.

Reference shall be made to SECTION 4300: asprovisions contained therein will not necessarily berepeated or specifically referred to in this Section.

4602 MATERIALS

(a) Binders150/200 penetration grade bitumen or MC 3000 cutbackgrade bitumen shall be used in warm weather. In coldweather, when night temperatures are likely to fallbelow 100C, MC 800 cutback grade bitumen may beused or alternatively 150/200 penetration grade bitumenmay be cut back with kerosene to the appropriateviscosity range as directed by the Engineer. TABLE 10.9in the Pavement and Materials design Manual 1999shall be used as guidance for the recommended type ofbinder for Otta Seals.

(b) Kerosene for cutting back bitumenKerosene shall be used as the cutter where correctionof viscosity is required or cutback bitumen is made onsite from penetration grade bitumen. Allowance shall bemade for quantities between 0 – 25% by volume of thetotal quantity hot sprayed bitumen, as directed by theEngineer.

(c) Anti-stripping agentWhen anti-stripping agent is required it shall be addedto the bitumen immediately before the start of sprayingoperations and shall be circulated for a minimum periodof 30 minutes prior to spraying. Anti-stripping agent thathas been kept hot in the bitumen distributor for morethan 5 hours shall be considered stale, and a furtherdosage amounting to half of the originally specified shallbe added.

(d) Aggregate for Otta Seals

(i) GradingThe grading curve for the Otta Seal shall fallsmoothly within the envelope detailed in TABLE

4602/1. The upper nominal size shall not be largerthan 16 mm, if not otherwise directed by theEngineer to be 20 mm nominal size.

TABLE 4602/1GRADING FOR OTTA SEALS

Sieve size(mm)

Percentage by mass passingthrough sieve (%)

20141052

1.180.4250.075

10060-8036-9810-700-440-380-250-10

(ii) Aggregate strengthThe aggregate strength requirements testedaccording to test method CML 2.7 shall conform toTABLE 4602/2.

TABLE 4602/2AGGREGATE STRENGTH FOR OTTA SEALS, GENERAL

REQUIREMENT

Ten PercentFines Value,TFV tested dry

Ten Percent Fines Value, TFVtested after 24 hours soaking(in % of TFV tested dry)

Minimum 110 kN 75%

The aggregate strength for Otta Seals on roads withAADT less than 100 may be reduced to the valuesshown in TABLE 4602/3 on approval of theEngineer.

TABLE 4602/3AGGREGATE STRENGTH FOR OTTA SEALS, AADT LESS

THAN 100Ten Percent FinesValue, TFV tested dry

Ten Percent FinesValue, TFV tested after24 hours soaking(in % of TFV tested dry)

Minimum 90 kN 60%

(iii) Flakiness IndexIf crushed material is used the Flakiness Indexshould be determined in accordance with CML testno 2.4, and should not exceed 30.

(e) Sand for cover sealsThe materials used can be crusher dust, river sand orother natural sand and shall be non-plastic, free fromorganic matter and lumps of clay. All the material shallpass the 6.3 mm sieve, unless otherwise approved bythe Engineer.

4603 CONSTRUCTION AND AFTER CARE

(a) GeneralThis clause contains procedures for construction of OttaSeals and sand cover seals. The operations listedbelow are part of normal construction procedures forthe seals and no additional payment will be made forany operation except that given in CLAUSE 4604.

(i) Granular base courses of non-calcareous materialsdo not normally require a prime, unless otherwisedirected by the Engineer. Calcrete base coursesshall always be primed.

(ii) The sealed surface shall receive not less than 15passes of a pneumatic tyred roller on the day ofsealing. On the same day, the Engineer may directone pass with a 10 - 12 tonnes heavy tandem steelroller. During the following 2 days, the entire sealed



area, including the shoulders, shall receive a furtherminimum of 15 passes daily, unless otherwiseapproved by the Engineer. A minimum of twopneumatic tyred rollers with a minimum weight of 12tonnes shall be used for the rolling operations.

(iii) The Engineer may direct even trafficking of thesurfaced area and channelling of the traffic may berequired for certain periods and traffic cones orsimilar may be required.

(iv) The road should be opened to traffic immediatelyafter the sealing operations are completed, but amaximum speed limit of 50 km/h should beenforced during the initial 2 - 3 weeks afterconstruction.

(v) Aggregate that has been dislodged by traffic duringthe immediate post construction period shall bebroomed back into the exposed areas during thefirst 2 - 3 weeks, as directed by the Engineer.

(vi) After 2 - 3 weeks of trafficking the excess aggregateshall be swept off the road surface and the speedlimitations can be lifted, unless otherwise directedby the Engineer. If natural gravel is used with afairly high content of fines, the period may beextended to 6 weeks or as directed by theEngineer.

(vii) A team shall be retained on site to deal with areasof bleeding if required. The team will be requiredduring the normal construction period as well asduring the first hot season following the completionof sealing operations. The Contractor’s attention isdrawn to the fact that any cost of mobilising andoperating this team shall be included in the pay itemrates.

(viii) A minimum period of 8 - 12 weeks shouldelapse between construction of the subsequentlayers of the surfacing, and during that period theroad should receive as much heavy trafficking aspossible, unless otherwise directed by theEngineer.

(ix) Prior to applying subsequent seals, the surfacedarea shall be broomed free of dust and loosestones or other foreign matter.

(x) The sand cover seal shall on the day of surfacingreceive not less than 15 passes of a pneumatictyred roller with a minimum weight of 12 tonnes.

(xi) Aggregate that has been dislodged by traffic duringthe immediate post construction period shall bebroomed back into the exposed areas during thefirst 2 - 3 weeks as directed by the Engineer.

(b) EquipmentPlant and equipment required for the construction ofOtta Seals, as specified in SECTION 4300 shall bereadily available on site.

(c) Preparation of the surfaceThe requirements of SECTIONS 4100 and 4300 shallapply.

(d) Application of surfacingThe binders, of the type and grade required, and theaggregates, of the size specified in the Bill of Quantitiesor ordered by the Engineer, shall be applied inaccordance with the provisions of SECTION 4300.

(e) Rates of application of material

(i) Binder for Otta Seal

All spray rates refer to hot spray rates of binderincluding any cutters and shall fall within the range1.5 and 2.0 l/m2 per layer per layer of Otta seal. Forbidding purposes 1.7 l/m2 should be used, howeverthe actual spray rate shall be established on site forthe approval of the Engineer. TABLE 10.9 in thePavement and Materials design Manual 1999 shallbe used as guidance for the recommended sprayrate of binder for Otta Seals.

Absorbent aggregates with a water absorption ofmore than 2% shall require an additional 0.3 to 0.5l/m2 (in total) for both layers, as directed by theEngineer.

(ii) Binder for sand cover sealAll spray rates refer to hot spray rates of binderincluding any cutters and shall fall within the range0.6 and 0.9 l/m2 for sand cover seals. For biddingpurposes 0.8 l/m2 should be used, however theactual spray rate shall be established on site for theapproval of the Engineer. TABLE 10.9 in thePavement and Materials Design Manual 1999 shallbe used as guidance for the recommended sprayrate of binder for Otta Seals.

(iii) Anti-stripping agentWhen required, the anti-stripping agent shall bemixed with the hot bitumen by 0.5% to 1.0% byweight of bitumen as directed by the Engineer.

(iv) Aggregate for Otta SealsThe aggregate application rates for Otta Seals shallbe in the range 0.013 to 0.020 m3/m2.per layer. Forbidding purposes a spread rate of 0.015 m3/m2 perlayer should be used, however the actual spray rateshall be established on site for the approval of theEngineer. TABLE 10.9 in the Pavement andMaterials Design Manual 1999 shall be used asguidance for the recommended spray rate of binderfor Otta Seals.

(v) Aggregate for sand cover sealsThe application rates of crusher dust or sand shallfall within the range 0.010 and 0.012 m3/m2 for sandcover seals. For bidding purposes a spread rate of0.011 m3/m2 should be used, however the actualspray rate shall be established on site for theapproval of the Engineer. TABLE 10.9 in thePavement and Materials Design Manual 1999 shallbe used as guidance for the recommended spreadrate of aggregate for sand cover seals


ITEM UNIT

46.01 SINGLE OTTA SEAL (STATE

WHETHER CRUSHED OR NATURAL

AGGREGATE IS USED. STATE ALSO

BITUMEN AND AGGREGATE

APPLICATION RATES AS WELL AS

PERCENTAGE ANTISTRIPPING AGENT

IN THE BINDER) USING THE

FOLLOWING TYPE OF BINDER:


BITUMEN

SQUARE

METRE (m2)

(b) MC 3000 CUTBACK BITUMEN

VISCOSITY GRADE

SQUARE

METRE (m2)

(c) MC 800 CUTBACK BITUMEN

VISCOSITY GRADE

SQUARE

METRE (m2)



ITEM UNIT







IN THE BINDER.) WITH SAND COVER

SEAL USING CRUSHER DUST OR

NATURAL SAND. THE FOLLOWING

TYPE OF BINDER TO BE USED IN THE

OTTA SEAL:


BITUMEN

SQUARE

METRE (m2)


VISCOSITY GRADE

SQUARE

METRE (m2)


VISCOSITY GRADE

SQUARE

METRE (m2)

ITEM UNIT

46.03 DOUBLE OTTA SEAL (STATE









BITUMEN

SQUARE

METRE

(m2)(b) MC 3000 CUTBACK BITUMEN

VISCOSITY GRADE

SQUARE

METRE

(m2)(c) MC 800 CUTBACK BITUMEN

VISCOSITY GRADE

SQUARE

METRE

(m2)

ITEM UNIT

46.04 SUPPLY AND MIXING OF KEROSENE

FOR CUTTING BACK BITUMEN TO

CORRECT VISCOSITY AS DIRECTED

BY THE ENGINEER

LITRE (l)

ITEM UNIT

46.05 VARIATIONS IN BITUMINOUS

BINDER:


BITUMEN

LITRES (l)


VISCOSITY GRADE

LITRES (l)


VISCOSITY GRADE

LITRES (l)

ITEM UNIT

46.06 VARIATIONS IN AGGREGATE:

(a) OTTA SEAL, CRUSHED

MATERIAL

CUBIC

METRE (m3)

(b) OTTA SEAL, NATURAL MATERIAL CUBIC

METRE (m3)(c) SAND COVER SEAL, CRUSHER

DUST OR NATURAL SAND

CUBIC

METRE (m3)

ITEM UNIT

46.07 VARIATIONS IN ANTI-STRIPPING

AGENT

KILOGRAMME

(kg)

ITEM UNIT

46.08 PROVIDING CONES AND CARRYING

OUT ALL TRAFFIC CONTROL

REQUIRED FOR CHANNELLING

TRAFFIC TO ENSURE EVEN

TRAFFICKING ACROSS THE ROAD

WIDTH AS DIRECTED BY THE

ENGINEER

KILOMETRE

(km)

ITEM UNIT

46.09 SWEEPING BACK DISLODGED

OTTA SEAL AGGREGATE INTO THE

WHEEL TRACKS, AS DIRECTED BY

THE ENGINEER

KILOMETRE

(km)

ITEM UNIT


SAND OR CRUSHER DUST INTO

THE WHEEL TRACKS, AS DIRECTED

BY THE ENGINEER

KILOMETRE

(km)

ITEM UNIT

46.11 ATTENDING TO AREAS OF

FATTINESS AND BLEEDING BY

APPLYING FINE AGGREGATES OR

SAND, AS DIRECTED BY THE

ENGINEER.

KILOMETRE

(km)

The bid rate shall include full compensation forfurnishing all materials, for an unlimited free hauldistance whether the crushed materials are obtainedfrom a commercial source or an approved borrow-pit orquarry, marking the centreline, spraying of binders,spreading of aggregates, rolling, removing deleteriousmaterial, supplying of water and spraying of haul roadsand construction roads, trimming the edges of thecompleted surface and all other incidentals necessaryfor completing the work as specified.




SECTION 4700 : SAND SEALSAND SLURRY


4701 SCOPE 4000-414702 BINDER 4000-414703 AGGREGATE 4000-414704 SAND SEAL CONSTRUCTION AND AFTER

CARE 4000-414705 SLURRY CONSTRUCTION AND AFTER CARE 4000-424706 MEASUREMENT AND PAYMENT 4000-43

4701 SCOPEThis SECTION covers the supply and application of allmaterials used for constructing sand seals and slurryseals. The requirements of all relevant clauses ofSECTION 4300 shall apply to this Section.

4702 BINDER

The following grades of binder shall be used as set outin the Special Specifications or the Bill of Quantities oras ordered by the Engineer:− MC-800 cut-back bitumen− MC-3000 cut-back bitumen− Spray-grade cationic emulsion (65% or 70% of net

bitumen)− Spray-grade anionic emulsion (65% or 70% of net

bitumen)

4703 AGGREGATE

(a) Sand sealThe aggregate for sand seal shall be crusher dust cleanriver sand free from lumps of clay or any otherdeleterious matter. The grading shall conform withTABLE 4703/1.

TABLE 4703/1GRADING LIMITS FOR SAND SEAL , CML test method

Percentage passing sieve (%by mass)

Sieve sizeCML 1.7(mm) Natural river

sandCrusher dust

105

1.180.4250.3000.150

10085 – 10020 – 600 – 300 – 150 - 5

10085 – 10020 – 80

--

0 - 30

The sand shall be screened or washed as required toensure compliance with the Specifications.

(b) SlurryThe aggregate for slurry seals shall be an approvedcrusher sand obtained from a parent rock having a TFVvalue of not less than 110 kN or a mixture of suchcrusher sand and an approved clean natural sand,where the mixture does not contain more than 25% ofnatural sand. The aggregate shall be clean, tough,durable, angular in shape, and shall comply with thegrading requirements given in TABLE 4703/2.

TABLE 4703/2GRADING LIMITS FOR SLURRY SEALS, CML test method

Percentage passing sieve( % by mass)

Sieve size(mm)CML 1.7 Fine type Coarse type

10521.180.4250.1500.075

10090-10060-9032-6010-274-12

10085-10050-9032-7020-447-202-8

4704 SAND SEAL CONSTRUCTION ANDAFTER CARE

(a) EquipmentThe following equipment shall be readily available onthe site:− pneumatic-tyred rollers− a rotary broom− a drag broom− mechanical aggregate spreaders if spreading by

hand is not used

(b) Preparation of surface before application of sealThe road shall be cleaned of all loose or deleteriousmaterial to the satisfaction of the Engineer before thesand seal is applied.

The surface of the base shall be watered, rolled andswept until a smooth fine texture has been achieved.The base course shall then be primed in accordancewith the provisions of SECTION 4100, or as instructed bythe Engineer.

(c) Binder application rate for sand sealThe nominal rate of application of binder for biddingpurposes shall be 1.2 litres per square metre ofMC3000 cutback bitumen measured at sprayingtemperature. The exact spray rate shall be determinedon site on approval of the Engineer.

(d) Application of sand seal

(i) GeneralGranular base courses of non-calcareous materialsdo not normally require a prime, unless otherwisedirected by the Engineer. Base courses of calcreteor coral material shall always be primed.

(ii) Application of surfacingThe binders, of the type and grade required, andthe aggregates, of the size specified in the Bill ofQuantities or ordered by the Engineer, shall beapplied in accordance with the provisions ofSECTION 4300.

(iii) Initial rollingThe sealed surface shall receive not less than 15passes of a pneumatic tyred roller on the day ofsealing. On the same day, the Engineer may directone pass with a 10 - 12 tonnes heavy tandem steelroller. During the following 2 days, the entire sealedarea, including the shoulders, shall receive a furtherminimum of 15 passes daily, unless otherwiseapproved by the Engineer. A minimum of twopneumatic tyred rollers with a minimum weight of 12tonnes shall be used for the rolling operations.

(iv) Subsequent rolling and traffickingThe Engineer may direct even trafficking of thesurfaced area and channelling of the traffic may berequired for certain periods and traffic cones or



similar may be required. The road should beopened to traffic immediately after the sealingoperations are completed, but a maximum speedlimit of 50 km/h should be enforced during the initial2 - 3 weeks after construction. Aggregate that hasbeen dislodged by traffic during the immediate postconstruction period shall be broomed back into theexposed areas during the first 2 - 3 weeks, asdirected by the Engineer.

(v) AftercareAfter 2 - 3 weeks of trafficking the excess aggregateshall be swept off the road surface and the speedlimitations can be lifted, unless otherwise directedby the Engineer. If natural gravel is used with afairly high content of fines, the period may beextended to 6 weeks or as directed by theEngineer. A team shall be retained on site to dealwith areas of bleeding if required. The team will berequired during the normal construction period aswell as during the first hot season following thecompletion of sealing operations. The Contractor’sattention is drawn to the fact that any cost ofmobilising and operating this team shall be includedin the pay item rates.

(vi) Subsequent layersA minimum period of 8 - 12 weeks should elapsebetween construction of the subsequent layers ofthe surfacing, and during that period the roadshould receive as much heavy trafficking aspossible, unless otherwise directed by theEngineer. Prior to applying subsequent seals, thesurfaced area shall be broomed free of dust andloose stones or other foreign matter. The sandcover seal shall on the day of surfacing receive notless than 15 passes of a pneumatic tyred roller witha minimum weight of 12 tonnes. Aggregate that hasbeen dislodged by traffic during the immediate postconstruction period shall be broomed back into theexposed areas during the first 2 - 3 weeks asdirected by the Engineer.

4705 SLURRY CONSTRUCTION AND AFTERCARE

(a) Condition of surfaceThe surface shall be cleaned to remove all dust, mud,leaves, etc, and shall have a uniform closely knitappearance, with edges trimmed correctly to thespecifiedwidth.

(b) Composition of slurryThe slurry shall consist of a mix of the grade of slurryaggregate ordered by the Engineer and specified inSUBCLAUSE 4302(b) together with a 60% stable-gradeemulsion, filler and water in the proportions as directedby the Engineer. The following proportions shall applyfor bidding purposes only:− Slurry aggregate (saturated volume) 1 m3

− Stable-grade emulsion 260 litres− Cement 0.01 m3

− Water (as directed by the Engineer) approximately235 litres

If stated in the Special Specifications, the compositionof the slurry shall be based on the following massproportions for bidding purposes:− Slurry aggregate (dry 100− Stable-grade emulsion 20− Cement 1-15− Water +15

The saturated volume of slurry shall be determined byapplying a correction for bulking of moist aggregate.

(c) Mixing of slurry

(i) GeneralA mixer of a type approved by the Engineer shall beprovided in a good working order capable ofproducing a uniform slurry of the constituentmaterials. It may either be a batch mixer or acontinuous type mixer. Hand mixing may be used ifthe result is satisfactory to the Engineer.

Material which, in the opinion of the Engineer, is notproperly mixed or in which the emulsion showssigns of having broken during mixing shall not beapplied to the road and shall be removed from site.

(ii) Batch mixerThe slurry shall be mixed in an approved type ofmixer as specified in SUBCLAUSE 4303(f).

All the constituents of the slurry shall be accuratelyproportioned and due care and attention shall begiven to the sequence in which the ingredients areintroduced into the mixer and to the period ofmixing. Mixing shall be continued until the materialsin each batch are thoroughly blended.

(iii) Continuous mixerAggregate and filler contained in separate bins shallbe fed through metering devices at controlled ratesto the mixer. Water and bitumen emulsioncontained in separate tanks shall similarly bepumped to the mixer at controlled rates throughmetering devices. The mixing of the slurry shall beat a suitable rate adjusted to ensure completeblending of the ingredients and uniformity of mix.

(d) Application of slurryBefore slurry is applied, the road surface shall bethoroughly cleaned and lightly sprinkled with water butno free water shall be present on the surface when theslurry is applied. The nominal rate of application ofslurry shall be in accordance with drawings or asdirected by the Engineer. The slurry shall be applied intwo layers in the case application rates of 0.008 m3/m2

or larger, or as directed by the Engineer.

The nominal rates of application given in the Bill ofQuantities are intended for bidding purposes only andthe actual rates of application on the site shall be asdirected by the Engineer. When the slurry is applied intwo layers, the first layer of slurry shall be struck offlevel with the tops of the stones in the aggregate layerso that, after application, the tops of the stones will bejust visible.

The second layer of slurry shall not be applied until thefirst layer has dried. If required by the Engineer, theContractor shall open the road to traffic before thesecond layer of slurry is applied. The surface shall bewell-rolled with a pneumatic-tyred roller. The secondlayer shall be applied only after sufficient time has beenallowed for the first layer to cure. The Engineer willdecide on the time necessary for proper curing, whichwill in any case be not less than 24 hours.

The surface shall be thoroughly cleaned of all dust, dirtor foreign materials before the second layer of slurry isapplied. For seals using 14 mm nominal sized chippingthe slurry shall be applied in one layer only. The slurryshall also be struck off so that the tops of the stonechipping will be just visible after the emulsion has setand cured.

Where slurry is spread by hand. the squeegee squadshall be allowed to complete the spreading of eachbatch discharged onto the road, using squeegees,before the next is discharged.



Where spreading is carried out by means of thespreader box, the slurry shall be discharged into thespreader box by means of a chute, which shall be sodirected that an even supply of slurry is maintainedagainst the full width of the strike-off blade of thespreader box. Areas where an excess of slurry hasbeen applied by the spreader box shall be corrected bysqueegees being used immediately after the passage ofthe spreader box Should breaking of the emulsion,segregation of the mix or formation of lumps occurduring the application of the slurry, the slurry operationsshall be discontinued at once and any defectivematerial removed from the road. Successive strips ofslurry shall overlap transversely by not less than 25 mmnor more than 150 mm. Any overlapping on thelongitudinal joints and any omitted areas shall berectified with squeegees.

The Contractor shall ensure that either edge of the roadsurface is finished to the specified widths and lines. Allstones dislodged in the process of applying the slurryshall be removed on the same day on which the slurryseal has been applied. All spillage of slurry or excessslurry shall be neatly removed from the road and buriedin an approved waste site.

If the slurry is spread with a spreader box, a moistburlap drag shall be drawn behind the spreader box toensure an overall even texture.

If applied by hand, the slurry shall be worked from sideto side and criss-cross with the aid of squeegees so asto fill as many spaces as possible. In this case the finallayer of slurry shall be struck off flush with the tops ofthe stone chipping so as to leave the chippings to bevisible after the emulsion has stiffened and hardened.

The work must be so programmed, that the two halfroad widths of slurry shall be applied on two successivedays to complete a full road width section in two days.

Any damage to the slurry seal by rain or traffic beforethe slurry has cured shall be rectified by the Contractorat his own expense.


ITEM UNIT

47.01 APPLICATION OF BINDER FOR

SAND SEAL (STATE TYPE):LITRES (l)

The unit of measurement shall be the litre, measured atspraying temperature.

The bid rates shall include full compensation forprocuring and furnishing the material and applying thebinder, including all preparatory work to the surfaceprior to application of the binder.

ITEM UNIT

47.02 APPLICATION OF SAND

FOR SAND SEAL:CUBIC

METRE (m3)

The unit of measurement for the sand shall be the cubicmetre of sand applied to the road as specified.

The bid rate shall include full compensation forsupplying the sand, washing, screening and preparingthe sand as required, applying the sand as specified, aswell as brooming the sand back onto the surface asoften as is required.

ITEM UNIT

47.03 APPLICATION OF SLURRY

(STATE NOMINAL APPLICATION

RATE IN CUBIC METRE PER

SQUARE METRE):

SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofcompleted and accepted slurry seal according todrawings or where directed by the Engineer.

The bid rate shall include full compensation, inter alia,for furnishing all materials, marking the centre line orreference lines, spraying of binder, spreading ofaggregate, rolling, removing of dust or deleteriousmaterial, supplying of water and spraying of haul roadsand construction roads, trimming the edges of thecompleted surface, and all other incidentals necessaryfor completing the work as specified.

The bid rates shall include full compensation forprocuring and furnishing the material including allpreparatory work to the surface prior to application ofthe seal.

ITEM UNIT

47.04 VARIATION IN THE RATE OF

APPLICATION OF THE SLURRY:CUBIC METRE

(m3)

The unit of measurement for slurry variations shall bethe cubic metre of saturated fine aggregate.





SECTION 4800: SURFACING OFBRIDGE DECKS


4801 SCOPE 4000-444802 MATERIALS 4000-444803 PREPARATION OF SURFACE 4000-444804 TYPE AND THICKNESS OF SURFACING 4000-444805 CONSTRUCTION 4000-444806 SURFACE TOLERANCES 4000-444807 MEASUREMENT AND PAYMENT 4000-44

4801 SCOPEThis Section covers the construction of a bituminoussurfacing on bridge decks where shown on theDrawings or ordered by the Engineer.

4802 MATERIALSBituminous binders and aggregate shall comply with therequirements of SECTIONS 4200 and 4300 for asphaltsurfacing and seals respectively.

4803 PREPARATION ON SURFACEBefore the surfacing is constructed, the concrete deckshall be thoroughly cleaned by washing and brushing toremove all loose material. After drying, a tack coatconsisting of 30% bituminous cationic emulsion shall beapplied to the surface at a rate of 0.4 l/m2. The tack coatshall then be allowed to dry.

4804 TYPE AND THICKNESS OF SURFACINGThe type and nominal) thickness of the surfacing shallbe as Indicated on the Drawings and specified in theBill of Quantities.

Before commencing with the construction of thesurfacing, the actual levels of the bridge deck shall bedetermined by means of accurate levelling. The levelsand grades to which the surfacing is to be constructedshall be as shown on the Drawings or as indicated bythe Engineer. If the levels of the concrete deck asconstructed by the Contractor deviate by more than thespecified tolerances from the specified levels, he shallconstruct a levelling layer at his own cost. The nominalsize of the aggregate in the levelling layer shall be 10mm.

4805 CONSTRUCTIONIrrespective of the type of seal applications on the roadon both sides of the bridge, asphalt surfacing shall beconstructed in accordance with SECTION 4200, andseals in accordance with SECTION 4300.

4806 SURFACE TOLERANCESThe completed surfacing shall comply with therequirements for base of CLAUSE 7115 in respect ofsurface tolerances for grade, smoothness, cross sectionand width.


ITEM UNIT

48.01 SURFACING ON BRIDGE

DECK (STATE TYPE AND

THICKNESS)

CUBIC

METRE

(m3)

The unit of measurement shall be the cubic metre ofsurfacing completed in accordance with theSpecifications to the nominal thickness indicated on theDrawings or to the instruction of the Engineer.

The bid rate shall include full compensation forprocuring and furnishing all materials, heating thebinder and aggregate, mixing, transporting, placing andcompacting the material, and the provision andapplication of the surfacing. The rate shall also includefull compensation for variations in thickness within thespecified tolerance for bridge deck levels and forcleaning of the surface to the satisfaction of theEngineer and the application of a tack coat.




SECTION 4900: TREATMENT OFSURFACE DEFECTS, PATCHING,REPAIRING EDGE-BREAKS ANDCRACK SEALING


4901 SCOPE 4000-454902 MATERIALS 4000-454903 PLANT AND EQUIPMENT 4000-454904 TREATMENT OF SURFACE DEFECTS 4000-464905 PATCHING 4000-474906 REPAIRING EDGE BREAKS 4000-474907 CRACK SEALING 4000-474908 OPENING TO TRAFFIC 4000-484909 JOINTS AND THE PROTECTION OF KERBS 4000-484910 MEASUREMENT AND PAYMENT 4000-48

4901 SCOPEThis Section covers the work in connection with thetreatment of existing road surfaces prior to theapplication of a seal or asphalt surfacing, patching,repairing edge breaks and crack sealing.

Provision is made for treating existing seals exhibitingany of the following defects:− the existing surface is deficient in binder.− marked differences in texture occur over the

surface.− the existing surface is open-textured.− the surface is uneven on account of bumps, slacks,

etc.− edges require trimming and/or repairs.

Patching shall be any work to existing pavement layers(and in exceptional cases to fills and the roadbed) withthe purpose of repairing local failures, and which iscarried out in an area having a width of less than 1.0 m,or a length of less than 25 m or an area of less than 100m. This does not include the repair of edge breaks, pre-treatment of the road surface, or the rehabilitation ofconcrete pavements.

Patching involves excavating the existing failed sectionsand reconstructing the excavated fills and pavementlayers with the specified pavement material. Backfillingwith asphalt will be measured and paid for underSECTION 4200.

Compensation for work in restricted areas shall not beapplicable to patching and repairing edge breaks. Note:SECTION 4300 - Seals: Materials and generalrequirements shall apply to this Section.

4902 MATERIALSThe material shall comply with the requirementsspecified for the various types of material in theappropriate sections of the Specifications and theSpecial Specifications.

The following grades of binder may be used. The actualtype or grade used shall be as specified in the SpecialSpecifications or the Bill of Quantities or as ordered bythe Engineer.

(a) Binder for fog spray (Treatment Type 1)

30% or 60% cationic or anionic spray-grade bituminousemulsion.

(b) Tack-coat binder (Treatment Type 2)60% bituminous emulsion (Treatment Type 2)30% bituminous emulsion (Treatment Types 3 and 4).

(c) Slurry binder (Treatment Type 3)60% stable grade bituminous emulsion.

(d) Binder for asphalt skim coat (Treatment Type 4)80/100 penetration grade bitumen.

(e) Screed (Treatment Type 5)30% bitumen emulsion shall be used for the tack coat,and the binder for the asphalt shall be approved gradeof penetration grade bitumen unless otherwisespecified.

(f) Binder for asphalt used in reconstructingpavement edges

60% stable grade bituminous emulsion for tack coatand 80/100 penetration-grade bitumen in asphalt

(g) Rubber pelletsRubber pellets for crack sealing shall be obtained byprocessing rubber tyres. The rubber shall be granulatedand free from fibres, steel wire and other impurities. Therubber crumbs shall pass through a 2.00 mm sieve.

(h) HerbicideHerbicide shall be a non-selective environmentallycompatible herbicide approved by the Engineer.

4903 PLANT AND EQUIPMENTAll equipment shall be suitable for the specified use andworking areas and shall be capable of obtaining thespecified results.

(a) Planing machineThe machine shall be of a design which will be suitablefor planing the existing surfacing in order to remove andirregularities and to leave an even surface withouttearing the underlying material. An approved millingmachine may be used.

Before planing may start, the Contractor shalldemonstrate to the Engineer that the machine iscapable of executing the work in accordance with theSpecial Specifications.

(c) Patching and repairing edge breaksOnly approved cutting or sawing equipment may beused for cutting or sawing asphalt layers. Theequipment shall be capable of cutting asphalt layers todepths of 200 mm in one operation without fragmentingthe material, and in straight lines within the requiredtolerances.

The following items of plant and equipment shall alsobe available and in good working order:

(i) A vibratory roller having a mass approximatelyequal to that of a Bomag 765 or similarvibratory roller, with an adjustable amplitudeand frequency of vibration.

(ii) A mobile compressor capable of producing atleast 3 m3/minute compressed air at 750 kPa.

(iii) Appropriate paving breakers.

(iv) Manually-operated pneumatic compactors asrequired.

(v) Appropriate concrete mixers.



(d) Crack sealingOver and above the equipment normally used forsurface treatments, the following additional equipmentshall be available for crack sealing:

(i) Special spraying equipment with 2 mm nozzleopenings and provided with spare nozzles.

(ii) Special heating equipment where appropriatefor cleaning cracks, and custom-builtapplicators for applying sealants to cracks.

4904 TREATMENT OF SURFACE DEFECTSBefore any treatment is carried out, the area to betreated shall be cleaned and prepared and any majorfailures shall be repaired as specified in the SpecialSpecifications.

(a) Treatment Type 1This treatment shall be applied where the existingsurface is deficient in binder.

The treatment shall consist of the application of a fogspray of the specified grade of emulsion to the existingsurface by means of a pressure distributor at the ratesof application as directed by the Engineer, in widths thatmay vary from 0.5 m to 4.0 m.

(b) Treatment Type 2This Treatment, or a sand seal as specified in SECTION

4700, is intended for application where markeddifferences in texture occur in the existing surfacing, inorder to obtain a uniform texture before resealing.

A tack coat of the specified type and grade of emulsionshall be applied to the surface as specified inSUBCLAUSE 4307(b) followed by an application ofdouble-washed crusher sand. The crusher sand shallbe the medium grade specified for slurry in SECTION

4700, but shall be on the coarse side of the gradingenvelope.

The nominal rates of application shall be:

Emulsion 0.7 litres net bitumen per m2

Aggregate 0.004 m3/m2

The actual rates of application shall be as instructed bythe Engineer.

It can be anticipated that spraying and spreading willhave to be carried out in narrow bands varying in widthfrom 0.5 m to 4.0 m. The emulsion shall be allowed tobreak before the aggregate is applied.

As soon as the aggregate has been applied, thedistribution thereof shall be corrected by light handbrooming or by means of a light broom drag.

Rolling shall be carried out as specified in SUBCLAUSE

4307(b). Any excess aggregate remaining on the roadafter it has been opened for two days or more shall beremoved.

(c) Treatment Type 3This treatment shall be used when an existing surfacetreatment, which is open-textured or exhibits cracking,requires treatment with bituminous slurry.

Prior to Treatment with a slurry, the surface shall besprayed with a tack coat of 30% bitumen emulsion atthe rate prescribed by the Engineer.

A distinction shall be made in respect of the paymentfor the following two methods of construction:

− Where the slurry can only be applied by handmethods or where the Engineer so directs orwhere it is specified that the slurry shall be appliedby hand methods.

− Where the slurry can be applied mechanically witha spreader box.

The slurry shall be prepared, mixed and applied asspecified in CLAUSE 4705, with the following exceptions:

− Slurry to be applied by hand may be mixed in asuitable concrete mixer.

− When applied by hand with brooms or rubbersqueegees, the slurry shall be worked into cracksand other open areas until a sound, uniformsurface is obtained.

The slurry shall, in the case of application by spreaderbox, be applied in a single layer at a nominal rate, forbidding purposes, of 0.004 m3/m2.

(d) Treatment Type 4This treatment is intended for use where the roadsurface is uneven or contains slacks, bumps or minorrutting caused by deformation of the pavement layers,but not by failure of these layers.

The surface to be treated shall, after having beencleaned and prepared, be given a tack coat of 30%bitumen emulsion at rates directed in the field by theEngineer.

Asphalt shall consist of a medium or fine-grade asphaltsurfacing mix manufactured as specified with 6% of80/100 penetration-grade bitumen and 1.0% activefiller. The actual composition of the mix shall be asdictated by the required thickness of the asphalt layer,or as directed by the Engineer.

The asphalt shall be applied as specified in SECTION

4200 in thicknesses varying between 6 mm and 25 mmdepending on the nature of the irregularities that occurso that the final surface will conform to the surfacetolerances for cross section and smoothness asspecified in CLAUSE 4213. Where the thickness ofasphalt required exceeds 25 mm, it shall be laid inseparate layers each not exceeding 25 mm thickness.

If the final surfacing shows signs of ravelling,disintegration, or an uneven surface, the surface shallbe given a Type 3 Treatment or removed and replaced,all at the Contractor's cost.

(e) Treatment Type 5This treatment is used where the road surface isuneven and where depressions, humps or smallgrooves occur, which, in the opinion of the Engineer,are the result of the deformation of the pavementlayers, but not of structural failure of the pavement.

Where both planing and screening are specified, thescreed shall be placed after the planing has beencompleted. Where milling is required, it shall be done inaccordance with the requirements of SECTION 3800.

The existing surface shall be swept clean or cleaned byother approved methods to be free from dust, soil,gravel, loose stones or any other undesirable material.A tack coat of 30% anionic stable-grade emulsion shallthen be applied at a rate prescribed by the Engineer.

The bituminous material used for the screed shall beasphalt or course slurry as specified in the SpecialSpecifications.



4905 PATCHING

(a) DemarcationThe Engineer will demarcate any failed areas to berepaired, and shall instruct the Contractor in regard tothe repair work to be done.

The Contractor shall give adequate notice to theEngineer of his intention to commence with repair workon any specific section of the road so that the Engineerwill have sufficient time to demarcate the areas to bepatched and repaired.

In addition to his specified responsibilities for theaccommodation of traffic, the Contractor shall also beresponsible for traffic accommodation during thedemarcation work.

(b) Excavating pavement materialIn addition to the provisions of SECTION 4900 thevarious provisions of SECTIONS 3200, 3400, 3500, 3600,3800, 4100 and 4200 amongst others shall apply withchanges as required.

(c) Excavating pavement materialUnless otherwise instructed by the Engineer, thepatching shall have a neat rectangular shape. Theexisting material shall be excavated and removed to thefull specified depth. Asphalt layers and surfacing shallbe cut with approved sawing equipment.

Excavation for patching shall be cut with side slopes ofapproximately 600C to the horizontal.

Where required, excavation shall be done with anapproved milling plant in accordance with SECTION

3300.

Excavated material from each pavement layer shall beplaced in separate stockpiles adjacent to the patch. Thestockpiled material shall be re-used or spoiled in anapproved manner in accordance with the Engineer'sinstructions. Stockpiled material shall not be spoilednext to the road.

After completion of the excavation to the specifieddepth, the Engineer shall be afforded the opportunity toexamine it. Where required, the floor of the excavationshall be compacted to the specified density for the layerconcerned.

(d) Backfilling excavations

(i) Excavations shall be backfilled with pavementmaterial as specified in the Special Specifications oras ordered by the Engineer, and the backfilling shallbe compacted and finished to the required levels.The requirements for material quality, density andfinish specified in other appropriate SECTIONS shallremain applicable. Untested material from the sidesof the road shall not be used.

Stabilised materials shall be mixed in concretemixers or by other approved equipment.

(ii) Unless otherwise specified in the SpecialSpecifications, the base shall be backfilled inaccordance with the following requirements.

(1) The base material shall be placed in a concretemixer, and water shall be added to moisten thematerial.

(2) A suitably diluted 60% stable grade anionicbitumen emulsion shall be added at thespecified rate.

(3) Ordinary Portland cement shall be added at arate of 1.0% by mass to the dry aggregatebefore adding water, unless otherwisespecified.

(4) During mixing the fluid content (water plusemulsion) shall not exceed the optimum fluidcontent (optimum moisture content +percentage residual bitumen) of the base.Mixing shall continue until a uniform mix of thebase material and the emulsion is obtained.

(5) The Contractor shall place and spread thestabilised material by hand in layers ofappropriate thickness. Each layer shall becompacted with a hand-operated self-propelledvibratory roller to the specified density. Theprocess of placing, spreading and compactingshall be repeated until the required totalthickness of base is obtained.

The stabilised materials shall be placed at afluid content not exceeding the optimum fluidcontent for the base course.

(e) RestrictionsUnless otherwise instructed in writing by the Engineer,the excavation, backfilling and all patching work,complete as specified, for any patch shall be carried outand completed on the same day. Special attention shallbe given during patching to controlling and protectingtraffic, as specified.

4906 REPAIRING EDGE BREAKSThis treatment is intended for use where trimmingand/or repair of the edges of the surfaced area isrequired, including restoring the road edges to the trueedge lines of the original road or to such other edge lineas may be required.

Where the existing edge of the surfacing is sound butexceeds the required width by more than 150 mm, theexcess surfacing shall be cut back to the required widthkeeping it parallel to the centre line of the road.

Where the edges of the surfacing have broken away orwhere the surfacing is narrower than the required newwidth, the existing broken edges shall be cut back untila sound edge can be obtained.

Where the edge of the surfacing, as cut back, requiresbuilding up to bring it to the required width, all materialbetween the edge of the surfacing and the line to whichthe surfacing has to be built up, shall be removed to adepth of 60 mm below the final road surface or until firmmaterial is found, and the surface so enclosed shall becleaned, watered and primed at a rate of 0.6 l/m2 with a60% stable grade emulsion diluted with three parts ofwater to one part of emulsion. The enclosed surfacemay also be compacted with suitably sized vibratoryrollers to ensure a sound surface.

The edges shall then be built up with the asphaltspecified for Treatment Type 4 and shall be wellcompacted by means of a suitable vibratory roller orcompactor. The built-up edges shall be finished neatlyto the required line and levels.

4907 CRACK SEALING

(a) GeneralThe types of cracks treated will be specified in theSpecial Specifications. The Engineer will instruct theContractor regarding the type of treatment to be used inthe various cases.



(b) PreparationThe cracks shall be blown clean with compressed air,and all foreign and loose material shall be removedfrom the cracks.

A supply of approved environmentally compatibleherbicide diluted in accordance with the requirements ofthe Special Specifications shall be prepared.. Thesolution shall be sprayed into cracks on the surfacedshoulders of the road or on such extended area asspecified in the Special Specifications by means ofrucksack type sprayers, and allowed to dry. Care shallbe taken to spray only undesirable plants and spray driftshall not affect adjacent vegetation or fall onto watercourses.

Twenty-four hours after application of the herbicide, thecracks shall be penetrated with primer specified by theEngineer.

(c) Cracks narrower than 3 mmCracks narrower than 3 mm shall be treated with anemulsion or by means of resealing the surface.

(d) Cracks 3 mm and widerAfter the primer has been applied, anionic stable gradeemulsion shall be mixed with synthetic modifiers, as setout in the Special Specifications, and applied by meansof pneumatic spraying equipment or other approvedequipment at the rate given in the SpecialSpecifications.

Where the cracks are to be rolled, the Contractor, inaccordance with the Special Specifications or theprescriptions of the Engineer, shall treat the cracks asdescribed below.

Where “Volcano” cracks occur and these require to beflattened, in accordance with the Special Specificationsor the prescriptions of the Engineer, the Contractor shalltreat the cracks as follows:

− The cracks shall initially be treated for cleaning outand priming the crack as described above.

− The surface on either side of the crack shall besprayed with an approved rejuvenator for a width of300 mm on either side of the crack and allowed tosoften the existing surface.

− The crack shall then be filled with cold rubber slurrywhich shall be worked in with rubber squeegees.Any excess slurry shall be removed from the sidesof the crack.

− Once the emulsion has broken, the crack can berolled with a pedestrian vibratory roller until asmooth finish is obtained.

For other cracks, the instructions of the Engineer shallbe implemented. Cracks shall be treated with coldrubber slurry, hot bitumen rubber, or any otherapproved sealant.

Where, in the opinion of the Engineer, the abovetreatments are not suitable for the existing cracks, theContractor shall treat the cracks in accordance with theinstructions of the Engineer.

(i) Rubber slurryThe rubber slurry mixture shall be proportioned asfollows (by volume):− 10.0 parts of rubber crumbs− 4.5 parts of 60% anionic stable grade bitumen

emulsion− 0.2 parts of ordinary Portland cement

− parts of SBR (net rubber)(anionic emulsifiedrubber)

Water may be added to improve workability. Themixture shall be neatly worked into the cracks byrubber squeegees. Excess slurry shall be removedfrom the surface as soon as the emulsion hasbroken.

(ii) Bitumen rubberBitumen rubber may be used only where theContractor is able to convince the Engineer that heis able to mix, heat and apply the materialsatisfactorily.

The bitumen rubber shall be mixed on the site or atanother approved locality on condition that theContractor is able to propose efficacious methodsfor controlling both the mixing process and the endproduct.

Approved heating equipment and mechanicalequipment for mixing and applying the mixture shallbe used.

The rubber content of the mix shall be at least 25%by mass of the total bitumen-rubber mix.

(iii) Other sealantsOther approved sealants shall comply with and beapplied in accordance with the requirements of theSpecial Specifications.

(e) RestrictionsCracks may be sealed only where the temperature ofthe road surface exceeds 100C. Crack sealing may notbe done within three days after rain has fallen on thesite, unless otherwise instructed by the Engineer.

The Contractor shall note that a single application ofcrack sealant is usually insufficient and that theapplication will have to be repeated.

4908 OPENING TO TRAFFICThe road shall be left open to traffic for such period asthe Engineer may direct before further surfacetreatment work is carried out.

4909 JOINTS AND THE PROTECTION OFKERBSThe requirements of SUBCLAUSE 4307(b) regardingjoints between sprays and the protection of kerbs,channels, etc, shall be observed.


ITEM UNIT

49.01 TREATMENT TYPE 1 (FOG

SPRAY):

(a) 30% BITUMEN EMULSION LITRE (l)

(b) 60% BITUMEN EMULSION LITRE (l)

The unit of measurement for Treatment Type 1 (fogspray) shall be the litre of bituminous emulsion sprayedat application rates as instructed by the Engineer,measured at spraying temperature.

The bid rates shall include full compensation forcleaning and preparing the existing surface, forfurnishing the material and applying the fog spray andfor all other incidentals necessary for completing thework as specified.



ITEM UNIT

49.02 APPLICATION OF SAND SEAL

(TREATMENT TYPE 2):

(a) BINDER (STATE TYPE) LITRE (l)

(b) SAND CUBIC METRE

(m3)

The unit of measurement of binder shall be the litre,measured at spraying temperature. The unit ofmeasurement for the sand shall be the cubic metre ofsand applied to the road as specified.

The bid rates shall include full compensation forprocuring and furnishing the material and applying thebinder, including all preparatory work to the surfaceprior to application of the binder.

The bid rate shall include full compensation forsupplying the sand, washing, screening and preparingthe sand, applying the sand as specified, as well asbrooming the sand back onto the surface as often as isrequired.

ITEM UNIT

49.03 TREATMENT TYPE 3(SLURRY): (STATE NOMINAL

APPLICATION RATE IN CUBIC

METRE PER SQUARE METRE):

SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofcompleted and accepted slurry seal according todrawings or where directed by the Engineer.

The bid rate shall include full compensation, inter alia,for furnishing all materials, marking the centre line orreference lines, spraying of binder, spreading ofaggregate, rolling, removing of dust or deleteriousmaterial, supplying of water and spraying of haul roadsand construction roads, trimming the edges of thecompleted surface, and all other incidentals necessaryfor completing the work as specified.

The bid rates shall include full compensation forprocuring and furnishing the material including allpreparatory work to the surface prior to application ofthe seal.

ITEM UNIT



(m3)

The unit of measurement for slurry variations shall bethe cubic metre of saturated fine aggregate.


ITEM UNIT

49.05 TREATMENT TYPE 4: (ASPHALT

SKIM COAT):

(a) TACK COAT USING 30% BITUMEN

EMULSION

LITRE (l)

(b) CONTINUOUSLY-GRADED ASPHALT TONNE (t)

The unit of measurement for the tack coat shall be thelitre of emulsion applied, measured at sprayingtemperature. The unit of measurement for asphalt shallbe the tonne of asphalt laid according to theSpecifications.

The bid rate for tack coat shall include fullcompensation for procuring, furnishing and applying thetack coat and demarcating the areas to be sprayed, andfor all incidentals necessary for completing the work asspecified.

The bid rate for asphalt shall include full compensationfor procuring, furnishing and mixing all the materialsrequired for applying the asphalt, and for all transportand other incidentals necessary to complete the workas specified.

ITEM UNIT

49.06 SAWING ASPHALT OR

CEMENTED PAVEMENT LAYERS FOR

PATCHING:

(a) CONTINUOUSLY-GRADED ASPHALT:

(i) NOT EXCEEDING 50 mm SQUARE

METRE (m2)(ii) EXCEEDING 50 mm BUT NOT

EXCEEDING 100 mmSQUARE

METRE (m2)

(iii) EXCEEDING 100 mm SQUARE

METRE (m2)(b) CEMENTED PAVEMENT LAYERS TO

AN AVERAGE DEPTH:




METRE (m2)


METRE (m2)

The unit of measurement shall be the square metre ofsawcut area calculated in accordance with theauthorised length of sawcut and the average saw depthmeasured after excavation of the material.

The bid rate shall include full compensation for all plant,equipment, labour supervision, materials, transport andfor all incidentals ,for sawing the asphalt and thecemented pavement layers, complete as specified andprescribed by the Engineer.

ITEM UNIT

49.07 TREATMENT TYPE 5:(SCREED):


EMULSION

LITRE (l)

(b) CONTINUOUSLY-GRADED

ASPHALT (SPECIFY GRADE)TONNE (t)

(c) COARSE GRADE SLURRY CUBIC METRE

(m3)

The unit of measurement for the tack coat shall be thelitre of emulsion applied, measured at sprayingtemperature. The unit of measurement for asphalt shallbe the tonne of asphalt laid according to theSpecifications. The unit of measurement for coarsegrade slurry shall be the cubic metre of aggregate mixused in the slurry.

The bid rate for tack coat shall include fullcompensation for procuring, furnishing and applying thetack coat and demarcating the areas to be sprayed, andfor all incidentals necessary for completing the work asspecified. The bid rate for asphalt shall include fullcompensation for procuring, furnishing and mixing allthe materials required for applying the asphalt, and forall transport and other incidentals necessary tocomplete the work as specified.

The bid rate for slurry shall include full compensation forall materials, equipment and labour for producing and



applying the slurry, irrespective of the number ofapplications required to attain the required thickness.

ITEM UNIT

49.08 EXCAVATION IN EXISTING

PAVEMENTS FOR PATCHING IN:

(a) ASPHALT LAYERS CUBIC METRE

(m3)(b) CEMENTED LAYERS CUBIC METRE

(m3)(c) OTHER LAYERS (SPECIFY

TYPE)SQUARE

METRE (m2)

The unit of measurement shall be the cubic metre ofmaterial excavated from the existing pavement. Thequantity shall be computed in accordance with theauthorised dimensions of the excavation.

The bid rate shall include full compensation fordemarcating the excavation, excavating the material,placing the excavated material in temporary stockpiles,spoiling of material in the stockpiles where ordered bythe Engineer, including haul over a free-haul distance of1.0 km, complete as specified.

Payment will not distinguish between the different typesof pavement material excavated.

ITEM UNIT

49.09 BACKFILLING OF

EXCAVATIONS FOR PATCHING WITH:

(a) CHEMICALLY STABILISED PAVEMENT

MATERIAL (SPECIFY THE PAVEMENT

MATERIAL AND THE STABILISING

AGENT) FOR A PATCH WITH A

SURFACE AREA:

(i) NOT EXCEEDING 5 m2CUBIC

METRE (m3)(ii) EXCEEDING 5 m2

BUT NOT

EXCEEDING 100 m2CUBIC

METRE (m3)

(iii) EXCEEDING 100 m2CUBIC

METRE (m3)(b) BASE COURSE MATERIAL STABILISED

WITH BITUMINOUS EMULSION

(SPECIFY THE EMULSION) FOR A

PATCH WITH A SURFACE AREA:



BUT NOT

EXCEEDING 100m2CUBIC

METRE (m3)


METRE (m3)

The unit of measurement shall be the cubic metre of thespecified chemically or bituminously stabilisedpavement material placed in accordance with thespecified requirements. The quantity will be computedin accordance with the authorised dimensions of thelayer.

The bid rates shall include full compensation forproviding all the material, irrespective of its origin,including gravel (notwithstanding the provisions ofSECTION 1600), for all mixing, placing, compacting andfinishing as specified in this Section and otherappropriate Sections of the Specifications, for alltransport, work in restricted areas, and also for allmachinery, equipment, labour, supervision and otherincidentals for executing the work as specified.

The bid rate shall also include full compensation forchemical or bituminous stabilisation, including amongst

others the provision and application of the stabilisingagents.

ITEM UNIT

49.10 COMPACTING THE FLOOR OF

EXCAVATIONS FOR PATCHING

SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofexcavation floor compacted on the instruction of theEngineer, and the quantity shall be computed inaccordance with the authorised dimensions of theexcavation floor.

The bid rate shall include full compensation forcompacting the floor of excavations complete asspecified.

Payment will not distinguish between the variousmethods of compaction or various densityrequirements.

ITEM UNIT

49.11 EDGE BREAKS:

(a) TRIMMING EDGES OF EXISTING

SURFACING

METRE

(m)

(b) RECONSTRUCTING EDGES FROM

CONTINUOUSLY-GRADED ASPHALT

TONNE (t)

The unit of measurement for trimming edges shall bethe metre of pavement edge cut back and trimmed asspecified. The unit of measurement for reconstructingpavement edges shall be the tonne of continuously-graded asphalt furnished and compacted as specified.

The bid rate for trimming the edges shall include fullcompensation for cutting back the edges as directed,and removing and dumping of all excavated and loosematerial in an approved waste site.

The bid rate for reconstructing pavement edges shallinclude full compensation for compacting the surface onwhich the new edge is to be constructed and procuring,furnishing and mixing all materials and compacting andtrimming the asphalt to the required lines and levels. Itshall also include full compensation for applying a tackcoat of emulsion to the surface to be treated.

The bid rates shall include full compensation for alltransport, handling, labour, material and all incidentalsnecessary to complete all the work specified in thetreatment of edge breaks.

ITEM UNIT

49.12 CLEANING THE CRACKS WITH

COMPRESSED AIR:KILOMETRE (km)


SURFACING

METRE (m)



TONNE (t)

The unit of measurement for cleaning the cracks withcompressed air shall be the kilometre of road alongwhich all the cracks have been blown clean.

The bid rate shall include full compensation forproviding all equipment, labour, supervision andincidentals for blowing clean the cracks over the fullwidth of the road to the satisfaction of the Engineer.



ITEM UNIT

49.13 APPLYING BITUMINOUS BINDERS,HERBICIDES AND INSECTICIDES FOR

SEALING CRACKS:

(a) HERBICIDES LITRE (l)

(b) INSECTICIDES LITRE (l)

(c) MSP/1 OR SIMILAR PRIMER LITRE (l)

(d) ANIONIC STABLE-GRADE EMULSION MIXED

WITH SYNTHETIC MODIFIERS

LITRE (l)

(e) HOT BITUMEN RUBBER LITRE (l)

(f) OTHER SPECIFIED AGENTS (TYPE

INDICATED)LITRE (l)

The unit of measurement shall be the litre of materialapplied as specified or as instructed by the Engineer.

The bid rates shall include full compensation forproviding, mixing, heating (where required) andapplying all the materials specified, and for allequipment, labour, supervision and incidentals forcompleting the work. No additional payment shall bemade for multiple applications of material, and paymentwill not distinguish between the various types, widths orlengths of cracks.

ITEM UNIT

49.14 COLD RUBBER-SLURRY

FOR SEALING CRACKS

CUBIC METRE

(m3)

The unit of measurement for crack treatment withrubber slurry shall be the cubic metre of tine rubbercrumbs used for preparing the mix.

The bid rate shall include full compensation forprocuring and providing all the material, includingemulsion synthetic modifiers, cement and water, and formixing and applying the mixture, and for all equipment,labour, supervision, and incidentals for executing thework in accordance with the specifications.

Payment will not be made for redundant rubber pelletsor redundant mixture or for mixture which, in the opinionof the Engineer, has been wasted.

ITEM UNIT

49.15 ROLLING THE CRACKS METRE (m)

The unit of measurement shall be a metre of crackrolled to the satisfaction of the Engineer.

STANDARD SPECIFICATIONS FOR ROAD WORKS-2000 SERIES 5000 - ANCILLIARY ROADDWORKS


SERIES 5000

ANCILLARY ROADWORKS

SECTION PAGE

5100 MARKER AND KILOMETRE POSTS 5000-25200 GUARDRAILS 5000-35300 FENCING 5000-75400 ROAD SIGNS 5000-135500 ROAD MARKINGS 5000-165600 CATTLE GRIDS AND AXLE WEIGH-

BRIDGES 5000-205700 LANDSCAPING AND GRASSING 5000-245800 FINISHING THE ROAD AND ROAD

RESERVE AND TREATING OLD ROADS 5000-335900 PAINTING 5000-34


ACKNOWLEDGEMENTS


SERIES 1000 GENERAL




SERIES 5000 ANCILLARY ROADWORKSSERIES 6000 STRUCTURES


APPENDICES



SERIES 5000: ANCILLARY ROADWORKS

SECTION 5100: MARKER ANDKILOMETRE POSTS


5101 SCOPE 5000-25102 MATERIALS 5000-25103 FABRICATING 5000-25104 SPACING THE MARKER AND KILOMETRE

POSTS 5000-25105 ERECTING 5000-25106 MEASUREMENT AND PAYMENT 5000-2

5101 SCOPEThis Section covers the supply and erection of markerposts in positions and in accordance with thedimensions shown on the Drawings or as directed bythe Engineer.

5102 MATERIALS

(a) ConcreteConcrete work shall be carried out in accordance withthe provisions of SECTIONS 6200, 6300 and 6400.

(b) PaintPaint for marker and kilometre posts shall be non-reflectorised road-marking paint as specified in SECTION

5500. Paint for the recess in the marker posts shall beCodit or a similar approved retro-reflective paint.

5103 FABRICATINGMarker and kilometre posts shall be fabricated to thedimensions shown on the Drawings. A mixture of fourparts of concrete sand to one part of Portland cementshall be used. The forms shall be smooth and shallhave accurate dimensions. The mixture shall be placedin the forms and vibrated on a vibrating table or by otherapproved means. The posts shall be reinforced asshown on the Drawings and shall have an F3 surfacefinish as defined in CLAUSE 6207.

The posts shall be true to shape, smooth, and withoutany honeycombing or other blemishes.

The recess near the top of the marker post shall bepainted with the reflective paint specified, while theremainder of the exposed portion of the post shall bepainted with white road-marking paint.

5104 SPACING THE MARKER ANDKILOMETRE POSTSThe marker posts shall be spaced as shown on theDrawings or as directed by the Engineer.

5105 ERECTINGMarker posts shall be erected after the seal has beencompleted. They shall be located at such spacing asthe Engineer directs with their outside edges in line withthe shoulder breakpoint. The edge on which the recessis located is the inner edge. The tops of the markerblocks shall be at a constant height above thecentreline of the road.

Holes shall be excavated in the shoulder and themarker posts placed vertically and square to the roadcentre line.

Backfilling shall be compacted in 100 mm layers rightfrom the bottom of the hole. Surplus excavated materialshall be disposed of as directed.

The marker posts shall be painted immediately afterhaving been placed.

Marker posts shall be maintained and protected duringthe entire construction period and any that aredamaged or broken before the certificate of completionhas been issued, shall be repaired or replaced, as maybe required, at the Contractor's own cost.


ITEM UNIT

51.01 MARKER POSTS: NUMBER (no)

The unit of measurement shall be the number of markerposts supplied and erected in accordance with theSpecifications.

The bid rate shall include full compensation forsupplying all materials and labour, making andtransporting the marker posts, setting out, excavatingand backfilling all the holes and disposing of surplusexcavated material, including all haulage, placing andpainting the marker posts and all the equipment, thetools and incidentals necessary for completing andmaintaining the Works described in this Section.

ITEM UNIT

51.02 KILOMETRE POSTS NUMBER (no)

The unit of measurement shall be the number ofkilometre posts supplied and erected in accordancewith the Specifications.

The bid rate shall include full compensation forsupplying all materials and labour, making andtransporting the kilometre posts, setting out, excavatingand backfilling all the holes and disposing of surplusexcavated material, including all haulage, placing andpainting the kilometre posts and all the equipment, thetools and incidentals necessary for completing andmaintaining the Works described in this Section.




SECTION 5200: GUARDRAILS


5201 SCOPE 5000-35202 MATERIALS 5000-35203 CONSTRUCTION 5000-35204 REQUIREMENTS 5000-45205 REMOVING, RENOVATING AND RE-

ERECTING THE EXISTING GUARDRAILS 5000-45206 MEASUREMENT AND PAYMENT 5000-4

5201 SCOPEThis Section covers the supplying, installing andmaintaining of metal guardrails at locations and inaccordance with the details, dimensions and designshown on the Drawings or as directed by the Engineer.

5202 MATERIALS

(a) GuardrailsGuardrails shall comply with the requirements ofAASHTO designation M180-98 or equivalent.

The dimensions of guardrails and end units shall be inaccordance with the details shown on the Drawings.

Guardrails shall be supplied together with all the bolts,nuts, washers and fixing materials required, includingthe bolts for fixing the guardrails to the posts.

(i) GalvanisingUnless specified otherwise in the SpecialSpecifications, all guardrails, bolts, nuts andwashers shall be galvanised with a hot-dip(galvanised) zinc coating which complies with therequirements of AASHTO designation M232M/97 orequivalent. Galvanised guardrails shall not benested when stacked for storage.

(b) Guardrail posts

(i) Timber postsTimber posts shall be supplied in lengths as shownon the Drawings and shall comply with therequirements of SABS 457 or equivalent.

Posts shall have a top diameter of not less than 150mm. Posts with a top diameter up to 230 mm will beacceptable, provided that posts with widely varyingdiameters shall not be used together in the samelength of guardrail.

Posts shall be drilled and shaped as shown on theDrawings and provided with the necessary bolts,nuts, washers and spacer blocks for fixing.

Timber posts and spacer blocks shall be treated inaccordance with SABS 05 or equivalent with acopper- chrome-arsenic compound for timberpreservation, which complies with SABS 673 orequivalent, or with a creosote which complies withSABS 538 or SABS 539 or equivalent. Thepreservative specified in the Special Specificationsshall be used. After the posts have been treated,they shall not be sawn, drilled or shaped.

Where, however, the cutting of posts is unavoidableafter having been treated, the Engineer may permit

the required length to be cut off from the bottom ofa post, provided that the exposed area issubsequently thoroughly treated with creosote.

Timber posts shall not exhibit excessive cracking atthe ends, particularly cracks aligned at an angle tothe guardrail exceeding 450. Posts which, in theopinion of the Engineer, exhibit a degree ofcracking that would render them unfit for serviceduring a shorter than normal life shall not be used.

(ii) Steel postsSteel posts shall be of the type and size shown onthe Drawings or described in the SpecialSpecifications.

(c) Reflective platesV-shaped reflective plates shall be manufactured from1.5 mm thick mild steel plate to the dimensions shownon the Drawings. When supplied with galvanisedguardrails, they shall also be galvanised, and whensupplied with painted guardrails, they shall be finishedin white baked enamel. The outer surfaces shall becoated with engineering-grade retro-reflective materialwhich complies with the provisions of CKS 191 in thecolours shown on the Drawings. Holes for fixing shall bedrilled before the reflective plates may be galvanised orpainted.

5203 CONSTRUCTION

(a) ErectionThe holes for the timber posts shall be of sufficient sizeto permit the proper setting of the posts and to allowsufficient room for backfilling the hole and tamping thefilling. At least 1.0 m of a post shall be embedded in theground.

The holes for the timber posts shall be spaced to suitthe standard length of the guardrail supplied. Whereshown on the Drawings or directed by the Engineer,posts shall be set at half the normal spacings. The holefor the concrete block at the end of a length of guardrailshall be neatly excavated and the top 120 mmshuttered.

The posts, spacer blocks (if applicable) and guardrailsshall be completely erected and set true to line andlevel, so that the guardrails will be at the required heightabove the level of the completed road shoulder. Wherejointed, the end of the guardrails which overlaps on theside of the traffic shall point in the direction of the trafficmovement. The guardrail shall be suitably braced toprevent any movement and all bolts shall be tightenedprior to any holes being backfilled.

After the Engineer has signified his approval of theguardrails so erected, the holes shall be backfilled witha 12:1 soil cement mixture. The material shall be mixedwith the correct quantity of water to ensure that themixture will be placed while at or near the optimummoisture content.

The mixture shall then be placed and thoroughlyrammed in layers not exceeding 100 mm of compactedthickness. The approach ends, where the guardrail hasto be bent down and anchored, shall be constructed asshown on the Drawings.

When the backfilling has been completed and thebracing removed, the posts shall be rigid and vertical,and the guardrail shall be true to line and level andfirmly fixed to the posts. Excess excavated materialshall be disposed of as directed by the Engineer.

Steel posts shall be erected and fixed as shown on theDrawings.



All guardrails shall be so erected as to have noprojecting ends which might interfere with or endangertraffic. The edges and the centre of the guardrails shalltouch either the spacer block or the post where nospacer blocks are used. Guardrails, if specified, shallbe provided with end units as shown on the Drawings.All splices of guardrails shall be at posts, and guardrailsshall make contact over the entire area of the splice.

Reflective plates shall be fixed in accordance with thedetails shown on the Drawings. The reflective surfacesshall be arranged with the colours as shown on theDrawings.

(b) PaintingThe following instructions shall apply where guardrailsare to be painted:

(i) Before being fixed, the guardrails shall be cleaned,primed and painted as specified in CLAUSE 5908.After erection, all abraded or damaged surfacesshall be repainted as specified in CLAUSE 5908.Galvanised guardrails shall not be painted.

(ii) When existing guardrails are required to berepainted, they shall be thoroughly cleaned withwire brushes and descaled with suitable tools toremove all rust and loose and oxidised paint. Theyshall then be washed down and all exposed steelsurfaces shall be given a coat of zinc based primer.

(iii) The entire prepared surface shall then be given afull coat of zinc based primer and two coats of paintas specified in CLAUSE 5908.

5204 REQUIREMENTSThe completed guardrail shall have a neat appearance,and shall not show any visible deviations from line andgrade. The posts shall be straight and vertical. Theguardrails shall not be warped but shall be in a verticalplane parallel to the road centre line except at flaredterminal sections. The painted or galvanised surface onthe guardrail shall be smooth and continuous and freefrom abrasions or scratches. Any damage to thesurface shall be repaired at the Contractor's expense.

5205 REMOVING, RENOVATING AND RE-ERECTING EXISTING GUARDRAILSEvery effort should be made to reuse existing guardrailsrather than dispose of them and purchase new units.Where existing guardrails have to be removed, orremoved and re-erected, or removed, renovated and re-erected, the three processes of removal, renovation andre-erection shall be carried out as follows:

(a) Removing the guardrailsAll guardrails, reflective plates and end units shall beloosened. Posts shall be carefully dug out and the holesshall be filled and compacted in 150 mm layers. Itemsused for fixing, such as bolts, nuts and washers,together with the reflective plates, shall be placed intobags, after which all the material shall be transported toa store approved by the Engineer and all stored ingroups by type.

Where material is intended for re-use, it shall first beunpacked for inspection by the Engineer for decidingwhich material will be suitable for re-use. Suitablematerial shall then be stored separately from materialwhich is unsuitable for re-use.

(b) Renovating the guardrailsGuardrails, end units and steel posts suitable for reuseshall be taken to the workshop for cleaning andpainting. Rust and existing paint shall be completelyremoved and minor indentations hammered out. The

guardrails shall then be regalvanised or receive surfacetreatment and be painted as described in CLAUSE 5908.

Timber posts suitable for re-use shall be cleaned andtreated with a timber preservative as described inSUBCLAUSE 5202(b). Bolts, nuts and washers to be re-used shall be cleaned and all rust removed, and shallthen be oiled.

(c) Re-erectionThe guardrails shall be erected in the positions asindicated, and all the removed material suitable for re-use and as much supplementary new material as maybe necessary shall be used. Re-erection shall be asspecified for new guardrails, including fixing the retro-reflective plates.


ITEM UNIT

52.01 GUARDRAILS ON TIMBER

POSTS:

(a) GALVANISED METRE (m)

(b) PAINTED METRE (m)

The unit of measurement shall be the metre of guardrailas erected, excluding end units.

The bid rates shall include full compensation forfurnishing all materials and labour and for erecting andpainting and galvanising the guardrails, complete withposts, spacer blocks, bolts, nuts, washers andreinforcing plates, and excavating and backfilling thepost holes and removing any surplus excavatedmaterial.

ITEM UNIT

52.02 GUARDRAILS ON STEEL

POSTS:



The unit of measurement shall be the metre of guardrailerected, excluding end units.

The bid rates shall include full compensation forfurnishing all materials and labour and erecting andpainting and galvanising the guardrail, complete withposts, spacer blocks, bolts, nuts, washers andreinforcing plates and excavating and backfilling thepost holes including concrete backfill, and removing anysurplus excavated material.

ITEM UNIT

52.03 EXTRA OVER ITEMS 52.01,52.02 AND 52.11 FOR

HORIZONTALLY CURVED GUARD-RAILS FACTORY BENT TO A RADIUS

OF LESS THAN 45 m

METRE

(m)

The unit of measurement shall be the metre of curvedguardrail erected and measured in place.

The bid rate extra over the rates bid for ITEMS 52.01,52.02 and 52.11 shall include full compensation forincidentals in respect of supplying and erecting curvedguardrails.



ITEM UNIT

52.04 END UNITS:

(a) END SECTIONS INCLUDING

FOUNDATION IN THE GROUND

WHERE SINGLE GUARDRAIL

SECTIONS ARE USED (STATE

LENGTH)

NUMBER

(no)

(b) END SECTIONS INCLUDING


WHERE DOUBLE GUARDRAIL

SECTIONS ARE USED (STATE LENGTH

OF END SECTION)

NUMBER

(no)

(c) CABLE STAYS COMPLETE WITH

ANCHOR BLOCK

NUMBER

(no)

The unit of measurement shall be the number of endunits of each type erected.

The bid rates shall include full compensation for alllabour, constructional plant and materials required forinstalling the end units as shown on the Drawings,including posts and fittings and the bending of turned-down sections, excavations, concrete, backfilling, theremoval of surplus backfill and bituminous sealing atposts where guardrail is erected through a bituminoussurface.

ITEM UNIT

52.05 ADDITIONAL GUARDRAIL

POSTS:

(a) TIMBER NUMBER (no)

(b) STEEL NUMBER (no)

The unit of measurement for additional guardrail postsshall be the number erected over and above thoseerected in accordance with the normal spacing shownon the Drawings.

The bid rates shall include full compensation forsupplying additional posts, excavating the necessaryholes, erecting the posts, and backfilling the holes.

ITEM UNIT

52.06 REFLECTIVE PLATES NUMBER (no)

The unit of measurement shall be the number ofreflective plates installed.

The bid rate shall include full compensation forsupplying all materials and labour required formanufacturing, painting and fixing the reflective platesas specified and as shown on the Drawings.

ITEM UNIT


GUARDRAILS

METRE

(m)

The unit of measurement shall be the metre of guardrailremoved, and the quantity shall be measured betweenthe terminal points of the sections removed, includingthe end units, but excluding the anchor blocks andanchor cables, if any, projecting beyond the end units.

The bid rate shall include full compensation for the workas described in SUBCLAUSE 5205(a), including loading,transporting to any point on the Site, and off-loadingand stacking the material.

ITEM UNIT

52.08 RENOVATING GUARDRAIL

MATERIAL:

(a) GUARDRAILS INCLUDING END

SECTIONS

METRE (m)

(b) POSTS INCLUDING BOLTS,WASHERS AND NUTS

NUMBER

(no)

The unit of measurement for SUBITEM (a) shall be themetre of single guardrail, whether straight or bentrenovated as specified, the length of which shall bemeasured in accordance with the measurements of theguardrail after dismantling. The unit of measurement forSUBITEM (b) shall be the number of treated posts.

The bid rates shall include full compensation for thework as specified in SUBCLAUSE 5205(b), including theloading, transporting to and from the workshops, off-loading and storing of the material.

ITEM UNIT

52.09 RE-ERECTION OF

GUARDRAILS WITH RECOVERED

MATERIAL:

(a) SINGLE GUARDRAIL METRE (m)

(b) DOUBLE GUARDRAIL METRE (m)

The unit of measurement shall be the metre of single ordouble guardrail re-erected with used material andmeasured between the points where they are joined tothe end units.

The bid rates shall include full compensation for re-erecting the guardrails as specified in SUBCLAUSE

5205(c), including the loading, transporting betweenany two points on the site and off-loading the material,and providing new fixing material. Payment shall bemade separately for any new material required,including spacer blocks, but not for other fixingmaterials. Where sections are made entirely from newmaterial, payment therefore shall be made under theappropriate items for new guardrails.

ITEM UNIT

52.10 RE-ERECTION OF END UNITS

WITH RECOVERED MATERIAL:

(a) END WINGS NUMBER (no)

(b) TERMINAL SECTIONS WITH SINGLE

GUARDRAILS

NUMBER (no)

(c) TERMINAL SECTIONS WITH DOUBLE

GUARDRAILS

NUMBER (no)

(d) TERMINAL SECTIONS COMPLETE

WITH ANCHOR BLOCK

NUMBER (no)

The unit of measurement shall be the number of endunits erected with recovered and, in part, new material.

The bid rates shall include full compensation forerecting the end units and for providing all anchors,fixing materials and anchor blocks. Apart from anchors,anchor blocks and fixing materials payment will bemade separately for all new materials. End units madecompletely from new materials shall be paid for inaccordance with the appropriate rates for new endunits.

ITEM UNIT

52.11 NEW MATERIAL REQUIRED

FOR THE RE-ERECTION OF GUARD-RAILS WITH RECOVERED

MATERIALS:



(a) GUARDRAILS METRE (m)

(b) TIMBER POSTS NUMBER (no)

(c) STEEL POSTS NUMBER (no)

(d) REFLECTIVE PLATES NUMBER (no)

(e) SPACER BLOCKS NUMBER (no)

The unit of measurement for SUBITEM (a) shall be themetre of guardrail provided, measured in accordancewith the measurements of the loose guardrail. The unitof measurement for SUBITEMS (b), (c), (d) and (e) shallbe the number of new timber posts, steel posts,reflective plates and spacer blocks provided,respectively.

The bid rates shall include full compensation forsupplying the material as specified. ITEM 52.03 shallalso apply to horizontally bent guardrail factory bent to aradius of less than 45 m.

ITEM UNIT

52.12 DRILLING AND BLASTING

HOLES FOR GUARDRAIL POSTS

NUMBER

(no)

The unit of measurement shall be the number of holesdrilled and blasted with explosives in rock materialwhich cannot be removed by auger.

The bid rate shall include full compensation for alldrilling, explosives, materials, labour and equipmentand all incidentals to be incurred for making holes inrock materials.




SECTION 5300: FENCING


5301 SCOPE 5000-75302 MATERIALS 5000-75303 TYPES OF FENCING 5000-85304 PROTECTING LIVESTOCK 5000-85305 CLEARING THE FENCE LINE 5000-85306 ERECTING STRAINING POSTS AND

STANDARDS 5000-85307 ERECTING FENCE WIRES 5000-85308 ERECTING DIAMOND MESH OR WIRE

NETTING 5000-95309 CLOSING OPENINGS UNDER FENCES 5000-95310 EXISTING FENCES 5000-95311 ERECTING GATES 5000-95312 TEMPORARY FENCING, GATES AND

MOTOR GATES 5000-95313 GENERAL REQUIREMENTS 5000-105314 MEASUREMENT AND PAYMENT 5000-10

5301 SCOPEThis Section covers the moving of existing fenceswhere necessary and erecting new fences along theboundaries of the road reserve and where elsewhereindicated on the Drawings or as directed by theEngineer.

It shall also include the erection and later removal oftemporary fences. Except when the Engineer allowsotherwise, new and temporary fences shall be erectedbefore construction on a particular section of the road iscommenced with, or before temporary bypasses areopened to traffic.

This Section also covers the dismantling of existingfences and the stacking of the fencing material.

5302 MATERIALS

(a) Straining posts, stays, standards and droppersStraining posts, stays, standards and droppers shall beof the type and size indicated on the Drawings. Steelsections shall comply with the requirements of CKS 82or equivalent and timber posts with the requirements ofSABS 457 or equivalent. Timber posts shall be treatedwith a preservative in accordance with the requirementsof SUBCLAUSE 5202(b).

Unless otherwise specified or shown on the Drawings,rolled steel posts shall be 15 or 22 kg/m rails as shownon the Drawings. Standards shall be 2.5 kg/m Y-sections or timber standards according to SABS 457 orequivalent.

Droppers shall be 0.56 kg/m ridgeback-pattern droppersor timber droppers according to SABS 457 orequivalent.

Tubular straining posts and stays shall be galvanised inaccordance with SABS 763 or equivalent for Class B1articles, or shall be painted as specified in Section 5900as may be required on the Drawings, and shall have awall thickness of at least 2.95 mm. Unless otherwiseshown on the Drawings, all tubular posts shall beprovided with at least a 200 mm x 200 mm footplateand a pressed-steel or cast-iron cap. Tubular staysshall have a nominal bore of at least 50 mm.

Rolled steel sections shall be provided with a protectivecoating of tar or other approved material.

(b) Bolts for staysBolts shall be galvanised steel bolts of the requiredlength and a diameter which shall not be less than 12mm. All the necessary bolts, nuts and washers, shall besupplied with each post.

(c) Wire

(i) Barbed wireBarbed wire shall comply with the requirements ofSABS 675 or equivalent and shall be one or moreof the following types:

(1) High-tensile-grade single-strand 3.15 mm x 2.5mm oval-shaped wire, with a 2.81 mmequivalent diameter and fully galvanised.

(2) High-tensile-grade single-strand fullygalvanised (first-class coating), 2.8 mm x 1.9mm in diameter, oval-shaped wire, with a 2.31mm equivalent diameter. This wire shall not beused within 500 mm above ground level wherebush fires are common.

(3) Mild-steel-grade double-strand uni-directionaltwist wire, each strand 2.5 mm in diameter, foruse at any height above ground. The wire shallbe fully galvanised.

Barbs shall be manufactured from 2 mm galvanisedwire and shall be spaced at not more than 152 mm.

(ii) Smooth wireSmooth wire shall comply with the requirements ofSABS 675 or equivalent and shall be of the typesspecified below:

(1) Straining wire shall be 4mm in diameter andfully galvanised.

(2) Fencing wire shall be high-tensile-grade notless than 2.24 mm in diameter wire fullygalvanised.

(3) Tying wire shall be not less than 2.5 mm indiameter mild-steel galvanised wire for tyingfencing wire to standards and droppers and 1.6mm mild-steel galvanised wire for tying nettingand mesh wire to the fencing wire.

(d) Diamond meshDiamond mesh (chain-link fencing material) shallcomply with the requirements of SABS 1373 orequivalent. The width shall be as shown on theDrawings and the edge finish shall be both sidesclinched or barbed.

The nominal diameter of the wire shall be 2.5 mm andthe mesh size shall be 64 mm x 64 mm.

The wire shall be fully galvanised.

(e) Wire nettingWire netting shall be fully galvanised mild-steel wirewith a minimum diameter of 1.8 mm, with 75 mmhexagonal mesh.

The width shall be as shown on the Drawings.

(f) Barbed-tape concertina wireBarbed-tape concertina wire shall comply with therequirements of CKS 592 Type A or equivalent. Thehigh-tensile steel wire shall be heavily galvanised(Class A), and the barbed tape and concertina clamps



shall also be heavily galvanised (Class Z600). Thediameter of the roll shall be 950 mm or 700 mmaccording to requirements.

(g) GatesGates shall be manufactured to the dimensions shownon the Drawings.

Gates shall be complete in every respect, includinghinges, washers, bolts and locking chains attached tothe gate.

Gate posts shall not be used as straining posts andshall be according to SABS 457 or equivalent.

(h) Timber posts for wire matsTimber posts for holding down wire mats where thefence crosses streams shall comply with therequirements of SABS 457 or equivalent and shall be inaccordance with the requirements of SUBCLAUSE

5202(b).

(i) Manufacturing tolerances for wireThe actual diameter of wire supplied shall nowhere beless than the specified diameter minus the followingtolerances:

Specified diameter Tolerance1.00 - 1.80 mm 0.05 mm2.00 - 2.80 mm 0.08 mm3.15 - 4.00 mm 0.10 mm

5303 TYPES OF FENCINGThe following types of fences shall be erected inaccordance with the dimensions shown on theDrawings:− Stock-proof fences− Vermin-proof fences− Pedestrian fences− Security fences

Where existing fences have to be dismantled and re-erected, they shall be erected either to the same designas the original, but with such modifications as may berequired by the Engineer, or they shall be erected up toone of the standards specified above, all as ordered bythe Engineer.

5304 PROTECTING LIVESTOCKFrom the time of occupancy up to the date of TakingOver Certificate being issued to the Contractor, he shalltake all measures necessary for preventing the ingressof vermin, and for protecting and controlling livestocketc, on the sections of the properties affected by hisoperations. He shall provide gates at the positions inexisting fences cut by him for gaining access and shallensure that all gates are kept closed except when theyare opened for admitting his traffic. No fences shall becut without the approval of the Engineer, andconsultation with the Owner of the fence.

Where alternative arrangements cannot be made, theEngineer may direct the Contractor to erect temporaryfencing where necessary to protect livestock that maybe lost or are exposed to vermin through his operations.Such fencing shall be of an adequate standard andshall be erected ahead of construction operations. Thefencing shall be maintained in a good order duringconstruction operations and, on completion of the work,it shall be removed from the site and all surfaces shallbe restored. The Engineer may order that anypermanent fencing which is required be erected aheadof construction operations, where practicable, instead oferecting temporary fencing.

5305 CLEARING THE FENCE LINEThe fence line shall be cleared over a width of at least1.0 m on each side of the centre line of the fence andsurface irregularities shall be graded so that the fencewill follow the general contour of the ground. Clearingthe line shall include the removal of all trees, scrub,stumps, isolated boulders or stones and otherobstructions which will interfere with the construction ofthe fence. Stumps within the cleared space shall begrubbed as described in SECTION 3100. The bottom ofthe fence shall be located at a uniform distance abovethe ground line in accordance with the requirementsshown on the Drawings. All material removed shall beburnt or disposed of in disused borrow pits.

Any areas outside the road reserve where clearing isnot permitted by the Owner or is impracticable shall notbe cleared if so directed by the Engineer.

5306 ERECTING STRAINING POSTS ANDSTANDARDSStraining posts shall be erected at all terminal points,low points (as required), corners and bends in thefencing and at all junctions with other fences. Strainingposts shall not be spaced further apart than shown onthe Drawings. The length of posts above ground shallbe such that the correct clearance between the lowestwire and the ground can be obtained.

Straining posts shall be accurately set in holes and shallbe provided with concrete bases to the dimensionsshown on the Drawings.

Holes shall be dug to the full specified depth. Where, onaccount of the presence of rock, the holes cannot beexcavated by hand or by pneumatic tools and theContractor has to resort to the use of explosives, he willbe paid separately for the drilling and blastingoperations required.

All straining posts shall be braced by means of stays oranchors as shown on the Drawings or as directed bythe Engineer. Tubular stays shall be bolted to the posts.Gate posts shall not be used as straining posts but ateach gate post a straining post shall be placed asshown on the Drawings.

Standards shall be firmly planted into the ground at thespacings shown on the Drawings or as directed by theEngineer. The spacing of standards between any twosuccessive straining posts shall be uniform and notgreater than that shown on the Drawings. In rock orhard material standards shall be either driven or set inholes drilled into the rock. The size of drilled holes shallprovide a tight fit to the standards. Care shall be takenwhen driving standards to prevent their buckling orbeing damaged.

All straining posts and standards shall be accuratelyaligned and set plumb. Where verandah-type securityfencing is used, the posts shall be planted with theoverhang on the road side and perpendicular to thedirection of the fence. After the straining posts andstandards have been firmly set in accordance with theforegoing requirements, fence wires shall be attachedthereto at the spacings shown on the Drawings.

5307 ERECTING FENCE WIRESAll fencing wire shall be tied to the sides of standards orposts to prevent the wires from being displaced orbecoming loose. The wire shall be carefully tensionedwithout sagging, and true to line, care being exercisednot to tension the wire to such an extent that it willbreak, or that end, corner, straining or gate posts will bepulled out, or that it will be easily damaged during fires.



Each strand of fencing wire shall be securely tied in thecorrect position hard up to each standard with softgalvanised tying wire. The tying wire for each strandshall pass through a hole or notch in the standard, whilethe ends of the tying wire shall be wound at least fourtimes around the fencing wire to prevent it from movingin a vertical direction.

At end, corner, straining and gate posts the fencing wireshall be securely wrapped twice around the post andsecured against slipping by tying the end tightly aroundthe wire by means of at least six neat tight twists.

Where high-tensile wire is used, two long twists mayfirst be made followed by the six tight, neat twistsaround the post to prevent the wire from breaking at thefirst twist. When smooth wire is used, the loose endshall preferably be bent over and hooked into the notchbetween the fencing wire and the first twist.

Splices in the fencing wire shall be permitted if made inthe following manner with a splicing tool. The end ofeach wire at the splice shall be taken at least 75 mmpast the splicing tool and wrapped around the otherwire by not less than six complete turns with the twoseparate wire ends being turned in opposite directions.After the splicing tool has been removed, the space leftby it in the spliced wire shall be closed by pulling thewire ends together. Unused wire ends shall be cut closeso as to leave a neat splice.

The gaps between gate posts and the adjacentstraining posts shall be fenced off with short lengths offencing wires.

Droppers shall be tied to each fence wire with soft tyingwire in the required position as specified for standardsto prevent slippage in a vertical direction. The spacingof droppers between any two straining posts shall beuniform. Anchoring to structures shall be done asshown on the Drawings.

Barbed-tape concertina wire shall be attached to thefence as shown on the Drawings at maximum spaces of1.0m between tying points. Barbed-tape concertina wirerolls shall be spliced by overlapping for one full circleand tied at four evenly spaced points along thecircumference. Spliced ends shall coincide with thepositions of the standards.

5308 ERECTING DIAMOND MESH OR WIRENETTINGWhere vermin-proof, pedestrian or security fences areerected, or where instructed by the Engineer, wirenetting or diamond mesh shall be stretched against thefence and properly tied to the fencing wire as shown onthe Drawings. The diamond mesh or wire netting shallbe secured by soft tying wire at 1.2 m centres along thetop and bottom wires and at 3 m centres along each ofthe other fencing wires, unless otherwise shown on theDrawings.

In the case of vermin-proof fencing, vermin shall beprevented from creeping under the fence by either oneof the two methods described below as ordered by theEngineer:

(a) By folding back the bottom 130 mm of the wirenetting so that it lies flat on the ground and bytightly packing stones (having a minimumdimension of 200 mm) end to end on this flap tosecure it in position.

(b) By embedding the lower 130 mm of the wire nettingin the ground and thoroughly compacting the eartharound it on both sides, to secure the netting.

5309 CLOSING OPENINGS UNDER FENCESAt ditches, streams, drainage channels or otherdepressions where the fence cannot be erected so asto follow the general ground contour, the Contractorshall close the opening under the fence with horizontalbarbed wires at 150 mm spacing. Stretched betweenadditional posts or straining posts as shown on theDrawings or as directed by the Engineer. In the case ofpedestrian, vermin-proof and security fences theopening shall be covered with strips of wire netting ordiamond mesh 1000 mm wide, fixed to the barbedwires.

In the case of larger streams where damming of debrisagainst the fence would constitute a hazard, theopening below the bottom fencing wire shall be closedwith loose-hanging wire nets. For this purposeadditional straining posts shall be planted on both sidesof the stream with a cable consisting of at least fivestrands of smooth fencing wire stretched between them.Onto this cable vertical strips of diamond mesh hangingdown to ground level shall be fixed. The edges of thevarious strips of diamond mesh shall be tied to eachother so that the entire mat will be raised by waterflowing underneath to leave a free stream area. Thesemats at streams shall be erected only when instructedby the Engineer. If it should be necessary to keep thebottoms of the mats on the ground, the Engineer mayorder that timber posts or pipes be fixed horizontally tothe bottom ends of the diamond-mesh strips.

5310 EXISTING FENCESWhere a new fence joins an existing fence whether inline or at an angle, the new fence shall be erected witha new straining post positioned at the terminal point ofthe existing fence.

Existing fences that require to be taken down or movedto a new location shall be dismantled. Material notrequired for re-erection or unsuitable for re-use shall beneatly stacked at approved locations in accordance withthe Engineer's instructions. Fencing wire and wirenetting shall be stacked clear of the ground. Paymentwill be made only for fences removed in accordancewith the written instruction of the Engineer.

Where fences require moving, the Contractor shall re-use all the material, declared to be suitable for thispurpose by the Engineer, plus such new material asmay be required to erect the fence again to thestandard specified for new fences. The Engineer shallnot be responsible for any delays or costs arising fromthe breaking of re-used wire during straining.

5311 ERECTING GATESGates shall be erected at the positions indicated by theEngineer. The gates shall be hung on gate fittings inaccordance with the requirements shown on theDrawings. Gates shall be so erected as to swing in ahorizontal plane at right angles to the gate posts, clearof the ground in all positions. In pedestrian and securityfences the double swing gates shall leave a gap notexceeding 25 mm between them when closed and othergates shall not be further than 25 mm from the gatepost when closed.

Gates shall be stock-proof to the same extent as theadjoining fence. The clearance below the gates shallnot exceed 75 mm with the gates closed. Where thegate crosses a public road, it shall be fitted with a discor other device easily visible at night, as instructed bythe Engineer.

5312 TEMPORARY FENCING, GATES ANDMOTOR GATESIf required, the Contractor shall erect temporary fencing,gates and motor gates in accordance with the



Drawings, Special Specifications or the Engineer'sinstructions. The material and erection shall be inaccordance with the provisions of this Section, but thematerial need not necessarily be new. Where usedmaterials are offered, they shall be in a good conditionand approved in advance by the Engineer.

When no longer required, the temporary fencing, gatesand motor gates shall be dismantled and removed.

5313 GENERAL REQUIREMENTSThe completed fence shall be plumb, taut, true to lineand ground contour, with all posts, standards and staysfirmly set. The height of the lower fencing wire abovethe ground at posts and standards shall not deviate bymore than 25 mm from that shown on the Drawings.Other fencing wires shall not deviate by more than 10mm from their prescribed vertical positions.

The Contractor shall, on completion of each section offence, remove all cut-offs and other loose wire ornetting so as not to create a hazard to grazing animalsor a nuisance to the Owners of the ground.


ITEM UNIT

53.01 CLEARING THE FENCE LINE,2m WIDE STRIP:

KILOMETRE

(km)

The unit of measurement for clearing the fence lineshall be the kilometre of fence line measured alongeach fence line.

The bid rate shall be in full compensation for clearingthe fence line as specified, including the removal oftrees, stones, and other obstructions and the disposalof all waste material resulting from clearing operations,as may be directed. The removal of trees and stumpswith a girth exceeding 1.0 m shall be paid for asspecified in SECTION 3100.

ITEM UNIT

53.02 SUPPLYING AND ERECTING

NEW FENCING MATERIAL FOR

NEW FENCES AND FOR

SUPPLEMENTING MATERIAL IN

EXISTING FENCES WHICH ARE

BEING REPAIRED OR REMOVED:

(a) BARBED WIRE (GRADE, SIZE AND

TYPE OF GALVANISING

INDICATED)

KILOMETRE

(km)

(b) SMOOTH WIRE (GRADE, SIZE AND

TYPE OF GALVANISING

INDICATED)

KILOMETRE

(km)

(c) DIAMOND MESH SQUARE

METRE (m2)(d) WIRE NETTING SQUARE

METRE (m2)(e) BARBED-TAPE CONCERTINA

WIRE

KILOMETRE

(km)

(f) STEEL AND TIMBER STRAINING

POSTS, INCLUDING ANCHORS

(TYPE, SIZE AND LENGTH AND

WHETHER GALVANISED,TREATED OR PAINTED

INDICATED)

NUMBER (no)

(g) STEEL AND TIMBER STANDARDS

(LENGTH AND TYPE INDICATED) NUMBER (no)

(h) STEEL AND TIMBER DROPPERS

(LENGTH AND TYPE INDICATED)NUMBER (no)

(i) TIMBER POSTS TO BE FIXED TO

THE BOTTOM OF WIRE MESH IN

STREAMS (DIAMETER INDICATED)

METRE (m)

The quantity of material used shall be determined bymeasuring the quantities of individual items of materialused in the completed fence. The linear measurementof the completed fence shall not apply. The appropriateunits of measurement are as follows:

(i) Fencing wire (SUBITEMS 53.02(a) and (b))The unit of measurement shall be the kilometre ofeach type of fencing wire measured between endposts. Tying wire and wire used for anchoring theposts shall not be measured for payment.

(ii) Diamond mesh and wire netting (SUBITEMS 53.02(c)and (d))The unit of measurement shall be the square metreof diamond mesh or wire netting, the quantity ofwhich shall be calculated according to theprescribed width and the length between strainingposts or gate posts, or the length of strips used forcovering openings under fences, or the length usedfor covering the gates.

(iii) Barbed-tape concertina wire (SUBITEM 53.02(e))The unit of measurement shall be the kilometre offence provided with barbed-tape concertina wire ofwhich each concertina is opened to the maximumeffective open concertina length as specified in theDrawings.

(iv) Straining posts (SUBITEM 53.02(f))The unit of measurement shall be the number ofposts, as follows:

All straining posts erected in accordance with themaximum specified spacing or such lesser spacingas authorised by the Engineer, all corner postsauthorised by the Engineer, and all end posts. Gateposts for new gates shall not be measured forpayment.

(v) Standards and droppers (SUBITEMS 53.02(g) and(h))The unit of measurement shall be the number ofstandards and droppers erected to the maximumspecified spacing or such lesser spacing asauthorised by the Engineer.

(vi) Timber posts to be fixed to the bottom of wire meshin streams (SUBITEM 53.02(i)).The unit of measurement shall be the metre oftimber post of every diameter erected inaccordance with the Drawings and the instructionsof the Engineer.

The bid rate for each straining post, standard, dropper,each kilometre of fencing wire and barbed-tapeconcertina wire, and each square metre of diamondmesh or wire netting and for each metre of timber post,shall include full compensation for providing all thematerials, including all concrete, tying wire, strainingwire, bolts, washers and nuts, for excavating or drillingholes for standards, for erecting the posts, standardsand droppers and the complete putting up of the fenceas specified and as shown on the Drawings. Noseparate payment will be made in respect of stonepacking and/or trenching in the case of wire netting.

The bid rate for posts shall include full compensation forerecting the stays of the types shown on the Drawings.



ITEM UNIT

53.03 NEW GATES:

(a) SINGLE LEAF (SIZE AND TYPE

INDICATED)NUMBER

(no)

(b) DOUBLE LEAF (SIZE AND TYPE

INDICATED)NUMBER

(no)

The unit of measurement shall be the number of newgates erected. At pedestrian and security fences thepair of gates shall be measured as one.

The bid rates shall include full compensation forprocuring and furnishing all material, including gates,gate posts, hinges, bolts, disks, concrete and strainingwire, and for erecting the gates as specified and asshown on the Drawings. It shall not includecompensation for any fencing wire or mesh fitted ontothe gate.

ITEM UNIT

53.04 MOVING EXISTING FENCES

AND GATES:

(a) FENCES:

(i) STOCK-PROOF FENCES KILOMETRE (km)

(ii) VERMIN-PROOF FENCES KILOMETRE (km)

(iii) PEDESTRIAN FENCES KILOMETRE (km)

(iv) SECURITY FENCES KILOMETRE (km)

(b) GATES NUMBER (no)

The unit of measurement for moving existing fencesshall be the kilometre of fence, the quantity of whichshall be taken as the length of fence which has beenput up permanently with material obtained from fenceswhich have been dismantled elsewhere. Additional newmaterial used during the re-erection of existing fencesshall be measured under ITEM 53.02. The unit ofmeasurement for moving gates shall be the number ofgates moved.

The bid rate for each kilometre of existing fence movedor for each existing gate moved shall include fullcompensation for dismantling the old fence, coiling andstacking the material unsuitable for re-use, moving allmaterial, including posts and wire and again putting upthe fence or gate at the new position and the provisionof binding, tying and straining wire. New material usedfor re-erection of old fences shall be paid for under ITEM

53.02.

The bid rate for each gate moved shall include fullcompensation for taking down the gate and re-erectingit where required, including all new bolts, nuts and otheraccessories required but excluding new gate posts.

ITEM UNIT

53.05 DISMANTLING EXISTING

FENCES

KILOMETRE (km)

The unit of measurement shall be the kilometre ofexisting fencing and gates taken down and dismantledon the instruction of the Engineer.

The bid rate shall include full compensation for takingdown existing fences and gates, coiling wires, rollingnetting into rolls, transporting the material to designatedsites and stacking the material.

ITEM UNIT

53.06 PROVIDING TEMPORARY

FENCES AND GATES:

(a) STOCK-PROOF FENCE KILOMETRE

(km)(b) VERMIN-PROOF FENCE KILOMETRE

(km)(c) PEDESTRIAN FENCE KILOMETRE

(km)(d) TEMPORARY GATES (TYPE AND

SIZE INDICATED)NUMBER (no)

(e) TEMPORARY MOTOR GATES NUMBER (no)

The unit of measurement for SUBITEMS 53,06(a), (b)and (c) shall be the kilometre of each type of temporaryfencing erected on the instructions of the Engineer.

The bid rates shall include full compensation forproviding all labour, new or suitable second-handmaterial, putting up the temporary fence and when nolonger required, dismantling and removing it from thesite to any new locality where it is required.

The unit of measurement for SUBITEM 53,06(d) shall bethe number of temporary gates provided by theContractor.

The bid rate shall include full compensation forprocuring, supplying and erecting new or second-handgates, their later removal, and replacing the fence.

The unit of measurement for SUBITEM 53,06(e) shall bethe number of temporary motor gates provided by theContractor.

The bid rate shall include full compensation for erectingthe motor gates in accordance with the Drawings, byusing new or second-hand material, and, if required,dismantling and removing the motor gates and againputting up any fencing removed from the positionswhere the motor gates have been erected.

GeneralWhere new or second-hand material is used which hasbeen provided by the Employer, eg material obtainedfrom taking down existing fences, such materialobtained from taking down the temporary fences orgates shall remain the property of the Employer.Material provided by the Contractor for temporaryfences will similarly become the Contractor's propertyafter the temporary fences have been dismantled.

ITEM UNIT

53.07 RINGBOLTS FOR ANCHORING

FENCING TO STRUCTURES:NUMBER

(no)

The unit of measurement shall be the number ofringbolts supplied and fixed to the structure.

The bid rate shall include full compensation forsupplying and fixing ringbolts of the type shown on theDrawings to the structure, including, where necessary,drilling holes, anchorage, grouting ringbolts in withepoxy resin, and for all incidentals.

ITEM UNIT


HOLES FOR POSTS AND ANCHORS:NUMBER (no)

The unit of measurement shall be the number of holesfor posts and anchors made by drilling and/or blastingwhere excavation by hand or by pneumatic tools cannotbe done economically.



The bid rate shall include full compensation for drillingand blasting the holes and for all other expenses inconnection with providing, storing, transporting andusing explosives.




SECTION 5400: ROAD SIGNS


5401 SCOPE 5000-135402 DESCRIPTION 5000-135403 MATERIALS 5000-135404 CONSTRUCTION 5000-135405 STORAGE AND HANDLING 5000-145406 ERECTING ROAD SIGNS 5000-145407 PROTECTION AND MAINTENANCE 5000-145408 DISMANTLING, STORING AND RE-

ERECTING EXISTING ROAD SIGNS 5000-145409 MEASUREMENT AND PAYMENT 5000-14

5401 SCOPEThis Section covers the supply and erection ofpermanent and temporary road traffic signs alongsideand over the carriageway, ramps and cross roads atintersections and interchanges and at the locationsindicated on the Drawings or as directed by theEngineer.

5402 DESCRIPTIONThis work shall consist of furnishing and placing roadsigns, in accordance with these Specifications, at thelocations and of the dimensions shown on the Drawingsor as directed by the Engineer.

5403 MATERIALSConcrete for foundations shall be Class 30/19 to beexecuted as specified in SECTIONS 6100 and 6400 ofthese Specifications.

Sign post shall consist of steel pipe conforming to therequirements of ASTM A 52 Grade B, to be galvanisedin accordance with ASTM A 123.

Sign plate shall consist of steel sheets conforming tothe requirements of ASTM A 366 or aluminium alloysheets conforming to ASTM B 209, 6061-T6 aluminium,degreased and alodine treated.

Reflective sheeting shall be reflective sheeting, highintensity grade, SERIES 3800 with pressure sensitiveadhesive or similar product, as approved by theEngineer. Reflective sheeting shall comply with UnitedStates Federal Specification L-S-300C.

The Contractor shall provide, at his own expense, thesign manufacturer’s specifications and certificate for allmaterials he intends to adopt. The certificate shall setforth the name or brand of the materials to be furnished,the results of tests proving the products meet therequirements, and any other data requested by theEngineer. The certificate shall be sworn to for themanufacturer by a person having legal authority to bindthe company.

The Contractor shall also provide a guarantee by themanufacturer that all materials furnished shall conformto the specification requirements and that the signs asmanufactured will maintain their structural quality andthe symbols will maintain their visibility by day and bynight for a period of ten years. Any sign that fails withinthat period shall be replaced at no cost to the Employer.

The Contractor shall not place any purchase order forroad signs until the manufacturer’s certificate and form

of guarantee have been inspected by the Engineer andaccepted.

At any time the Engineer may request any test he thinksnecessary to verify the compliance of the material withthe Specifications.

All the tests shall be carried out in a specialisedlaboratory previously approved by the Engineer; thislaboratory shall certify the results of the tests inquestion.

All the above-mentioned tests shall be at the expenseof the Contractor.

5404 CONSTRUCTIONRoad sign plates shall be manufactured fromgalvanised steel sheet of at least 1.4 mm thickness, orfrom aluminium alloy sheet of at least 2.5 mm thicknessor such other material that is approved by the Engineer.

Sign plates manufactured from sheet material shall bestiffened when the maximum dimension of the signexceeds 600 mm.

The stiffening of the sign may be in the form of a flangeat least 15 mm deep on all edges or by means of mildsteel or aluminium sections. Material for fixing such asbrackets, socket caps, clips, screws, bolts, nuts andwashers, shall be corrosion resistant and to theEngineer’s approval. Brass or copper will not beallowed for use in contact with aluminium.

The colours on all road signs, with the exception ofblack, will normally be reflectorised, unless otherwisespecified or ordered by the Engineer. Reflectivesheeting shall be applied by a mechanical orvacuum/heat application method. The sign plate shallbe covered with clear lacquer of a make recommendedby the manufacturer of the reflective material.

Before painting all signs shall be pre-treated by anapproved method, and all frames, brackets, metalstakes, clips, screws, nuts, bolts, and washers shall becorrosion-proofed prior to painting.

The sign shall be supported on a galvanised steel tubeof not less than 50 mm internal diameter and securelybolted to it. The ends of the bolts shall be hammered toprevent the nuts being removed.

Care shall be taken to prevent the forced rotation of thesign round the post. A steel bar of 16 mm diameter x450 mm long shall be welded in the middle horizontallyto the foot of the post to prevent the rotation of the postin its foundation. The length of the post shall be suchthat it is at least 0.65 m in the ground when the sign isat its correct height.

Additional road sign plates shall be provided andmounted on the support of the road sign, as directed bythe Engineer.

Posts shall be thoroughly cleaned, free from grease,scale and rust and given at least one coat of rustinhibiting priming paint.

Posts and backs of signs, fittings, etc. shall be paintedgrey.

The foundations for road signs shall be as shown on theDrawings or as directed by the Engineer. Concretefoundations shall be poured using formwork.

After the concrete has set sufficiently, the spacesaround the concrete foundation shall be refilled to therequired elevation with suitable material which shall be



thoroughly tamped in layers of not more than 150 mmthickness.

All road signs shall be marked with the manufacturer’sname or trade mark, and year of make.

Mounting of the sign plate on the support shall be madeby brackets, in accordance with the types proposed bythe Contractor and approved by the Engineer, beforethe actual manufacture and erection in place.

Signs shall be erected at a distance from the edge ofthe carriageway depending upon the design standard ofthe road, as directed by the Engineer, and at a height inaccordance with the SATCC Road Traffic Signs Manualand as directed or shown.

The Contractor shall cut back trees and vegetation asmay be necessary to ensure visibility of the signs.

All the structures must be such as to bear the stresscaused by a wind blowing at 130 km/h on the supportand the signs.

5405 STORAGE AND HANDLINGAll road signs or parts of road signs shall be transportedand handled so as to prevent any damage anddeformation. All road signs shall be stored in a verticalposition in a weather-proof storeroom. There shall besufficient space between the road signs to permit freeair circulation and moisture evaporation. Contact ofroad signs with treated timber, diesel, dirt or water shallnot be permitted. When required, existing or newlyerected road signs shall be fully or partially covered withburlap or other approved adequately ventilated materialto obscure destinations that are temporarily inapplicableor irrelevant.

5406 ERECTING ROAD SIGNS

(a) PositionRoad signs shall be erected in the positions shown onthe Drawings or indicated by the Engineer.

(b) Excavation and backfillingExcavations for the erection of road signs shall bemade according to the dimensions shown on theDrawings. Where the excavations are to be backfilledwith soil, a 12:1 soil-cement mixture shall be made ifrequired by the Engineer.

The soil or soil-cement mixture shall then be compactedby tamping at optimum moisture content in 100mm thicklayers in the excavation.

Where posts or structures are to be fixed in concrete, orwhere concrete footings are to be cast, the concrete,formwork and reinforcement shall comply with therequirements of SECTIONS 6200, 6300 and 6400. Theholes shall be completely filled with concrete up to thelevel shown on the Drawings or indicated by theEngineer. The upper surface of the concrete shall beneatly finished with sufficient fall to ensure properdrainage.

(c) ErectionRoad signs shall be erected as shown on the Drawingsor as directed by the Engineer. During erection thestructural steelwork shall be firmly bolted and protectedto prevent buckling or damage during erection, or by theequipment used for erection.

Posts to which road signs are to be fixed shall bevertical and the undersides of road signs shall behorizontal after having been erected.

Where timber posts are used for erecting the signs, allholes that are drilled in the timber shall be impregnatedwith creosote.

(d) Field weldingAll welding done during erection shall comply with therequirements for welding during manufacture.

(e) On-site paintingAll painting done after the road signs have been erectedshall comply with the requirements for painting duringmanufacture.

All places where the paintwork has been damagedduring erection shall be repaired by the Contractor athis own cost to the satisfaction of the Engineer.

(f) Time of erectionRoad signs shall be erected immediately prior to theroad being opened to public traffic, unless otherwisedirected by the Engineer.

(g) GeneralAll destinations and route numbers shown on theDrawings shall be subject to amendment, andconfirmation of the details shall be obtained from theEngineer before any particular signs are made. Suchparticulars may be available only at a late stage, forwhich allowance shall be made by the Contractor in hisprogramme.

5407 PROTECTION AND MAINTENANCEThe Contractor shall protect the completed road signsagainst damage until they have been finally acceptedby the Employer, and he shall maintain the road signsuntil the Performance Certificate has been issued.Damage or defects caused by negligence or faultyworkmanship shall be rectified by the Contractor at hisown cost to the satisfaction of the Engineer.

5408 DISMANTLING, STORING AND RE-ERECTING EXISTING ROAD SIGNSWhere ordered by the Engineer, the Contractor shalldismantle existing road signs, store them, and re-erectthem at new positions indicated.

Where required by the Engineer, the signs shall berepainted or repaired and new materials shall be usedfor part or all of the supporting structure.

5409 MEASUREMENT AND PAYMENTThe quantity to be measured for payment shall be:− The actual number of road signs complete in place,

including support assembly and concretefoundation, and accepted.

− The actual number of additional road sign platescomplete in place, regardless of the sizes.

− Route direction signs (D Series) are to bemeasured as one sign per site with all names, routenumbers and directional arrows shown on the onesign.

The quantities, determined as provided above, shall bepaid for at the rate per unit of measurement for each ofthe pay items listed below, that is shown in the Bill ofQuantities, which price and payment shall be fullcompensation for furnishing and placing all materials,for all labour, equipment, tools and incidentalsnecessary to complete the work prescribed in thissection, including all necessary excavation andbackfilling.

ITEM UNIT

54.01 ROAD SIGN (STANDARD,STATE AREA FOR EACH TYPE)

NUMBER (no)



ITEM UNIT

54.02 ADDITIONAL ROAD SIGN

PLATE

NUMBER (no)

The unit of measurement shall be the number ofstandard size signs of approved materials as stated inthe Specifications.

ITEM UNIT

54.03 ROUTE DIRECTION

SIGNS

SQUARE METRE

(m2)

The unit of measurement shall be the square metre ofcompleted road sign board of approved materials.

The bid rates shall include full compensation forproviding the completed road sign board, frame, fixingbrackets, angle-irons, channel profiles, etc includingpainting, galvanising if specified, reflective lettering,symbols, legends and borders, attaching the road signboard to the road sign support, or to the overhead roadsign structure, or to an over-bridge, and for all othermaterials and workmanship, brackets, bolts, nuts, etc,for the completion of the road sign boards as specified.

ITEM UNIT

54.04 DISMANTLING, STORING AND

RE-ERECTING ROAD SIGNS

(INDICATE SURFACE AREA)

NUMBER (no)

The unit of measurement shall be the number of signsdismantled and stored and re-erected in each sizegroup.

The bid rates shall include full compensation fordismantling and storing the road signs and supportingstructures, transporting the material to a new location,re-erecting the road signs, and restoring the locationwhere they were dismantled.

Payment for excavations, and the new material andconcrete required for re-erecting the road signs shall bemade under the appropriate Item, and any repairs andpainting which may be necessary, shall be paid for as"extra work". No separate payment shall be made fornew bolts and nuts required for such re-erection, thecost of which shall be included in the rates bid above.




SECTION 5500: ROADMARKINGS


5501 SCOPE 5000-165502 MATERIALS 5000-165503 WEATHER LIMITATIONS 5000-165504 MECHANICAL EQUIPMENT FOR

PAINTING 5000-165505 SURFACE PREPARATION 5000-165506 SETTING OUT THE ROAD MARKINGS 5000-165507 APPLYING THE PAINT 5000-175508 APPLYING THE RETRO-REFLECTIVE

BEADS 5000-175509 ROADSTUDS 5000-175510 TOLERANCES 5000-175511 GENERAL 5000-175512 FAULTY WORKMANSHIP OR MATERIALS 5000-175513 PROTECTION 5000-175514 MEASUREMENT AND PAYMENT 5000-18

5501 SCOPEThis Section covers the permanent marking of the roadsurface with white, red or yellow painted lines orsymbols and the supply and fixing of retro-reflectiveroadstuds as indicated on the Drawings or as specifiedby the Engineer.

All road markings shall be of the standard regulatory,warning and guidance markings as detailed on theDrawings and in accordance with the SATCC RoadTraffic Signs Manual.

5502 MATERIALS

(a) Paint

(i) Road-marking paintRoad-marking paint shall comply with therequirements of Traffic paint shall conform to therequirements of AASHTO M248, Type F.

Glass beads shall conform to the requirements ofAASHTO M247, Type 1. SABS 731 or equivalentfor Type 1, Type 2 or Type 4 as specified in theSpecial Specifications. The no-pick-up time of roadmarking paint shall comply with the Class 1requirement in SABS 731-1 or equivalent.

The paint shall be delivered at the Site in sealedcontainers bearing the name of the manufacturerand the type of paint. The viscosity of the paint shallbe such that it can be applied without being thinned.

(ii) Retro-reflective road-marking paintRetro-reflective road-marking paint shall complywith the requirements of SUBCLAUSE 5502(a)(i)above and CKS 192.

(iii) Thermo-plastic road-marking materialWhere specified in the Special Specifications, hot-melt plastic road-marking material shall comply withthe requirements of BS 3262. The binder shall beplasticised synthetic resin and the material shall bereflectorised by mixing in 20% by mass Class Aglass beads in accordance with BS 6088.

(iv) ColourThe colours to be used shall be bright white, red oryellow.

The colour of the yellow and red paint shall be asspecified in the SATCC Road Traffic Signs Manual.

(v) Skid resistanceThe skid resistance of all types of marking materialshall comply with the requirements of SABS 731-1or equivalent.

(b) RoadstudsRoadstuds shall comply with the requirements of SABS1442 or equivalent and shall be of the size and typeindicated on the Drawings or specified in the SpecialSpecifications. The Contractor shall, prior to delivery,submit to the Engineer for approval, samples of the typeof roadstuds he proposes to use.

5503 WEATHER LIMITATIONSRoad-marking paint shall not be applied to a dampsurface or at temperatures lower than l0°C or when, inthe opinion of the Engineer, the wind strength is suchthat it may adversely affect the painting operations.

5504 MECHANICAL EQUIPMENT FORPAINTINGThe equipment shall consist of an apparatus forcleaning the surfaces, a mechanical road-paintingmachine and all additional hand-operated equipmentnecessary for completing the work. The mechanicalroad-marking machine shall be capable of painting atleast two parallel lines simultaneously and shall applythe paint to a uniform film thickness at the rates ofapplication specified. The machine shall be so designedthat it will be capable of painting the road markingseverywhere to a uniform width with sides within thetolerances specified, without the paint running orsplashing. The machine shall further be capable ofpainting lines of different widths by adjusting the sprayjets on the machine or by means of additionalequipment attached to the machine.

Machines which apply the beads by means of gravityonly shall not be used. The beads shall be sprayed ontothe paint layer by means of a pressure sprayer.

The machine shall be provided with clearly visibleamber warning flashing lights which shall always be inoperation when the machine is on the road.

5505 SURFACE PREPARATIONRoad markings shall be applied to bituminous surfacesonly after sufficient time has elapsed to ensure thatdamage will not be caused to the painted surface byvolatiles evaporating from the surfacing.

Before the paint is applied, the surface shall be cleanand dry and completely free from any soil, grease, oil,acid or any other material which will be detrimental tothe bond between the paint and the surface. Thesurface where the paint is to be applied shall beproperly cleaned by means of watering, brooming orcompressed air if required.

5506 SETTING OUT THE ROAD MARKINGSThe lines, symbols, figures or marks shall be premarkedby means of paint spots of the same colour as that ofthe final lines and marks. These paint spots shall be atsuch intervals to ensure that the road markings can beaccurately applied, and in no case shall they be morethan 1.5 m apart. Spots of approximately 10 mm indiameter should be sufficient.

The dimensions and positions of road markings shall beas shown on the Drawings or as specified in the



appropriate statutory provisions and the SATCC RoadTraffic Signs Manual. After spotting, the positions of theproposed road markings shall be indicated on the road.These premarkings shall be approved by the Engineerprior to any painting operations being commenced.

The positions and outlines of special markings shall beproduced on the finished road in chalk and shall beapproved by the Engineer before they are painted.Approved templates may be used on condition that thepositioning of the marking is approved by the Engineerbefore painting is commenced.

The position of roadstuds shall be marked out on theroad and shall be approved by the Engineer before theyare fixed in position.

5507 APPLYING THE PAINTThe figures, letters, signs, symbols, broken or unbrokenlines or other marks shall be painted as shown on theDrawings or as directed by the Engineer.

Where the paint is applied by machine, it shall beapplied in one layer. Before the road-marking machineis used on the permanent Works, the satisfactoryoperation of the machine shall be demonstrated on asuitable site which is not part of the permanent Works.Adjustments to the machine shall be followed by furthertesting. Only when the machine has been correctlyadjusted and its use has been approved by theEngineer after testing, may the machine be used on thepermanent work. The operator shall be experienced inthe use of the machine.

After the machine has been satisfactorily adjusted, therate of application shall be checked and adjusted ifnecessary before application on a large scale iscommenced.

Where two lines are required parallel to each other, thelines shall be applied simultaneously by the samemachine. The paint shall be stirred before application inaccordance with the manufacturer's instructions. Paintshall be applied without the addition of thinners.

Where painting is done by hand, it shall be applied intwo layers, and the second layer shall not be appliedbefore the first layer has dried. As most road-markingpaint reacts with the bitumen surface of the road, thepaint shall be applied with one stroke only of the brushor roller.

Ordinary road-marking paint shall be applied at anominal rate of 0.42 litre/m2 or as directed by theEngineer while thermo-plastic road-marking paints shallbe applied at the rates specified in the SpecialSpecifications.

Unless otherwise prescribed by the Engineer, the roadmarking shall be completed before a particular sectionof the road is opened to traffic. Each layer of paint shallbe continuous over the entire area being painted.

5508 APPLYING THE RETRO-REFLECTIVEBEADSWhere retro-reflective paint is required, the retro-reflective beads shall be applied by means of a suitablemachine in one continuous operation, immediately afterthe paint has been applied. The rate of application ofthe beads shall be 0.8 kg/litre of paint or such other rateas may be directed by the Engineer.

5509 ROADSTUDSRoadstuds shall be of the type indicated on theDrawings or the Bill of Quantities and shall be fixed inthe positions indicated and approved by the Engineer.

The roadstuds shall be fixed by means of an approvedepoxy resin in accordance with the manufacturer'sinstructions, subject to such amendments to the methodas may be required by the Engineer. The studs shall beprotected against impact until the adhesive hashardened. Before fixing the roadstuds, the surface shallbe thoroughly cleaned as specified in CLAUSE 5505.

Roadstuds must be protected during painting of anylines and application of any surface treatments.

5510 TOLERANCESRoad markings shall be painted to an accuracy withinthe tolerances given below:

(a) WidthThe width of lines and other markings shall not be lessthan the specified width, nor shall it exceed thespecified width by more than 10 mm.

(b) PositionThe position of lines, letters, figures, arrows, retro-reflective roadstuds and other markings shall notdeviate from the true position by more than 100 mm inthe longitudinal and 20 mm in the transverse direction.

(c) Alignment of markingsThe alignment of the edges of longitudinal lines shallnot deviate from the true alignment by more than 10mm in 15 m.

(d) Broken linesThe length of segments of broken longitudinal linesshall not deviate by more than 150 mm from thespecified length.

5511 GENERALThe length of segments and the gap between segmentsin broken lines shall be as indicated on the Drawings. Ifthese lengths are altered by the Engineer, the ratio ofthe lengths of the painted section to the length of thegap between painted sections shall remain the same.Lines shall not be painted more than 3 months prior tothe road being opened to public traffic.

Lines on curves, whether broken or unbroken, shall notconsist of chords but shall follow the correct radius.

Where plastic road-marking material is used, themanufacturer shall produce an approved guarantee asspecified in the Special Specifications. Where specifiedby the Engineer, the Contractor shall remove existingpainted markings from the road surface by means ofsand blasting or other approved method. The use ofblack paint or chemical paint remover to obliterateexisting markings will not be permitted, except where itis ordered by the Engineer as a temporary measure.

5512 FAULTY WORKMANSHIP ORMATERIALSIf any material which does not comply with therequirements is delivered to the Site, or is used in theWorks, or if any work of an unacceptable quality iscarried out, such material or work shall be removed,replaced or repaired as required by the Engineer at theContractor's own cost. Rejected road markings andpaint which has been splashed or dripped onto thepavement, kerbs, structures or other such surfaces,shall be removed by the Contractor at his own cost, inan approved manner so that the markings or spilt paintwill not show up at all.

5513 PROTECTIONAfter the paint has been applied, the road markingsshall be protected against damage by traffic or othercauses. The Contractor shall be responsible forerecting, placing and removing all warning boards,



flags, cones, barricades and other protective measureswhich may be necessary in terms of any statutoryprovisions and/or as may be recommended in theSATCC Road Traffic Signs Manual.


ITEM UNIT

55.01 ROAD-MARKING PAINT:

(a) WHITE LINES (BROKEN OR

UNBROKEN) (WIDTH OF LINE

INDICATED)

METRE (m)

(b) YELLOW LINES (BROKEN OR


INDICATED)

METRE (m)

(c) RED LINES (BROKEN OR


INDICATED)

METRE (m)

(d) WHITE LETTERING AND

SYMBOLS

SQUARE

METRE (m2)

(e) YELLOW LETTERING AND

SYMBOLS

SQUARE

METRE (m2)

(f) TRAFFIC-ISLAND MARKINGS

(ANY COLOUR)SQUARE

METRE (m2)

(g) KERB MARKINGS (ANY COLOUR) SQUARE

METRE (m2)

The unit of measurement for painting the lines shall bethe metre of each specified width of line and thequantity paid for shall be the actual length of linepainted in accordance with the instructions of theEngineer, excluding the length of gaps in broken lines.

The unit of measurement for painting the lettering,symbols or traffic-island markings shall be the squaremetre, and the quantity to be paid for shall be the actualsurface area of lettering, symbols or traffic-islandmarkings completed.

The bid rate per metre or per square metre as the casemay be for painting the road markings shall include fullcompensation for procuring and furnishing all materialand the necessary equipment, and for painting,protecting and maintenance as specified, including thesetting-out of lettering, symbols and traffic-islandmarkings, but excluding setting out and premarking thelines.

ITEM UNIT

55.02 RETRO-REFLECTIVE ROAD-MARKING PAINT:



INDICATED)

METRE (m)



INDICATED)

METRE (m)



INDICATED)

METRE (m)

(d) WHITE LETTERING AND SYMBOLS SQUARE

METRE (m2)(e) YELLOW LETTERING AND

SYMBOLS

SQUARE

METRE (m2)

(f) TRAFFIC-ISLAND MARKINGS (ANY

COLOUR)

SQUARE

METRE (m2)

The unit of measurement for painting the lines shall bethe metre of each specified width of line and the

quantity paid for shall be the actual length of linepainted in accordance with the instructions of theEngineer, excluding the length of gaps in broken lines.The unit of measurement for painting the lettering,symbols or traffic-island markings shall be the squaremetre, and the quantity to be paid for shall be the actualsurface area of lettering, symbols or traffic-islandmarkings completed.

The bid rate per metre or per square metre as the casemay be for painting the road markings shall include fullcompensation for procuring and furnishing all material,including the retro-reflective beads, and the necessaryequipment, and for painting, protecting andmaintenance as specified, including the setting-out oflettering, symbols and traffic-island markings, butexcluding setting out and premarking the lines.

ITEM UNIT

55.03 THERMO-PLASTIC ROAD-MARKING MATERIAL

(PARTICULARS STATED):



INDICATED)

METRE (m)



INDICATED)

METRE (m)



INDICATED)

METRE (m)



SYMBOLS

SQUARE

METRE (m2)


COLOUR)SQUARE

METRE (m2)

The unit of measurement for painting the lines shall bethe metre of each specified width of line and thequantity paid for shall be the actual length of linepainted in accordance with the instructions of theEngineer, excluding the length of gaps in broken lines.Approved types of acoustic lines, where specified andapproved by the Engineer, shall be measured ascontinuous for payment purposes.

The unit of measurement for painting the lettering,symbols or traffic-island markings shall be the squaremetre, and the quantity to be paid for shall be the actualsurface area of lettering, symbols or traffic-islandmarkings completed.

The bid rate per metre or per square metre as the casemay be for painting the road markings shall include fullcompensation for procuring and furnishing all material,and the necessary equipment, and for painting,protecting and maintenance as specified, including thesetting-out of lettering, symbols and traffic-islandmarkings, but excluding setting out and premarking thelines.

ITEM UNIT

55.04 VARIATIONS IN RATE OF

APPLICATION:

(a) WHITE PAINT LITRE (l)

(b) YELLOW PAINT LITRE (l)

(c) RED PAINT LITRE (l)

(d) RETRO-REFLECTIVE BEADS KILOGRAMMES

(kg)(e) PLASTIC ROAD-MARKING PAINTS

(SPECIFY)LITRE (l)



The unit of measurement for variations in the rate ofapplying of the paint and retro-reflective beads shall bethe litre and the kilogram respectively.


ITEM UNIT

55.05 ROADSTUDS (TYPE

STATED)NUMBER (no)

The unit of measurement for roadstuds shall be theactual number of approved roadstuds placed.

The bid rate shall include full compensation forprocuring and furnishing all the necessary material,labour and equipment, and for fixing and maintenanceas specified. Distinction shall be made between varioustypes of roadstuds.

ITEM UNIT

55.06 SETTING OUT AND PRE-MARKING THE LINES (EXCLUDING

TRAFFIC-ISLAND MARKINGS,LETTERING AND SYMBOLS)

METRE (m)

The unit of measurement for setting out lines shall bethe metre of lines set out and marked. Where two orthree lines are to be painted next to each other, thesetting-out of lines shall be measured only once.

The bid rate shall include full compensation for settingout and premarking the lines as specified, including allmaterials.

ITEM UNIT

55.07 RE-ESTABLISHING THE PAINTING

UNIT AT THE END OF THE DEFECT

LIABILITY PERIOD:

LUMP SUM

The bid lump sum shall include full compensation forthe re-establishment on the site and for later removal ofall special equipment, personnel, etc, as may berequired for repainting the road markings at the end ofthe maintenance period. The Contractor will be paid atbid rates for repainting the road markings.

The re-establishment during the construction periodshall not be paid for specially, and allowance thereforshall be made by the Contractor in his programme andhis rates for painting.

ITEM UNIT

55.08 REMOVAL OF EXISTING,TEMPORARY OR PERMANENT

ROAD MARKING BY:

(a) SANDBLASTING SQUARE

METRE (m2)(b) OVER PAINTING AS A

TEMPORARY MEASURE

SQUARE

METRE (m2)

(c) MILLING SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofroad marking removed.

ITEM UNIT


ROADSTUDS

NUMBER

(no)

The unit of measurement shall be the actual number ofroadstuds removed.




SECTION 5600: CATTLE GRIDSAND AXLE WEIGH-BRIDGES


5601 SCOPE 5000-205602 MATERIALS 5000-205603 CONSTRUCTION 5000-205604 AXLE WEIGH-BRIDGES 5000-205605 MEASUREMENT AND PAYMENT 5000-22

5601 SCOPEThis Section covers the construction of cattle grids andaxle weigh-bridges in conformity with the details,dimensions and design shown on the Drawings, and atlocations shown on the Drawings, or as directed by theEngineer.

A cattle grid is a structure constructed across a roadwhich is designed to prevent the passage of cattle whilepermitting other traffic to pass.

Axle weigh-bridges may be of a transportable orstationary type.

Fencing and gates shall be in accordance with SECTION

5300.

5602 MATERIALS

(a) Concrete and structural steelCement, aggregate, water, reinforcement and structuralsteel shall comply with the relevant requirements ofSERIES 6000.

Admixtures shall not be used in the concrete mixwithout the approval of the Engineer who may requiretests to be performed before their use. Admixtures. ifallowed, shall comply with the requirements of SECTION

6400.

Concrete shall be Class 30/19 and shall be as specifiedin SECTION 6400. Steel reinforcement shall be as shownon the Drawings and as specified in SECTION 6300.

Structural steel shall be as shown on the Drawings.Painting of structural steel shall be in accordance withSECTION 5900 or as directed by the Engineer.

(b) Materials for earthworks and pavement layersMaterials for earthworks and pavement layers shallconform with the relevant requirements set out inSERIES 3000.

5603 CONSTRUCTION

(a) Excavation of pitsExcavation shall be made large enough to permitconstruction of the base slab to the dimensions in theDrawings. Excavation shall be made in accordance withthe requirements of SECTION 6100. All excavations forcattle grids and weigh-bridges shall be classified asprovided in SERIES 3000.

(b) Formwork and concrete finishFormwork and concrete finish shall conform to therequirements of SECTION 6200. Formed surfaces shallhave Class F2 finish in accordance with CLAUSE 6207

and unformed surfaces shall have Class U2 finish inaccordance with CLAUSE 6209.

5604 AXLE WEIGH-BRIDGES

(a) GeneralIf specified or upon directions of the Engineer, theContractor shall construct, equip and operate axleweigh-bridge stations in the number and at locationsdirected by the Engineer. Construction and equipmentshall be in accordance with the Drawings and theprovisions in this CLAUSE. Operation of the weigh-bridges, if required, shall be in accordance with themanufacturer’s directions and practices laid down in thelatest issue of relevant guidelines from the Employer, oras directed by the Engineer.

The Contractor shall carry out the necessary settingand levelling of the weigh-pads and, after installation,the necessary dead-weight in-situ testing andcalibration of the weigh-pads.

Where axle weighing is to be carried out during the timeof construction, the construction and installation shall bein accordance with the requirements for transportableweigh-bridges as detailed in SUBCLAUSE 5604(c).

(b) Stationary axle weigh-bridge and accessories

(i) Layout of the weigh-bridge siteThe layout of the weigh-bridge site shall be inaccordance with the Drawings or in their absencethe latest issue of standard drawings from theEmployer or as directed by the Engineer. Thefollowing shall be incorporated in the layout plans:− scales houses− weighbridges and approaches− parking area and roads− street lights− traffic signs− access plans

The site shall be provided with supplies of 220 voltsAC power, potable water and sewage.

(ii) Construction of pit and approachesThe pit and approaches shall be constructedaccording to the Drawings or as directed by theEngineer. The Contractor’s attention is drawn to thehigh standards of workmanship required in all partsof the operation in order to fulfil the requirements fora stable foundation built to stringent geometrictolerances. The Contractor shall in his programmeof works allow sufficient contingencies for chemicalsoil stabilisation, adjustments of mix design forbituminous mixes and concrete as required duringthe course of the Works. The Contractor’s attentionis furthermore drawn to the specified earthconductor system to be installed below thefoundations of the pit.

(iii) The deckThe platform deck shall be made of steel withsurface having high resistance to wear, salt andmoisture according to the Drawings or as directedby the Engineer. The general dimensions of thedeck are given in TABLE 5604/1, however theDrawings or directions of the Engineer may divertfrom these and shall govern in the case ofconflicting information.



TABLE 5604/1NOMINAL REQUIREMENTS FOR THE DECK OF STATIONARY

AXLE WEIGH BRIDGES

System component Nominal requirements

Total length ofplatform

4 metres

Total width of platform 3 metres

Minimum loadcapacity of platformdeck

100 tonnes

The scale to beadjusted to

60 tonnes

Thickness of platformsteel

− 15 mm or more is thegeneral requirementfor plate thickness.

− A thinner plate may beused on approval ofthe Engineer providedthe deck is designedwith sufficient bracingto give the necessarystiffness of thestructure inaccordance with theDrawings or latestguidelines from theEmployer.

(iv) Accessories for weigh-bridge equipmentCables and connector boxes between load cellsand processing units shall be in accordance withTABLE 5604/2.

TABLE 5604/2NOMINAL REQUIREMENTS FOR THE DECK OF STATIONARY

AXLE WEIGH BRIDGES

Systemcomponent

Requirements

Load cellcables

Shielded in stainless steel

Junction boxes Stainless steel

Traffic lightsTwo sets red and green for twodirections with cord-connectorsand accessories

Digital remotedisplay

Two sets for weigh-bridges withtraffic in two directions, with cordconnectors and accessories

Un-interuptablePower Supplydevice

One set for protection of loadcells, computer, printer anddisplay

(v) Earth conductor, protection from lightningIn order to avoid a direct hit from lightning, no radiotower or tall power pole shall be attached to thescales house. Scales, houses, the weigh-bridgeand all cable equipment shall be connected to thesame approved earth conductor system. Thesystem shall consist of a steel matrix of sufficientdimensions to allow the earth-conductors from theload cells, the platform, the cords and the scalehouse equipment to be connected. The anchorsshall be made of approved steel reinforcement gridsinstalled below the foundations of the entire weigh-bridge pit and houses as described on the Drawingsor as directed by the Engineer. The Contractor’sattention is drawn to the necessity for accurateelectric installations by competent personnelaccording to approved plans for the earth protectionsystem. In addition to these measures, an approvedUPS device shall be installed to ensure continuedweigh-bridge and computer operation in the case ofpower failure.

(vi) Type of scale and performanceThe scale shall be of an electronic type that utilisesload cells giving digital output signals of amanufacture approved by the Engineer. The loadcell shall be made of stainless steel, have plugconnections, and be hermetically sealed againstwater and dust in accordance with the standards ofNEMA 6P/IP68. The minimum number of load-cellsfor each platform shall be four, one load-cell in eachcorner. The cells shall be installed with protectionagainst lightning and voltage surges. The designshall be such that replacement of load cells ispossible without physical calibration of the scales.The scale shall meet the requirements given inTABLE 5604/3.

TABLE 5604/3REQUIRED PERFORMANCE OF STATIONARY AXLE WEIGH

BRIDGE SCALES

System properties Requirements

Load capacity foreach load cell

25 tonnes

Temperature rangefor operation:

Between -100C and+600C

Accuracy:Complying with EN 45501(OILM R 76) of EU

Safe overload: 150%

(vii) Type of data indicator and performanceThe data indicator shall be of an approved industrialtype capable of transferring data for storagepurposes and making printouts. The reading of thescales shall be electronic, and the data indicatorshall have the option of a connection to a computer.The equipment shall be able to read axle loads, orany axle configuration within triple axlecombinations or tandem axles, up to a magnitude of2.5 times the legal limit for each axle as well as forthe combination. The equipment should also beable to calculate gross vehicle mass from the sumof weighed single axles, tandem axles, triple axlesor other multi - axle combinations.

The data indicator shall be equipped to controltraffic lights at the weigh-bridge site and remotedisplays as required.

The equipment shall be able to handle the followingminimum data for printouts:− weighbridge station− date− time− ticket number− legal axle load and gross vehicle mass− actual axle loads, tandem-loads, triple loads

and loads of other multi-axle combinations− actual gross vehicle mass− overload− name of scales-operator− registration number of vehicle− starting point− destination− type of load

The equipment should be able to process at leastthree copies in one operation.

(c) Transportable axle weigh-bridge andaccessories

(i) Layout and of the construction of site andapproaches.



The layout of the weigh-bridge site shall be a pavedarea in perfect level in accordance with theDrawings, or in their absence the latest issue ofstandard drawings from the Employer, or asdirected by the Engineer. As a rule concretepavements shall be used due to the sensitivity oftransportable weigh bridges with regards todeformation of the surface.

(ii) The platformThe weighing platforms shall be waterproof andmade of aluminium with a very high resistance tobending. They shall be easy to handle and be of amanufacture approved by the Engineer. One weigh-bridge set shall consist of two electronic wheel-loadplatforms complying with the requirements given inthe following.

(1) Dimensions and weightThe dimensions of the platform shall conform tothe following approximate requirements:− Approx. height of the platforms: 20 mm− Approx. length of the platforms: 750 mm− Approx. width of the platforms: 400 mm− Weight of each pad: less than 20 kg

(2) Active surfaceThe active surface is the area where the wheelis allowed to activate the wheel load scales andits dimensions shall conform to the followingapproximate requirements:− Length: approximately 700 mm− Width: approximately 400 mm

(3) Capacity and accuracyThe capacity and accuracy of each platform unitshall be as given in TABLE 5604/4.

TABLE 5604/4CAPACITY AND ACCURACY OF TRANSPORTABLE AXLE

WEIGH BRIDGE UNITS

System properties Requirements

Capacity on eachwheel pad:

15 tonnes

Axle load: 30 tonnes

Division: 50 kg

Accuracy:OILM NR 76 Class 4 or

better

Acceptance tolerance:

+/- 25 kg (0-2.500 kg)+/- 50 kg (2.500-10.000

kg)+/- 75 kg (10.000-15.000

kg)

Operating temperature:Between -200C and

+600C

(iii) The processing unitThe processing unit shall be remote from the scaleplatforms, but connected to them and shall meet therequirements given in TABLE 5604/5.

TABLE 5604/5REQUIREMENTS FOR THE PROCESSING UNITS

Systemproperties

Requirements

Power supply, AC: 230 volt

Power supply, DC: 10.8 to 16 volt

Data transfer: RS232

Display:LCD-dot-matrix or screen

display.

Temperaturerange

-5 oC to 60oC operatingtemperature

-25oC to 60oC storagetemperature

Keyboard: Membrane touch or keyboard

Permissiblehumidity:

Up to 80%

Weight: Up to 20 kg.

(iv) Printer and the protocol for ticket print-outThe system for the printout shall be included andcapable of making printouts in accordance with thefollowing requirements:− Paper width: 76 mm− Characters per line: 28 characters

Information to be printed:− Roads Authority− site− date and time− sequential ticket number− weight limits− wheel-load− axle-load− gross vehicle mass (GVM)− overload− vehicle number− vehicle make− driver's license number− driver's name− drivers' signature− name of scales operator

(v) OperationAll transportable weigh-bridges shall be operated inaccordance with the manufacturer’s guidelines andby the use of all necessary accessories andequipment such as mats for approaching theplatforms, levelling equipment, etc.

(d) OrdersBefore placing any order for purchase of the weigh-bridge equipment and apparatus the Contractor shallsubmit for the approval of the Engineer his programmeof Works and Drawings showing all construction details,weigh-bridge fitting, running of connecting cables, etcfor the transportable axle weigh-bridge station.


ITEM UNIT

56.01 CATTLE GRIDS NUMBER (no)

The unit of measurement shall be the number of cattlegrids supplied, the type as indicated in the Drawings.

The bid rate shall include full compensation forproviding the materials and constructing the cattle grids,but shall not include compensation for excavating the insitu material.



ITEM UNIT

56.02 EXCAVATION FOR CATTLE

GRIDS OR WEIGH BRIDGES:

(a) EXCAVATING SOFT MATERIAL TO

THE DEPTH REQUIRED FOR THE

CONSTRUCTION OF THE CATTLE

GRID OR WEIGH BRIDGES

CUBIC

METRE (m3)

(b) EXTRA OVER SUBITEM 56.02(a)FOR EXCAVATION IN ROCK

CUBIC

METRE (m3)

The unit of measurement shall be the cubic metre ofmaterial excavated.

The bid rate shall include full compensation forexcavating, loading, transporting and depositingexcavated material for cattle grids.

Payment for weighing stations will be made as follows :The construction of the lay-by shall be measured andpaid for in accordance with the provisions of thespecification for the relevant items of work such asearthworks, bases, surfacing and incidentals, involvedin the construction of the lay-bys.

Payment for construction and maintenance of theweigh-bridge station control room-office will be made atthe relevant Lump Sum price entered in the Bill ofQuantities when the control room-office is completedand accepted by the Engineer, fully furnished andequipped.

Payment for the supply, installation and maintenance ofthe Transportable Twin Platform Axle Weigh-bridge willbe made at the relevant Lump Sum price entered in theBill of Quantities.

ITEM UNIT

56.03 INSTALLATION OF WEIGH

BRIDGES:

(a) STATIONARY WEIGH BRIDGE LUMP SUM

(b) TRANSPORTABLE WEIGH BRIDGE LUMP SUM

This rate shall be full compensation for providing andinstalling the weigh-bridge including all equipment,apparatus, excavation, concrete and frames for pits,bearing plates, junction boxes, precision load cells,cables, readout units, electrical system in accordancewith the Specifications, control panel and computerisedterminal, preparation of detailed construction drawings,setting and levelling of weighpads and platforms, in-situtesting and calibration and any other work andincidentals necessary to complete the work inaccordance with the Specifications and the instructionsof the Engineer.




SECTION 5700: LANDSCAPINGAND GRASSING


5701 SCOPE 5000-245702 MATERIALS 5000-245703 LANDSCAPING AREAS 5000-255704 PREPARING AREAS FOR GRASSING 5000-255705 GRASSING AND SPRIGGING 5000-265706 MAINTAINING THE GRASS 5000-275707 TREES, SHRUBS AND HEDGING PLANTS 5000-285708 GENERAL 5000-285709 MEASUREMENT AND PAYMENT 5000-29

5701 SCOPE

(a) ScopeThis Section covers the landscaping of designatedareas, the establishing of vegetation for functional andaesthetic purposes on cut and fill slopes, landscapedareas and such other areas where it may be required.

(b) DefinitionAny declared noxious weeds, as well as any exotic tree,shrub, herb, grass or water plant which, in the opinionof the Engineer, may pose any problems in specifiedareas at certain times, is regarded as beingundesirable.

5702 MATERIALS

(a) Fertiliser/soil-improvement materialThe type of fertiliser/soil-improvement material to beused shall be one or more of the following types andany other type of fertiliser/soil-improvement materialspecified in the Special Specifications or prescribed bythe Engineer.

(i) Soil-improvement materials such as dolomitic lime,basic slag, gypsum, superphosphate andagricultural lime.

(ii) Fertilisers such as limestone ammonium nitrate,2:3:2 (22) and 3:2:1 (25).

(b) Grass cuttingsGrass cuttings shall be fresh cuttings of an approvedtype of grass with sufficient root material to ensure goodgrowth.

(c) Grass seedsOnly fresh certified seed shall be used and the types ofseeds in the seed mixture shall be as specified in theSpecial Specifications.

Mixing the various types of grass seeds for obtainingthe prescribed grass-seed mixture shall be done on theSite in the presence of the Engineer. Storing andidentifying the grass seeds and the grass-seed mixtureson the Site shall be the responsibility of the Contractor.

(d) Trees, shrubs and hedge plantsPlants shall be of the variety and size shown on theDrawings or in the Special Specifications.

The Contractor shall supply the number of plants asshown on the Drawings or in the Special Specificationsand/or Bill of Quantities. The Contractor shall give at

least six week's advance notice of his requirements tothe Employer. Upon receipt of the plants, the Contractorshall ensure that the plants are in a good condition andfree from plant diseases and he shall accept fullresponsibility for maintaining the plants in a goodcondition throughout the Contract and the DefectsLiability Period. The plants shall be fully maintained andwatered during this period and any losses of plants onaccount of lack of care or disease during the Contractand Defects Liability Period, shall be replaced at theContractor's own cost.

Each plant shall be handled and packed in theapproved manner for that species or variety, and all thenecessary precautions shall be taken to ensure that theplants will arrive at the site of the Works in a suitablecondition for successful growth. Trucks used fortransporting plants shall be equipped with covers toprotect the plants from windburn. Containers shall be ina good condition.

Plants supplied by the Contractor shall be healthy,correctly shaped, and well rooted. The plants must behardened off and be exposed to direct sunlight for atleast 6 months prior to planting in the road reserve.Roots shall not show any evidence of having beenrestricted or deformed at any time. Plants shall growwell and shall be free from insect pests and diseases.

(e) Grass sodsGrass sods shall be either nursery-grown or bush sodsas described below. Both types shall be harvested,delivered, planted and watered within 36 hours unlessotherwise authorised by the Engineer. The grass sodsshall be free from noxious weeds and diseases. Sodsobtained from a nursery shall be in moist soil not lessthan 30 mm deep, and sods taken from the bush inmoist soil not less than 50 mm deep.

(i) Nursery-grown sodsThese sods shall be of the variety of grass specifiedin the Special Specifications, unless the use of analternative has been approved by the Engineer. Thegrass shall have been grown specifically for sodpurposes, mown regularly and cared for to providean approved uniformity to the satisfaction of theEngineer.

(ii) Bush sodsThese sods may be obtained from approved areaswithin or near the Site where a suitable type anddensity of grass and type of soil are found.

(f) Anti-erosion compoundsAnti-erosion compounds shall consist of an organic orinorganic material to bind soil particles together andshall be a proven product able to suppress dust andform an encrustation. The application rate shall conformto the manufacturer's recommendations. The materialsused shall be of such a quality that grass seeds maygerminate and penetrate the crust.

(g) TopsoilTopsoil shall consist of fertile loamy soil, obtained fromareas with a good soil coverage of natural vegetation,preferably grasses. It shall be free from deleteriousmatter such as large roots, stones, refuse, stiff or heavyclays and the seeds of noxious weeds, which willadversely affect its suitability for grass being planted.Topsoil stripped from areas infested with weeds shallbe stockpiled separately.

Topsoil shall be obtained from wherever suitablematerial occurs either in the road reserve or from areaswhere cuts and fills are to be constructed. Topsoilstripped from borrow areas may not be removed fromthat site for topsoiling of other areas, but must be usedto rehabilitate the borrow pit itself. The Engineer shall



communicate his requirements to the Contractorregarding the quantity of topsoil which is necessary andthe areas from which it shall be selected and removedby the Contractor. Unless otherwise specified, topsoilshall be taken from not deeper than 400 mm from thesurface. If the Contractor fails to conserve the topsoil asinstructed, he shall obtain suitable substitute materialfrom other sources at his own cost.

Where so specified, the Contractor shall procure andfurnish topsoil from his own sources outside the Site,after such sources have been approved by theEngineer.

Topsoil shall be stockpiled in separate loose heaps astipped from the trucks and shall not be stockpiled inheaps exceeding 2 m in height. Care shall be taken toprevent the compaction of the topsoil in any way,especially by trucks being driven over such material.

(h) ManureManure shall, unless another type has been approvedby the Engineer, be pure kraal manure free from soil,weed seeds or other undesirable material. It shall notcontain any particles that will not pass through a 50 mmscreen and shall be approved by the Engineer beforebeing delivered to the Site.

(i) CompostCompost shall be well decayed, friable and free fromweed seeds, dust or any other undesirable materials. Itshall not contain any particles that will not pass througha 50 mm screen and shall be approved by the Engineerbefore being delivered to the Site.

5703 LANDSCAPING AREAS

(a) ShapingAreas within the road reserve but outside the roadprism which require shaping by means of bulkearthworks such as contoured areas at interchangesand intersections and rest areas which requireearthworks shall be excavated, filled and compactedwhen required, and shaped to the correct contours towithin a tolerance of plus or minus 150 mm. Such workshall be regarded as being earthworks andmeasurement and payment therefore shall be madeunder SECTION 3600, except that quantities may bemeasured by means of a grid system of levels taken at10 m intervals before and after shaping or else it maybe determined by levelled cross-sections.

(b) TrimmingTrimming shall consist of trimming the existing orpreviously shaped ground to an even surface with thefinal levels generally following the original surface.Trimming shall normally be done by grader, or in moreconfined or steep areas by bulldozer. Where machineoperations are not practicable, because of confinedspaces or steep slopes, or when approved by theEngineer, trimming shall be done with hand tools. Whentrimming is done on slopes steeper than 1:3, the ridgesshall be made parallel to the contour. Such ridges shallbe approximately 100 mm wide, and the centresbetween the ridges approximately 400 mm. Trimmingshall be done where instructed by the Engineer to areasinside the road reserve but outside the road prism, ienormally outside the tops of cuts or the toes of fills, buttrimming of rock outcrops will not be required.

Trimmed surfaces shall be left slightly rough to facilitatea better binding with topsoil or the natural establishingof vegetation.

When subsequent grassing is required or when it isordered by the Engineer, areas previously shaped shallbe trimmed as described above to within a tolerance of

plus or minus 100 mm with all undulations following asmooth curve. The above tolerance shall apply only toareas where the final contours are given on theDrawings.

During trimming, all stones in excess of 100 mm in sizeand all excess material shall be removed. Areas whichrequire grassing shall be trimmed in such a way that,after cultivation and the application of topsoil, thefinished surface of the area shall be approximately 25mm below the top of adjacent kerbing, channelling orpavement.

(c) Plant ratesThe Engineer shall be entitled to pay for shaping andtrimming as described above on the basis of hourlyplant rates. The motor grader and bulldozer to beprovided shall each have a flywheel power of not lessthan 93 kW. All machines shall be in a good condition.Any labour or other plant required shall be paid for asextra work as specified in the Contract.

5704 PREPARING AREAS FOR GRASSINGThe various areas to be grassed shall be prepared asfollows:

(a) Soil rippingWhere soil is too hard to be ploughed with a lighttractor, the soil shall be ripped up to a depth of 300 mmbefore it is loosened by plough to a depth of 150 mm.

(b) Areas which do not require topsoilWhere the areas to be grassed consist of organicallysuitable material, the topsoil shall be loosened byploughing to a minimum depth of 150 mm. All loosestones exceeding 50 mm in size on areas to be mowedby machine and falling within the road reserve and allstones exceeding 150 mm in size in other areas shallbe removed.

(c) Areas which require topsoilWhere areas to be grassed consist of organicallyunsuitable material, the surface shall be roughened toensure a proper bond between the topsoil and thesubsoil. If required, the area shall be scarified asdescribed in paragraphs (a) or (b) above.

Topsoil shall be placed on the prepared surfaces andtrimmed to the uniform thickness required. The topsoilshall be scarified by means of handraking or lightrotavators and all stones removed as specified forareas not requiring topsoil in subparagraph (b) above.

Areas inaccessible for topsoil being placed after theconstruction works have been completed shall becovered with topsoil and protected against erosionduring construction works.

(d) FertilisingFor all areas to be planted, the Contractor shall havethe top 150 mm of the prepared surface tested todetermine the quantity and type of fertiliser which will berequired for establishing proper growth conditions forthe grass. The location of the soil sample taken shall beindicated on plans by the Contractor. The Engineershall be furnished with the test results. Only afterapproval by the Engineer of the nature and quantity ofthe fertiliser, may its application proceed. The fertilisershall be evenly applied over all surfaces where grass isto be planted, and shall then be thoroughly mixed withthe soil to a depth of 100 mm either mechanically ormanually. Where hydroseeding is to be performed, thefertiliser may be mixed with the cellulose pulp and waterused in hydroseeding.

(e) GeneralAfter an area has been prepared for grassing, thegrassing shall be completed before crusting. Where a



crust has been formed before grassing is done, theContractor shall, at his own cost, loosen the crust byploughing to a depth of 150 mm.

5705 GRASSING AND SPRIGGINGThe method of establishing grass shall depend on thecircumstances relating to each case, and the Engineershall decide which method is to be used. Provision ismade for the following methods:− Planting grass cuttings− Sodding− Hydroseeding− Topsoiling only, using, where available, topsoil

selected for the presence of natural grass seeds− Grassing with an approved grassing machine− Hand seeding− The use of any other method specified in the

Special Specifications.

(a) Planting grass cuttingsThe areas to be grassed shall, unless already wet, bethoroughly watered before the cuttings are planted toensure that the soil will be uniformly wet to a depth of atleast 150 mm when the planting is done.

An approved variety of grass cuttings shall be evenlyplanted by hand or mechanically at a rate of at least600 kg of cuttings per hectare. Fresh cuttings only shallbe used. Any grass cuttings that have been allowed todry out shall be discarded. Immediately after havingbeen planted, the grass cuttings shall be given acopious watering, and, when sufficiently dry, shall berolled with a light agricultural roller.

(b) SoddingAreas to be grassed by sodding shall be given a layerof topsoil of at least 50 mm in thickness unless, wheresuitable soil is present, the Engineer orders the topsoilto be omitted. The areas to be sodded shall bethoroughly watered beforehand so that it will be wet to adepth of at least 150 mm during sodding. The surfaceshall be roughened slightly to ensure a goodpenetration of roots into the soil. Sods shall beprotected against drying out and kept moist from thetime of harvesting until they are finally placed.

The first row of sods shall, where possible, be laid in astraight line, and if on a slope, laying the sods shall startat the bottom of the slope. The sods shall be buttedtightly against each other, and care shall be taken not tostretch or overlap the sods. Where a good fit cannot beobtained, any intervening spaces shall be filled withtopsoil. The next row shall be similarly placed tightlyagainst the bottom row with staggered joints, and so onuntil the entire area has been covered with sods. Onsteep slopes, when instructed by the Engineer, the sodsshall be held in position by a sufficient number ofwooden stakes approximately 300 mm long by 20 mmin thickness and these stakes shall be knocked into thesubsoil to a depth of 100 mm.

The Contractor shall water the sods directly after theyhave been placed to prevent undue drying out. Assodding is completed, each section shall be Iightlyrolled and thoroughly watered.

(c) HydroseedingWhere it is specified that hydroseeding is to be carriedout on topsoil, the thickness of the topsoil shall be asspecified in the Special Specifications or as directed bythe Engineer.

The types and mixtures of seeds to be used shall be asspecified in the Special Specifications or, if not sospecified therein, shall be agreed on by the Engineerand the Contractor before any seed he may wish to useis ordered by the Contractor. The Contractor shall be

solely responsible for establishing an acceptable grasscover, and any approval by the Engineer of seed orseed mixtures intended for use by the Contractor shallnot relieve him of this responsibility.

A mulch shall be added to the hydroseeding mix at anapproved rate.

Hydroseeding shall then be carried out with anapproved hydroseeding machine at a rate of applicationof not less than 38 kg of seed mixture per hectare,unless otherwise specified in the Special Specifications.

When the use of anti-erosion compounds is requiredand such compound is to be applied simultaneouslywith the hydroseeding, it shall be mixed with thehydroseeding mixture before application.

(d) Topsoiling onlyWhere, in the opinion of the Engineer, the planting ofgrass or hydroseeding can be dispensed with onaccount of favourable climatic and other conditions, hemay attempt to establish grass by topsoiling only.Topsoil shall be selected for the presence of naturalgrass and seeds and shall be removed and placedwhenever possible at a time that would favour theestablishing of grass. These areas shall be treated withan anti-erosion compound, if so instructed by theEngineer.

After the topsoil has been placed it shall be lightly rolledand well watered, and afterwards watered and mownwhenever instructed by the Engineer.

The Contractor will not be held responsible forestablishing an acceptable grass cover as defined inSUBCLAUSE 5706(b) when this procedure is followed,but will be responsible for the consequences of anyomission to water, weed or mow the grass as instructedby the Engineer.

No payment for grassing shall be made other than forplacing topsoil, and for mowing and watering the grass,which will be paid for at the bid rates, and for anyreplanting of grass on bare patches, repairs caused byerosion, and similar work, which will be paid for as extrawork as allowed for in the Contract.

(e) Grassing with an approved grassing machineGrassing shall be done with an approved grass planterwhich plants the seeds in rows spaced not more than250 mm apart. The planter shall plant the seedsapproximately 6 mm deep and shall lightly compact thesoil. The prescribed fertiliser may be distributedsimultaneously with the grass planting.

(f) Hand seedingIf approved by the Engineer, sowing may be done byhand. The seed shall be spread uniformly over thesurfaces and then lightly raked into the soil.

(g) Other methodsWhenever specified in the Special Specifications, othermethods of grassing may be employed.

(h) The grassing of borrow pits, temporarybypasses, camp sites, access roads andstockpile sites

Prior to any grassing that may be required on suchareas, the finishing-off of borrow pits as describedunder CLAUSE 3406, obliterating the bypasses andaccess roads as described in CLAUSES 1514 and 5803respectively and the clearing of camp sites as describedin SECTION 1300, shall have been carried out asspecified in the relevant Sections.

Note: With regard to SUBCLAUSES 5705(e) and (f), theareas to be grassed shall be prepared as described in



CLAUSE 5704 and the areas shall be thoroughly wateredafter completion of the operation. Also if so instructedby the Engineer, an anti-erosion compound shall beapplied.

(i) Sprigging

(i) DescriptionThis work shall consist of planting sprigs in closeconformity with these Specifications, at thelocations shown on the Drawings or required by theEngineer for the protection of slopes againsterosion.

(ii) Materials

(1) SprigsSprigs shall be healthy, living stems withattached roots of perennial turf-forming grassesharvested without adhering soil and obtainedfrom approved sources in the locality of thework where the sod is dense and well rooted.The presence of weeds or detrimental materialswill be cause for rejection.

(2) FertiliserFertiliser shall consist of an approvedcompound containing not less than 10%nitrogen, 15% phosphoric acid and 10% pot-ash or similar approved composition.

(iii) Construction

(1) TopsoilingWhere directed by the Engineer the face ofslopes or benches shall be covered with a layerof topsoil, as described in CLAUSE 5702(g).

If topsoil is not available in the project area orsoil and moisture conditions are generally notfavourable for growth of grass, planting of grassshould be tried on small sections of clay andsand slopes prior to planting of large areas.

All surfaces shall, immediately before planting,be reduced to a fine tilth to a depth of 150 mmand free from stones greater than 25 mm.

(2) FertilisationFertilisation shall be carried out with an evendistribution. The rate of application shall not belighter than 70 kg to 1000 square metres.

(iv) Sprigging

(1) Harvesting sprigsThe Contractor shall obtain the Engineer’sapproval of his source of sprigs and shall notifythe Engineer at least 5 days before the sprigsare to be harvested.

Sprigs that have dried out or are otherwisedamaged during harvesting or delivery shall berejected.

(2) Planting sprigsPlanting of sprigs shall preferably be carried outat the beginning of a rainy season. Not morethan 24 hours shall elapse between harvestingand planting sprigs.

Sprigging shall not be done during windyweather, or when the ground is dry, excessivelywet, or otherwise untillable. If the soil is notmoist when the sprigs are being set, water shall

be applied until the soil is moist and in aworkable condition. One or more of thefollowing methods shall be used, whichever isshown on the Drawings or ordered by theEngineer:− ROW SPRIGGING: Furrows shall be opened

along the approximate contour of slopes atthe spacing and depth indicated on theDrawings or as instructed by the Engineer.Sprigs shall be placed at intervals notexceeding 150mm in a continuous row inthe open furrow, and shall be coveredimmediately.

− SPOT SPRIGGING: Spot sprigging shall beperformed as specified under row sprigging,except that, instead of planting incontinuous rows, groups of four sprigs ormore shall be spaced 400mm apart in therows.

− Alternative methods of planting shall besubject to the approval of the Engineer.

(v) Maintenance of sprigged areasThe Contractor shall regularly water and maintainsprigged areas in a satisfactory condition for theduration of the Contract and until the end of theDefects Liability Period.

5706 MAINTAINING THE GRASS

(a) Watering, weeding, mowing and replantingAll sodded and grassed areas shall be adequatelywatered at regular and frequent intervals to ensure theproper germination of seeds and growth of grass untilthe grass has established an acceptable cover andthereafter until the beginning of the defects liabilityperiod of the grass. The quantity of water and thefrequency of watering shall be subject to the Engineer'sapproval. With hydroseeding the commencement ofwatering may be postponed until a favourable time ofthe year, but watering shall in any case commence andcontinue as soon as the seeds have germinated andgrowth has started.

The Contractor shall further mow the grass on all areaswhere grass has been established whenever soinstructed by the Engineer, until the end of the defectsliability period. All grass cuttings shall be collected anddisposed of if so directed by the Engineer. Weeds shallbe controlled by approved means. Any bare patcheswhere the grass has not taken or where it has beendamaged or has dried out shall be recultivated, planted,sodded or hydroseeded at the Contractor's ownexpense.

All grassed areas shall have an acceptable cover asdefined below at both the beginning and the end of theDefects Liability Period.

(b) Acceptable coverAn acceptable grass cover shall mean that not less than75% of the area grassed or hydroseeded shall becovered with grass and that no bare patches exceeding0.25 m2 in any area of 1.0 m x 1.0 m shall occur. In thecase of sodding, acceptable cover shall mean that theentire area shall be covered with live grass at the end ofany period not less than three months after sodding.

(c) Defects Liability PeriodThe Defects Liability Period in respect of grass shallcommence when an acceptable grass cover as definedin (b) above has been established and shall be oneyear. This means that the Defects Liability Period in



respect of grass can commence earlier or later than theDefects Liability Period for other parts of the Contract.If the Defects Liability Period in respect of grass expiresbefore the end of the defects liability period for the otherroadworks, the Contractor shall further mow the grasson such areas as instructed by the Engineer up to theend of the Defects Liability Period for the otherroadworks. For mowing that is executed after theDefects Liability Period in respect of grass has expired,the Contractor shall be paid under ITEM 57.07.

5707 TREES, SHRUBS AND HEDGING PLANTS

(a) Positions of trees and shrubsThe localities where trees and shrubs are to be plantedare as follows:

(i) Trees and shrubs shall be planted at locationsshown on the Drawings.

(ii) Plants in the median shall be planted in a line 1.5 mfrom the centre line of the median or as directed bythe Engineer.

(iii) When the carriageways are at different levels, theplants in the median shall be planted 2 m from theedge of the shoulder on the high side of the medianor as directed by the Engineer.

(iv) Where the road curves, the plants in the medianshall be planted on the inside of the median centreline.

(v) Where the carriageways are at different levels aswell as on a curve, the plants in the median shall beplanted on the high side, provided they do notimpede on sight distance, or as directed by theEngineer.

(vi) At freeway crossings over roads or rivers, shrubsshall be planted in the positions shown on theDrawings.

(vii) At the headwalls of culverts or similar structures,trees and/or shrubs shall be planted to indicate thepositions of these structures. The locations forplanting the plants shall be as shown on theDrawings or as directed by the Engineer.

(viii)Care shall be taken not to obscure traffic signs byplants.

(ix) Trees shall not be planted closer than 10 m fromthe yellow line on the outside shoulder.

(b) Preparing plant holesUnless otherwise directed by the Engineer, holes shallbe spaced and prepared as follows:

(i) All holes shall be square in plan.

(ii) Holes for hedge plants and shrubs shall be at least500 mm square by 600 mm deep and 1.5 m fromcentre to centre. Alternatively a 500 mm widetrench 600 mm deep may be dug.

(iii) Holes for trees shall be at least 600 mm square by700 mm deep.

(iv) The holes for plants shall be refilled with selectedand approved topsoil thoroughly mixed with manureor compost (one heaped spadeful added to everyplant hole) and, depending on soil-test reports, therequired quantity and type of fertiliser.

(v) The holes shall be thoroughly watered before plantsare planted. Where the soil is poorly drained, 150

mm of crushed stone shall be placed at the bottomof the hole before it is filled with soil.

(c) PlantingBefore trees, shrubs and hedging plants are removedfrom their containers for planting, they shall be wellwatered.

Directly after having been planted, each plant shall bewell watered with a view to settling the soil. After thesoil has settled, additional soil shall be added wherenecessary to bring the replaced soil in the hole to within150 mm of the ground surface, so as to ensure thatsufficient water can be retained in the hole around theplant. All trees shall be tied to a suitable creosote-treated timber stake with a minimum diameter of 35 mmor other suitable stake as approved by the Engineerand firmly planted in the ground. The stake shall be 300mm longer than the planted tree, and its maximumlength shall be 1.5 m above ground level. After planting,the ground surface around the plant shall be coveredwith straw or grass or any other type of mulch tominimise evaporation.

(d) MaintenanceDuring the defects liability period, which shall be twelvemonths after completion of the actual planting of trees,shrubs and hedges, the Contractor shall be responsiblefor watering the trees, shrubs and hedges and keepingthe plants free from weeds and pests.

Every hedge plant, tree or shrub, which is not healthy orshows unsatisfactory growth shall be replaced by theContractor at his own expense, within one month ofhaving been notified by the Engineer, in writing.

5708 GENERAL

(a) Time of plantingGrass, trees and shrubs shall be planted as far as ispracticable during periods of the year most likely toproduce best growing results. The Contractor shallmake every effort to programme his operations in sucha manner that grass, trees and shrubs shall, as far as ispossible, be planted during this period.

(b) Traffic on grassed areasThe Contractor shall not plant any grass until alloperations which may require road-building equipmentto be taken over grassed areas have been completed.No road-building equipment, trucks or water carts shallbe allowed onto areas which have been grassed andonly equipment required for the preparation of areas,application of fertiliser, spreading of topsoil, wateringand mowing will be allowed to operate on areas to begrassed. All damaged areas shall be reinstated by theContractor at his own expense.

(c) Erosion preventionDuring construction the Contractor shall protect allareas susceptible to erosion by installing all thenecessary temporary and permanent drainage works assoon as possible and by taking such other measures asmay be necessary to prevent the surface water frombeing concentrated in streams and from scouring theslopes, banks or other areas.

Any runnels or erosion channels developing during theconstruction period or during the defects liabilty periodshall be backfilled and compacted, and the areasrestored to a proper condition. The Contractor shall notallow erosion to develop on a large scale beforeeffecting repairs and all erosion damage shall berepaired as soon as possible and in any case not laterthan three months before the termination of the DefectsLiability Period. All topsoil or other material



accumulated in side drains shall be removed at thesame time. Topsoil washed away shall be replaced.

(d) Proprietary brand materials used for erosionprevention

Certain proprietary brands of materials which may benecessary for erosion prevention to enable naturalgrass to become established. In such case the specificbrand shall be as described in the SpecialSpecifications. The method of applying the material, therequired surface preparation, the type of material to beprovided and the method of payment, shall be as setout in the Special Specifications.

The bid rates shall include full compensation fortrimming the areas to the specified finishingrequirements, including the moving of a small quantityof material which would be inherent in this process andthe removal of surplus material and stones. Paymentshall distinguish between machine trimming which canreasonably be done by bulldozer or motor grader, andhand trimming.

(e) Responsibility for establishing an acceptablecover

Notwithstanding the fact that the Engineer willdetermine the method of grassing and that the type ofseed or grass used and the rate of application of theseed may be specified or agreed on by the Engineer,and that the frequency of mowing will be as ordered byhim, the Contractor shall be solely responsible forestablishing an acceptable grass cover and for the costof replanting grass or re-hydroseeding where noacceptable cover has been established. Wherehowever, in the opinion of the Contractor, it is doubtfulfrom the outset if it will be possible to establish anacceptable cover he may inform the Engineer of hisreasons therefore, and the Engineer may, if he agrees,either adopt another method of grassing or agree toaccept whatever cover can be obtained, provided thatall reasonable efforts shall be made to establish a goodgrass cover by the proposed method. Any suchagreement shall be valid only if given in writing by theEngineer beforehand.

In the case of grassing by topsoiling only, theContractor will not be held directly responsible forestablishing an acceptable grass cover, but will be heldresponsible for the consequences of supplyingworkmanship which does not conform to theSpecifications, or for lack of proper care.

(f) Re-fertilisingShould it become necessary, the Engineer may instructthe Contractor to undertake a Re-fertilising programmeon grassed areas during the twelve month defectsliability period. Payment for re-fertilisation will be madeunder SUBITEM 57.03(e).


ITEM UNIT

57.01 TRIMMING:

(a) MACHINE TRIMMING SQUARE METRE (m2)

(b) HAND TRIMMING SQUARE METRE (m2)

Note:All bulk earth-moving operations as described undershaping in SUBCLAUSE 5703(a) shall be measured andpaid for under SECTION 3600.

The unit of measurement for trimming shall be thesquare metre of area trimmed on the instruction of theEngineer, including areas trimmed after having been

shaped. No trimming within the road prism shall bemeasured for payment.

ITEM UNIT

57.02 USING MACHINES FOR

TRIMMING OR SHAPING (ALTERNATIVE

TO SUBITEM 57.01(a)):

(a) BULLDOZER HOUR (h)

(b) MOTOR GRADER HOUR (h)

The unit of measurement shall be the hour actuallyworked by each machine in trimming or shaping areas.Standing time will not be measured.

The bid rates shall include full compensation forfurnishing and using the machines, including the cost offuel, operators, remedy of any defects, transporting themachine to and from the point where it is to be used,and for all other incidentals necessary for carrying outthe work.

ITEM UNIT

57.03 PREPARING THE AREAS FOR

GRASSING:

(a) RIPPING HECTARE (ha)

(b) PLOUGHING HECTARE (ha)

(c) TOPSOILING WITHIN THE ROAD

RESERVE, WHERE THE FOLLOWING

MATERIALS ARE USED:

(i) TOPSOIL OBTAINED FROM WITHIN

THE ROAD RESERVE OR BORROW

AREAS (FREE-HAUL 1.0 km)

CUBIC METRE

(m3)

(ii) TOPSOIL OBTAINED FROM OTHER

SOURCES BY THE CONTRACTOR

(INCLUDING ALL HAUL)

CUBIC METRE

(m3)

(d) TOPSOILING OF BORROW PITS BY

USING TOPSOIL OBTAINED FROM

BORROW AREAS OR FROM THE ROAD

RESERVE (FREE-HAUL 1.0 km)

CUBIC METRE

(m3)

(e) PROVIDING AND APPLYING CHEMICAL

FERTILISERS AND/OR SOIL-IMPROVEMENT MATERIAL:

(i) LIME TONNE (t)

(ii) SUPER-PHOSPHATE TONNE (t)

(iii) LIMESTONE AMMONIUM NITRATE TONNE (t)

(iv) 2:3:2(22) TONNE (t)

(V) 3:2:1(25) TONNE (t)

(vi) OTHER FERTILISERS AND/OR SOIL-IMPROVEMENT MATERIALS IF

REQUIRED (TYPE STATED)

TONNE (t)

(f) STOCKPILING TOPSOIL CUBIC METRE (m3)

(a) RippingThe unit of measurement for ripping shall be thehectare of soil ripped. Only areas ripped on the writteninstructions of the Engineer shall be measured forpayment.

The bid rate shall include full compensation for ripping,complete as specified.

Ploughing for loosening the soil will be paid for underSUBITEM 57.03(b).

(b) PloughingThe unit of measurement for loosening the topsoil byploughing shall be the hectare of soil loosened andprepared in accordance with the Specifications. Only



areas loosened by ploughing on the written instructionsof the Engineer shall be measured for payment.

The bid rate shall include full compensation forloosening the topsoil by ploughing, removing stones,and levelling and trimming the surface.

(c) Placing the topsoilThe unit of measurement shall be the cubic metre oftopsoil applied at the specified thickness or as directedby the Engineer measured in situ after the topsoil hasbeen placed. The quantity shall be calculated from thenet area of the topsoiled surface multiplied by theaverage thickness of the topsoil but before the grasssods are placed. Any topsoil placed in excess of theaverage thickness specified or prescribed will not bemeasured for payment.

Payment shall distinguish between topsoil obtainedfrom designated areas within the road reserve orborrow areas and topsoil obtained by the Contractorfrom outside sources when sufficient topsoil is notavailable from the designated areas mentioned above.Payment shall further distinguish between topsoilapplied to areas within the road reserve such as slopesand topsoil applied at borrow areas.

The bid rates shall include full compensation forexcavating and loading the topsoil, any royalties orcompensation that may be payable in the case oftopsoil under SUBITEM 57.03(c), transport (exceptoverhaul), off-loading, placing and spreading it to therequired thickness, levelling it off to a smooth surface,for removing any stones as specified and forroughening the surface to be topsoiled.

The free-haul distance of topsoil obtained from the roadreserve or borrow areas shall be 1.0 km. The bid ratefor topsoil under SUBITEM 57.03(c) shall also include fullcompensation for transporting the topsoil to the point ofeventual use.

(d) (VOID)

(e) Providing and applying fertiliser and/or soil-improvement material

The unit of measurement for fertiliser shall be the tonneof each type of fertiliser and/or soil-improvementmaterial ordered and applied.

The bid rates shall include full compensation forfurnishing the fertiliser and/or soil-improvementmaterial, transporting it to the point of use, spreadingand mixing it into the scarified soil or topsoil,irrespective of the method of application.

(f) Stockpiling the topsoilThe unit of measurement shall be the cubic metre oftopsoil stockpiled on the written instructions of theEngineer where this operation is unavoidable despiteproper advance planning. Only material actually loaded,transported to and stockpiled on sites designated forstockpiling will be measured, but not any materialmerely pushed or bladed into heaps next to the areafrom which it is taken, unless it was done with the priorapproval of the Engineer, and the material wasstockpiled in an approved area.

The bid rate shall include full compensation for loadingthe topsoil, placing it in stockpile and for any paymentsto private Owners for the use of stockpile areas.

ITEM UNIT

57.04 GRASSING:

(a) PLANTING OF GRASS CUTTINGS HECTARE (ha)

(TYPE OF GRASS AS INDICATED)

(b) SODDING BY USING THE

FOLLOWING TYPES OF SODS:

(i) NURSERY SODS (TYPE OF

GRASS SPECIFIED)SQUARE METRE

(m2)

(ii) BUSH SODS SQUARE METRE

(m2)(c) HYDROSEEDING:

(i) PROVIDING AN APPROVED

SEED MIXTURE FOR

HYDROSEEDING

KILOGRAMME

(kg)

(ii) HYDROSEEDING HECTARE (ha)

(d) PLANTING GRASS SEED WITH AN

APPROVED GRASS-PLANTING

MACHINE

HECTARE (ha)

(e) HAND SOWING SQUARE METRE

(m2)(f) OTHER METHODS (SPECIFY)

(a) Planting grass cuttingsThe unit of measurement for planting grass cuttingsshall be the hectare of established grass with anacceptable grass cover.

The bid rate shall include full compensation forfurnishing and planting the cuttings, watering, weeding,and replanting if necessary, and all other incidentalswhich may be necessary for establishing an acceptablecover and maintaining the grass, except mowing.

(b) SoddingThe unit of measurement for sodding shall be thesquare metre covered with sods, which has anacceptable cover.

The bid rates shall include full compensation forprocuring, excavating, loading, transporting, off-loading,placing and watering the sods, for replanting deadareas, for watering and weeding the grass, forsupplying and placing timber stakes and for all otherincidentals, except for mowing, which may benecessary for establishing an acceptable cover, andmaintaining the grass. Payment shall distinguishbetween nursery-grown sods and bush sods obtainedfrom within the road reserve or borrow areas. In thecase of bush sods the bid price shall include levelling-off and trimming areas from which the sods are taken.

(c) Hydroseeding

(i) The unit of measurement for providing seed shallbe the kilogram of seed of the specified seedmixture. The mass of any pulp added shall not bemeasured.The bid rate shall include full compensation forprocuring and furnishing the seeds.

(ii) The unit of measurement for hydrosdeeding shallbe the hectare of grass established byhydroseeding, which has an acceptable cover.

The bid rate shall include full compensation forfurnishing cellulose pulp and mixing it with seed andwater and with any anti-erosion compound ifrequired, applying the mixture, watering, weeding,rehydroseeding bare patches, and for any otherwork, except mowing, which may be necessary forestablishing an acceptable cover and maintainingthe grass.

(d) Grassing with an approved grass planterThe unit of measurement for planting any grass seedsby using an approved planter shall be the hectare of



grass with an acceptable cover, where the seed hasbeen planted with an approved planter.

The bid rate shall include full compensation for alllabour, material, equipment, weeding, and allincidentals which may be necessary for planting thegrass seeds and establishing an acceptable grasscover. The bid rate shall also include full compensationfor watering the planted areas until an acceptable grasscover has been established. Payment for the grassseed will be separate under SUBITEM 57.04(c).

(e) Hand-sowingThe unit of measurement for hand-sowing the grassseeds shall be the square metre of grass with anacceptable covering on surfaces instructed by theEngineer to be hand-sown.

The bid rate shall include full compensation for alllabour, materials, equipment, weeding, and allincidentals which may be necessary for planting thegrass seeds and establishing an acceptable grasscovering. The bid rate shall also include fullcompensation for watering the planted areas until anacceptable grass covering has been established.Payment for the grass seeds shall be separate underSUBITEM 57.04(c).

(f) Other methodsWhenever other methods of grassing are specified inthe Special Specifications, measurement and paymentshall be as specified.

(g) GeneralHalf the payments under ITEM 57.04 will become duewhen the grassing or hydroseeding has been done, andthe remainder will become due when satisfactory coverhas been established.

ITEM UNIT

57.05 WATERING THE GRASS WHEN

ESTABLISHED BY TOPSOILING

ONLY:

KILOLITRE (kl)

The unit of measurement for watering areas which havebeen topsoiled on the instruction of the Engineer butwhich have not been hydroseeded or planted withgrass, shall be the kilolitre of water applied on theinstructions of the Engineer and calculated from thenumber of tank loads applied, multiplied by the capacityof the tank used in each case.

The bid rate shall include full compensation forprocuring, transporting and applying the water asspecified.

ITEM UNIT

57.06 WATERING THE ALREADY

PLANTED GRASS, TREES AND

SHRUBS PLANTED DURING PERIODS

OF DROUGHT EXPERIENCED DURING

THE GROWING SEASON:

KILOLITRE

(kl)

The unit of measurement for watering the grass, treesand shrubs shall be the kilolitre of water used.

The bid rate shall include full compensation forobtaining, transporting and applying the water.

The Contractor shall keep a careful record of thequantity of water used by him for watering the grass,trees and shrubs planted and shall submit suchinformation to the Engineer on a daily basis. Whenthere are times during the normal growing season, asspecified in the Special Specifications, when the

monthly rainfall figure is less than 75% of the monthlyaverage, the Contractor will be compensated under thisitem for the same percentage of the quantity of waterused for watering as that for the monthly rainfall that fellshort of the average rainfall.

ITEM UNIT

57.07 MOWING THE GRASS: HECTARE (ha)

The unit of measurement shall be the hectaremeasured each time when the grass has been cut onthe instructions of the Engineer.

The bid rate shall include full compensation for all plant,equipment and labour, required for every cutting of thegrass and disposing of the grass cuttings, ie paymentwill be made every time the grass has been cut on theinstructions of the Engineer.

ITEM UNIT

57.08 ANTI-EROSION

COMPOUND (SPECIFY)KILOGRAMME

(kg)

The unit of measurement shall be the kilogram netmass of anti-erosion compound used with the approvalof the Engineer.

The bid rate for each kilogram of anti-erosioncompound applied with the hydroseeding or by itselfshall include full compensation for furnishing thematerial and mixing and applying it during hydroseedingor by itself.

ITEM UNIT

57.09 TREES AND SHRUBS:

(a) PROVIDING THE TREES AND

SHRUBS (TYPES INDICATED)NUMBER (no)

Unit of measurement shall be the number of eachspecies or variety of tree and shrub furnished andestablished.

The bid rate shall include full compensation forfurnishing the plants at the point of final use includingsubstitutes for plants which may become diseased ordie.

(b) PLANTING AND ESTABLISHING:

(i) TREES NUMBER (no)

(ii) SHRUBS NUMBER (no)

The unit of measurement shall be the number of eachtype planted and established.

The bid rates shall include full compensation forexcavating the holes to the specified dimensions,furnishing topsoil, wooden stakes crushed stone,manure and compost and mixing them together withany fertiliser required for planting and refilling each holewith the topsoil mixture and other soil, for watering theplants until the end of the defects liability period,furnishing and planting substitutes for plants that havedied and for maintaining the plants as specified until theend of the defects liability period, including any otherincidentals which may be necessary for properlyexecuting the work. Where the Employer furnishes theplants, the above rates shall also include fullcompensation for taking delivery of the plants,maintaining them as required, transporting them to pointof final use, and for providing substitutes for plantswhich die or become diseased during storage.



Any chemical fertiliser and/or soil-improvement materialrequired will be measured and paid for under SUBITEM

57.03(e).

ITEM UNIT

57.10 EXTRA WORK FOR LAND-SCAPING

PROVISIONAL

SUM

The provisional sum allowed shall be expended at thediscretion of the Engineer to cover the cost of work inaddition to the scheduled Items which may be requiredin respect of shaping and trimming areas where plant isused at hourly rates, e.g. the cost of loading andtransporting surplus material, establishing grass bytopsoiling only, repairing erosion damage after topsoilhas been applied, or any other Items of work requiredfor which no pay Items have been provided.

Payment shall be made as specified in SUBCLAUSE

1209(f).

ITEM UNIT

57.11 WEEDING ALL GRASS-SEEDED

AREAS AND THE GRASS WHEN

ESTABLISHED BY TOPSOILING ONLY

HECTARE

(ha)

The unit of measurement for weeding all grass-seededareas that have been topsoiled on the instruction of theEngineer (but have not been hydroseeded or plantedwith grass), shall be the hectare.

The bid rate shall include full compensation for weedingthe prescribed areas in accordance with theSpecifications.

(h) Sprigging

ITEM UNIT

57.12 SPRIGGING SQUARE METRE (m2)

The quantity to be measured for payment shall be thenumber of square metres of sprigging which has beenplanted in accordance with these Specifications andaccepted.

The quantity measured as prescribed above shall bepaid for at the Contract unit price for the pay item, whichprice and payment shall be full compensation forfurnishing and placing of all materials, fertilisers, water,labour, equipment, tools, transport and all costsnecessary to complete the work as prescribed in thisSection.

(i) HaulageNo overhaul shall be paid for any operations in thisSection.




SECTION 5800: FINISHING THEROAD AND ROAD RESERVE ANDTREATING OLD ROADS


5801 SCOPE 5000-335802 FINISHING THE ROAD AND ROAD

RESERVE 5000-335803 TREATING OLD ROADS 5000-335804 MEASUREMENT AND PAYMENT 5000-33

5801 SCOPEThis Section covers the final finishing and cleaning upof the road and road reserve after construction, andscarifying and treating old roads and temporarydiversions.

The Contractor shall note that this Section does notcover the finishing which has to be done underSECTIONS 3100, 3400, 3600 and SECTION 5700.

5802 FINISHING THE ROAD AND ROADRESERVEAfter completing the seal or surfacing, or gravel surfaceon gravel roads, the road and road reserve shall becleared of all excess earth, stones, boulders, debris andother waste material resulting from the construction ofthe Works and disposed in an approved waste site. Allfinishing and clearing not previously done or completedin accordance with the Sections listed in CLAUSE 5801above shall be completed. This specification, however,does not intend the finishing, clearing and maintenancewhich must be done as provided for in other Sections ofthese Specifications, to be postponed until the finalfinishing operations provided for in this Section.

Culvert inlets and outlets, culvert barrels, and opendrains shall be cleared of all debris, soil, silt and othermaterial. The surfacing shall be cleared of all dirt, mudand foreign objects. Dragging, pushing or scrapingmaterial across the finished surfacing shall not bepermitted.

All junctions, intersections, islands, kerbing and otherelements making up the completed Works shall beneatly finished off.

The Contractor shall ensure that all declared noxiousweeds have been removed from the road-reserve andborrow-pit areas. All noxious weeds shall be burnt toprevent the spread of the seed and cut stumps orcoppice shall be sprayed with a suitable herbicide.

All soil, stones, boulders and indigenous plant materialresulting from the finishing operations shall be disposedof at locations not visible from the road, and where theywill not pollute water sources or create a hazard forlivestock or wildlife (e.g. old borrow pits). All other wastesuch as drums, excess steel, litter, etc which cannot besold or recycled shall be dumped in an approved wastesite. The Contractor himself shall make his ownarrangements with the Owners of properties on whichsuch materials are to be deposited. Disposal shall becarried out in a neat and uniform manner. Any borrowpits used for material disposal shall be finished off asdescribed in CLAUSE 3406. Any other areas used formaterial disposal shall be shaped so as to blend withthe surrounding area and to permit the re-establishment

of vegetation. Should the Engineer require landscapingand grassing to be performed, it shall be done inaccordance with SECTION 5700.

5803 TREATING OLD ROADSAll old roads, temporary diversions, haul roads andconstruction roads shall, in so far as is practicable, belevelled with the original ground. Surfaces shall bescarified and broken up to a depth of 150 mm forpromoting plant growth. The old roads shall berehabilitated as shown in the Drawings or as directed bythe Engineer and shall be revegetated in accordancewith SECTION 5700.

Where required by the Engineer, in order to prevent soilerosion, banks, dykes or ditches shall be constructedover the old road to dimensions ordered by theEngineer. All roads and temporary diversions treated asabove, shall be left in a neat and tidy state.


ITEM UNIT

58.01 FINISHING THE ROAD AND

ROAD RESERVE:

(a) DUAL CARRIAGEWAY ROAD KILOMETRE (km)

(b) SINGLE CARRIAGEWAY ROAD KILOMETRE (km)

The unit of measurement shall be the kilometre of roadmeasured along the centre line. No separatemeasurement shall be made of ramps at interchanges.

The bid rates shall include full compensation forclearing, trimming, disposing of material, tidying and allother work to be done for finishing off the road and roadreserve as specified.

Any landscaping and grassing shall be measured andpaid for under SECTION 5700.

ITEM UNIT

58.02 TREATMENT OF OLD ROADS

AND TEMPORARY DIVERSIONS

KILOMETRE

(km)

The unit of measurement shall be the kilometre of oldroad or temporary diversion treated.

Any landscaping and grassing shall be measured andpaid for under SECTION 5700.

The construction of banks, dykes or ditches shall bemeasured and paid for under SECTION 2100.

The bid rate shall include full compensation for levellingand scarifying any surfaces and tidying old roads anddiversions as specified.

No payment will be made in regard to treating haulroads and construction roads, for which the Contractorshall make allowance in his rates for constructing therelevant items of work for which such roads arenecessary.




SECTION 5900: PAINTING


5901 SCOPE 5000-345902 MATERIAL 5000-345903 GENERAL 5000-345904 APPLYING THE PAINT 5000-345905 PROTECTING THE WORKS DURING

PAINTING OPERATIONS 5000-355906 PREPARING SURFACES FOR PAINTING 5000-355907 PAINTING STRUCTURAL STEEL 5000-355908 PAINTING GUARD RAILS 5000-365909 PAINTING CONCRETE 5000-365910 PAINTING GALVANISED SURFACES 5000-365911 MEASURING PAINT THICKNESSES 5000-375912 MEASUREMENT AND PAYMENT 5000-37

5901 SCOPEThis Section covers the painting of structural steel,guard rails, overhead road sign supports and otherstructures according to the requirements of the variousSections of these Specifications where painting is calledfor. It does not include the treatment of timber postswhich are included under SUBCLAUSE 5202(b).

5902 MATERIALPaints shall comply with the requirements of thefollowing Specifications:

(a) Primers

(i) Zinc-chromate primers for steel:SABS 679 (Type 1 or Type 2, Grade II) orequivalent

(ii) Wash primer (metal etch primer):SABS 723 or equivalent

(iii) Calcium-plumbate primer:SABS 912 or equivalent

(iv) Two-pack Zinc-rich epoxy primer:SABS 926 or equivalent

(b) UndercoatSABS 681 (Type II) or equivalent

(c) Finishing coats

(i) Decorative enamel for interior and exterior:SABS 630 or equivalent

(ii) High-gloss paint:684 (Type A) or equivalent

(iii) Micaceous iron-ore-pigmented paint:SABS 684 or equivalent

(iv) Baking enamels:SABS 783 or equivalent

(v) Emulsion paint for exterior use (polyacrylic):SABS 634 or equivalent

(vi) Chloro-rubber paint:SABS 1413 or equivalent

(vii) Bituminous aluminium paint:SABS 802 or equivalent

(d) Other(i) Epoxy-tar paints:

SABS 801 (Type I) or equivalent(ii) Bonding liquid for concrete surfaces:

CKS 564 or equivalent

(iii) Bituminous-emulsion paint shall consist of a stablebituminous emulsion with a minimum of 45% ofbitumen and about 5% of approved fibre.

5903 GENERALNo paint shall be applied to surfaces containingphysically adhering contaminants such as oil, grease,dirt, marking material, water-soluble salts, wax, paintand temporary protectives, or to surfaces containingchemically bonded contaminants such as rust, millscale, slag and flux.

All surfaces which are to be painted shall be dry. Unlessotherwise stated, subsequent coats of paints shall beapplied over dry paint surfaces.

All traces of soluble salts and corrosive airbornecontaminants shall be thoroughly washed from thesurface prior to painting, and the surface shall be driedand painted immediately afterwards.

Where surfaces are to be welded, unless otherwisespecified, any paint shall not be applied within 75mm ofthe weld position.

After the welding has been completed, the welds andadjacent parent metal shall be completely deslagged,and the surfaces shall then be inspected and approvedby the Engineer. All spatter shall be removed prior tothe surfaces being painted. The weld area shall beabrasive-blasted and/or ground and all contaminantssuch as flux shall be removed prior to the surface beingpainted.

Surfaces which are to rest on concrete or other floorsshall receive all the prescribed coats of paint prior to themember being erected.

Damaged paint areas shall be cleaned, rust spotsremoved and the surface again be primed so that thepatch painting covers the damaged areas and extendsover a strip of 20 mm beyond each damaged area.

Where the shop coat is allowed to age for a few monthsbefore the next layer of paint is applied, light sandingwith sandpaper or rubbing with steel wool andscrubbing with clean water with a bristle brush shall becarried out.

Steel to be embedded in concrete shall be entirelypainted to a distance of 50 mm within the concretemeasured from the concrete outer surface.

The paint manufacturer's instructions shall be strictlyadhered to.

Painted steel members shall be stacked so as to be offthe ground.

Friction-grip surfaces shall not be painted but shall betreated in accordance with the Special Specifications.

5904 APPLYING THE PAINTUnless otherwise specified, paint may be applied eitherby brush, spray or roller method, or by any combinationof these three methods.

Where brushes are used, they shall have sufficientbody and length of bristle for spreading the paint in auniform coat. Paint shall be evenly spread andthoroughly brushed out. If brush marks are visible, it willbe considered that the paint has been improperlyapplied, and the paint will not be accepted.

On all surfaces which are inaccessible to painting byregular painting equipment, the paint shall be applied bybottle brushes, sheepskin daubers, or by any other



acceptable method so as to render the required coatingof paint.

If spray methods are used, the operator shall bethoroughly experienced. Runs, sags, thin areas in thepaint coat, skips, or where air bubbles have formed orthe paint has delaminated, shall be considered as beingunsatisfactory, and the Contractor will be required torepaint the surface by brush.

A water trap and an air-regulating valve acceptable tothe Engineer shall be furnished and installed on theequipment used for spray-painting.

Mechanical mixers shall be used for mixing paintproperly when no ready-mixed paints are used. Prior toapplication, the paint shall be remixed for a sufficientlength of time to mix the pigment and vehiclethoroughly. Paint shall be constantly kept well stirred tokeep the pigments in suspension during its application.All skins in the paint shall be removed by screening. If itcannot be removed effectively, the paint and paintworkalready completed may be condemned at the discretionof the Engineer.

Paint shall not be applied when the temperature of thesurface to be painted is not at least 30C above dewpoint or when the temperature of the steel is below 50Cor above 350C, unless otherwise prescribed by theEngineer.

Paint shall not be applied in fog or mist, when it israining or when rain is expected, or when the relativehumidity is above 90%.

5905 PROTECTING THE WORKS DURINGPAINTING OPERATIONSThe Contractor shall protect all parts of the structureagainst disfigurement by spatters, splashes and/orsmirches of paint or of paint materials. The Contractorshall be responsible for any damage to or paint on orcontamination to vehicles, persons or property,including plants and animals, as a result of hisoperations, and he will be required to provide protectivemeasures at his own cost to prevent such damage.

Any unsightly paint stains shall be removed by theContractor at his own cost.

If passing traffic creates sufficient dust to harm or spoilthe appearance of painted surfaces, the Contractorshall sprinkle the adjacent roads and shoulders withwater at his own cost, for a sufficient distance on eachside of the location where the painting is being done, tokeep the dust away from freshly painted surfaces. TheContractor shall at his own cost, also furnish and postDRIVE SLOWLY signs and take other necessaryprecautions to prevent dust and dirt from adhering ontofreshly painted surfaces.

5906 PREPARING SURFACES FOR PAINTINGBefore paint is applied to any surface, the appropriatespecified surface preparation shall be carried out inaccordance with the paint manufacturersrecommendations.

5907 PAINTING STRUCTURAL STEEL

(a) GeneralThis Section includes the painting of steel guard railposts, steel road sign supports and steel sign faceframes, where required.

The surface preparation, priming and application of anundercoat shall be carried out under cover at thefabricator's works. Where possible, all painting shall be

done at the fabricator's works but, where this is notfeasible, the Engineer may permit the application of thefinishing coats on the site, in which case an undercoatshall be applied at the fabricator's works prior to themembers being despatched to the Works.

Unless otherwise specified, the protection described inSUBCLAUSES 5907(c), (d) and (e) shall be applied to aIIsteel work. Corrosion protection of steel work exposedto aggressive or severe conditions shall comply with therequirements of the Special Specifications.

(b) Surface preparation

(i) New structuresAfter all cutting, drilling, welding and punching havebeen completed, it shall be ascertained that allsharp edges have been uniformly rounded off andsmoothed down. All physically adheringcontaminants shall be removed and the surfaceshall then be abrasive-blasted to Sa 2½ finish inaccordance with the Swedish Standard SIS05/59/00 or equivalent. The profile limit of thesurface finish shall be between 30 µm and 60 µm.The abrasive-blasting profile shall be measured inaccordance with SABS Method 772 or equivalentand shall comply with SABS Code of Practice 064or equivalent.

No abrasive-blasting shall be done during rainyweather or when corrosive air conditions prevail.

Unless the application of a primer follows within fourhours of abrasive blasting and before any oxidationof the prepared surface takes place, the abrasive-blasted surface shall immediately after abrasiveblasting be given one coat of a wash primer.

(ii) Existing structuresThe surface preparation of existing structures shallbe carried out on site in accordance with SABS 064or equivalent.

(c) PrimerThe prepared surface shall be given two coats of a zinc-chromate primer in accordance with SABS 679, Type 1,Grade II or equivalent. The first coat shall be appliedwithin 12 hours in the case of wash-primed surfacesand within four hours, but before any oxidation of thesurface takes place, in the case of abrasive-blastedsurfaces that have not been wash-primed. A fast-dryingzinc chromate in accordance with SABS 679, Type II,Grade II or equivalent, may be used as primer. In allcases the dry-film thickness shall not be less than 30µm per coat.

When steel has to be welded after the primer has beenapplied, the steel shall be left unpainted for a distanceof 75 mm from the weld joint unless a weldable type ofpaint has been used. The welds shall be treated inaccordance with the instructions of CLAUSES 5903 and5907.

(d) UndercoatWhere the finishing coats are to be applied on the site,the primed surfaces shall be given one coat of auniversal undercoat with a suitable colour in thefabricator's shop before despatch. The undercoat shallbe applied as soon as the prime coat has driedsufficiently. The dry-film thickness shall not be less than25 µm.

(e) Finishing coatTwo finishing coats of high-gloss structural paint (SABS684, Type A or equivalent) of the specified colour shallbe applied to leave a dry-film thickness of not less than25 µm per coat.



Where the finishing coats are applied on the site, theundercoat shall be lightly sanded and the memberswashed and cleaned of all contaminants. The firstfinishing coat shall be applied as soon as the structuralmembers are dry.

Where specified in the Special Specifications, thesecond finishing coat shall consist of a micaceous iron-ore-pigmented structural paint of the specified colour toa dry-film thickness of not less than 30 µm. Unlessotherwise specified, the second finishing coat shall beapplied within 48 hours of the application of the firstfinishing coat.

The dry-film thickness of the total paint system shall notbe less than 110 µm when no undercoat is used andnot less than 135 µm when an undercoat is used.Where the second finishing coat is an iron-ore-pigmented paint, these thicknesses shall be increasedby 5 µm.

(f) Mating surfacesWhen mating surfaces are brought together, bothsurfaces shall already have been covered with all thespecified coats of paint, but, where this is impossible,each surface shall be given a copious coating of primerand the surfaces drawn up while the paint is still wet.

(g) Back-to-back members and areas not easilyaccessible

Back-to-back members and areas not easily accessibleshall be fully coated with all the specified coats of paintup to and including the finishing coats before erection.

(h) Damaged areasDamaged areas shall be treated as follows:

Sand down to bright metal and clean. Spot prime withtwo coats and sand down lightly when hard. Rinse offwith water and allow to dry. Apply two finishing coats.

(i) Structural steel to be embedded below groundThose parts of structural-steel members to beembedded in soil and all bases to a height of 500 mmshall be given two coats of an epoxy-tar prime insteadof the zinc-chromate prime specified for other surfaces.

5908 PAINTING GUARD RAILS

(a) GeneralThis Section covers the painting of guardrails, should itbe prescribed. The painting of steel guardrail posts iscovered in SUBCLAUSE 5907 and the treatment of timberguardrail posts is covered in.SUBCLAUSE 5202 (b).

(b) Surface preparation and primingAll dirt, loose mill scale and loose corrosion productsshall be removed by hand or power tools and all rustand mill scale by pickling, after which the surface shallbe rinsed. A neutralising rinse shall also be applied, orthe surface shall be phosphated.

(c) PrimingApply two coats of zinc-chromate primer to a dry-filmthickness of not less than 20 µm per coat.

After the prime coats have hardened, the guard railsmay be transported to the site.

(d) Storage on the siteThe primed guardrails shall be stored off the groundunder cover and protected against rain and weatheruntil erection. Guardrails shall be stacked individuallyand not nested so as to prevent corrosion duringstorage. The finishing coats shall be applied as soon aspossible and the primed surfaces shall not be allowed

to corrode as a result of prolonged exposure to theweather. Any guardrails showing signs of rust beforethe application of the finishing coats shall be rubbeddown with steel wool or fine sandpaper until all rust isremoved, and it shall then be recoated with a zinc-chromate primer.

(e) FinishingBefore the first finishing coat is applied, the guard railsshall be thoroughly washed down to remove all tracesof salt and/or other air-borne corrosive materials and alldirt or other contaminants.

As soon as the rinsed guard rails are dry, a finishingcoat of aluminium paint in accordance with SABS 802or equivalent or a white high-gloss enamel inaccordance with SABS 684 or equivalent shall beapplied to a dry-film thickness of not less than 25 µm.Within 48 hours this shall be followed by a second coatas described before.

The guard rails shall preferably be given both finishingcoats before erection, but, where this is impossible, theEngineer may permit the finishing coats to be appliedafter the guard rails have been erected, provided that allmating surfaces and spots which are not easilyaccessible shall be painted with the finishing coatsbefore the guard rails may be erected.

The total dry-film thickness of all coats of the paint shallnot be less than 90 µm. All damaged spots shall betreated as specified in SUBCLAUSE 5907(h).

5909 PAINTING CONCRETE

(a) Surface preparationThe surface of the concrete to be painted shall becleaned of all dust, loose particles, laitance, impuritiesand other deleterious materials, and then washed andallowed to dry.

Unless the surface is to be covered with a bituminouspaint, all cracks, holes and cavities shall be filled withgrout or an acrylic filler.

(b) Sealing and primingThe surface shall be sealed with an approved clearsealer which complies with CKS 564 or equivalent andthen primed with a primer consisting of an undercoatdiluted to 50%.

(c) Undercoat and finishingAn undercoat shall be applied after priming, followed bytwo finishing coats of the prescribed paint.

(d) Bituminous paintThe surface shall be prepared in accordance with therequirements of SUBCLAUSE 5909(a). Before it dries out,a primer shall be applied in accordance with theinstructions of the fabricator of the bituminous paint.

After the primer has been applied, two coats ofbituminous paint shall be applied at the rate of 0.75litre/m2/coat. No paint coat shall be applied unless theprevious coat has dried out completely, and no paintshall be applied to the paintwork for so long as anymoisture occurs on the surface.

5910 PAINTING GALVANISED SURFACESGalvanised surfaces shall be painted as specified in thisSection for steel surfaces, except that the surfacepreparation and priming shall be as follows:

(a) Surface preparationFreshly galvanised surfaces shall be thoroughlyscrubbed down with an approved galvanised-iron



cleaner to remove all traces of the resin protectivecoating.

The surface shall be washed down and scrubbed toremove all traces of grease, oil, dirt, etc.

(b) PrimingTwo coats of calcium-plumbate primer shall be appliedto a dry-film thickness of at least 25 µm.

The undercoat shall follow within one week of theprimer.

5911 MEASURING PAINT THICKNESSESThe dry-film thickness of paint shall be determined inaccordance with SABS Method 141 or equivalent.

At least 90% of all thickness measurements shallcomply with the minimum specified requirements. Thethickness shall not in any case be less than 70% of thespecified thickness.


ITEM UNIT

59.01 PAINTING:

(a) (DESCRIBE

STRUCTURE/ARTICLE)SQUARE METRE

(m2)

(b) (DESCRIBE

STRUCTURE/ARTICLE)NUMBER (no)

(c) (DESCRIBE

STRUCTURE/ARTICLE)METRE (m)

(d) (DESCRIBE

STRUCTURE/ARTICLE)TONNE (t)

The unit of measurement shall be the square metre ofsurface painted. Only the surface covered by the finalfinishing coat shall be measured.

The unit of measurement may also be the number ofstructures or articles painted, or a metre length of thestructures or articles painted, or a tonne of thestructures or articles painted, the quantities arecalculated as specified in ITEM 67.01.

The bid rates shall include full compensation for surfacepreparation, applying all the coats of paint, repairingany damaged surfaces, and all materials andconstruction plant necessary for completing the work.

STANDARD SPECIFICATIONS FOR ROAD WORKS-2000 SERIES 6000 - STRUCTURES


SERIES 6000

STRUCTURESSECTION PAGE

6100 FOUNDATIONS FOR STRUCTURES 6000-26200 FALSEWORK, FORMWORK AND

CONCRETE FINISH 6000-206300 STEEL REINFORCEMENTS FOR

STRUCTURES 6000-276400 CONCRETE FOR STRUCTURES 6000-306500 PRESTRESSING 6000-386600 NO-FINES CONCRETE, JOINTS,

BEARINGS, BOLT GROUPS FOR

ELECTRIFICATION, PARAPETS AND

DRAINAGE FOR STRUCTURES 6000-486700 STRUCTURAL STEELWORK 6000-596800 CONSTRUCTION TOLERANCES FOR

STRUCTURES 6000-63


ACKNOWLEDGEMENTS


SERIES 1000 GENERAL





SERIES 6000 STRUCTURESSERIES 7000 TOLERANCES, TESTING AND QUALITY CONTROL

APPENDICES



SERIES 6000: STRUCTURES

SECTION 6100: FOUNDATIONSFOR STRUCTURES


6101 SCOPE 6000-26102 MATERIALS 6000-26103 GENERAL 6000-26104 ACCESS AND DRAINAGE 6000-36105 EXCAVATION 6000-36106 FOUNDING 6000-46107 UTILISATION OF EXCAVATED MATERIAL 6000-46108 BACKFILL AND FILL NEAR STRUCTURES 6000-46109 FOUNDATION FILL 6000-56110 GROUTING OF ROCK FISSURES 6000-56111 FOUNDATION DOWELS 6000-56112 FOUNDATION LINING 6000-56113 FOUNDATION PILING 6000-66114 CAISSONS 6000-116115 MEASUREMENT AND PAYMENT 6000-13

6101 SCOPEThis Section covers all foundation work which, for thepurposes of these Specifications, shall comprise thoseelements of construction below the level of the bottomsurface of the footings, the pile-capping slabs or thecaisson cover slabs, collectively hereinafter referred toas base or bases, which shall include all the associatedtemporary works. Foundations for prefabricated culvertsare not included but are specified in SECTION 2200.

6102 MATERIALS

(a) GeneralMaterial used in the permanent foundation work shallcomply with the requirements specified for the particularmaterial in SERIES 6000.

(b) Rock (for rock fill)Stones shall be hard, angular, natural or quarry stonesof such quality that they will not disintegrate onexposure to water or weathering. The stones shall befree from soil, clay or organic material. Neither thebreadth nor thickness of a single stone shall be lessthan one-third its length. Not more than 10% of the totalvolume of rock fill shall consist of stones with a mass ofless than 0.5 times the specified mass and not morethan 10% of the total volume of rock fill shall consist ofstones with a mass of more than 5 times the specifiedmass. At least 50% of the total volume of rock fill shallconsist of stones the mass of which exceeds thespecified mass.

(c) Crushed stoneCrushed stone used for the construction of crushed-stone fill shall originate from sound unweathered rockapproved by the Engineer.

(d) Granular fillGranular material used for constructing the compactedgranular fill shall be approved granular material of atleast gravel subbase quality.

(e) Sand fillSand used for filling the caissons shall be clean, hardsand free from lumps of clay or organic or otherdeleterious matter.

(f) Structural steelSteel in the steel piles shall comply with therequirements of BS 4360 or SABS 1431 or equivalent,BS EN 10113 and BSEN 10155 for the grade of steelspecified on the Drawings. I and H sections shallcomply with the requirements of BS 4:Part 1.

Fabricated sections shall comply with the details shownon the Drawings and the requirements of SECTION

6700.

(g) Permanent pile casingsPermanent pile casings shall be sufficiently rigid so asnot to deform permanently or damage during handlingand construction. The casings shall be sufficientlydense to prevent the fluid components of the concretefrom leaking during the placing of the concrete orthereafter. Where steel casings contribute to thestrength of the pile, the casings shall have a minimumwall thickness of 4.5 mm and shall comply with therequirements of ASTM A 252-68. Welded joints shallcomply with the requirements of SECTION 6700.

(h) Driven pile casingsDriven pile casings shall have sufficient strength topermit their being driven and not being distorted by thedriving of adjacent piles, and they shall be sufficientlywatertight to prevent water leaking through the casingwalls during the placing of concrete.

(i) Grouting

(i) Cement groutCement grout shall meet the appropriaterequirements of SUBCLAUSE 6503(g).

(ii) Proprietary-brand groutProprietary-brand grout shall be prepared and usedstrictly in accordance with the instructions of themanufacturer.

6103 GENERAL

(a) Subsurface dataThe provisions of CLAUSE 1216 shall apply in regard toany information supplied regarding any subsurfaceconditions likely to be encountered.

If it is found during the course of excavating, founding-pile or caisson work that the soil or founding conditionsdiffer greatly from those shown on the Drawings, theContractor shall immediately notify the Engineer.

The Engineer shall, as often as he may deemnecessary during the course of excavation, be entitledto call on the Contractor to conduct additionalfoundation investigations and/or tests at or below therespective founding levels in view of establishing safebearing pressures and founding depths.

(b) Channel preservationThe flow of the stream and the conservation of marineand freshwater life shall be maintained at all times.Access to cofferdams, artificial islands and pilingplatforms shall be effected without unnecessarilydisrupting the flow of the stream at the point of crossing,unless otherwise specified.

Precautions shall be taken by the Contractor tomaintain water quality standards. Water contaminatedwith silt shall be settled in ponds before being pumpedinto streams. Water contaminated with chemicals shallbe purified before being returned to the stream ordisposed of in an appropriate manner as directed by theEngineer. Precautions shall be taken by the Contractorto ensure that the natural pH, electrical conductivity and



other indicators as prescribed of the water are notraised or lowered.

On completion of the work, surplus excavated materialsincluding materials excavated from caissoncompartments and holes for piles, materials used incofferdams and other temporary works, as well as in-situ material, shall be removed and disposed of by theContractor to the level of the original bed or suchelevation as agreed to by the Engineer or required forstream channelisation.

6104 ACCESS AND DRAINAGE

(a) GeneralThis Clause covers the provision of access, includingthe construction of cofferdams, and draining theexcavations. Where it is unnecessary to provide accessin terms of SUBCLAUSE 6104(b), the Contractor shall bepaid separately for draining the excavations.

After completion of the permanent works, all temporaryworks shall be completely removed, the ground levelledand the site left neat. Where this is impracticable, suchportions as have not been removed, shall be dealt within accordance with the Engineer's instructions.

(b) AccessWhere temporary banks or artificial islands areconstructed in view of affording access to the locationwhere structural members, piles or caissons are to beconstructed, the banks or islands shall be adequatelycompacted in view of supporting any plant and materialwithout any undue settling which may have a harmfuleffect on the end product.

The Contractor may use any material deemed by him tobe suitable for constructing the islands, but no separatepayment will be made for any obstructions, hard orunsuitable material occurring in the material used forconstructing temporary banks or artificial islands.

Designing and constructing any cofferdams shallcomply with the requirements of BS 8004. Beforestarting with construction, the Contractor shall submitdrawings to the Engineer, which show details of thecofferdams and the method of construction.

(c) DrainageThe Contractor shall apply suitable, effective drainagemethods for preventing the ingress of water intoexcavations and to keep them dry.

The drainage measures, with the exception of pumping,shall be maintained until the backfilling has beencompleted. Between the various construction stagespumping may be interrupted in consultation with theEngineer.

Any draining or pumping of water shall be done in amanner that will preclude the concrete or materials orany part thereof from being carried away.

6105 EXCAVATION

(a) GeneralThis work shall include excavations not provided forelsewhere in these Specifications, which are requiredfor founding the structures as well as for the excavatingrequired in respect of the demolition, extension ormodification of existing bridges and culverts.

Excavation required for diverting, channelling orwidening streams within 5 m of concrete structures shallbe measured and paid for under ITEM 61.02.

Excavations beyond the 5 m limit shall be measuredand paid for under the appropriate Items of SECTIONS

2100 and 3600.

(b) Surface levels agreed on for excavationsPrior to commencing with any excavation, theContractor shall notify the Engineer in good time toensure that levels be taken of the undisturbed groundsurface for determining the ground surface from wherethe excavation can be measured, and this groundsurface shall be agreed on by the Engineer and theContractor.

(c) ExcavationWhere in the opinion of the Engineer the casting ofconcrete against the excavated earth faces is notpermissible, or where formwork has to be provided, theextremities of the excavation, for purposes ofmeasurement and payment, shall be deemed to be thevertical planes parallel to and 0.5 m outside theperimeter of the member for which formwork is to beprovided.

Where suitable, stable material is encountered duringexcavating, that part of the trench or foundation pit shallbe excavated to the neat dimensions of the base unlessotherwise directed by the Engineer. Over-excavation(overbreak) in hard material shall be backfilled with thesame class of concrete as that in the base or with massconcrete fill as specified or as directed by the Engineer.

Where blasting is required, the Contractor shallcomplete the entire foundation excavation before hecommences with the construction of any permanentconcrete work, unless otherwise approved by theEngineer.

Boulders, logs or any other unsuitable materialexcavated shall be spoiled.

When hard material suitable for founding isencountered at the founding level, it shall be cut andtrimmed to a firm surface, either level, stepped orserrated, as may be required.

Where, in the opinion of the Engineer, unsuitablematerial is encountered at founding level, such materialshall be removed and replaced with foundation fill inaccordance with CLAUSE 6109 and as directed by theEngineer.

(d) Classification of excavated materialFor payment purposes distinction shall be madebetween common excavation in soft material and rockexcavation. All excavation for the foundations ofstructures shall be classified in accordance with theCLAUSE 3603, which definitions are summarised asfollows:

(i) Rock excavation:Rock excavation shall be excavation in materialwhich requires drilling and blasting or the use ofhydraulic or pneumatic jackhammers to beloosened and to be loaded for transportation.

(ii) Common excavation:Common excavation shall be excavation in allmaterial other than rock as defined above.

(e) BlastingWhere blasting is permitted, it shall be carried out inaccordance with the requirements of CLAUSE 1222.

(f) Deterioration of foundation excavationsWhere soft material, or hard material which quicklydeteriorates when exposed, is found at foundation level,the excavation shall be excavated to the final slope andlevel immediately before the screed is placed.



Where the bottoms or sides of excavations, in whichbases are to be cast, are softened on account ofnegligence on the part of the Contractor in allowingstorm or other water to enter the excavations, thesoftened material shall be removed and replaced withfoundation fill as directed by the Engineer, at theContractor's expense.

(g) The safety of excavationsThe Contractor shall take the necessary precautions tosafeguard the stability and safety of the excavationsand adjacent structures.

The personal safety of no person shall be jeopardisedneither shall any situation be allowed to arise whichmay result in damage of whatsoever nature.

Precautionary measures taken by the Contractor shallcomply with the appropriate legal provisions.

(h) InspectionNo concrete shall be placed before the excavation hasbeen properly cleaned by the Contractor and inspectedand approved by the Engineer.

(i) Excavation by handWhere circumstances prevent the use of mechanicalexcavators and material can be removed only by handimplements, the Engineer shall authorise thesupplementary payment to the Contractor for such workat the bid rates for excavation by hand should he besatisfied that the Contractor had been unable to preventthe necessity for excavation by hand by proper planningand precautionary measures. The supplementary ratefor excavation by hand shall not apply to minor finishingor clearing jobs in excavations which are otherwisebeing done by mass excavation plant.

6106 FOUNDINGIn consequence of possible variations of the anticipatedfounding conditions, the dimensions and founding levelsspecified or shown on the Drawings may have to bevaried during construction.

The Engineer has full and absolute power to order suchvariations and to specify the actual founding level foreach foundation fill, base or caisson duringconstruction.

The Contractor shall not be entitled to any additionalpayment in consequence of any such variation in thedimensions or founding depths over and above thatprovided for in CLAUSE 6115, irrespective of the stage ofconstruction at which the instruction to alter thedimensions or founding depths is given. However, if inconsequence of such order to alter the Contractor iscompelled to substitute other machines and equipmentfor machines and equipment for successfullycompleting the work, the Engineer may reimburse theContractor at a fair price for incidentals incurred,provided that the original machines and equipment hadbeen suitable for the work required prior to the order toalter having been issued.

No bases, caissons or piles shall be founded unlessauthorised by the Engineer. Each founding level shallbe accurately measured and recorded and agreed on.The term "founding level' used in these Specificationsshall be deemed to have the following meanings inrespect of:

(i) Foundation fillThe surface of the in situ material that has beenprepared to receive foundation fill.

(ii) BasesThe underside of the base.

(iii) PilesThe underside of the underream, bulbous base orrock socket; the tip of the pile shoe or lower pileend, as may be relevant.

(iv) CaissonsThe underside of the cutting edge.

6107 UTILISATION OF EXCAVATED MATERIALExcavated material and material recovered fromtemporary works shall, if suitable, be utilised for backfill.Material unsuitable for use as backfill or in excess of therequired quantity, shall be spoiled or utilised as directedby the Engineer.

Excavated material not used for backfill or not taken tospoil but used in the construction of embankments orother parts of the work, as directed by the Engineer, willbe paid for under foundation excavation as well asunder the relevant item for the purpose for which it isused.

The free haul distance on excavated material andimported material for backfill shall be 1.0km.

Excavated and stockpiled material shall be so dumpedas not to endanger the uncompleted structure either bydirect pressure or indirectly by overloading the fillscontiguous to the structure, or in any other way.

6108 BACKFILL AND FILL NEARSTRUCTURES

(a) GeneralWhen backfill and fill are placed, the followingprecautionary measures shall be taken:

(i) The material shall be placed simultaneously, in sofar as is possible to approximately the sameelevation on both sides of an abutment, pier, or wallwhere appropriate. If conditions require the backfillor fill to be placed appreciably higher on one sidethan on the other the additional material on thehigher side shall not be placed until authorised bythe Engineer, and preferably not until the concretehas been in place for 14 days, or until tests showthat the concrete has attained sufficient strength tosafely withstand any pressure extended by thebackfill or fill or by the method of construction.

(ii) The material behind abutments directly restrainedat the top by the superstructure eg portal type ofstructures, shall be placed as shown on theDrawings or as directed by the Engineer.

(iii) The material behind the portal walls of portalstructures shall not be placed until the top slab hasbeen placed and cured, unless otherwiseauthorised by the Engineer.

(b) BackfillExcavated areas around structures shall be backfilledwith approved material in horizontal layers notexceeding 150 mm in thickness after compaction to thelevel of the original ground surface. Each layer shall bemoistened or dried to the optimum moisture content forthe material and then compacted to a density of not lessthan 90 % of BS-Heavy density for soils and gravels,and not less than 100% of BS-Heavy density forcohesionless sands, or the density of the surroundingsoil whichever shall be the less, except that, in the roadprism, the material shall be compacted to a density ofnot less than 93% of BS-Heavy density.



(c) FillBefore the space between the structure and theapproach fill, or between the structure and the faces ofthe surrounding excavation is backfilled, the slope ofthe approach fill, or the faces of the excavation shall beshaped by benching or serrations to prevent wedgeaction from occurring between the structure and theapproach fill or the excavation faces.

The distance between the exposed face of the structureand the toe of the approach fill or the excavation faceshall not under any circumstances be less than theheight of the exposed face of the structure.

(d) Fill within restricted areaThat part of the fill within a horizontal distance of 3 mfrom the vertical and inclined concrete faces of thestructure and that part between the pillars of the spill-through abutments or that part shown on the Drawings,shall be termed “fill within restricted area".

Fill within the restricted area shall comply with therequirements of SECTION 3600 except that it shall becompacted to a density of not less than 93% of BS-Heavy density. In order to achieve the specified densitythe Contractor shall, where necessary, import materialof suitable quality.

Unless otherwise directed by the Engineer, onlymechanical compaction equipment that is pushed ordrawn by hand shall be used to achieve the requireddensity within a horizontal distance of 3 m from anyconcrete structure. Fill in spaces below concrete soffitsthat are inaccessible for mechanical compactionequipment shall be constructed by methods specified orapproved by the Engineer.

Payment in accordance with ITEM 61.05 for theconstruction of fill within restricted areas shall be madeonly when specifically provided for in the Bill ofQuantities.

6109 FOUNDATION FILLIf it is found during the course of excavation that thematerial at the indicated founding depth does not havethe required bearing capacity as specified on theDrawings, the excavations shall be extended at thediscretion of the Engineer until satisfactory foundingmaterial is encountered. The Engineer may order theContractor to make up the difference in levels withfoundation fill.

Where the foundation fill consists of rock or crushedstone, it shall be constructed in accordance with therequirements of the Special Specifications or asdirected by the Engineer. Foundation fill consisting ofgranular material shall be constructed in layers notexceeding 150mm in thickness after compaction. Eachlayer shall be moistened or dried to the optimummoisture content for the material and compacted to adensity of not less than 95% of BS-Heavy density forsoils and gravels, and not less than 100% BS-Heavydensity for cohesionless sands. Mass concrete fill to beused shall be of the class or mix of concrete fill asspecified or directed by the Engineer.

Unless otherwise specified or directed by the Engineer,the foundation fill constructed from rock, crushed stoneor compacted granular material shall be defined by aprism with vertical sides. The base of the prism lies inthe founding plane and coincides with the base of aprismoid with trapezium-shaped inclined sides whichextend downwards and outwards at an angle of 600 withthe horizontal from each outer edge of the underside ofthe footing down to the founding level. The upper planeof the prism lies in the plane of the underside of thefooting.

A concrete screed which complies with therequirements shown on the Drawings shall be placedunderneath all bases except where mass concrete fill isused or where authorised by the Engineer that thisneed not be done.

Where mass concrete fill is constructed under a base itshall be constructed accurately to the final levels of theunderside of the base.

6110 GROUTING OF ROCK FISSURESWhere specified, fissures in the rock below and aroundthe bases shall be sealed by pressure grouting with aneat cement or sand-cement grout or with a proprietarybrand grout as specified.

The cement water ratio of the grout shall be approved inadvance by the Engineer.

The extent of the fissuring shall be established bymeans of water testing under pressure.

Holes of at least 40 mm in diameter shall be drilled atplaces indicated by the Engineer and grout shall thenbe pumped into these holes under suitable pressures.Grouting shall be done in 3 m stages to the maximumdepth ordered. Care shall be taken to avoid furtherfracturing of the rock strata by excessive groutingpressures.

Grouting of the rock fissures shall be done byspecialised operators with adequate experience in thisclass of work.

6111 FOUNDATION DOWELSWhere required, foundation dowels of specifiedmaterial, diameter and length shall be installed at thepositions and to the dimensions shown on the Drawingsor as directed by the Engineer. After exposing, clearingand trimming the rock formation, holes with specifieddiameters and depths shall be drilled in the rock. Afterthe holes have been cleared and prewetted, they shallbe filled with grout. Within 15 minutes of having beenfilled with grout, the dowels shall be carefully driven intothe holes. The cement and water in the grout shall bemixed in the ratio of 50kg of cement to 20 litres ofwater, and an approved expanding additive whichcomplies with the requirements of SUBCLAUSE 6402(e)shall be added.

The dowels shall comply with the requirements ofCLAUSE 6305.

6112 FOUNDATION LININGWhere specified or directed by the Engineer, foundationlinings shall be installed as described hereafter. TheEngineer shall have the right to order the use of liningsagainst the sides of excavations and the undersides ofbases and slabs in lieu of formwork and concreteblinding.

All surfaces to be lined shall be covered with anapproved sheeting to provide a clean impervious layer.The material shall be of sufficient strength to provide adurable working surface and to support the concreteand reinforcement without tearing. The joints of thematerial between strips shall have a 150 mm overlapand the lining shall be held firmly in position by nails,pegs, etc.

Polyethylene sheeting with a thickness of 0.150 mm isgenerally considered to be adequate for use belowbridge approach slabs and bases.



6113 FOUNDATION PILING

(a) GeneralThis Clause covers the construction of bearing piles ofconcrete or steel or a combination of these materials.

(b) Piling layoutThe piling layout, the minimum pile size and/or bearingcapacity and type together with the steel reinforcementand class of concrete required shall be as detailed andspecified on the Drawings unless otherwise specified inthe Special Specifications.

(c) Alternative designs for piling and piling layouts

(i) SubmissionThe priced Bill of Quantities submitted foralternative designs shall be compiled strictly inaccordance with the relevant measurement andpayment clauses of these Specifications.

Where pay items defined in these Specificationshave been omitted, it shall mean either that theitems do not apply, or that where the Engineerrequires work falling under such items to be done, itshall be done without any cost to the Employer. Theinclusion of 'rate-only" items will not be permitted.

Where pay items not defined in these Specificationsare used, the measurement and paymentrequirements for such items shall be specified indetail by the Contractor. In the absence of suchdefinitions, or in the case of any ambiguity, theinterpretation of the Engineer shall be final andbinding.

Except in piling-only Contracts or where otherwiseprovided in the Special Specifications, theContractor shall price the Bill of Quantities for theoriginal design irrespective of whether or not analternative design is offered.

(ii) DesignThe critical design-load combinations acting uponthe underside and the centre of gravity of the pile-capping slab, the maximum permissible set of thepile-capping slab, and the technical data requiredfor designing alternative piles and or piling layoutswill be indicated on the Drawings. Alternativedesigns shall comply with the provisions of CLAUSE

1212 and the prescriptions set out below.

For alternative designs submitted the Contractorshall submit with his bid a detailed description of themethod of analysis used in the design of the pilesand the pilegroup layouts. The average length ofpile and/or of the piles per group on which thequantities in the Bill of Quantities for the alternativedesigns are based shall be stated in each case.The type of pile offered shall be defined in terms ofsize, materials, working and breaking load.

The Contractor shall be responsible for and shallbear the cost for redesigning, drafting andsubmitting the detail drawings for any structuralelement affected by the alternative pile design. Anyeconomy or incidental caused by constructing suchelement as compared to the original design shall befor the account of the Contractor.

The Contractor shall, as specified in CLAUSE 1212for alternative designs, submit to the Engineer atleast three months prior to work being commenced,drawings detailing the piling-group layout and piles,incorporating such amendments to his originaldesign as may be required by the Engineer, anddrawings detailing the amendments required to the

pile-capping slab dimensions and reinforcement asa result of the layout of the piles, all as applicable.

No work of whatsoever nature shall be commencedon the piling until the Drawings have beensubmitted to and have been approved by theEngineer, in writing.

After approval of the Drawings, no departuretherefrom shall be made without authorisation bythe Engineer.

Final working drawings shall comply with theprovisions of CLAUSE 1221.

Where the alternative piles fail in regard to the loadtest specified in Subclause 6113(u), the Contractorshall be responsible for the cost of the workrequired for improving the piles and pile layout soas to comply with the design requirements.

(iii) Basis of paymentWhere the quantities in the Bill of Quantitiesreferred to in SUBCLAUSE 6113(c), on the one part,differ from the number of piles and the average pilelength given in the submission for the alternativepile design, on the other part, the Engineer shallaccept the sum in the Bill of Quantities, correct thequantities, and adjust the rates for the applicablepay items accordingly.

(d) Details to be furnished by the ContractorIn all cases where the choice of the type of pile to beused is left to the Contractor, full particulars,specifications, calculations and drawings of the pilesproposed for use by the Contractor shall be submittedwith the bid. The Contractor shall submit the followinginformation to the Engineer, two weeks before any pilesare driven or holes are formed:

(i) How the piles and casings will be installed or theholes will be formed;

(ii) How the piles and casings will be installed or theholes will be made through identified obstructions;

(iii) The mass of the hammer;

(iv) The set during the last ten blows;

(v) The expected size of the bulbous base, underream.rock socket, etc, if any;

(vi) How concrete or grout is to be placed andcompacted in the case of cast in situ piles;

(vii) How reinforcing steel is to be placed and held inplace during placing and compacting the concretein cast in situ piles;

(viii) Details of permanent casing, if any;

(ix) The mix design for the concrete together with anadequate quantity of cement and aggregate toenable the Engineer to conduct the necessary tests.

(e) Pile-installation frames and equipmentThe pile-installation frames and equipment used fordriving the piles or forming the holes or for othermethods of sinking the piles shall be in a good workingcondition and to the prior approval of the Engineer andshall comply with the relevant legal provisions.

The Contractor shall supply the necessary equipment,gear and instruments required for the prescribedinvestigations and inspections.



The installation frames shall be so designed as toensure that piles can be installed in their properpositions and true to line and slope.

(f) Piling platformsPiling platforms shall include the prepared in situmaterial or artificial islands or any structure (excludingthe piling equipment) constructed for gaining access tothe position where the pile is to be installed and forcarrying out the piling operations.

Structural piling platforms shall be rigid, and floatingbarges used for piling operations shall afford sufficientstability to enable piles to be properly installed.

On completion of the piling, the Contractor shall removeall the artificial, constructed platforms and reinstate thesite to the satisfaction of the Engineer.

(g) Setting outThe Contractor shall set out the pile positions and shallstake these positions with a durable marker. Where thelevel from which the piling is undertaken is above theunderside of the pile capping slab, due allowance shallbe made for the offset of raking piles so that the pile atthe underside of the pile-capping slab will be in thecorrect position.

(h) Ground surface for foundation pilingBefore starting any piling work, the Contractor shallnotify the Engineer in good time to ensure that levels ofthe ground surface be taken in order that an averageground surface from which the piling is to be measuredcan be established and agreed on by the Engineer andthe Contractor. Where foundation piling at a site ispreceded by excavation or the construction of fill, thesurface from which the piling is to be done shall beformed as near as possible to the underside of the pile-capping slab as directed by the Engineer.

(i) Cast in situ concrete piles

(i) ReinforcementReinforcement shall not be placed in the pile holesuntil immediately before concreting. Before thereinforcement is placed in position, all mud, water,and any loose or soft material shall be removedfrom the hole.

Steel reinforcing shall be accurately maintained inposition without damage being done to the sides ofthe hole or the reinforcing itself. Spacers shall beused to keep the reinforcing steel at the requireddistance from the inside face of the pile casing andwall of the pile hole but shall not cause zonesthrough which aggressive ground water maypenetrate to the reinforcement.

Pile reinforcement will not be shown in the bendingschedules. Only the number, diameter and type ofbars and their arrangement will be shown on theDrawings. The Contractor, with the permission ofthe Engineer, may replace the bars shown on theDrawings with bars with different diameters andspacing and of different types, on a basis ofequivalent strength.

The reinforcement shall be assembled in cages,which shall be sufficiently robust to prevent theirpermanent deformation during handling. In the caseof cast in situ piles, the inner sides of the cagesshall be kept open in view of the unrestrictedplacing of concrete therein.

The longitudinal bars shall project above the cut-offpoint by the distance shown on the Drawings, or by

40 times the bar diameter if no dimension has beengiven.

Splicing the reinforcing may be ordered, and theContractor shall keep available on the site sufficientsteel reinforcing so that an additional length of pilereinforcing can be assembled whenever necessary.

The assembly of this additional reinforcing shall becarried out expeditiously and before any concretingof any specific pile commences. If splices have tobe provided, the longitudinal bars shall overlap for adistance of 40 bar diameters, or as required by theEngineer.

(ii) The concreting of pilesThe concreting of the piles shall not be commencedbefore the Engineer has given his permissiontherefor.

Except in self-supporting pile holes, a temporary orpermanent casing shall be installed for the fulldepth of the hole to prevent lumps of material fromfalling from the sides of the hole into the concrete.Where concrete is to be placed under the drillingmud, the temporary casing may be omitted, exceptat the top end of the hole.

The concrete shall be so proportioned as to be ofsufficient strength, but shall be sufficiently workableto enable it being properly placed, and, where self-compacting concrete is not used, it shall bethoroughly compacted by approved means.Extraction of the temporary casing duringplacement of the concrete shall be such that nodamage is caused to the pile and the advancingconcrete level is at all times kept considerablyabove the temporary casing's trailing edge.Concrete shall generally be placed in the dry, butwhere this is impracticable, it shall be placed bytremie.

The requirements of SUBCLAUSE 6407(c) togetherwith the following requirements shall apply whenconcrete is placed under water by tremie:

(1) The cement content shall be not less than 400kg/m3 and the slump shall be such that theconcrete of the specified strength and desireddensity can be obtained.

(2) The hopper and tremie shall be a closed unitwhich cannot be penetrated by water.

(3) The tremie shall be at least 150mm in diameterfor 20mm aggregate and larger for largeraggregates.

(4) The concrete shall be so placed as to preventthe mixing of water and concrete. The tremieshall at all times penetrate into the concrete.

(5) Placing the concrete in that part of the pilebelow the water level in the casing shall bedone in one operation, and the same method ofplacing the concrete shall be maintainedthroughout.

(6) All tremies shall be scrupulously cleaned beforeand after use.

(7) Before placing the concrete in the water, theContractor shall ensure that no silt or othermaterials have collected at the bottom of thehole, and where drilling mud is used, theContractor shall ensure that no drilling mudsuspension with a relative density exceeding1.3 has collected at the bottom of the hole.



Concrete shall be placed in a manner that preventssegregation.

(j) Precast concrete piles

(i) GeneralThe piles shall be of reinforced or prestressedconcrete and shall be manufactured, handled,stored and installed in accordance with BS 8004,unless otherwise specified.

(ii) ManufactureThe piles may be manufactured in a factory or acasting yard on the site of the Works. TheContractor shall ensure that the factory or castingyard will at all reasonable times be accessible forinspection by the Engineer.

The relevant requirements of SECTION 6400 shallapply to the concrete work.

Transverse reinforcement shall comply with therequirements of BS 8004.

The piles shall be cast on a rigid horizontal platformin approved moulds. Particular care shall be takento keep the reinforcement, coupler sockets and pileshoes accurately in position. Adequate provisionshall be made for lifting the piles.

Each pile shall be clearly marked with the date ofcasting, a reference number, and from the tip of thepile at 1.0m intervals, with distance marks.

Piles shall be cured for a period sufficient todevelop the strength required to withstand, withoutdamage to the pile the stresses caused byhandling, transporting, storing and driving. The pilesshall not be driven before the concrete in the pilehas attained the specified strength.

(iii) Handling, transport and storageCare shall be taken at all stages of lifting, handlingand transporting to ensure that the piles are notdamaged or cracked.

Piles shall be stored on firm ground which will notsettle unequally under the weight of the stack ofpiles. The piles shall be placed on timber supportswhich are truly level and spaced so as to avoidundue bending in the piles. The supports in thestack shall be located vertically above one another.

(iv) Lengthening of precast pilesPiles shall be lengthened where required by suchmeans and methods as approved by the Engineer.Care shall be taken to ensure that the additionallength of pile joined is truly axially in line with theoriginal pile within the tolerance requirements forstraightness set out in SUBCLAUSE 6803(a). Drivingshall not be resumed until the pile extension andany bonding agent used has attained the requiredstrength.

(k) Steel pilesHollow steel piles may be filled with cast in situ concreteand, provided that adequate connections are providedbetween the steel and the concrete with a view totransferring the load, the concrete may be deemed toassist in carrying the load.

Wherever steel piles are used, they shall be given aprotective coating of bitumen, coal-tar pitch or syntheticresins to the satisfaction of the Engineer or as specified.The cross-sectional area of the steel shall be adaptedto the aggressiveness of the subsurface conditions tocompensate for possible reduction in the pile wall

thickness caused by abrasion and corrosion during theservice life of the pile.

Steel piles shall be used only where permitted by theEngineer.

(I) Driving the piles

(i) Pile-installation framesPiles and pile casings shall be driven with a gravityhammer, a rapid-action power hammer or by otherapproved means. Prestressed-concrete piles shallbe driven with a hammer with a mass of at leastequal to that of the pile. Other piles shall preferablybe driven by a hammer with similar masscharacteristics. The hammer shall not, duringdriving operations, damage any permanentcomponent of the pile. Pile driving leaders shall beconstructed in such a manner as to afford freedomof movement of the hammer and shall be held inposition to ensure adequate support for the pile orpile casing during installation. Inclined leaders shallbe used for installing raking piles.

The heads of precast concrete piles shall beprotected with packing of resilient material, carebeing taken to ensure that it is evenly spread andheld in place. A helmet shall be placed over thepacking, and a dolly of hardwood or other materialnot thicker than the diameter of the pile shall beplaced on top.

(ii) Water jettingThe Contractor may employ water jetting to installpiles in granular material. Jetting shall bediscontinued before the leading end of the pilereaches a depth of 80% of the anticipated finaldepth or a depth as agreed on with the Engineer.After jetting, piles or their casings shall be driven tothe required depth, level or set.

(iii) Installation sequenceUnless otherwise specified or ordered the sequencefor installing the piles shall be left to the Contractor.However, the sequence for driving the piles in agroup shall be programmed to minimise thecreation of consolidated blocks of ground into whichpiles cannot be driven or which cause fictitiouspenetration values. Piling shall generally commenceat the centre of the group and be progressivelyextended to the perimeter piles unless otherwiseagreed on by the Engineer.

The installation of piles shall be undertaken in sucha manner that structural damage, distortion orpositioning defects will not be caused to previouslyinstalled piles or casings.

(iv) Heaving of pilesIn soils in which the installation of piles may causepreviously installed piles to heave, accurate levelmarks shall be placed on each pile immediatelyafter installation and all piles that have heaved shallbe redriven to the required resistance, unlessredriving tests on neighbouring piles have shownthis to be unnecessary. Piles shall not be concretedneither shall any pile-capping slab be constructeduntil the piles within a heave-influence zone havebeen redriven as required.

(v) Bulbous basesWhere required, bulbous (enlarged) bases shall beformed after the driven casing has reached therequired depth. The base shall be formed byprogressively displacing the surrounding subsoilwith concrete placed by the repeated action of agravity hammer. The size of the base will depend



on the compressibility of the surrounding subsoil butshall in no case have a diameter of less than 1.5times the diameter of the pile.

(vi) Piling alignmentWhere the inclination of a precast concrete piledeviates from the correct slope during installation,the pile shall not be forced into the correct position.The slope of the guiding frame shall be adjusted soas to coincide with the actual inclination of the pileto preclude the bending of the pile. Where theverticality or the inclination of the installed pile fallsoutside the specified tolerances, the pile will beclassified as being defective.

(m) Augering and boring

(i) Auger and bore pile holesThe augering and boring of pile holes shall becarried out as expeditiously as local conditionspermit taking due account of services or otherrestrictions on the site.

Holes shall be cleaned after augering and boring toobtain a clean and level surface.

Where indicated by the Engineer, suitable casingshall be installed in those parts of the augeredholes where the sides are in danger of caving inbefore the concreting has been completed.

During extraction of the casing, care shall be takento avoid lifting the concrete and damaging the pile.

The use of water for augering and boring holesshall not be permitted unless approved by theEngineer. Surface water shall not be allowed toenter the hole.

(ii) UnderreamingWhere required, the holes shall be enlarged orbelled out to form an underream. The earthexcavated shall be removed in a manner which willnot damage the walls of the hole.

The shape of the underream shall be a truncatedcone of which the base diameter depends on thebearing capacity of the founding material, but itshall be not less than twice the shaft diameter. Thebase angle of the cone between the inclined faceand horizontal plane shall be not less than 600.

Full safety measures shall be enforced to protectworkmen working at the bottom of the pile hole.

(iii) Bulbous basesBulbous bases shall comply with the requirementsof SUBCLAUSE 6113(I).

(iv) Inspecting preformed holesEquipment for inspecting the pile shafts shall beprovided and operated in accordance with the latestamendment or edition of the Code of PracticeRelating to the Safety of Men Working in SmallDiameter Vertical and Near Vertical Shafts for CivilEngineering Purposes, obtainable from the SouthAfrican Institution of Civil Engineers, or similardocument.

Immediately before the reinforcement is to beinstalled or the concrete placed, the Engineer shallbe informed thereof with a view to inspecting thepile holes. When piles are to be underreamed, theexcavation shall be inspected twice by theEngineer, firstly to ascertain that suitable foundingmaterial has been obtained before underreamingmay start, and, secondly, after the underreaming

has been completed for approval to be given by theEngineer for casting the pile.

(n) Rock socketsWhere required, rock sockets to the requireddimensions shall be formed in rock formations ofadequate strength, quality and thickness for transmittingthe specified load.

(o) Obstructions

(i) Definitions

(1) Identified obstructionsIdentified obstructions shall mean anyobstruction described on the Drawings or in theSpecial Specifications and for which provisionfor payment has been made in the Bill ofQuantities in respect of penetrating theobstructions.

(2) Unidentified obstructionsWhere provision has been made in the Bill ofQuantities in terms of ITEM 61.21 for penetratingidentified obstructions and obstructions notdescribed are encountered, such obstructionsshall be classified as unidentified obstructionsand the penetration of such obstructions shallbe paid for under ITEM 61.22 subject to thecondition that the rate of penetration drops tobelow that achieved for identified obstructionswhen the same method and effort are used, orsubject to additional methods and effort overand above those required for identifiedobstructions being required for penetrating theobstruction.

or

Where no provision has been made in the Bill ofQuantities for penetrating identified obstructionsand obstructions are encountered and, afterresorting to the methods specified in thesubmission in terms of SUBCLAUSE 6113(d), it isfound to be impossible to form the holes in theproper positions and at the proper inclinationsand depths, and the Contractor has to resort toadditional methods for forming the pile holessuccessfully, such obstructions shall beclassified as unidentified obstructions.

(ii) Classification of materialsFor piling, only the following classification ofmaterials shall apply to the identification anddescription of obstructions.

(1) MatrixThe matrix shall comprise that part of thematerial which will pass through a sieve with 50mm x 50 mm openings.

(2) Coarse gravelCoarse gravel shall comprise that part of thematerial (stones, pebbles, cobbles, etc) whichwill pass through a 200 mm x 200 mm opening,but will not pass through a 50 mm x 50 mmopening. The gravel shall be obtained frommaterial with at least a Class R2 hardness asdefined in TABLE 6113/1 at the end of thisSection.

(3) BouldersBoulders shall mean any rock mass with ahardness of at least Class R2 which will passthrough a square opening with dimensionsequal to the maximum size boulder specified in



the Bill of Quantities but will not pass through a200 mm x 200 mm opening.

(4) Rock formationA rock formation shall be any rock mass with ahardness of at least Class R2 which will notpass through a square opening with dimensionsequal to the maximum size boulder specified inthe Bill of Quantities.

Where a boulder is cut through and part of it isleft imbedded in the wall of the hole, suchboulder obstruction shall be classified as rockformation.

For the identification of rock in terms of thisClause, the classification in TABLE 6113/1 (atthe end of the Section) shall apply.

(iii) Driven displacement and prefabricated pilesWhere obstructions make it difficult to install drivendisplacement and prefabricated piles in thepositions and at the inclinations shown and to theproper lengths by the methods specified in thesubmission in terms of SUBCLAUSE 6113(d), theContractor shall resort to additional methods whichare suitable for the type of pile. If the successfulinstallation of a pile proves to be impossible aftersuch methods have been tried, the Engineer mayorder an additional pile or piles to be installed.

All such work and additional piles shall be paid forin accordance with the bid rates where applicable,or where they do not apply, under ITEM 61.23.

(iv) Auger and bore pile holesWhere identified or unidentified obstructions areencountered when shaping holes for piles, paymentfor penetrating the obstructions shall be madeagainst the appropriate pay items.

(p) Determining pile lengthsThe design of the piles and pile groups, and thequantities in the Bill of Quantities are based on thesubsurface data shown on the Drawings.

The Engineer will determine the depth of piles as workproceeds.

Where variations in the subsurface conditions occur asregards the material and height of the water table, theEngineer shall be informed immediately.

If the Contractor is not satisfied that the piles will becapable of carrying the specified loads at the depthdetermined by the Engineer he may, in consultationwith the Engineer, lengthen the piles to reach a suitablefounding depth. Where the Engineer and the Contractorcannot agree on the founding depth, the Engineer mayrequire the Contractor to:

(i) undertake additional foundation investigationsand/or core drilling in accordance with Subclauses6103(a) and 6113(t) respectively, and/or

(ii) install one or more test piles and conduct a loadtest in accordance with Subclause 6113(u). TheEngineer will prescribe the positions for each testpile. Test piles shall comply with the specifiedrequirements for piling.

(q) Piling dataThe following data on each pile installed shall berecorded in a form prescribed by the Engineer:

(i) The effort used for driving the pile and theresistance to penetration at founding level.

(ii) A description of subsurface material, the presenceof ground water and the quality of material on whichthe pile is founded.

(iii) The quality of the materials used in the constructionor manufacture of the pile, as well as of thepermanent casing if used. The method of placingand compacting the concrete in cast in situ piles.

(iv) The method of founding of the piles e.g. bulbousbases, underreams, rock sockets, etc, and theirdimensions.

(v) The maximum working load of the pile.

(vi) The length of the pile and the accuracy ofinstallation in respect of position and inclination.

(vii) Nominal dimensions and type of pile.

(viii) Length and details of any temporary andpermanent casings used.

(r) Stripping the pile headsPrecast piles shall be installed to a level of at least 1.0m above the cut-off level, and cast in situ piles shall becast to a level of at least 150 mm above the cut-offlevel. The excess concrete shall be so stripped off thatonly sound concrete will project into the pile-cappingslab.

Before a pile head is stripped, the cut-off plane shall bemarked by cutting a 20 mm deep groove with agrinding-machine along the full circumference of thepile. Heavy concrete demolishing equipment may notbe used for the stripping of pile heads. All looseaggregate shall be removed from the cut-off plane.

The concrete shall be so stripped off that the pile belowthe cut-off level will not be damaged, or, shoulddefective concrete be found in the completed pile, thedamaged or defective concrete shall be cut away by theContractor at his own cost and replaced with newconcrete well bonded to the old concrete, or the pileshall be replaced as directed by the Engineer.

The main reinforcement of the piles shall extend at least40 times the diameters of the reinforcing bar beyond thecut-off level into the pile-capping slab. Thisreinforcement shall be left straight unless otherwisedirected by the Engineer.

The cut-off level for piles shall be the level shown onthe Drawings.

(s) Construction of pile-capping slabThe Contractor shall not construct the pile-capping slabbefore the Engineer has confirmed, in writing, that allthe relevant load tests have been completed and thepiles have been accepted.

(t) Core drillingThe Engineer may instruct core drilling to be done witha view to obtaining cores of the founding formationand/or of the concrete in the completed structuralmember. In the case of piling, the core drilling mayprecede the piling or may be done through thecompleted pile, as specified, or as instructed by theEngineer.

The Contractor shall supply the necessary constructionplant on the site for drilling under the above conditions.The plant and techniques used shall be suitable forensuring 100% core recovery. The diameters, depthsand lengths of the cores shall agree with thespecifications or the instructions of the Engineer.



The Contractor shall keep accurate records of thedrilling, which, together with the cores, shall be handedover to the Engineer. The cores shall be placed in thecorrect sequence in a clearly identified wooden corebox with a lid.

(u) Load test

(i) GeneralThe Engineer may order certain selected piles to beload tested. The procedure for loading tests shallcomply with the requirements of SECTION 7100.During the period of testing, driving of other pileswhich may affect the testing shall cease.

No working pile shall be used as an anchor pile.Where anchor piles or earth anchors are requiredfor providing reaction, they shall be so placed as tohave a minimal effect on the test results.

The Contractor shall provide the complete testingassembly, the necessary plant, equipment,instruments and labour for carrying out the test andfor determining accurately the settlement of thepiles under each increase or decrease of the load.The test assembly, plant, equipment andinstruments used shall be subject to the approval ofthe Engineer.

Within two days of having completed the tests, theContractor shall supply the Engineer with the testresults and neatly plotted load against settlement,load against time, and settlement against timegraphs.

(ii) LoadingThe maximum test load applied shall be equal totwice the specified working load or the ultimate testload, whichever shall be the smaller.

The maximum working load shall be half of themaximum test load or the test load whichcorresponds with the allowable settlement,whichever shall be the smaller. The allowablesettlement shall be as specified on the Drawings.

(iii) Ultimate test loadThe ultimate test load in the compression-load testshall be the load where settlement suddenlyincreases disproportionately to the load applied.

The ultimate test load in the tension-load test shallbe the load where the upward movement suddenlyincreases disproportionately to the load applied orthe load producing a permanent rise of 10 mm atthe top of the pile, whichever is the smaller.

(v) Defective pilesThe test pile and the piles represented by the test pileshall be classified as defective if shown in terms ofSECTION 6100 to have a maximum working load of lessthan the specified working load, or to exhibit excessivesettlement. Defective piles shall also include pilesdamaged beyond repair, piles with structural defects, orpiles which do not comply with the tolerancerequirements of SECTION 6800.

If required, the defective piles shall be corrected by theContractor at his own cost, by applying one of thefollowing methods approved by the Engineer:

(i) Extracting the pile and replacing it with a new pile.

(ii) Installing a new pile adjacent to the defective pile.

(iii) Lengthening the pile to the correct length ifdefective in length only.

(iv) Altering the design to fit in with the new conditionscaused by the defective pile(s).

(w) Standing time in respect of pile-installationframes

Standing time shall only be paid for pile installationframes standing during normal working hours as laiddown in the General Conditions on Contract for suchperiods during which the pile installation work has cometo a standstill following an action by the Employer.

As soon as the pile installation frames have come to astandstill, the Contractor shall inform the Engineer, inwriting that he intends to claim standing time, and shallalso furnish:

(i) full particulars of the action which gave rise to theclaim

(ii) a list of pile-installation frames in respect of, whichstanding time will be claimed, complete with dateand time.

The period in respect of which a claim is lodged shallbecome operative from the moment when the noticehas been handed over to the Engineer and shallcontinue until the restriction has been removed andnormal procedure may be resumed.

(x) Nuclear integrityIntegrity tests using both the nuclear and neutronmethod shall be performed on all bored piles. Thepurpose of these tests is to prove that the techniqueused in constructing the piles is satisfactory, bychecking for necking of concrete in the pile shafts,checking concrete cover to reinforcement and bychecking for honeycombing, grout loss and segregationof aggregates.

6114 CAISSONS

(a) GeneralCaissons shall, for the purposes of these Specifications,be hollow concrete vessels which are wholly or partlyconstructed at a higher level and lowered by internalexcavation or kentledge to the desired founding level toform structural bearing members. Caissons may be ofcircular, rectangular or any other shape and maycontain one or more excavation compartments, all asdetailed on the Drawings.

Unless otherwise specified hereafter, the provisions ofBS 8004 shall apply in regard to the construction ofcaissons.

(b) Construction and sinkingA firm horizontal base shall be prepared on which thecutting edge of the caisson shall be laid trulyhorizontally. The level of the base shall be determinedand shall be agreed on by the Engineer and theContractor and shall serve as the ground surface fromwhich the excavation inside the caisson will bemeasured.

Successive stages of the caisson shall be of convenientheight, or as directed by the Engineer, and shall belined up accurately with the preceding stages.

All precast elements shall have properly constructedjoints in accordance with the Drawings to ensure thatthey fit snugly together.

For in situ phase construction, all construction joints inthe walls shall be reinforced and the joints shall bemade as specified in CLAUSE 6408.



The lowest element of every caisson, which containsthe cutting edges, shall be cured for at least four daysor shall have reached a strength of at least 50% of thespecified strength before sinking is commenced.Subsequent elements shall be cast in sufficient goodtime to ensure adequate strength for safely resisting theapplied forces.

During constructing and sinking, the caissons shall bemaintained truly vertically and kept in their correctpositions.

The position and inclination of each caisson shall bedetermined accurately by measurement after every 2mof sinking, or after sinking through the depth of oneelement, whichever distance is the smaller.

With a view to eliminating excess friction, the Contractormay use bentonite or a similar lubricant, or a water-jetsystem.

Excavation inside caisson compartments shall, unlessotherwise specified herein, comply with the provisionsof CLAUSE 6105.

In multi-compartmented caissons, the excavation in anyone compartment shall not be taken deeper than 0.6mbelow that in any other compartment, except wherenecessary for correcting deviations.

Cutting edges shall be frequently inspected or probed tolocate obstacles, which shall be removed immediately.

The Contractor shall supply all grabs, pumps, divinggear and other plant required for sinking and foundingall caissons and shall allow the Engineer to use thediving suit and equipment for inspection purposes.

The Contractor shall employ a competent diver to carryout work under water and shall make provision in therates bid for the respective items for this cost.

Where the caisson strikes a hard inclined layer andwork has to be carried out below the cutting edge, suchwork shall be measured and paid for under the relevantitems of CLAUSE 6115, and, where no applicable itemsexist, such work shall be paid for as extra work.

Should the Contractor wish to apply the pneumaticcaisson method (with a compressed air chamber) forconstruction, he shall furnish the Engineer with fulldetails of the plant, equipment and method for approval.

(c) FoundingThe material at the founding level, if sloping and/orirregular, shall in so far as is possible be cut to asnearly level a surface as possible until the entire cuttingedge is evenly and firmly supported on the material.Subject to the approval of the Engineer, blasting maybe used for this purpose. If blasting should be resortedto, only light charges may be used and the caisson shallbe protected against damage by suitable cushioningbeing provided.

Should the sloping surface be of hard rock whichcannot be cut or broken by any safe and feasiblemeans, the foundation shall be built up by means of asolid wedge of concrete which fills the entire spacebetween the bedrock surface and the horizontal planethrough the cutting edge. This concrete shall be of thesame class as that specified on the Drawings or in theBill of Quantities for the concrete seal.

The rock or hard material on which the structure is to befounded shall be completely uncovered. The foundingsurface shall be cleared of all loose material beforeinspection by the Engineer immediately prior to castingthe concrete seal.

No concrete shall be placed in the wedge or the sealbefore the Engineer has inspected and approved thefoundation. For this purpose the Contractor shalladequately dewater the caisson to enable the Engineerto conduct the inspection.

In the event of a caisson not being vertical or in itscorrect position when it has reached the required depth,or in the event of a caisson being cracked during thesinking process, the Contractor shall at his own costcarry out the necessary remedial work to thesatisfaction of the Engineer.

(d) DataThe Contractor shall provide the Engineer with acomplete record of the types of material excavatedduring sinking, together with the level at which eachtype of the material was found. In addition, a logshowing the rate of sinking shall be kept by theContractor and furnished to the Engineer.

(e) Filling the caissons

(i) Concrete sealThe seal shall be constructed of mass concrete ofthe class specified and shall be placed inaccordance with the dimensions and levels shownon the Drawings or as prescribed by the Engineer.

If this seal cannot be placed in the dry and has tobe placed under water, the method of placing thisconcrete shall be approved by the Engineer. TheContractor shall cease placing the concrete underwater when sufficient concrete has been placed toseal the foundation effectively.

After the concrete has been placed, the concreteseal and the head of water over it shall remainundisturbed for a period of at least seven days afterwhich the caisson shall be dewatered by pumpingfor inspection. If more water is still leaking into thecaisson, the process of sealing as specified hereinshall be continued until the water level within thecaisson does not rise at a rate exceeding 10 mmper hour.

The relevant requirements of SUBCLAUSES 6407(c)and 6113(i) shall apply for placing the concreteunder water. For concrete placed under water bymethods other than by tremie, the cement contentshall be 20% more than the quantity required forordinary concrete of the same mix but shall be notless than 450 kg/m3 of concrete.

(ii) FillingSubsequent to inspection of the caissoncompartments above the concrete seal, thecompartments shall be filled with sand. The sandshall be sufficiently wetted to obviate bulking.

The first 2 m of filling above the concrete seal shallbe lowered gently into position. The sand may thenbe poured from the top and compacted sufficientlyto prevent settlement while the cover slab concreteis being placed.

The top of the sand fill within the caisson shall befinished off to the level specified below theunderside of the caisson cover slab.

(f) StrippingWhere the walls of the caisson have been overbuilt, theconcrete shall be stripped to the required level withoutdamage being done to the concrete below the cut-offlevel. The longitudinal reinforcement of the caissonshall project above the cut-off level by a distance of atleast 40 times the bar diameter.



(g) Concrete screed below the caisson cover slabsA concrete screed of the specified thickness and classof concrete shall be provided to the level shown on theDrawings over the area covered by the cover slab,including the area within the caissons on top of thesand filling, except where the underside of the coverslab is being formed with formwork.

(h) GeneralWater quality and marine life shall not be adverselyaffected in any way during operations.


ITEM UNIT

61.01 ADDITIONAL

FOUNDATION INVESTIGATIONS:PROVISIONAL

SUM

A provisional sum shall be provided in the Bill ofQuantities to cover the cost of this work.

The work authorised by the Engineer shall be paid for inaccordance with the provisions of the Conditions ofContract.

ITEM UNIT

61.02 EXCAVATION:

(a) COMMON EXCAVATION IN SOFT

MATERIAL SITUATED WITHIN THE

FOLLOWING SUCCESSIVE DEPTH

RANGES:

(i) 0 m UP TO 2 m CUBIC

METRE (m3)(ii) 2 m UP TO 4 m CUBIC

METRE (m3)(iii) FURTHER INCREMENTS OF 2 m CUBIC

METRE (m3)(b) EXTRA-OVER SUBITEM 61.02(a) FOR

EXCAVATION IN ROCK IRRESPECTIVE

OF DEPTH

CUBIC

METRE (m3)

The limits for the successive depth ranges shall bemeasured down from the surface levels described inSECTION 6100 to the founding level agreed on.

In the case of excavations that are required fordiverting, channelling or widening streams, thesuccessive depth ranges for those portions of theexcavations that are within 5 m of a concrete structureshall be measured from the surface levels agreed on tothe invert level of the channel or stream.

The unit of measurement shall be the cubic metre ofmaterial, measured in the original position beforeexcavation. The quantity of excavation for each depthrange shall be calculated from the neat outlines of thebase or floor and the depth of excavation completedwithin each range.

Irrespective of the total depth of the excavation, thequantity of material within each depth range shall bemeasured and paid for separately.

At the concrete faces for which formwork has to beprovided, additional excavation shall be measured to0.5 m outside the concrete perimeter to make provisionfor a working space.

Where foundation fill is constructed in an excavation,the quantity of excavated material measured forpayment shall be the material excavated between theaverage ground level, as described in SUBCLAUSE

6105(b), and the founding level, from a prism with

vertical sides, as described in CLAUSE 6109 or asprescribed by the Engineer.

In no case shall any of the following excavations beincluded in the measurement for payment:

(i) The volume of excavation in excess of the abovementioned limits.

(ii) The volume included within the excavated roadprism, contiguous channels, ditches, etc, for whichpayment is provided elsewhere in theSpecifications.

The bid rates shall include full compensation forexcavation in each class of material,. the spoiling orstockpiling of materials, the hauling of excavatedmaterial for the free-haul distance of 1.0km, anyadditional excavation the Contractor may require foradditional working space outside the authorised limits,trimming and cleaning the bottoms and sides ofexcavations, and strutting, shoring and safeguardingthe excavations.

If after a foundation excavation has been completed,cleaned and trimmed ready for concrete screeding, theEngineer orders further excavations to be made onaccount of changed dimensions and/or foundingconditions, an extra over payment (SUBITEM 61.02(c))on the additional excavation measured for paymentshall be payable in full compensation for any incidentalsto the Contractor over and above the normal excavationcosts.

ITEM UNIT

61.03 ACCESS AND DRAINAGE:

(a) ACCESS LUMP SUM

The bid lump sum shall include full compensation forproviding access, which, inter alia, shall includeconstructing temporary banks, artificial islands and/orcofferdams, their protection, safeguarding andmaintenance draining and keeping dry the workingareas and draining the excavations within the access,and any incidentals in respect of work to be done belowstanding water.

75% of the lump sum will be paid when the access hasbeen constructed. The remaining 25% will be paid afterthe access has been removed.

(b) DRAINAGE, WHERE NO LUMP SUM

ACCESS HAS BEEN PROVIDED

LUMP

SUM

Payment will be made for this work by way of a lumpsum for each structure or series of structures appearingseparately in the Bill of Quantities. The lump sum shallbe paid on a pro rata basis as the work progresses.

The bid lump sum shall include full compensation fordraining by pumping or in any other way and for anyother work necessary for keeping the excavation dry orfor working in the dry.

ITEM UNIT

61.04 BACKFILL TO

EXCAVATIONS UTILISING:

(a) MATERIAL FROM THE

EXCAVATIONS

CUBIC METRE (m3)

(b) IMPORTED MATERIAL CUBIC METRE (m3)

(c) SOIL CEMENT CUBIC METRE (m3)



The unit of measurement shall be the cubic metre ofbackfill material measured in the excavation, excludingthe volume occupied by the structure. The quantitymeasured shall be calculated from within the neatoutlines defined for the excavation under ITEM 61.02and the height to which the backfilling is constructed.The volume occupied by the structure shall besubtracted when calculating the volume of backfilling.

The height shall be determined by the upper surface ofthe road prism or the reference ground surface(SUBCLAUSE 6105(b)), whichever is the lower.

The bid rates shall include full compensation forfurnishing and placing all materials within the entireexcavation, transporting the material and preparing,processing, shaping, watering, mixing and compactingthe material to the specified densities.

No overhaul shall be paid.

ITEM UNIT

61.08 FOUNDATION FILL

CONSISTING OF:

(a) ROCK FILL CUBIC METRE (m3)

(b) CRUSHED STONE FILL CUBIC METRE (m3)

(c) COMPACTED GRANULAR

MATERIAL

CUBIC METRE (m3)

(d) MASS CONCRETE (CLASS

INDICATED)CUBIC METRE (m3)

(e) CONCRETE SCREED (THICKNESS

AND CLASS OF CONCRETE

INDICATED)

CUBIC METRE (m3)

The unit of measurement shall be the cubic metre ofapproved material placed and compacted below thebases as specified or where directed by the Engineer.

The quantity of foundation fill to be measured forpayment shall be the material contained within theprism specified in CLAUSE 6109 or shall otherwise bethe quantity to the outlines shown on the Drawings oras directed by the Engineer.

The bid rates shall include full compensation forprocuring, furnishing, transporting, placing andcompacting the material.


ITEM UNIT

61.09 ESTABLISHMENT ON THE SITE

FOR THE DRILLING OF HOLES (TYPE

OF DRILLING INDICATED)

LUMP

SUM

The bid lump sum shall include full compensation forestablishment on the site, moving to individual holepositions and the subsequent removal of all specialplant for drilling the holes and additional plant forcarrying out operations, the cost of which does not varywith the actual amount of work to be done.

This work will be paid for by way of a lump sum, 75% ofwhich will become payable when all the equipment is onthe site and the first hole has been drilled. Theremaining 25% will become payable after all the holeshave been drilled and the equipment has been removedfrom the site.

ITEM UNIT

61.10 DRILLING OF HOLES (DIAMETER

AND TYPE OF DRILLING INDICATED)METRE

(m)

The unit of measurement shall be the metre of holedrilled.

The bid rate shall include full compensation for drillingand clearing the holes as specified. equipment movingand setting up in position, drilling and clearing the holesas specified. Where no provision has been made forpayment in the Bill of Quantities under ITEM 61.09, thebid rate shall also include full compensation for workfalling under that item.

ITEM UNIT

61.11 GROUTING (TYPE OF GROUT

AND FOR WHICH PURPOSE IT IS

REQUIRED INDICATED)

KILOGRAMME

(kg)

The unit of measurement for grouting shall be thekilogram of cement or proprietary brand of grout as maybe applicable used in the grouting operation.

The bid rate shall include full compensation forproviding the equipment and all the material, and mixingand pumping the grout into the prepared holes inaccordance with the instructions of the Engineer, andalso for the water-pressure tests.

ITEM UNIT

61.12 DOWEL BARS (TYPE,DIAMETER AND LENGTH OF DOWEL

BARS TOGETHER WITH TYPE OF

GROUT, INDICATED)

KILOGRAMME

(kg)

The unit of measurement for the dowel bars shall be thekilogram of bars provided and secured in position. Thebid rate shall include full compensation for supplying allthe material and positioning and grouting the dowelbars as specified.

ITEM UNIT

61.13 FOUNDATION LINING

(TYPE OF MATERIAL AND

THICKNESS INDICATED)

SQUARE

METRE (m2)

The unit of measurement for foundation lining shall bethe square metre of concrete surface lined.

The bid rate shall include full compensation forprocuring, furnishing and placing all material and for alllabour and incidentals required for completing the workas specified.

ITEM UNIT


FOR PILING

LUMP

SUM

The bid lump sum shall include full compensation forgenerally levelling the piling site, establishing on the siteand subsequently removing all structural platforms,rafts, and all special constructional plant and equipmentfor foundation piling and for carrying out operations, thecost of which does not vary with the actual amount ofpiling done.

This work will be paid for by way of a lump sum, 50% ofwhich will become payable when all equipment is on thesite and the first pile has been installed. The secondinstalment of 25% of the lump sum will be payable after



half the total number of piles have been installed, andthe final instalment of 25% after all the piles have beencompleted and the equipment has been removed fromthe site.

ITEM UNIT

61.15 MOVING TO, AND SETTING UP

THE EQUIPMENT AT EACH POSITION

FOR INSTALLING THE PILES

NUMBER (no)

The unit of measurement shall be the number ofpositions to which the installation equipment has to bemoved and set up in position. The quantity measuredshall be the number of piles installed plus the number ofpiles redriven on the instruction of the Engineer, plusany piles provided in addition for load tests, which donot form part of a specific pile group.

The bid rate shall include full compensation for all costsinvolved in moving and setting up any equipment.

ITEM UNIT

61.16 AUGERED OR BORED HOLES FOR

PILES WITH A DIAMETER OF (DIAMETER

INDICATED) THROUGH MATERIAL


SUCCESSIVE DEPTH RANGES:

(a) AUGERED HOLES:

(i) 0 m UP TO 10 m METRE (m)

(ii) EXCEEDING 10 m, UP TO 15 m METRE (m)

(iii) FURTHER INCREMENTS OF 5 m METRE (m)

(b) BORED HOLES:




The limits for the successive depth ranges shall bemeasured down from the average ground surface(SUBCLAUSE 6113(h)) to the agreed founding level(CLAUSE 6106).

The unit of measurement shall be the metre of hole,including the depth of the bulbous base formed, as maybe applicable. The depth of the bulbous base shall bedeemed to be equal to the diameter of a sphere, thevolume of which shall be equal to the quantity ofcompacted concrete in the bulbous base.

Irrespective of the total depth of the hole, the quantitywithin each depth range shall be measured and paid forseparately.

The bid rates for forming augered holes shall includefull compensation for augering and disposing of surplusmaterial resulting from the hole having been formed.

The bid rates for forming bored holes shall include fullcompensation for boring, supplying, installing andextracting the driven temporary casing as well as fordisposing of surplus material resulting from the holehaving been formed.

ITEM UNIT

61.17 DRIVING THE TEMPORARY

CASING FOR DRIVEN DISPLACEMENT

PILING SYSTEMS FOR FORMING

HOLES FOR PILES WITH A DIAMETER

OF (DIAMETER INDICATED) THROUGH



RANGES:

(a) 0m UP TO 10m METRE (m)

(b) EXCEEDING 10m, UP TO 15 m METRE (m)

(c) FURTHER INCREMENTS OF 5 m METRE (m)

The limits for the successive depth ranges shall bemeasured down from the average ground surfaceSECTION 6100 to the agreed founding level.

The unit of measurement shall be the metre of hole plusthe depth of bulbous base formed as may beapplicable. The depth of the bulbous base shall bedeemed to be equal to the diameter of a sphere, thevolume of which shall be equal to the quantity ofcompacted concrete in the bulbous base. Irrespective ofthe total depth of the hole, the quantity within eachdepth range shall be measured and paid for separately.The bid rates shall include full compensation forsupplying, driving and subsequently extracting thetemporary casing.

ITEM UNIT

61.18 MANUFACTURING, SUPPLYING AND

DELIVERING PREFABRICATED PILES

(TYPE AND SIZE INDICATED).

METRE

(m)

The unit of measurement shall be the metre of acceptedprefabricated pile delivered on the site in accordancewith the Engineer's written instructions.

The bid rate shall include full compensation forsupplying all the materials, manufacturing, transportingand delivering to the point of use and handling theprefabricated piles.

ITEM UNIT

61.19 INSTALLATION OF

PREFABRICATED PILES (TYPE AND

SIZE INDICATED) THROUGH MATERIAL



(a) 0 m UP TO 10 m METRE (m)

(b) EXCEEDING 10 m, UP TO 15 m METRE (m)


The limits for the successive depth ranges shall bemeasured down from the average ground surfaceSECTION 6100 to the founding depth agreed on.

The unit of measurement shall be the metre ofprefabricated pile installed. That part of theprefabricated pile projecting above the average groundsurface shall not be measured and paid for.

Irrespective of the total length of pile installed, thequantity installed within each depth range shall bemeasured and paid for separately.

The bid rates shall include full compensation forhoisting and driving the pile.

ITEM UNIT

61.20 EXTRA OVER ITEM 61.19,IRRESPECTIVE OF THE DEPTH TO

FORM AUGERED AND BORED PILE

HOLES THROUGH IDENTIFIED

OBSTRUCTIONS CONSISTING OF:

(a) COARSE GRAVEL WITH A MAXIMUM

CONTENT OF LESS THAN (MAXIMUM

PERCENTAGE INDICATED)

METRE (m)



(b) BOULDERS (DESCRIPTION OF AND

MAXIMUM SIZE INDICATED)METRE (m)

(c) ROCK FORMATION (DESCRIPTION AND

CLASS OF ROCK INDICATED)METRE (m)

The unit of measurement shall be the metre of pile holeformed through the identified obstruction, measuredfrom the depth at which the identified obstruction isencountered to the depth at which normal auger drillingor boring can be resumed or another type of identifiedobstruction is encountered.

The bid rates shall include full compensation for alladditional work and incidentals required for forming thepile hole through the identified obstruction.

Where obstructions other than those provided for inITEM 61.19 can be identified, they shall be described onthe Drawings and/or in the Special Specifications.Provision therefor shall be made in the Bill of Quantitiesunder extensions to ITEM 61.19.

ITEM UNIT

61.21 FORMING AUGERED AND

BORED PILE HOLES THROUGH

UNIDENTIFIED OBSTRUCTIONS

PROVISIONAL

SUM

A provisional sum shall be allowed in the Bill ofQuantities for covering the cost of this work.

Payment for the work authorised by the Engineer shallbe in accordance with the provisions of the Conditionsof Contract.

ITEM UNIT

61.22 DRIVING TEMPORARY

CASINGS FOR DRIVEN

DISPLACEMENT PILING SYSTEMS OR

INSTALLING PREFABRICATED PILES

THROUGH IDENTIFIED OR


PROVISIONAL

SUM

A provisional sum shall be allowed in the Bill ofQuantities for covering the cost of this work.

The method of payment for the work authorised by theEngineer shall be in accordance with the provisions ofthe Conditions of Contract.

ITEM UNIT

61.23 EXTRA OVER ITEMS 61.16,61.17 AND 61.19 FOR RAKING PILES:

(a) HOLES FOR PILES OF (DIAMETER AND

RAKE INDICATED)METRE (m)

(b) TEMPORARY CASING FOR DRIVEN

DISPLACEMENT PILE SYSTEMS

(DIAMETER AND RAKE INDICATED)

METRE (m)

(c) PREFABRICATED PILES (TYPE, SIZE

AND RATE INDICATED)METRE (m)

The bid rates shall include full compensation for alladditional work and incidentals for forming the pileholes or for driving and later extracting the temporarycasing, or for installing prefabricated piles to the rakeshown.

ITEM UNIT

61.24 FORMING UNDERREAMS FOR

PILES OF (DIAMETER INDICATED)NUMBER (no)

The unit of measurement shall be the number of pileholes underreamed. The bid rate shall include fullcompensation for all work to be done in forming theunderreams.

ITEM UNIT

61.25 FORMING THE BULBOUS BASES

FOR PILES OF (DIAMETER INDICATED)NUMBER

(no)

The unit of measurement shall be the number ofbulbous bases formed.

The bid rate shall include full compensation for all workto be done in forming the bulbous bases but shallexclude the concrete work.

ITEM UNIT

61.26 SOCKETING PILES INTO ROCK

FORMATION (CLASS OF ROCK AND

LENGTH OF SOCKET INDICATED)

NUMBER

(no)

The unit of measurement shall be the number ofsockets, the length of which shall be not less than thespecified length, formed in rock, the hardness of whichshall be not less than that of the specified class of rock.

The bid rate shall include full compensation for all workto be done for socketing into the rock formation.

ITEM UNIT

61.27 INSTALLING AND REMOVING

TEMPORARY CASINGS IN AUGERED

HOLES FOR PILES OF (DIAMETER

INDICATED)

METRE

(m)

The unit of measurement shall be the metre oftemporary casing installed as directed by the Engineeror shown on the Drawings. Only the installed temporarycasing below the average ground surface (SUBCLAUSE

6113(h)) shall be measured for payment.

The bid rate shall include full compensation forsupplying, installing and removing the temporarycasings.

ITEM UNIT

61.28 INSTALLING PERMANENT PILE

CASING FOR PILES OF (DIAMETER

INDICATED)

METRE

(m)

The unit of measurement shall be the metre ofpermanent casing installed as instructed by theEngineer or shown on the Drawings. The bid rate shallinclude full compensation for supplying and installingpermanent pile casing.

ITEM UNIT

61.29 STEEL REINFORCEMENT IN

CAST IN SITU PILES:

(a) MILD-STEEL BARS TONNE (t)

(b) HIGH-YIELD-STRESS-STEEL BARS

(TYPE INDICATED)TONNE (t)

The unit of measurement for steel bars shall be thetonne of reinforcement in place in accordance with theDrawings or as authorised.



Ties and other steel used for keeping the reinforcingsteel in position shall be measured as steel reinforcingunder the appropriate Subitem.

The bid rates shall include full compensation forsupplying, delivering, cutting, bending, welding, trialwelds, placing and fixing the steel reinforcing, includingall tying wires, spacers and waste.

ITEM UNIT

61.30 CAST IN SITU CONCRETE IN

PILES, UNDERREAMS, BULBOUS BASES

AND SOCKETS (CLASS OF CONCRETE

INDICATED)

CUBIC

METRE (m3)

The unit of measurement shall be the cubic metre ofconcrete placed in the cast in situ piles underreams,bulbous bases and sockets. The quantity shall becalculated from the nominal pile diameter and length ofpile from the founding level to the specified cutting-offlevel, plus the additional quantity of concrete in theunderream and bulbous base as may be relevant.

The bid rate shall include full compensation forsupplying and storing all material, providing all plant,mixing, transporting, placing and compacting theconcrete, curing the concrete and repairing defectiveconcrete. Payment shall distinguish between thedifferent classes of concrete.

ITEM UNIT

61.31 EXTRA OVER ITEM 61.30 FOR

CONCRETE CAST UNDER WATER

CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofconcrete cast under water, the quantity being calculatedas for ITEM 61.30.

The bid rate shall include full compensation for alladditional work, incidentals and extra cement requiredfor placing the concrete under water.

ITEM UNIT

61.32 SPLICING/COUPLING

PREFABRICATED PILES FOR

LENGTHENING(SIZE OF PILE INDICATED)

NUMBER

(no)

The unit of measurement shall be the number ofsplices/couplings in prefabricated piles for each size ofpile. The bid rate shall include full compensation for allwork required for splicing/coupling the piles inaccordance with the Specifications.

ITEM UNIT

61.33 STRIPPING/CUTTING THE PILE

HEADS (TYPE AND DIAMETER/SIZE OF

PILE INDICATED)

NUMBER

(no)

The unit of measurement shall be the number of headsof each type and diameter/size of pile stripped/cut.

The bid rate shall include full compensation forproviding all tools and stripping/cutting the pile heads.

ITEM UNIT


FOR THE LOAD TESTING OF PILES

LUMP SUM

The bid lump sum shall include full compensation forthe establishment on the site and subsequently

removing all the special plant and equipment requiredfor conducting the load tests on piles. This cost doesnot vary with the number of load tests to be conducted.

Payment for this work shall be made by way of a lumpsum, 100% of which will be paid after the testingassembly has been completely assembled and the firstload test has been started.

ITEM UNIT

61.35 LOAD TESTS ON PILES

(COMPRESSION/TENSION TEST,DIAMETER/ SIZE, SPECIFIED

WORKING LOAD INDICATED)

NUMBER (no)

The unit of measurement shall be the number of loadtests conducted on the instruction of the Engineer, foreach specified working load.

Test piles, but not anchor piles and anchors, shall bemeasured as specified above for permanent piles.Anchor piles and anchors shall be deemed to form partof the testing equipment under this item.

The bid rate shall include full compensation for installingthe anchor piles and anchors where necessary;conducting load tests, and processing and submittingthe results.

ITEM UNIT


FOR CORE DRILLING

LUMP SUM

The bid lump sum shall include full compensation forthe establishment on the site and subsequentlyremoving all the equipment required for conducting thecore drilling. This cost does not vary with the quantity ofwork to be done. This work shall be paid for by way of alump sum, 100% of which will become payable whenthe equipment has been set up at the first location anddrilling has started.

ITEM UNIT

61.37 MOVING THE EQUIPMENT TO AND

ASSEMBLING IT AT EACH LOCATION

WHERE CORES ARE TO BE DRILLED

NUMBER

(no)

The unit of measurement shall be the number oflocations to which the core-drilling equipment is to bemoved and at which it has to be assembled.

The bid rate shall include full compensation for the costof moving and assembling the equipment.

ITEM UNIT

61.38 DRILLING THE CORES

(DIAMETER INDICATED) IN:

(a) CONCRETE METRE (m)

(b) FOUNDING FORMATION:

(i) IRRESPECTIVE OF HARDNESS METRE (m)

(ii) WITH A HARDNESS OF

(HARDNESS INDICATED)METRE (m)

The unit of measurement shall be the metre of holedrilled. The bid rate shall include full compensation fordrilling, recovering and packing the cores, keeping thedrilling records, providing core boxes, providing andinstalling the casings, and backfilling the holes withgrout.



ITEM UNIT

61.39 FORMWORK FOR CAISSONS

(CLASS OF FINISH INDICATED)SQUARE

METRE (m2)

The unit of measurement shall be the square metre offormwork, and only the area of formwork in contact withthe finished face of the concrete shall be measured.Formwork for construction joints shall be measured forpayment under Class F1 surface finish but shall bemeasured only for construction joints shown on theDrawings or as prescribed by the Engineer.

The bid rate shall include full compensation forsupplying all the materials, erecting the falseworkand formwork, constructing the forms, forming thegrooves, fillets, chamfers, stopends tor constructionjoints, treating the forms, all accessories, andstripping and removing the formwork aftercompletion of the work. Payment for formwork shallbe made only after the formwork has been strippedand the surface finish approved.

ITEM UNIT

61.40 STEEL REINFORCEMENT FOR

CAISSONS:


(b) HIGH-YIELD-STRESS-STEEL BARS (TYPE

INDICATED)TONNE (t)

The unit of measurement for steel bars shall be thetonne of reinforcement in place in accordance with theDrawings or as may have been authorised.

Ties and other steel used for positioning the reinforcingsteel shall be measured as steel reinforcing under theappropriate subitem.

The bid rates shall include full compensation forsupplying, delivering, cutting, bending, welding, trialwelding joints, placing and fixing the steel, including alltying wire, spacers and waste.

ITEM UNIT


CAISSONS AND CONCRETE SEALS

(CLASS OF CONCRETE INDICATED)

CUBIC METRE

(m3)

The unit of measurement for cast in situ concrete shallbe the cubic metre of concrete in place. Concretequantities in the caissons shall be calculated from thedimensions shown on the Drawings or authorised bythe Engineer, and the length of the caisson from thefounding level to the specified cut-off level. The quantityof concrete in the concrete seal shall be calculated inaccordance with the dimensions shown on theDrawings or authorised by the Engineer.

The bid rate shall include full compensation forprocuring and furnishing all the materials, storing thematerial, providing all plant, mixing, transporting,placing and compacting the concrete, all sealing, curingthe concrete and repairing defective concrete. Paymentshall distinguish between the different classes ofconcrete.

ITEM UNIT

61.42 CUTTING EDGE FOR

(DIAMETER/SIZE INDICATED)CAISSONS

NUMBER (no)

The unit of measurement shall be the number ofcaissons provided with cutting edges, irrespective of thematerial they have been constructed of.

The bid rate shall include full compensation formanufacturing, supplying, delivering and installing thecomplete cutting edge as well as for joining the cuttingedge to the caisson unit. Where the cutting edge is ofconcrete and forms part of the bottom element, the bidrate shall include full compensation for all additionalwork required for completing the element.

ITEM UNIT

61.43 SINKING (DIAMETER/SIZE

INDICATED) CAISSONS THROUGH



RANGES:


(b) EXCEEDING 5 m AND UP TO 10 m METRE (m)


The limits of the successive depth ranges shall bemeasured down from the firm horizontal base(SUBCLAUSE 6114(b)) to the agreed founding level(CLAUSE 6106).

The unit of measurement shall be the metre of caissonsunk.

Irrespective of the length of caisson sunk, the quantityfor each depth range shall be measured and paid forseparately.

The bid rates shall include full compensation forlocating and holding in position, dewatering, pumping,kentledge and lubricating the sides of the caisson, andfor all work in connection with the sinking of the caissonwhich is not paid for elsewhere.

ITEM UNIT

61.44 EXCAVATION FOR CAISSONS:





METRE (m3)(ii) EXCEEDING 2 m, UP TO 4 m CUBIC

METRE (m3)(iii) FURTHER INCREMENTS OF 2 m

DEPTHS

CUBIC

METRE (m3)


EXCAVATION IN ROCK MATERIAL

IRRESPECTIVE OF DEPTH

CUBIC

METRE (m3)

The limits for the successive depth ranges shall bemeasured down from the firm horizontal base(SUBCLAUSE 6114(b)) to the excavated level inside thecaisson.

The unit of measurement shall be the cubic metre ofmaterial, measured in the original position beforeexcavation. The quantity of excavation for each depthrange shall be calculated from the gross area of thecaisson in plan and the depth of excavation completedwithin each depth range.

Irrespective of the total depth of excavation, the quantityof material within each depth range shall be measuredand paid for separately. The bid rates shall include fullcompensation for excavation in the classified material,spoiling or stockpiling the material, hauling theexcavated material for the free-haul distance of 1.0 km,



trimming the bottom of the excavation, dewatering,pumping and removing the material leaking into thecaisson before sealing.

ITEM UNIT

61.45 FILLING THE CAISSONS CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofsand placed above the concrete seal in the caissoncompartments.

The bid rate shall include full compensation forsupplying and placing the sand, transporting thematerial and compacting the material as specified.


ITEM UNIT

61.46 STRIPPING THE (SIZE OF

CAISSON INDICATED) CAISSON HEADS

NUMBER

(no)

The unit of measurement shall be the number ofcaissons of each size stripped.

The bid rate shall include full compensation for cuttingaway, trimming and disposing of the concrete removed.

ITEM UNIT

61.47 NUCLEAR INTEGRITY TESTING

ON BORED PILES:

(a) CONSTRUCTING 5 m LONG

CALIBRATION PILES OF (INDICATE

DIAMETER)

NUMBER

(no)

(b) INSTALLING 65 mm INTERNAL

DIAMETER STEEL DUCTS IN THE PILES

METRE (m)

(C) PERFORMING INTEGRITY TESTS USING:

(i) THE NUCLEAR METHOD NUMBER

(no)(ii) THE NEUTRON METHOD NUMBER

(no)

The unit of measurement for SUBITEM (a) shall be thenumber of calibration piles constructed. The unit ofmeasurement for Subitem (b) shall be the metre of 65mm internal diameter steel duct installed. The unit ofmeasurement for SUBITEM (c) shall be the number ofintegrity tests performed by each method.

The bid rates shall include full compensation forprocuring and furnishing all materials, constructionalplant, equipment, labour and incidentals for forming thebored holes, constructing the calibration piles, installingthe steel ducts, and performing the prescribed integritytests, complete as specified.

TABLE 6113/1ROCK CLASSIFICATION

Description of hardness

Class Description Field indicator testsUnconfinedcompressionstrength (MPa)

R1 Very soft rock Material crumbles under firm (moderate) blows with the sharpend of geological pick and can be peeled off with a knife, it istoo hard to cut a triaxial sample by hand. SPT refusal.

1 to 3

R2 Soft rock Can just be scraped and peeled with a knife, firm blows of thepick point leave indentations 2 mm to 4 mm in specimens.

3 to 10

R3 Medium hard rock Cannot be scraped or peeled with a knife; hand-held specimencan be broken with the hammer end of a geological pick with asingle firm blow.

10 to 25

R4 Hard rock 25 to 70R5 Very hard rock 70 to 200R6 Extremely hard rock

Point load tests shall be conducted for distinguishing betweenthese categories. These results may be verified by means ofuniaxial compressive-strength tests. > 200

Classification after Core Logging Committee, South African Section, Association of Engineering Geologists: "A guide to CoreLogging for Rock Engineering" Bulletin of the Association of Engineering Geologists, Vol. XV, No. 3,1978.




SECTION 6200: FALSEWORK,FORMWORK AND CONCRETEFINISH


6201 SCOPE 6000-206202 MATERIALS 6000-206203 GENERAL 6000-206204 DESIGN 6000-216205 CONSTRUCTION 6000-216206 REMOVING THE FALSEWORK AND

FORMWORK 6000-236207 FORMED SURFACES, CLASSES OF

FINISH 6000-246208 REMEDIAL TREATMENT OF FORMED

SURFACES 6000-246209 UNFORMED SURFACES : CLASSES OF

FINISH 6000-256210 MEASUREMENT AND PAYMENT 6000-25

6201 SCOPEThis Section covers the design, supply and erection ofall falsework and formwork used in the construction ofpermanent work. This Section also describes theclasses of surface finishes on formed and unformedconcrete surfaces.

6202 MATERIALS

(a) GeneralThe materials used in the construction of falsework andformwork shall be suitable for the purpose for whichthey are required and be of such quality as to producethe specified standard of work. The type, grade andcondition of the material shall be subject to theEngineer's approval.

(b) FalseworkThe timber structural steel and scaffolding used shall befree from defects that may prejudice the stability of thefalsework. The jacks, devices, clamps and fittings shallall be in a good working order and of adequate designand strength.

(c) Formwork

(i) Tongue-and-groove boardingTongue and-groove boarding shall be of suitablydried timber which will not warp, distort or causediscolouration of the concrete. The widths of theboards shall be as specified on the Drawings or inthe Bill of Quantities or as prescribed by theEngineer. Boards shall be supplied in lengths notshorter than 3 m.

(ii) Steel forms to exposed surfacesFor classes F2 and F3 surface finish the individualpanels shall be assembled sufficiently rigidly and soclamped as not to deform or kick during handling orunder the pressure of the wet concrete.

The surfaces of forms which are to be in contactwith the concrete shall be clean, free from depositsor adhering matter, ridges or spatter which willimpart irregularities and blemishes to the concrete

surface, and shall also be free from indentationsand warps.

(iii) Void formersVoid formers used in permanent work shall besubject to the approval of the Engineer.

Where void formers of a special design arerequired, details thereof will be specified.

Void formers shall be manufactured from materialwhich will not leak, tear or be damaged during thecourse of construction and shall be of such tightconstruction as to prevent undue loss of the mortarcomponent of the concrete through leakage. Theunits shall be sufficiently rigid so as not to deformduring handling or under the pressure of the wetconcrete.

For mild-steel spiral-lock-formed void formers, themetal thickness shall be as follows, unlessotherwise specified:

(1) Unbraced void formers0.6 mm for diameters of up to 600 mm.0.8 mm for diameters exceeding 600 mm and

up to 800 mm.1.0 mm for diameters exceeding 800 mm and

up to 1000 mm.

(2) Braced void formers0.6 mm for diameters of up to 800 mm.0.8 mm for diameters exceeding 800 mm and

up to 1000 mm.1.0 mm for diameters exceeding 1000 mm and

up to 1200 mm.1.2 mm for diameters exceeding 1200 mm.

The thickness specified for braced void formersshall apply to formers internally braced with timberor equivalent braces. The braces shall be atspacings not exceeding 2 m and not further than1.0 m from the end of each unit. Timber crossbraces shall consist of members with cross-sectional dimensions of at least 50 mm x 50 mm.

All hollow void-former units shall be provided with a12 mm diameter drainage hole at each end.

(iv) Chamfer and recess filletsTimber fillets used for forming chamfers andrecesses on exposed surfaces shall be made fromnew material unless otherwise authorised.

(v) Jack rods for sliding formworkThe jack rods, base plates and couplers shall bestrong enough to carry the design load under alloperating conditions without buckling, distorting orcausing damage to the concrete. Jack rods whichare to remain permanently embedded in theconcrete shall comply with the requirements ofCLAUSES 6303 and 6305. Under no circumstancesshall bent rods be used in the work.

The jack rods used shall have a diameter of at least25 mm.

6203 GENERALNotwithstanding approval given by the Engineer for thedesign and drawings prepared by the Contractor for thefalsework and formwork, and the acceptance of thefalsework and formwork as constructed, the Contractorshall be solely responsible for the safety and adequacyof the falsework and formwork and shall indemnify andkeep indemnified the Employer and Engineer againstany losses claims or damage to persons or propertywhatsoever which may arise out of or in consequenceof the design, construction, use and maintenance of thefalsework and formwork and against all claims,



demands, proceedings, damages, costs, charges andexpenses whatsoever in respect thereof or in relationthereto.

For Works on, over, under or adjacent to any railwayline which is controlled by a Rail Authority, theContractor shall comply, inter alia, with therequirements for the preparation and submission ofdrawings for falsework and formwork, and thesubmission of certificates for the proper constructionthereof, all in accordance with the relevant RailAuthority Specification.

After having constructed the falsework and formwork,and prior to placing the reinforcing steel and/or theconcrete, the Contractor shall inspect the falsework andformwork. Dimensions shall be checked, unevennessof surface shall be corrected, and special attention paid,to the adequacy and tightness of all bolts, ties andbracings as well as to the soundness of thefoundations.

The Contractor shall give the Engineer at least 24 hoursnotice of his intention to place the concrete to enablethe Engineer to inspect all aspects of the completedwork. However, before notifying the Engineer, theContractor shall satisfy himself that the work compliesin all respects with the Specifications.

Concrete sections with dimension of smaller than 200mm shall not be formed with sliding formwork unlessauthorised by the Engineer.

6204 DESIGN

(a) GeneralThe Contractor's design and drawings of the falseworkand formwork shall comply amongst others with allstatutory requirements.

The Engineer may require the Contractor to submit tohim for consideration and approval the design anddrawings of the falsework and formwork for anystructure. The Contractor shall submit his design criteriaand calculations and detail drawings of the falseworkand formwork to the Engineer at least 14 days beforethe Engineer's approval is required.

(b) FalseworkThe Contractor shall make his own assessment of theallowable bearing pressure on the foundation materialand shall design the footings and falsework to preventoverloading, differential settlement and unacceptableoverall settlement. In assessing the allowable bearingpressure, due account shall be taken of the effect ofwetting on the foundation material.

In designing the falsework, cognisance shall also betaken of the redistribution of load which may occur onaccount of the effect of temperature, wind force, theprestressing of curved and skewed structures, stageconstruction, flooding and debris.

Particular attention shall be given to providingtransverse and diagonal bracing as well as rib stiffenerson cross bearers.

(c) Formwork

(i) GeneralFormwork shall be so designed as to be sufficientlyrigid to ensure that the specified dimensionaltolerances can be achieved under the combinedaction of self-weight, dead load and imposed loadsas well as the additional loads resulting from therate of concreting, the layer thickness of the

concrete cast in one operation and the method ofplacing and compaction.

(ii) Sliding formworkThe Contractor shall be responsible for the designof the sliding formwork. Prior to fabrication orbringing the sliding formwork and any additionalequipment to the site, the Contractor shall submitdrawings of the complete sliding- formworkassembly to the Engineer for approval. Thedrawings shall show full details of the forms, jackingframes, access ladders, hanging platforms, safetyrails and curing skirts as well as details of the jacksand jack layouts.

The Contractor shall be required to submit to theEngineer, before slide casting commences, aninstruction manual in which the sliding techniques,jacking procedure, methods of keeping theformwork level, the procedure to be adopted toprevent bonding of the concrete to the forms and amethod for releasing the forms in the event ofbonding, the instrumentation and monitoring of theslide casting and correcting for verticality, twistingand levelness are described in detail.

The formwork panels shall be inclined to give asmall taper, the forms being slightly wider at thebottom than at the top.

The taper shall be so designed as to producespecified concrete thickness at the mid-lift level ofthe form.

The spacing of the jacks with their jack rods shallbe so designed that the dead load of the sliding-formwork assembly, the frictional load, and themass of materials, personnel and equipment will beevenly distributed and within the design capacity ofthe jacks used.

6205 CONSTRUCTION

(a) FalseworkFalsework shall be erected in accordance with theapproved drawings incorporating such modifications asrequired by the Engineer.

The Contractor shall take precautions to preventdeterioration of the foundations during the course ofconstruction.

The falsework shall incorporate features which willpermit adjustment to the alignment of the formwork toneutralise the elected settlement and deflection underload.

(b) Formwork

(i) GeneralThe formwork for bridge decks shall be erected tolevels calculated from the information given on theplans for roadworks and bridges. The levels shallbe adapted to make provision for the specifiedprecamber as well as for the expected deflectionand settlement of the fully loaded falsework andformwork. The levels shall be set out and checkedat intervals not exceeding 2.5 m.

For constructing the formwork, the Contractor may,subject to the provisions of CLAUSE 6202, use anymaterial suitable for and compatible with the classof surface finish and dimensional tolerancesspecified for the particular member.



Formwork shall be sufficiently rigid to maintain theforms in their correct position, shape and profile andshall be of such tight construction that the concretecan be placed and compacted without undue lossor leakage of the mortar component of the concrete.

The joints between contiguous formwork elementsshall be of a tight fit and, where necessary, thejoints shall be caulked, taped or packed with asealing gasket, all at no extra payment if undueleakage occurs or can be expected. Paper, cloth orsimilar material shall not be used for this purpose.

The formwork construction shall permit accurateerection and easy stripping without shock,disturbance or damage to the cast concrete. Wherenecessary, the formwork assembly shall permit theremoval or release of side forms independently ofthe soffit forms.

Metal supports, ties, hangers and accessoriesembedded in the concrete shall be removed to adepth of not less than the cover specified for thereinforcement. No wire ties shall be used.

All external corners shall be chamfered by filletstrips being fixed into the corners of the formwork toform 25 mm x 25 mm chamfers. Re-entrant anglesneed not be chamfered unless specified.

Where polystyrene or similar material, susceptibleto damage is used, it shall be lined with a hardsurface on the side to be concreted. The hardmaterial shall be sufficiently resilient to ensure thatthe required quality of work can be achieved.

Where it is specified, all formwork ties shall beprovided with recoverable truncated cones betweensleeve ends and formwork faces to ensure thatsleeve ends are not explosed on concrete surfaces.The cones shall have a minimum depth of 15 mm.

(ii) Formwork to enclosed surfacesThe formwork and boards shall be so arranged asto form a uniform and regular pattern in line withand perpendicular to the main axis of the member,unless otherwise approved or directed by theEngineer.

Joints between contiguous members shall, aftercaulking, taping or sealing, be treated to preventblemishes, stains and undue marks from beingimparted to the concrete surface.

Bolt and tie positions shall be so arranged that theyconform to the symmetry of the formwork panels orboards. Bolt and rivet heads which will be in contactwith the formed surface shall be of the countersunktype and shall be treated to prevent marks fromforming on the concrete surface.

The formwork at construction joints shall be bracedto prevent steps from forming in the concretesurfaces at the joints between successive stages ofconstruction. Where moulding or recess strips arespecified, they shall be neatly butted or mitred.

(iii) Formwork for open jointsThe requirements for formwork for open joints shall,unless otherwise specified, apply only to caseswhere the distance between opposite concretesurfaces is equal to or less than 150 mm.

Formwork for open joints shall be constructed toproduce a Class F1 surface finish to concealedsurfaces or a Class F2 or F3 surface finishcorresponding to the in-plane surface finish of thebordering concrete surfaces. The material used and

construction of the formwork shall permit itscomplete removal to form the open joint.

No solvent shall be used to remove formworkunless approved by the Engineer.

(iv) Openings and wall chasesOpenings and wall chases shall be provided onlywhere indicated on the Drawings or as authorisedby the Engineer. Frames for openings shall be rigidand firmly secured in position to prevent theirmoving. Temporary holes shall be so formed thatthey will not create an irregular pattern in relation tothe rest of the exposed formed concrete surface.

(v) Sliding formwork

(1) Plant and equipmentUnless otherwise specified in the SpecialSpecifications, hoisting equipment for slidingformwork, which operates stepwise with upwardmovements of between 10 mm and 100 mm willbe acceptable. However, the use of linkedhydraulic or pneumatic jacks is preferable,which are reversible and driven by anelectrically operated pump, and which can hoistat a steady rate. The jacks shall haveindependent controls for regulating verticalityand levelness. The jacking system shall ensurethat the sliding-formwork assembly can behoisted evenly.

The use of hoisting systems which operatewithout jack rods shall be subject to theapproval of the Engineer.

All equipment shall be thoroughly tested andinspected before installation and shall bemaintained in a good working order throughoutthe entire sliding operation.

The Contractor shall keep adequate back-upplant, equipment and quantities of materials onthe site to ensure that the slide casting canproceed without interruption.

(2) Instrumentation and monitoringThe Contractor shall supply and install suitableinstrumentation on the sliding platform andfoundations and against the sides of thestructure for monitoring the height, verticality,levelness and twisting at regular distances. Theequipment used, its utilisation and thefrequency of recording any readings shall beapproved by the Engineer. The Contractor shallbe responsible for all monitoring work and shallensure that records of all readings andmeasurements taken are filed systematicallyand are at all times available to the Engineerand the person in control of the slidingoperation.

Unless otherwise specified, the verticality of thestructure shall be controlled with laseralignment apparatus or optical plummets andthe levelness of the sliding forms with a water-level system with reference control pointsplaced at strategic locations.

Height and verticality shall be monitored atintervals not exceeding four hours. Thereadings shall be plotted immediately ongraphs. When the structure is more than 10mmout of vertical, the Engineer shall be notifiedimmediately.



(3) SupervisionDuring the entire period of the sliding operationa competent person who is fully acquainted withthe sliding technique and the Contractor'smethods of construction shall be in attendanceon the sliding platform and in control of thesliding operations.

(4) ConstructionThe jacking frame shall be constructed withadequate clearance between the underside ofthe cross members and top of the formwork toallow the horizontal reinforcement andembedded items to be correctly installed. Acontrol procedure shall be agreed on by theContractor and the Engineer to ensure that allthe reinforcement is placed. At all times thereshall be horizontal reinforcement above thelevel of the top of the formwork panel.

Guides shall be provided to ensure that thevertical reinforcement can be correctly placedand the specified concrete cover over thereinforcement maintained.

Where the jack rods are to be recovered,adequate precautions shall be taken in respectof their removal without damage being causedto the concrete.

Where jack rods occur at openings or wallchases, adequate lateral support shall beprovided to prevent their buckling. Equipmentand material shall be so distributed on theworking platforms that the load will be evenlydistributed over the jacks.

Guard plates shall be provided at the tops ofthe forms to the outside walls to prevent theconcrete from falling down the outside.

The framework, forms and platforms shall beregularly cleared and the accumulation thereonof redundant concrete prevented.

The Contractor shall take all precautions toprevent contamination of the concrete byleaking oil or other causes.

(5) The sliding processThe Contractor shall give the Engineer 24hours' notice of his intention to commence withslide casting. Permission to commence with thesliding shall not be given by the Engineerbefore the sliding-formwork assembly is fullyoperative and the complete stock of allmaterials required for the slide casting as wellas back-up plant and equipment are on the site.

The Contractor shall ensure that the rate ofsliding is such that the concrete at the bottom ofthe formwork has obtained sufficient strength tosupport itself and all loads which may be placedon the concrete at the time, and that theconcrete does not adhere to the sides of theforms.

The slide-casting operation shall be continuous,without any interruptions, until the full height ofthe structure has been reached, and shall begeared and organised so as to maintain anaverage rate of sliding of 350 mm per hour.

(6) InterruptionsWhen the sliding operations are delayed formore than 45 minutes, the Contractor shallprevent adhesion of the setting concrete to theformwork panels by easing the forms or moving

them slightly every 10 minutes, or alternatively,where reversible jacks are used, by loweringthe forms by 10 mm to 25 mm. Whereverinterruptions occur, emergency constructionjoints shall be formed and treated inaccordance with CLAUSE 6408. Beforeconcreting is restarted, the form shall beadjusted to fit snugly onto the hardenedconcrete so as to prevent steps from beingformed on the exposed concrete surface. Whenslide casting is recommenced, care shall betaken to prevent the fresh concrete from beinglifted off from the old concrete.

(vi) Permanent formworkVoid formers shall be secured in position at regularintervals to prevent displacement and distortionduring concreting. The void formers shall besupported on precast concrete blocks or rigidwelded steel cradles, all subject to approval by theEngineer. The ties securing the void formers shallbe attached to the formwork and cross bearers ofthe falsework. The void formers shall not be tied toor supported on the reinforcement.

Fibre-cement plates shall be supported so that theplate spans in the direction parallel to theorientation of the asbestos fibres.

(vii) Preparing the formworkThe surfaces of forms which are to be in contactwith fresh (wet) concrete shall be treated to ensurenon-adhesion of the concrete to the forms and easyrelease from the concrete during the stripping of theformwork.

Release agents shall be applied strictly inaccordance with the manufacturer's instructions,and every precaution shall be taken to avoid thecontamination of the reinforcement prestressingtendons and anchorages. In the selection of releaseagents, due regard shall be given to the necessityfor maintaining a uniform colour and appearancethroughout on the exposed concrete surfaces.

Before the concrete is placed, all dirt and foreignmatter shall be removed from the forms and theforms shall be thoroughly wetted with water.

6206 REMOVING THE FALSEWORK ANDFORMWORKFalsework and formwork shall not be removed beforethe concrete has attained sufficient strength to supportits own mass and any loads which may be imposed onit. This condition shall be assumed to require theformwork to remain in place after the concrete has beenplaced, for the appropriate minimum period of timegiven in TABLES 6206/1 to 6206/3, unless the Contractorcan prove, to the satisfaction of the Engineer, thatshorter periods are sufficient to fulfil this condition. Insuch case the formwork may be removed after theshorter periods of time agreed on by the Engineer.



TABLE 6206/1REMOVING FALSEWORK AND FRAMEWORK - ORDINARY

PORTLAND CEMENT

DaysFalsework and formworkfor: Normal

weatherCold

weather

Beam sides, walls andunloaded columns

1 1.5

Soffits of slabs and beams− Spans up to 3 m− Spans 3 m to 6 m− Spans 6 m to 12 m− Spans over 12 m

4101421

7172430

TABLE 6206/2REMOVING FALSEWORK AND FRAMEWORK - RAPID

HARDENING ORDINARY PORTLAND CEMENT


weatherCold *)weather


0.5 1


251018

4101828

*) Shorter periods may be used for sections thickerthan 300 mm on approval of the Engineer.

TABLE 6206/3REMOVING FALSEWORK AND FRAMEWORK – CEMENTS

WITH MORE THAN 15% BLAST FURNACE SLAG OR FLYASH


weatherCold

weather


2 4


6142128

10242836

Falsework and formwork shall be carefully removedwithout exposing the cast concrete to damage,disturbance or shock.

Weather may be regarded as being 'normal" whenatmospheric temperatures adjacent to the concrete, asmeasured by a maximum-and-minimum thermometer,do not fall below 150C, and as "cold" whentemperatures, similarly measured, fall below 50C. Whenthe minimum temperatures fall between these values,the length of the period after which the formwork maybe removed, shall be between the periods specified fornormal and cold weather.

Any period during which the temperature remains below20C shall be disregarded in calculating the minimumtime which shall elapse before the forms are removed.

On continuously reinforced concrete structures thefalsework and supporting formwork shall not beremoved before the concrete of the last pour hasreached the appropriate minimum age given in TABLE

6206/1 or the appropriate minimum strength. Where thestructure is constructed in stages, the falsework and

supporting formwork shall be removed as specified orauthorised.

On prestressed-concrete structures the falsework andsupporting formwork shall be removed after the fullprestressing face relating to the particular stage ofconstruction has been applied, unless otherwisespecified or authorised.

6207 FORMED SURFACES, CLASSES OFFINISH

(a) GeneralIn addition to complying with the tolerances specified inCLAUSE 6803, the surface finish on formed concretesurfaces shall also comply with the followingrequirements.(b) Class F1 surface finishAfter repair work has been done to surface defects inaccordance with SUBCLAUSE 6208(b), no furthertreatment of the as-stripped finish will be required. Thisfinish is required on concealed formed surfaces.

(c) Class F2 surface finishThis finish shall be equivalent to that obtained from theuse of square-edged timber panels and boards wroughtto the correct thickness, or shutter boards or steel formsarranged in a regular pattern. This finish is intended tobe left as struck but surface defects shall be remediedin accordance with SUBCLAUSE 6208(b). Although minorsurface blemishes and slight discolourations will bepermitted, large blemishes and severe stains anddiscolouration shall be repaired where so directed bythe Engineer.

(d) Class F3 surface finishThis finish shall be that obtained by first producing aClass F2 surface finish with joint marks which form anapproved regular pattern to fit in with the appearance ofthe structure. All projections shall then be removed,irregularities repaired and the surface rubbed or treatedto form a smooth finish of uniform texture, appearanceand colour. This surface finish is required on allexposed formed surfaces unless a Class F2 finish isspecified.

Unless specified to the contrary, steel forms may beused to form surfaces with a Class F3 surface finish.

(e) Board surface finishThis finish shall be that obtained by using tongue-and-groove timber boarding arranged in an approvedregular pattern. The finish is intended to be left asstruck but surface defects shall be remedied inaccordance with SUBCLAUSE 6208(b) and large finstrimmed where directed by the Engineer.

(f) Protecting the surfacesThe Contractor shall ensure that permanently enclosedconcrete surfaces are protected from rust marks,spillage and stains of all kinds and other damage duringconstruction.

6208 REMEDIAL TREATMENT OF FORMEDSURFACES

(a) GeneralAgreement shall be reached between the Engineer andthe Contractor regarding any remedial treatment to begiven after the surfaces have been inspectedimmediately after the formwork has been removed,which treatment shall be carried out without delay. Nosurfaces may be treated before inspection by theEngineer.



(b) Repairs to surface defectsSurface defects such as small areas of honeycombing,cavities produced by form ties, large isolated blow-holes, broken corner edges, etc, shall be repaired withmortar having a cement and sand ratio equal to that ofthe concrete being repaired.

For the repair of large or deep areas of honeycombingand defects, special approved methods and techniques,such as pneumatically applied mortar pressuregrouting, epoxy bonding agents, etc, may be used.

Where, in the opinion of the Engineer, the extent of thehoneycombing or defects is of such a degree that doubtexists about the effectiveness of repair work, theContractor shall at his own cost perform a load test inaccordance with SUBCLAUSE 6414(b) to prove that thestructural safety of the repaired member has not beenprejudiced. failing which, the structure shall be rebuilt inpart or in full at the Contractor's cost.

Where the concrete has been damaged by adhesion tothe formwork panel, the cracked and loose concreteshall be removed; or where the fresh concrete has liftedoff at construction joints, the crack shall be scraped outimmediately on both sides of the wall to a depth of atleast 50 mm. The cavities so formed shall then berepaired as described above.

(c) Rubbing the surfacesIf the finish of exposed formed surfaces does notcomply with the requirements for uniformity of texture,appearance and colour, the Contractor shall, when soinstructed by the Engineer, rub down the exposedsurfaces of the entire structure or of any part of it asspecified below.

The surface shall be saturated with water for at leastone hour. Initial rubbing shall be done with a medium-coarse carborundum stone, where a small amount ofmortar, having a sand and cement ratio equal to that ofthe concrete being repaired is used on the surface.Rubbing shall be continued until all form marks,projections and irregularities have been removed and auniform surface has been obtained. The pasteproduced by the rubbing shall be left in place. The finalrubbing shall be carried out with a fine carborundumstone and water. This rubbing shall continue until theentire surface is of a smooth, even texture and isuniform in colour. The surface shall then be washedwith a brush to remove surplus paste and powder.

Where the concrete surfaces formed by slidingformwork require treatment to achieve the surface finishspecified for the member, the concrete shall, as soon asthe surfaces under the formwork are exposed, befloated with rubber- lined floats to the desired finish.

6209 UNFORMED SURFACES: CLASSES OFFINISH

(a) Class U1 surface finish (rough)This surface finish is required on those portions ofbridge decks or culvert decks which are to receivebituminous or concrete surfacing or which are to becovered by backfilling material.

Where the placing and compacting of the concrete havebeen completed as specified in CLAUSE 6407, the topsurface shall be screeded off with a template to therequired cross-section and tamped with a tampingboard to compact the surface thoroughly and to bringmortar to the surface, so as to leave the surface slightlyrough but generally at the required elevation.

(b) Class U2 surface finish (floated)This surface finish is required on sidewalks, the tops ofwing walls and retaining walls, exposed concreteshoulders and unsurfaced areas on bridge decks, andthe inverts of box culverts.

The surface shall first be given a Class U1 surfacefinish and after the concrete has hardened sufficiently, itshall be wood-floated to a uniform surface free fromtrowel marks. For non-skid surfaces such as onsidewalk's and bridge decks, the surface shall then begiven a broom finish. The corrugations so producedshall be approximately 1.0 mm deep, uniform ofappearance and width and shall be perpendicular to thecentre line of the pavement.

(c) Class U3 surface finish (smoothly finished)This surface finish shall be required at bearing areasand the tops of concrete railings. The surface shall firstbe given a Class U1 surface finish, and after theconcrete has hardened sufficiently, it shall be floatedwith a steel float to a smooth surface to within thedimensional tolerances specified in SUBCLAUSE

6803(h).

Rubbing with carborundum stone after the concrete hashardened shall be allowed but under no circumstanceswill plastering of the surface be permitted.


ITEM UNIT

62.01 FORMWORK TO PROVIDE (CLASS

OF FINISH INDICATED AS F1, F2, F3OR BOARD) SURFACE FINISH TO

(DESCRIPTION OF MEMBER TO WHICH

APPLICABLE)

SQUARE

METRE (m2)

ITEM UNIT

62.02 VERTICAL FORMWORK TO

PROVIDE (CLASS OF FINISH INDICATED

AS F1, F2, F3 OR BOARD) SURFACE

FINISH TO (DESCRIPTION OF MEMBER

TO WHICH APPLICABLE)

SQUARE

METRE (m2)

ITEM UNIT

62.03 HORIZONTAL FORMWORK TO





SQUARE

METRE (m2)

ITEM UNIT

62.04 INCLINED FORMWORK TO





SQUARE

METRE (m2)

The unit of measurement shall be the square metre,and only the actual area of formwork in contact with thefinished face of the concrete shall be measured.Formwork for the different classes of finish shall bemeasured separately. Formwork for construction jointsshall be measured for payment under Class F1 surfacefinish, but only formwork for mandatory constructionjoints shall be measured for payment.

The bid rates shall include full compensation forprocuring and furnishing all materials required, erectingthe falsework and formwork, constructing the forms,



forming the grooves, fillets, chamfers and stop-ends forconstruction joints, treating and preparing the forms, allbolts, nuts, ties, struts and stays, stripping andremoving the formwork after completion of the work, alllabour, equipment and incidentals, and rubbing andsurface treatment. Payment of 80% of the amount duefor formwork will be made when the formwork has beenremoved, and payment of the remaining 20% will bemade on approval of the concrete surface finish.

Note: Vertical and horizontal formwork shall be theformwork of which inclination of the finishing surface inrelation to the horizontal level shall be larger andsmaller than 400 respectively. Inclined formwork shallbe the formwork described as such in the Bill ofQuantities.

ITEM UNIT

62.05 PERMANENT FORMWORK


APPLICABLE)

SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofconcrete area formed with permanent formwork.

The bid rates shall include full compensation forprocuring and furnishing all the materials required,installing the formwork, and labour, equipment andincidentals.

ITEM UNIT

62.06 FORMWORK TO FORM OPEN

JOINTS (DESCRIPTION OF MEMBER TO

WHICH APPLICABLE, AND LOCATION)

SQUARE

METRE

(m2)

The unit of measurement shall be the square metre ofconcrete area formed.

Surfaces formed prior to the construction of the finalsurface for completing the joint, shall be measuredunder ITEMS 62.01, 62.02, 62.03 or 62.04, as may beapplicable.

The bid rate shall include full compensation forprocuring and furnishing all the materials required,constructing the formwork and subsequently removingall the material within the joint space, as well as labour,equipment and incidentals. Payment for formwork toopen joints shall be made only after the forms and fillermaterial have been completely removed and approvalof the surface finish has been obtained.

ITEM UNIT

62.07 ESTABLISHMENT ON THE SITE FOR

SLIDING FORMWORK OPERATIONS

LUMP SUM

The bid lump sum shall include full compensation forthe establishment on the site and the subsequentremoval of the complete sliding-formwork assembly,special plant and equipment, and incidentals for thesliding work, the cost of which does not vary with theactual amount of sliding work done.

This work will be paid for by way of a lump sum, 75% ofwhich will become payable when the sliding-formworkassembly, plant and equipment have been fully installedat the first structural member on the site, and theremaining 25% will become payable after all slidingwork has been completed and the said items have beenremoved from the site.

ITEM UNIT

62.08 TRANSPORTING TO AND SETTING

UP THE SLIDING FORMWORK ASSEMBLY

AT (DESCRIPTION OF EACH STRUCTURE)

NUMBER

(no)

The unit of measurement shall be the number ofstructures to which the complete sliding-formworkassembly has to be transported and set up in positionready to be commissioned.

The bid rate shall include full compensation for all costsinvolved in dismantling, transporting and erecting of thecomplete sliding-formwork assembly.

ITEM UNIT

62.09 FORMING THE CONCRETE BY

SLIDING FORMWORK FOR

(DESCRIPTION OF EACH STRUCTURE

AND CLASS OF SURFACE FINISH TO

EXPOSED SURFACES INDICATED)

METRE (m)

The unit of measurement shall be the metre height ofeach structure formed by sliding formwork. The quantitymeasured shall be the actual height of each structureformed by the sliding technique.

The bid rate shall include full compensation for sliding,instrumentation and monitoring, the maintenance of thecomplete sliding-formwork assembly, plant andequipment, supplying, installing and recovering the jackrods, floating, repairing and treating the concretesurfaces, forming the emergency construction joints,and all labour, equipment and incidentals.




SECTION 6300: STEEL REIN-FORCEMENT FOR STRUCTURES


6301 SCOPE 6000-276302 MATERIALS 6000-276303 STORING THE MATERIALS 6000-276304 BENDING THE REINFORCING STEEL 6000-276305 SURFACE CONDITION 6000-276306 PLACING AND FIXING 6000-276307 COVER AND SUPPORTS 6000-276308 LAPS AND JOINTS 6000-286309 WELDING 6000-286310 MEASUREMENT AND PAYMENT 6000-28

6301 SCOPEThis Section covers the furnishing and placing ofreinforcing steel in concrete structures.

6302 MATERIALS

(a) Steel barsSteel reinforcing bars shall comply with therequirements of BS 4449 or equivalent on the approvalof the Engineer unless where otherwise noted on theDrawings. For each consignment of steel reinforcementdelivered on the site, the Contractor shall submit acertificate issued by a recognised testing authority toconfirm that the steel complies with the specifiedrequirements.

(b) Welded steel fabricWelded steel fabric shall comply with the requirementsof AASHTO M55 or equivalent on approval of theEngineer. The grade of wire shall be W4 in accordancewith AASHTO M32 or equivalent on approval of theEngineer unless where otherwise noted on theDrawings. The grid shall be 100 mm x 100 mm unlesswhere otherwise noted on the Drawings.

(c) Mechanical couplersAll mechanical couplers used shall be subject to theapproval of the Engineer. The tensile propertiesdetermined on a test sample which consists ofreinforcing bars butt-jointed by a mechanical couplershall comply with requirements as given in the SpecialSpecifications.

6303 STORING THE MATERIALSReinforcing steel shall be stacked off the ground and, inaggressive environments, shall be stored under cover.

6304 BENDING THE REINFORCING STEELReinforcement shall be cut or cut and bent to thedimensions shown on the bending schedules and inaccordance with BS 4466 or as prescribed by theEngineer.

No flame-cutting of high-tensile steel bars shall bepermitted except when authorised.

All bars with less than 32 mm in diameter shall be bentcold and bending shall be done slowly, a steady, evenpressure being exerted without jerking or impact.

If approved, the hot bending of bars of at least 32 mm indiameter will be permitted, provided that the bars do notdepend on cold working for their strength. When hot

bending is approved, the bars shall be heated slowly toa cherry-red heat (not exceeding 8400C) and shall beallowed to cool slowly in air after bending. Quenchingwith water shall not be permitted.

Already bent reinforcing bars shall not be re-bent at thesame spot without authorisation.

6305 SURFACE CONDITIONWhen the concrete is placed around the reinforcingsteel and/or dowels, the reinforcing steel and/or dowelsshall be clean, free from mud, oil, grease, paint, looserust, loose mill scale or any other substance whichcould have an adverse chemical effect on the steel orconcrete, or which could reduce the strength of bond.

6306 PLACING AND FIXINGReinforcement shall be positioned as shown on theDrawings and shall be firmly secured in position withinthe tolerance given in SUBCLAUSE 6803(f) by being tiedwith 1.6 mm or 1.25 mm diameter annealed wire or bysuitable clips being used, or, where authorised, by tackwelding. Any cover and spacer blocks required tosupport the reinforcement shall be as small as may beconsistent with their use and shall be of an approvedmaterial and design.

The concrete cover over the projecting ends of ties orclamps shall comply with the specifications for concretecover over reinforcement detailed in TABLE 6306/1 atthe end of the Section.

Where protruding bars are exposed to the elements foran indefinite period, the bars shall be adequatelyprotected against corrosion and damage and shall beproperly cleaned before being permanently encased inconcrete.

In members which are formed with sliding formwork,spacer ladders for placing and fixing the wallreinforcement shall be used at spacings indicated onthe Drawings or as prescribed by the Engineer. Thespacer ladders shall consist of two bars 3.7 m in lengthwith ties 4 mm in diameter welded to them to resemblea ladder. The ties shall be spaced at multiples of thehorizontal bar spacing in the wall, and shall be used tosecure the horizontal reinforcement. The laps in thehorizontal reinforcement shall be staggered to ensurethat no part of two laps in any four consecutive layerslie in the same vertical plane.

6307 COVER AND SUPPORTSThe term "cover" in this context shall mean theminimum thickness of concrete between the surface ofthe reinforcement and the face of the concrete.

The minimum cover shall be as shown on the Drawings.Where no cover is indicated, the minimum coverprovided shall be at least equal to the appropriatevalues shown in TABLE 6306/1 at the end of theSection.

The cover shall be increased by the expected depth ofany surface treatment, e.g. when concrete is bushhammered or when rebates are provided.

Additional cover as prescribed by the Engineer shall beprovided if porous aggregates are used.

The cover blocks or spacers required for ensuring thatthe specified cover is obtained shall be of a material,shape and design acceptable to the Engineer.

Concrete spacer blocks shall be made with 5 mmmaximum sized aggregate and shall be of the samestrength and material source as those of thesurrounding concrete. The blocks shall be formed in



specially manufactured moulds and the concretecompacted on a vibratory table, and cured under waterfor a period of at least 14 days, all to the satisfaction ofthe Engineer.

Ties cast into spacer blocks shall not extend deeperinto the spacer block than half the depth of the spacerblock.

The Contractor shall provide stools as shown on theDrawings, or where they are not detailed on theDrawings, wherever the Engineer requires them to beinstalled. The stools shall be suitably robust, and fixedsecurely so that they can not swivel or move. The stoolsshall have sufficient strength to perform the requiredfunctions, taking into account amongst otherstemporary loads such as the weight of workmen andwet concrete, and forces caused by vibrators and othermethods of compacting the concrete.

6308 LAPS AND JOINTSLaps, joints, splices and mechanical couplings shall beapplied only by the specified methods and at thepositions shown on the Drawings or as authorised.

6309 WELDINGReinforcement shall be welded only where shown onthe Drawings or as authorised.

Flash butt welding shall be done only with thecombination of flashing, heating, upsetting andannealing to the satisfaction of the Engineer, and onlythose machines which control this cycle of operationsautomatically shall be used.

Metal-arc welding of reinforcement shall be done inaccordance with BS 5135, and with therecommendations of the reinforcement manufacturers,subject to approval by the Engineer and the satisfactoryperformance of trial joints. Hot-rolled high-yield-stresssteel shall be preheated to between 2400C and 2800Cand low-hydrogen electrodes only may be used.

Trial welding joints shall be made on the site incircumstances similar to those which will govern duringthe making of production welding joints by the personwho will be responsible for the production weldingjoints.

Other methods of welding eg resistance welding, maybe used subject to approval by the Engineer and to theirsatisfactory performance in trial joints.

Welded joints shall be full-strength welds and theirstrength shall be assessed by destruction tests onsamples selected by the Engineer.


ITEM UNIT

63.01 STEEL REINFORCEMENT FOR:

(a) (DESCRIPTION OF PORTION OF

STRUCTURE TO WHICH APPLICABLE):

(i) MILD STEEL BARS TONNE (t)

(ii) HIGH-YIELD-STRESS-STEEL BARS


(iii) WELDED STEEL FABRIC TONNE (t)

(b) ETC FOR OTHER STRUCTURES OR

PARTS OF STRUCTURES

TONNE (t)

The unit of measurement for steel bars shall be thetonne of reinforcing steel in place in accordance withthe Drawings or as authorised.

The unit of measurement for welded steel fabric shallbe the tonne of welded steel fabric in place, the quantityof which shall be calculated from the area of the meshused in accordance with the Drawings or as authorised.

Ties, stools and other steel used for positioning thereinforcing steel shall be measured as steelreinforcement under the appropriate Subitem.

The bid rates shall include full compensation forsupplying, delivering, cutting, bending, welding, trialweld joints, placing and fixing the steel reinforcement,including all tying wire, spacers and waste.



TABLE 6306/1MINIMUM CONCRETE COVER OVER REINFORCEMENT

Min cover(mm)

Class of concrete

Condition of exposure Description of members/surface to which thecover applies

20 25 30 40 50

1. MODERATE::Concrete surfaces aboveground level and protectedagainst alternately wet anddry conditions caused bywater, rain and sea-waterspray

1.1 Surfaces protected by the superstructure, viz.the sides of beams and the undersides ofslabs and other surfaces not likely to bemoistened by condensation

1.2 Surfaces protected by a waterproof cover orpermanent formwork not likely to besubjected to weathering or corrosion

1.3 Enclosed surfaces

1.4 Structures/members permanently submerged

50

50

50

50

45

45

45

45

40

40

40

40

35

35

35

35

25

25

25

25

1.5 Railway structures:(i) Surfaces of precast elements not in

contact with soil(ii) Surfaces protected by permanent

formwork not likely to be subjected toweathering or corrosion

(iii) Surfaces in contact with ballast(iv) All other surfaces

NA

NANANA

NA

305550

NA

305040

30

305040

30

304535

2. SEVERE:Concrete surfacesexposed to hard rain andalternately wet and dryconditions

2.1 All exposed surfaces2.2 Surfaces on which condensation takes place2.3 Surfaces in contact with soil2.4 Surfaces permanently under running water2.5 Railway structures:

(i) Surfaces of precast elements not incontact with soil

(ii) Surfaces protected by permanentformwork not likely to be subjected toweathering or corrosion

(iii) Surfaces in contact with ballast(iv) All other surfaces

2.6 Cast in situ piles:(i) Wet cast against casing(ii) Wet cast against soil(iii) Dry cast against soil

NANANANA

NA

NANANA

507575

50505050

NA

305550

507575

45454545

NA

305040

507575

40404040

30

305040

507575

35353535

30

304535

507575

3. VERY SEVERE:Concrete surfacesexposed to aggressivewater, sea-water spray or asaline atmosphere

3.1 All exposed surfaces of structures within30km from the sea

3.2 Surfaces in rivers polluted by industries

3.3 Cast in situ piles, wet cast against casings

NA

NA

NA

NA

NA

NA

NA

NA

NA

60

60

80

50

50

80

4. EXTREME:Concrete surfacesexposed to the abrasiveaction of sea water or veryaggressive water

4.1 Surfaces in contact with sea water orindustrially polluted water

4.2 Surfaces in contact with marshy conditions

NA

NA

NA

NA

NA

NA

65

65

65

55




SECTION 6400: CONCRETE FORSTRUCTURES


6401 SCOPE 6000-306402 MATERIALS 6000-306403 STORING THE MATERIALS 6000-316404 CONCRETE QUALITY 6000-316405 MEASURING THE MATERIALS 6000-326406 MIXING 6000-336407 PLACING AND COMPACTING 6000-336408 CONSTRUCTIQN JOINTS 6000-346409 CURING AND PROTECTING 6000-356410 ADVERSE WEATHER CONDITIONS 6000-356411 PIPES AND CONDUITS 6000-366412 APPLIED LOADING 6000-366413 PRECAST CONCRETE 6000-366414 QUALITY OF MATERIALS AND

WORKMANSHIP 6000-366415 DEMOLITION AND REMOVAL OF

EXISTING STRUCTURAL CONCRETE 6000-366416 MEASUREMENT AND PAYMENT 6000-37

6401 SCOPEThis Section covers the manufacture, transport, placingand testing of concrete used in the Works where plain,reinforced or prestressed concrete is specified.

6402 MATERIALS

(a) CementCement used for concrete shall be any of the following:

(i) Ordinary Portland cement or rapid-hardeningPortland cement complying with the requirements ofTZS 177:1999, BS 12 of the latest issue orequivalent standard on approval of the Engineer.

(ii) Portland blast-furnace cement complying with therequirements of AASHTO M240-97 or equivalentstandard on approval of the Engineer.

(ii) Sulphate-resistant cement, but only where shownon the Drawings or instructed by the Engineer.

(iv) In prestressed concrete members or units the useof Portland blast-furnace cement will not bepermitted. A 50/50 mixture of ordinary Portlandcement and ground granulated blast-furnace slagmay be used only if authorised in the SpecialSpecifications or by the Engineer, in writing.

(b) AggregatesBoth coarse aggregate (stone) and fine aggregate(sand) shall comply with the requirements of CMLMaterials Testing Manual or equivalent, subject to thefollowing:

(i) The drying shrinkage of both the fine and coarseaggregate when tested in accordance with CMLLaboratory Testing Manual or equivalent shall notexceed the following limits:

(1) For use in prestressed concrete, concretebridge decks and slender columns theshrinkage of both fine and coarse aggregateshall not exceed 130 % of that of the referenceaggregate.

(2) For use in other reinforced concrete membersthe shrinkage of the fine aggregate shall notexceed 175% and of the coarse aggregate150% of that of the reference aggregate.

(3) For use in mass concrete substructures andunreinforced concrete head walls and wingwalls, the shrinkage of both the fine and coarseaggregate shall not exceed 200% of that of thereference aggregate.

Where there is any doubt about the shrinkagecharacteristics of aggregates, the Contractor shallsubmit a certificate by an approved laboratorywhich gives the shrinkage characteristics of theaggregate.

The drying shrinkage of concrete samples madefrom each of the required three concrete mixturesfor preparing the compressive-strength and flexural-strength samples shall not exceed 0.04%.

(ii) The flakiness index of the stone as determined byCML Method 2.4 shall not exceed 35%.

(iii) Aggregates shall not contain any deleteriousamounts of organic materials such as grass, timberor similar materials.

(iv) Where there is any danger of a particularcombination of aggregate and cement giving rise toa harmful alkali-aggregate reaction, the particularcombination shall be tested in accordance with therelevant testing methods as described in CLAUSE

7502, and, where the result points to such reaction,either the aggregate or the cement or both shall bereplaced so that an acceptable combination may beobtained.

(v) The fineness modulus of the tine aggregate shallnot vary by more than ±0.2 from the approvedmodulus.

(c) PlumsPlums used in concrete shall comply with the following

(i) The plums shall be clean, durable and inert.

(ii) The aggregate crushing value may not exceed25%.

(iii) The mass of each plum shall be between 15 kg and55 kg.

(iv) No dimension of any plum shall be less than 150mm or exceed 500 mm.

(d) WaterWater shall be clean and free from detrimentalconcentrations of acids, alkalis, salts, sugar and otherorganic or chemical substances that could impair thedurability and strength of the concrete or the imbeddedsteel. The Contractor shall prove the suitability of thewater by way of tests conducted by an approvedlaboratory to the satisfaction of the Engineer. Forreinforced and prestressed concrete the chloridecontent of the mixing water shall not exceed 500 mg/lwhen tested in accordance with SABS 202 orequivalent.

(e) AdmixturesAdmixtures shall not be used in concrete without theapproval of the Engineer who may require that tests beconducted before the admixtures be used to prove theirsuitability. Admixtures, if their use is allowed, shallcomply with the following requirements:



(i) Admixtures shall be used only in liquid form andshall be batched in solution in the mixing water bymechanical batcher capable of dispensing theadmixture in quantities accurate to within 5% of therequired quantity.

(ii) All admixtures shall comply with the requirements ofASTM C-494 or AASHTO M-194 and shall be of anapproved brand and type.

(iii) Air entraining agents shall comply with therequirements of ASTM C-260 or AASHTO M-154.

(iv) Admixtures shall not contain any chlorides.

(f) Curing agentsCuring agents shall be tested in accordance with ASTMC-156 and shall comply with the requirements of ASTMC-309, except that the loss of water within 72 hoursshall not exceed 0.40kg/m2. Approved curing agentsonly shall be used.

6403 STORING THE MATERIALS

(a) CementCement stored on the site shall be kept under coverwhich provides adequate protection against moistureand other factors which may promote deterioration ofthe cement.

When the cement is supplied in bags, the bags shall beclosely and neatly stacked to a height not exceeding 12bags and arranged so that they will not be in contactwith the ground or the walls and can be used in theorder in which they were delivered to the site.

Cement in bulk shall be stored in waterproof containersso designed as to prevent any dead spots from forming,and the cement drawn for use shall be measured bymass.

Cement shall not be kept in storage for longer thaneight weeks without the Engineer's permission, anddifferent brands and/or types of the same brand ofcement shall be stored separately.

(b) AggregatesAggregates of different nominal sizes shall be storedseparately and in such a manner as to avoidsegregation occurring. Intermixing of different materialsand contamination by foreign matter shall be avoided.Aggregates exposed to a marine environment shall becovered to protect them from salt contamination.

Where concrete is batched on site the aggregates shallbe stored in bins with a 3 m wide concrete apron slabconstructed around the outer edge of the aggregatestockpile area to prevent contamination during theprocess of tipping and hoisting the aggregate. Theaggregates shall be tipped on the concrete apron slab.The storage bin shall have a concrete floor of 150 mmthickness.

(c) Storage capacityThe storage capacity provided and the quantity ofmaterial stored (whether cement, aggregates or water)shall be sufficient to ensure that no interruptions to theprogress of the work will be occasioned by any lack ofmaterials.

(d) Deteriorated materialDeteriorated or contaminated or otherwise damagedmaterial shall not be used in concrete. Such materialshall be removed from the site without delay.

6404 CONCRETE QUALITY

(a) GeneralConcrete shall comply with the requirements forstrength concrete or prescribed-mix concrete, asspecified in SUBCLAUSES 6404(b) and (c) below.

The total alkaline content (Na20 equivalent) of theconcrete shall be limited taking into account the degreeof reactivity.

(b) Strength concreteThe Contractor shall be responsible for the design ofthe concrete mix and for the proportions of theconstituent materials necessary for producing concretewhich complies with the requirements specified belowfor each class of concrete.

The class of concrete is indicated by the characteristic28-day cube crushing strength in MPa and themaximum size of coarse aggregate in the mix.

E.g. CLASS 30/38 concrete means concrete with acharacteristic cube crushing strength of 30MPa after 28 days and a maximum sizedcoarse aggregate of 38 mm.

The aggregate size shall be selected in accordancewith SABS 1083 or equivalent.

The characteristic cube crushing strength of strengthconcrete shall be of any strength from 15 MPa, inincrements of 5 MPa, up to 60 MPa, as indicated on theDrawings or in the Bill of Quantities or as may beprescribed by the Engineer. The strengths preferred are15, 20, 25, 30, 40, 50 and 60 MPa.

The cement content for any class of concrete shall notexceed 500 kg per cubic metre of concrete.

Where for reasons of durability or other considerationsconcrete is designated by the prefix "W".

E.g. CLASS W30/19, such designations shalldenote concrete having a cementitiouscontent not less than and a water:cementratio not exceeding the limits given in theSpecial Specifications.

In such cases, characteristic cube compressivestrengths should be:

(i) the specified 28-day characteristic cubecompressive strength, or

(ii) a characteristic cube compressive strengthcorresponding to the designated maximumwater:cement ratio, or

(iii) a characteristic cube compressive strengthcorresponding to the designated cementitiouscontent.

Before starting with any concrete work on the site, theContractor shall submit, for approval, samples of theconstituent materials of the concrete and a statement ofthe mix proportions which he proposes to use for eachclass of concrete indicated in the Bill of Quantities.

Where any change occurs in the material sources, theaggregate sizes, or any other components of theconcrete, the above procedure shall be repeated.

The samples submitted shall be accompanied byevidence that they comply with the requirements for thevarious materials specified. The statement regardingthe mix proportions shall be accompanied by evidenceestablishing that concrete made from the materials in



the proposed proportions will have the specifiedproperties.

Evidence shall be in the form of:

(i) a statement regarding the test results, which shallbe furnished by an approved laboratory; or

(ii) an authoritative report on previous use of andexperience in regard to the material.

The actual mix proportions used as well as anychanges thereto shall be subject to the Engineer'sapproval, but such approval shall not in any way relievethe Contractor of his responsibility for producingconcrete with the specified properties.

The Contractor is cautioned that the quality of cementmay vary considerably from consignment toconsignment so as to necessitate adjustments in thecement content of mixes. In order to ensure a uniformquality of concrete, the Contractor shall obtain from themanufacturer the data regarding the relevant cementquality for each consignment with a view to ascertainingthe required adjustment in the cement content. Thisinformation shall be submitted to the Engineer.

(c) Prescribed-mix concreteThe Contractor shall submit samples of everyconstituent of the concrete in accordance with theappropriate provisions of SECTION 7200 and SUBCLAUSE

6404(b) for approval.

The nominal mixes for prescribed-mix concrete forwhich no strength requirements have been laid downare shown in TABLE 6404/1.

The class of concrete is indicated by the mix and themaximum size of the coarse aggregate in the mix.

E.g. CLASS 1:7:7/38 concrete shall mean concretewith a prescribed mix in a volume ratio of:

one part of cementseven parts of sandseven parts of stonenominal stone size of 38 mm.

(d) BleedingThe concrete shall be so proportioned with suitablematerials that bleeding is not excessive.

TABLE 6404/1NOMINAL MIXES

MixConstituent or property

1:7:7 1:5:5 1:4:4

Cement (kg)

Total quantity ofaggregate (m3)

Max total quantity ofwater (l)

Estimated average 28 daycompressive strength(MPa)

50

0.46

62

8

50

0.33

46

17

50

0.26

37

24

(e) Consistency and workabilityThe concrete shall be of suitable workability without theexcessive use of water so that it can be readilycompacted into the corners of the formwork and aroundthe reinforcement, tendons and ducts without thematerial segregating.

Slump measurements obtained in accordance with thetest method described in CML Method 2.11 on concreteused in the Works shall fall within the ranges specifiedin TABLE 6404/2.

TABLE 6404/2SLUMP VALUES

Slump (mm) *)Type of construction

Max Min

Prestressed concrete

Concrete nosings and pre-fabricated units

Mass concrete

Reinforced concrete footings,cast in situ piles (except dry-castpiles), slabs, beams andcolumns

75

75

100

125

25

50

25

50*) Where high-frequency vibrators are used, the

values shall be reduced by one-third.

(f) Sulphate contentThe total water soluble sulphate content of the concretemix, expressed as SO, shall not exceed 4% (m/m) ofthe cementitious binder content of the mix. Thesulphate content shall be calculated as the total fromthe various constituents of the mix using the followingtest methods:− Cementitious binder : SABS 741 or

equivalent− Aggregates : SABS 850 or

equivalent− Water : SABS 212 or

equivalent

(g) Pumped concreteWhere pumping of the concrete is approved by theEngineer, the concrete mix to be pumped shall be sodesigned that:

(i) settlement will not exceed 125 mm;

(ii) graded aggregate and suitable admixtures be used,wherever necessary, with a view to improving thepumpability of the mix; and

(iii) its shrinkage capacity shall not be excessivelyhigher than that of ordinary concrete mixes.

6405 MEASURING THE MATERIALS

(a) CementWhere cement is supplied in standard bags, the bagsshall be assumed to contain 50 kg. All cement takenfrom bulk-storage containers and from partly used bagsshall be batched by mass, accurate to within 3% of therequired mass.

(b) WaterThe mixing water for each batch shall be measured,either by mass or by volume, accurate to within 3% ofthe required quantity. The quantity of water added tothe mix shall be adjusted to make allowance formoisture in the aggregates.

(c) AggregatesAll aggregates for strength concrete shall be measuredseparately by mass, except as otherwise provided inthis Clause, accurate to within 3% of the requiredquantity.



Aggregates for strength concrete may be volumebatched subject to the approval of the Engineer, and tothe quantity of cement being increased, at the cost ofthe Contractor, by 25 kg/m3 of concrete, over and abovethe quantity which would have been necessary were theaggregate to have been batched by mass.

Aggregates for prescribed-mix concrete as specified inSUBCLAUSE 6404(c) may be measured separately byvolume. Batching boxes for volume batching shall befilled without any tamping, ramming or consolidating thematerial (other than that occurring naturally during thefilling of the container), and shall be screeded off levelwith their topmost edges.

Any adjustment to the volume shall be made bysupplementary containers of a suitable size being used.Adjustments to the volume, by the incomplete filling ofbatching boxes to marks on their inside faces will not bepermitted.

Fine aggregate shall be tested for bulking at thebeginning of and halfway through each concreting shift,and adjustment shall be made to the batch volume togive the true volume required.

The measurement of cement in gauge boxes will not bepermitted and volume batching shall be so planned asto use full bags of cement.

6406 MIXING

(a) GeneralMixing the material for concrete shall be conducted byan experienced operator. Unless otherwise authorised,mixing shall be carried out in a mechanical batch-mixerof an approved type which will be capable of producinga uniform distribution of ingredients throughout thebatch.

(b) Charging the mixerThe sequence of charging the ingredients shall besubject to approval by the Engineer, and, unlessotherwise instructed, the same sequence of chargingthe ingredients shall be maintained.

The volume of the mixed material by batch shall notexceed the volume recommended by the manufacturerof the mixer.

(c) Mixing and dischargingThe period of mixing shall be measured from the timewhen all the materials are in the drum until thecommencement of discharge.

The mixing period for the materials shall be 90 secondsand may be reduced only if the Engineer is satisfiedthat the reduced mixing time will produce concrete withthe same strength and uniformity as concrete mixed for90 seconds. The reduced mixing time, however, shallbe not less than 50 seconds or the manufacturer'srecommended mixing time. whichever is the longer. Asuitable timing device shall be attached to the mixer toensure that the minimum mixing time for the materialshas been complied with.

The first batch to be run when starting with a cleanmixer, shall contain only 2/3 of the required quantity ofcoarse aggregate to make provision for "coating" themixer drum. Discharge shall be so carried out that nosegregation of the materials will occur in the mix. Themixer shall be emptied completely before it is rechargedwith fresh materials.

(d) Maintaining and cleaning the mixerIf the mixer has stopped running for a period in excessof 30 minutes, it shall be thoroughly cleaned-out

particular attention being given to the removal of anybuild-up of materials in the drum, in the loader, andaround the blades or paddles. Worn or bent blades andpaddles shall be replaced.

Before any concrete is mixed, the inner surfaces of themixer shall be cleaned and all hardened concrete shallbe removed.

(e) Standby mixerWhen sections are cast where it is important for thecasting to continue without interruption, a standby mixershall be held in readiness to run on 15 minutes noticeshould the stock mixers break down.

(f) Ready-mixed concreteWhere ready-mixed concrete is delivered at the site, therequirements of SABS 878 or equivalent shall havepriority over the requirements specified in this Sectionshould inconsistencies occur.

6407 PLACING AND COMPACTING

(a) GeneralConcrete shall be transported and placed in a mannerthat will prevent segregation or loss of constituentmaterials or the contamination of the concrete.

Concrete shall not be placed in any part of the Worksuntil the Engineer's approval has been given. Ifconcreting is not started within 24 hours of approvalhaving been given, approval shall again be obtainedfrom the Engineer.

Concreting operations shall be carried out only duringdaylight hours unless proper lighting arrangementshave been made and the lights are in working order bynoon. Workmen shall not be allowed to work doubleshifts and the Contractor shall provide a fresh team fornight shifts.

Placing and compacting the concrete shall at all timesbe under the direct supervision of an experiencedconcrete supervisor.

Once the casting of concrete has begun, it shall becarried out in a continuous process betweenconstruction joints. Concrete shall be placed within 60minutes from the start of mixing. These times may beextended by the Engineer where a retarding admixturehas been used. All excavations and other contactsurfaces of an absorbent nature such as timberformwork shall be damp but no standing water shall bepermitted to remain on these surfaces. The formworkshall be clean on the inside.

Water quality, marine life or any other sensitiveenvironment shall not be adversely affected in any way.

(b) PlacingWhenever possible, concrete shall be depositedvertically into its final position. Where chutes are used,their length and slope shall be such as not to causesegregation, and suitable spouts and baffles shall beprovided at the lower end to minimise segregation. Thedisplacement of concrete by vibration instead of bydirect placing shall be done only when approved by theEngineer.

Care shall be taken when casting bridge decks of asubstantial thickness to avoid layering of the concrete,and the entire thickness shall be placed in one pass.Fresh concrete shall not be placed against concretewhich has been in position for more than 30 minutesunless a construction joint has been formed or unless aretarding additive has been used in the concrete.



The pumping of concrete shall be subject to approval bythe Engineer. Aluminium pipes shall not be used for thispurpose.

In plain concrete with a thickness of not less than 300mm, plums may, if approved, be included to displaceconcrete for up to 20% of the total volume, providedthat:

(i) the plums are spread evenly throughout theconcrete;

(ii) no plum laid shall have a dimension exceeding onethird of the smallest dimension of the concrete inany plane, and

(iii) each plum is surrounded by at least 75 mm ofconcrete.

(c) Placing under waterPlacing under water shall be allowed only in exceptionalcircumstances where it is not feasible to dewater thelocation before the concrete is placed. No concreteshall be placed in running water.

Underwater concrete shall be placed by means oftremies. Full details of the method proposed by theContractor shall be submitted in advance for approval.Placing by skip or pipeline will also be considered incertain circumstances.

During concreting by tremie, the pipe shall be kept filledwith concrete at all times to prevent air and water formentering the tremie. When the tremie is charged, anapproved sliding plug shall be used. Once concretinghas begun by tremie, the discharge end of the tremieshall be kept well below the surface of the concrete.Should this seal be broken, the tremie shall be liftedand plugged before concreting is recommenced.Distribution of concrete by lateral movement of thetremie will not be permitted.

The concrete mix to be placed underwater shall bespecially designed and approved for this purpose toensure good flowability, plasticity and cohesion.Increased sand and cement contents over those ofnormal mixes will usually be required.

(d) CompactionConcrete shall be fully compacted by approved meansduring and immediately after placing. It shall bethoroughly worked against the formwork, aroundreinforcement bars, tendons, ducts and embeddedfittings and into corners to form a solid mass free fromvoids.

The concrete shall be free from honeycombing andplanes of weakness, and successive layers of the samelift shall be thoroughly bonded together.

Unless otherwise permitted by the Engineer, concreteshall be compacted by means of vibrators. Internalvibrators shall be capable of producing not less than10000 cycles per minute and external vibrators not lessthan 3000 cycles per minute. Sufficient standbyvibrators shall be kept available in case of breakdowns.

Vibration shall be applied by experienced labourers,and over-vibration resulting in segregation, surfacewater and leakage shall be avoided. Contact withreinforcement and formwork shall, in so far as ispracticable, be avoided when internal vibrators areused. Concrete shall not be subjected to disturbance byvibration within 4 to 24 hours of it having beencompacted.

Whenever vibration is applied externally, the design ofthe formwork and positioning of vibrators shall be such

as to ensure efficient compaction and avoidance ofsurface blemishes.

Special attention shall be given to the compaction ofconcrete in the anchorage zones and behind the anchorplates and in all places where high concentrations ofreinforcing steel or cables occur.

Where the placing and compaction of concrete isdifficult, a mix containing smaller sized aggregate maybe used but only with the approval of the Engineer andafter a mix containing such aggregate has beendesigned and tested.

(e) Requirements in respect of sliding formworkWhere sliding formwork is used, the following additionalrequirements shall apply:

(i) The Contractor shall take all the necessarymeasures to ensure the continuity of operations. Allthe necessary lighting and standby equipment formixing, hoisting, placing and compacting shall beprovided and all the materials required forcompleting each structure shall be ready on the sitebefore casting commences.

(ii) Concrete shall be cast in uniform layers in theformwork so that the level of the top surface of theconcrete differs by no more than 250 mm betweenany two points in the formwork. In addition, the toplevel of the concrete shall never be so low down inthe formwork as will cause structural instability inthe formwork. The working platform shall be keptclean and no concrete which has dried out in partmay be swept into the formwork.

(iii) The concrete shall be compacted during andimmediately after placing. Care shall be taken not todamage or disturb previously placed concrete. Toensure the proper bonding of successive layers notmore than one hour shall elapse between theplacing of successive layers except where anapproved admixture has been applied, in whichcase the delay may be amended in consideration ofsuch circumstances.

(iv) The slump of concrete may be up to 150mm shouldthe approved method of sliding so require.

6408 CONSTRUCTION JOINTS

(a) GeneralConcreting shall be carried out continuously up to theconstruction joints shown on the working drawings or asapproved, except that if, because of an emergency(such as breakdown of the mixing plant or theoccurrence of unsuitable weather), concreting has to beinterrupted, a construction joint shall be formed at theplace of stoppage and in the manner which will leastimpair the durability, appearance, and properfunctioning of the concrete.

Unless otherwise shown on the Drawings, the exactposition of horizontal construction joints shall be markedon the framework by means of grout checks in order toobtain truly horizontal joints.

Stub columns, stub walls and stays on footings shall becast integrally with the footings and not afterwards,even where another class of concrete is being used.

(b) Preparing the surfacesWhen the concrete has set and while it is still green thesurface film and all loose material shall be removed,without disturbing the aggregate, by means of a waterjet assisted by light brushing to expose the aggregateand leave a sound, irregular surface. Where this is not



possible, the surface film shall be removed after theconcrete has hardened, by mechanical meansappropriate to the degree of hardness of the concreteso as to expose the aggregate and leave a sound,irregular surface. The roughened surface shall bewashed with clean water to remove all laitance, dirt andloose particles.

Surface retarding agents may be used only with theapproval of the Engineer.

(c) Placing fresh concrete at construction jointsWhere fresh concrete is placed the same day as that onwhich the construction joint was formed, the freshconcrete shall be cast directly against the face of theconstruction joint.

When concreting recommences a day or more after theconstruction joint has been formed, the followingprocedure shall be followed:

(i) The construction joint shall be kept constantly wetfor a period of at least six hours. The surface shallbe in a saturated, surface dry condition whenconcreting has to recommence.

(ii) Any dirt, excess water and loose particles shall beremoved prior to reconcreting being started.

(iii) For horizontal construction joints a 25 mm thickconcrete layer of the same grade of concrete madericher by reducing the coarse aggregate content by25% shall be placed on the joint plane immediatelybefore concreting.

(iv) For vertical construction joints the fresh concreteshall be placed against a surface prepared inaccordance with SUBCLAUSE 6408(b), which is in asaturated, surface-dry condition.

Epoxy resins specially designed for bonding oldconcrete to new shall be used at construction jointswhere so specified. The preparation of the constructionjoint surface and the application of the epoxy resin shallbe strictly in accordance with the manufacturer'srecommendations and the Engineer's instructions. Theactual brand and type of resin used shall be subject tothe Engineer's approval.

6409 CURING AND PROTECTINGFormwork shall be retained in position for theappropriate times given in CLAUSE 6206, and as soonas may be practicable, all exposed concrete surfacesshall be protected from loss of moisture by one or moreof the following methods:

(a) Method 1Retaining formwork in place for the full curing period.

(b) Method 2Ponding the exposed surfaces with water, except whereatmospheric temperatures are low, i.e. less than 50C.

(c) Method 3Covering it with sand or mats made from a moisture-retaining material, and keeping the covering constantlywet.

(d) Method 4Constantly spraying the entire area of the exposedsurfaces with water (only on surfaces where sand coveror ponding is impossible).

(e) Method 5Covering with a waterproof or plastic sheeting firmlyanchored at the edges.

(f) Method 6Using an approved curing compound applied inaccordance with the manufacturer's instructions, exceptthat, where the surface has to be subsequentlywaterproofed, coated or gunited, this method may notbe used.

(g) Method 7Steam curing the concrete (precast units).

(h) GeneralThe method of curing adopted shall be subject to theEngineer's approval and shall not cause staining,contamination, or marring of the surface of theconcrete.

The curing period shall be continuous for at least sevendays for concrete made with ordinary Portland cementor ordinary Portland cement 15, rapid-hardeningPortland cement or rapid-hardening Portland cement15, and at least 10 days if Portland blast-furnacecement or a 50/50 mixture of Portland cement andground granulated blast-furnace slag is used. When thetemperature of concrete falls below 50C, these minimumcuring periods shall be extended by the period duringwhich the temperature of the concrete was below 50C.

When sliding formwork is used, the concrete shall beprotected against the weather and rapid drying out bymeans of a 4 m wide skirt attached to the lowerperimeter of the formwork and hanging over the workingplatform. The skirt shall consist of hessian in summermonths and of canvas or other suitable material inwinter. The skirt shall be weighted at the bottom toprevent it flapping in windy conditions.

The concrete shall be cured by means of a fog spray tokeep it wet constantly for the periods stated above oruntil a curing compound is applied. Wetting theconcrete by spraying shall be by means of a fixedspraybar along the full length of the sliding formwork.The spraybar shall be connected to a suitable high-pressure water supply. Wetting shall be discontinuedwhen the ambient air temperature drops below 50C, andcare shall be taken by the Contractor to ensure that thewater will not erode the surface of the fresh concrete.

6410 ADVERSE WEATHER CONDITIONS

(a) Cold weatherConcrete shall not be placed during falling temperatureswhen the ambient air temperature falls below 70C orduring rising temperatures when the ambient airtemperature is below 30C. When concrete is placed atair temperatures below 50C the concrete temperatureshall not be below 100C, for which purpose heating ofthe water and/or the aggregate shall be permitted. TheContractor shall make all the necessary arrangementsfor heating the material. Heated water and aggregateshall first be mixed and the cement shall then be addedonly while the temperature is below 300C.

The temperature of placed concrete shall not beallowed to fall below 50C until the concrete has attaineda strength of at least 5 MPa, and the Contractor shall beresponsible for all protective measures necessary tothis end. All concrete damaged by frost or by theformation of ice in the concrete shall be removed andreplaced by the Contractor at this own expense.

(b) Hot weatherWhen the ambient air temperature exceeds 300C duringconcreting, the Contractor shall take measures tocontrol the temperature of the concrete ingredients sothat the temperature of the placed concrete will notexceed 300C unless otherwise determined by theEngineer. Such measures include spraying aggregate



stockpiles with water to promote cooling down byevaporation and, where feasible, shading the stockpilesand the area where concreting is carried out. Curingshall commence immediately after concrete has beenplaced to prevent an excessive loss of moisture.

(c) Precautionary measures for using slidingformwork

During sliding operations in cold weather, the wateronly, or the water and the aggregate, shall be heated toensure that the concrete temperature will not dropbelow l00C until it has attained a strength of 5MPa.

During cold weather the rate of sliding shall be suitablydecreased to ensure sufficient strength in the concretewhich leaves the bottom of the formwork.

6411 PIPES AND CONDUITSNo pipes and conduits other than those shown on theDrawings shall be embedded in the concrete withoutthe Engineer's approval. The clear space between suchpipes or between such pipes and any reinforcing steelshall be at least 40mm or the maximum size of theaggregate plus 5 mm, whichever is the greater. Thethickness of the concrete cover over pipes and fittingsshall be at least 25mm.

The ends of all ferrules used for bracing formwork shallbe neatly finished off to the details shown on theDrawings. Where no details are given on the Drawings,ferrules shall be cut back to a depth of at least thespecified cover, and the holes shall be filled in withmortar and finished off flush with the concrete surface.

6412 APPLIED LOADINGNo load shall be applied to any part of a structure untilthe specified curing period has expired, after whichapplied loading shall be allowed only when approved bythe Engineer. The Engineer's decision will be based onthe type of load to be applied, the age of the concrete,the magnitude of stress induced and the propping of thestructure. No structure shall be opened to traffic untiltest cubes made from the concrete in all parts of thestructure have attained the specified minimum 28-daycompressive strength.

6413 PRECAST CONCRETEThis Clause applies to all reinforced and prestressedconcrete members other than precast concrete piles,culverts and pipes in so far as they are dealt withseparately elsewhere in these Specifications.

All precast members shall be manufactured inaccordance with the requirements specified for cast insitu members in so far as these requirements arerelevant. In addition, the following shall apply:

(a) The Contractor shall take all necessary safety andprecautionary measures during the handling anderection of precast members and for ensuring thestability of members as positioned and prior to theirbeing cast in.

(b) Where precast concrete members have not beenmanufactured on the site, the manufacturer shall keepand make available to the Engineer complete records ofall the concrete mixes and strength tests pertaining tothe members cast. The Contractor shall notify theEngineer in advance of the dates on which membersare to be cast so that arrangements for inspecting andtesting the precast members can be made.

(c) For the purposes of identification, all members shallbe marked with paint in neat lettering with the membernumber shown on the Drawings or as agreed on and anidentification number relating to the manufacturingrecords. Letters etc shall be so positioned as not to be

visible when the structural member is placed in its finalposition in the completed structure.

(d) All precast members which have been chipped,cracked, warped or otherwise damaged to the extentthat such damage will, in the opinion of the Engineer,prejudice the appearance, function or structural integrityof the members shall be rejected or, where so allowed,repaired to the satisfaction of the Engineer.

6414 QUALITY OF WORKMANSHIP ANDMATERIALS

(a) Criteria for compliance with the requirementsRoutine inspection and quality control will be done bythe Engineer as specified in SECTION 7200. The criteriafor compliance with the requirements specified for 28-day characteristic compressive strength shall be asspecified in CLAUSE 7205 for full acceptance, and asspecified in CLAUSE 7207 for conditional acceptance.The re-submission of concrete lots on the basis of coresfor full or conditional acceptance shall not be allowed.The Contractor's attention is drawn to CLAUSE 7208. Ifthe Engineer is satisfied that the requirements of theContractor's process control have been met, theEngineer may decide at his discretion to use theContractor's test results in the evaluation of theconcrete.

(b) Procedure in the event of non-compliance withthe requirements

Any lot represented by test cubes failing to comply withthe criteria specified for the characteristic strength shallbe rejected, or the Engineer may at his discretion allowthe following tests to be conducted in order to decidewhether the concrete may be left in position at furtherreduced payment:

(i) The Engineer may allow the elements or unitsconcerned to be cured for an additional period notexceeding 56 days. Thereafter the Contractor shalldrill cores in accordance with SABS 865 orequivalent, and the Engineer will evaluate thesecores in accordance with SABS 0100 - Part II orequivalent.

(ii) Where the Engineer so directs, full-scale load testsshall be conducted in accordance with SABS 0100Part II or equivalent to determine whether anyparticular structure or member can be left inposition. The cost of such tests shall be for theContractor's account regardless of the outcome ofthe tests.

In all cases where concrete has been supplied whichfails to comply with the strength requirements, theContractor shall immediately take the required remedialaction by changing the mix proportions to obtain therequired strength.

(c) Tests ordered by the EngineerWhere the routine testing of concrete cubes is notconducted on the site by the Engineer, he may orderthe Contractor to have the concrete cubes, which havebeen made by the Engineer, tested at an approvedtesting laboratory, in which case no separate paymentwill be made for such tests.

6415 DEMOLITION AND REMOVAL OFEXISTING CONCRETEWhere partial demolition is required for extension workto existing structures the first three paragraphs ofCLAUSE 2214 shall apply. In addition the following shallapply:



(a) The Contractor shall take great care to ensure thatthe reinforcement required to tie in the extension workis not cut off or damaged in the demolition process.Where reinforcement has been cut off, or where in theopinion of the Engineer, the reinforcement has beendamaged to such an extent that it will not adequatelyperform its function, the Contractor shall, at his ownexpense, install dowel bars of the same diameter as thebar cut off or damaged, all to the satisfaction of theEngineer.

(b) Only hand operated breaking equipment shall beused for the demolition of concrete where extensionwork is required.


ITEM UNIT

64.01 CAST IN SITU CONCRETE:

(a) (CLASS OF CONCRETE AND PART OF

STRUCTURE OR USE INDICATED)CUBIC

METRE (m3)

(b) ETC FOR OTHER CLASSES OF

CONCRETE AND OTHER USES OR

PARTS OF THE STRUCTURE

CUBIC

METRE (m3)

The unit of measurement for cast in situ concrete shallbe the cubic metre of concrete in place. Quantities shallbe calculated from the dimensions shown on theDrawings or as authorised. No deduction in volumemeasured for payment shall be made for the volume ofany reinforcing steel, inserts and pipes or conduitsunder 150 mm in diameter embedded in the concrete.

The bid rate shall include full compensation forprocuring and furnishing all the materials, storing thematerials, providing all plant, mixing, transporting,placing and compacting the concrete, forming theinserts, construction joints (except mandatoryconstruction joints), and contraction joints, curing andprotecting the concrete, repairing defective surfaces,and finishing the concrete surfaces as specified.Payment shall distinguish between the different classesof concrete.

ITEM UNIT

64.02 MANUFACTURING PRECAST

CONCRETE MEMBERS (DESCRIPTION OF

MEMBER WITH REFERENCE TO DRAWING)

NUMBER

(no)

The unit of measurement shall be the number ofcomplete members or elements of each type and size inposition in the Works.

The bid rate for each precast member shall include fullcompensation for concrete work, formwork, reinforcingsteel and prestressing as required for manufacturing themember complete, excluding only prestressing inconnection with in situ concrete cast subsequent to theplacing of the precast members for which prestressingseparate payment is provided elsewhere in the Bill ofQuantities.

ITEM UNIT

64.03 TRANSPORTING AND ERECTING

PRECAST CONCRETE MEMBERS

(DESCRIPTION OF MEMBER AND

APPROXIMATE MASS TO BE GIVEN)

NUMBER

(no)

The unit of measurement shall be the number ofprecast concrete members of each type and size placedinto position.

The bid rate for each precast member shall include fullcompensation for all work, costs and equipmentrequired for transporting, erecting and placing intoposition the precast concrete members.

ITEM UNIT

64.04 EPOXY BONDING OF NEW

CONCRETE SURFACES TO OLD

SQUARE

METRE (m2)

The unit of measurement shall be the square metre ofnew concrete surface bonded to old by means of anapproved epoxy bonding agent as set out in theSpecifications. The bid rate shall include fullcompensation for preparing the surfaces and forfurnishing and applying the bonding agent and forchamfering the concrete on visible joints, complete asshown on the Drawings.

ITEM UNIT

64.05 EXTRA OVER ITEM 64.01 OR

64.02 FOR THE USE OF SULPHATE-RESISTANT CEMENT IN CONCRETE

CUBIC METRE

(m3)

The unit of measurement shall be the cubic metre ofconcrete manufactured with sulphate-resistant cementand placed in accordance with the details on theDrawings, or as instructed by the Engineer.

The bid rate shall be extra over each of the relevantrates for which sulphate resistance cement is used.

ITEM UNIT

64.06 DEMOLISHING EXISTING

CONCRETE:

(a) PLAIN CONCRETE(MEMBER

INDICATED)CUBIC METRE

(m3)

(b) REINFORCED CONCRETE (MEMBER


(m3)

The unit of measurement shall be the cubic metre ofplain or reinforced concrete demolished for eachmember or portion thereof scheduled separately in theBill of Quantities.

The bid rate shall include full compensation for alllabour, plant and equipment required to demolish theexisting concrete and disposal of the product of thedemolition to an approved disposal site. The bid rateshall also include full compensation for any necessarymeasures to ensure no debris falls into rivers and forany debris that has fallen into rivers to be recovered.




SECTION 6500: PRESTRESSING


6501 SCOPE 6000-386502 DEFINITIONS 6000-386503 MATERIALS 6000-386504 EQUIPMENT 6000-406505 TECHNICAL DATA 6000-416506 PRESTRESSING SYSTEM 6000-426507 DRAWINGS PREPARED BY THE

CONTRACTOR 6000-426508 PRECASTING 6000-426509 PRE-TENSIONING 6000-436510 POST-TENSIONING 6000-436511 LOSS OF PRESTRESS 6000-466512 MEASUREMENT AND PAYMENT 6000-46

6501 SCOPEThis Section covers the materials, equipment and workrequired for prestressing structural concrete members.

6502 DEFINITIONSThe following definitions shall apply to theseSpecifications:

(a) AnchorageAnchorage is the device comprising all the componentsand materials required for retaining the force in atensioned tendon and to transmit this force to theconcrete of the structure.

(b) Anchorage reinforcementAnchorage reinforcement is the spiral and otherreinforcement which forms part of the anchorage and isrequired for strengthening the anchorage and/orassisting in transmitting the tendon force to theconcrete.

(c) Bursting reinforcementBursting reinforcement is the reinforcing steel requiredin and adjacent to the anchorage zones to resist thetensile stresses induced in the concrete by theanchorage(s).

(d) CableCable is the tendon, together with the anchorage,sheathing and all fittings.

(e) Characteristic strengthCharacteristic strength of prestressing steel is themanufacturer's guaranteed tensile strength below whichno more than 5% of the test results in a statisticalpopulation shall fall.

(f) DuctDuct is the void formed to house the tendon(s) and maybe formed by coring, or by using sheaths or by way ofextractable cores.

(g) PrestressPrestress is the stress induced in concrete by tensionedtendons.

(h) Prestressed concretePrestressed concrete is structural concrete in whicheffective internal stresses are induced by means oftensioned tendons.

(i) Pre-tensioned concretePre-tensioned concrete is prestressed concrete wherethe tendon is tensioned before the concrete has beencast.

(j) Post-tensioned concretePost-tensioned concrete is prestressed concrete wherethe tendon is tensioned after the concrete hashardened.

(k) Pull-inPull-in is the elastic shortening of the tendon caused byrelative movement between the anchorage or couplercomponents on account of seating and gripping actionduring or immediately after transfer.

(I) ReleaseRelease is the specified elastic shortening of the tendonat the anchorage achieved before or during transfer.

(m) SheathSheath is the tube or casing enclosing the tendon andwhich temporarily or permanently allows a relativemovement between the tendon and the surroundingconcrete.

(n) TendonTendon is the prestressing steel consisting of the bar,wire or strand individually placed, or of bars, wires orstrands placed in a duct, all of which are tensioned toimpart prestress to a concrete member.

(o) TensioningTensioning is the action of inducing and regulating theforce in a tendon by means of tensioning andmeasuring equipment.

(p) TransferTransfer in the case of post-tensioned concrete is theaction of transferring the tensioning force from thetensioning equipment (jack) to the anchorage.

Transfer in the case of pre-tensioned concrete is theaction of transferring the force in the tensionedtendon(s) to the concrete.

(q) Bond breakerBond breaker is the coating or sheath placed on atendon to prevent it from bonding to the surroundingconcrete.

(r) CouplerCoupler is the device comprising all componentsrequired to join two tendons.

(s) DeflectorDeflector is the device used to deflect a tendonalignment within a structural element.

(t) Transmission lengthTransmission length is the tendon length required totransmit via bond stresses the full force in the tendon tothe concrete.

6503 MATERIALS

(a) GeneralAll materials and prestressing systems used in theprestressing of structural concrete members shall besubject to approval by the Engineer.

(b) Prestressing steel

(i) GeneralThe type of prestressing steel shall be designatedin accordance with the requirements of SUBCLAUSE



6503(b). The Contractor shall keep proper recordsof all material analyses and test certificates for thebatches of prestressing steel used in the Works.Where required by the Engineer, the Contractorshall produce certificates from recognised testingauthorities certifying compliance of the prestressingsteel with the specified requirements.

Where prestressing steel is available in weld-freelengths (production lengths) and lengths containingwelds (standard lengths), the batches delivered atthe site shall be clearly labelled for identificationpurposes.

In no circumstances shall prestressing steel aftermanufacture be subjected to heat treatment otherthan provided for in the Specifications.

(ii) BarsCold-worked high-tensile alloy steel bars forprestressed concrete shall comply at least with therequirements of BS 4486.

The type of prestressing steel shall be indicated inaccordance with the requirements of CLAUSE 4.2 ofBS 4486 eg BS 4486-RR-32-1230 for 32mmdiameter double-ridged bar with a characteristicstrength of 1230 MPa.

(iii) Wires and seven-wire steel strandSteel wire and seven-wire steel strand forprestressed concrete shall comply at least with therequirements of BS 5896.

The type of prestressing steel shall be indicated inaccordance with the requirements of clauses 14and 20 of BS 5896 for wire and strandsrespectively, eg:

(1) BS 5896/2 wire 1770-7-PE-relax 1 for a 7 mmdiameter plain wire of Class 1 relaxation with acharacteristic strength of 1770 MPa; and

(2) BS 5896/3 superstrand 1860-12.9-relax 2 for a12.9 mm diameter superstrand of Class 2relaxation with a characteristic strength of 1860MPa.

(iv) StraightnessPrestressing bars delivered at the site shall bestraight. Only small adjustments for straightnessmay be made, which shall be done by hand on thesite at a temperature above 50C and under thesupervision of the Engineer. Where heating of thebars is required, this shall be by means of steam orhot water. Bars bent in the threaded portion shallnot be used.

Prestressing wire and stand shall be supplied incoils with a sufficiently large diameter to ensure thatthe wire and strand will pay off straight.

(v) Surface conditionPrestressing steel shall be clean, free from faults ordefects, and without any harmful films and matterwhich may impair adhesion to the grout or concrete.A film of rust is not necessarily harmful and mayimprove the bond. It may, however, increase thefriction between the tendon and duct. The depth ofimperfections or pits on the surface of prestressingsteel shall not exceed 0.1 mm for wire with adiameter up to and including 8 mm, or 0.2 mm forbars or wire with a diameter exceeding 8 mm.

Tendons may be cleaned by wire brushing or bypassing through a pressure box containingcarborundum powder. Solvent solutions shall not be

used for cleaning without the approval of theEngineer.Prestressing steel shall be delivered at the sitesuitably protected against damage and corrosion.Such protection or the use of a corrosion inhibitorwhere allowed by the Engineer, shall not have anydeleterious effect on the steel or concrete or impairthe bond between the two.

(vi) GalvanisingGalvanised prestressing steel shall not be usedunless specified. In no circumstances shallprestressing steel be subjected to galvanising aftermanufacture.

(vii) WeldsPrestressing steel used in structural prestressedconcrete shall be weld-free. Where the steel issupplied in standard lengths, the welds shall be cutout and delivered to the Engineer.

(c) Anchorages and couplersAnchorages and couplers to be used in prestressedconcrete shall comply with the requirements of BS 4447and shall be of a proved and approved type,constructed from durable material completely free fromimperfections and shall not damage, distort or kink theprestressing steel in a manner that will result in ultimatetensile strength reduction. They shall resist, withoutfailure and/or excessive deformation or relaxation of theforce in the tendons, the full ultimate tensile strength ofthe tendons. The characteristic value for anchoragesand couplers, determined in accordance with BS 4447,shall not be less than 90%.

The anchorages shall effectively distribute the force inthe tendon to the structural member, and the resultinglocal stresses and strains in the member shall be solimited as to prevent damage. Unless otherwiseapproved by the Engineer, all anchorages and couplersshall be provided with anchorage reinforcement.

Wedges and the insides of barrels or cones shall beclean to allow the free movement and seating of thewedges inside the taper.

The threads of bars. nuts, anchorages and couplersshall be suitably protected against damage andcorrosion. The protection shall be removed at the lastmoment and the threads properly lubricated before use.

(d) SheathsSheaths shall be grout-tight and of such material andconfiguration that bond forces can be transferred fromthe grout to the surrounding concrete. The properties ofthe sheath material shall be such that no corrosionattack of the prestressing steel will be induced. Thesheath shall be sufficiently flexible to accept therequired curvature without kinking, and strong enoughto retain its cross-section and alignment and to resistdamage on account of handling, transporting, tying andcontact with vibrators during concreting. Unlessotherwise approved by the Engineer the thickness ofthe metal of steel sheaths shall not be less than 0.4mm.

Metal sheathing shall be delivered at the site suitablyprotected against damage and corrosion. At the time ofincorporation into the structural member, the sheathingshall be free from loose mill scale, loose rust, lubricantsand harmful matter.

Galvanised sheathing shall not be used unlessspecified.

Unless otherwise specified, the internal diameter of thesheath shall be at least 10 mm greater than thediameter of the tendon. For vertical tendons and where



tendons are to be drawn into cast-in sheaths, the cross-sectional duct area shall be at least three times thecross-sectional area of the tendon.

(e) Cable supportsSupports of reinforcing steel or structural steel suitablybraced to prevent buckling under load shall be used tosupport the cables. The cable saddles shall be rigid andsecured in position by welding or by equivalentmechanical means to resist both gravitational andbuoyancy forces.

Normal web reinforcement shall not be utilised tosupport cables.

Saddles for external cables shall be of special designand material to ensure low friction and to prevent thetendon or parts thereof from grooving the surface. Thesaddle plates shall be curved to the requisite radius toprevent the tendon or part thereof from bearing on theend of the plate and shall incorporate features to ensurethat individual bars, wires and strands are seatedseparately.

(f) Tendon spacersTendon spacers used inside the ducts to separateindividual bars, wires or strands of the tendon shall beof a proved and approved type and manufactured frommaterial which will not induce corrosion of theprestressing steel.

(g) Grout

(i) MaterialsIn addition to the requirements of SUBCLAUSE

6402(d), water shall not contain more than 500 mgof chloride ions per litre of water.

Only ordinary Portland cement which complies withthe requirements of SABS 471 or equivalent andordinary Portland cement 15 which complies withthe requirements of SABS 831 or equivalent shallbe used. The temperature of the cement shall beless than 400C, and the cement shall be stored inaccordance with the requirements of SUBCLAUSE

6403(a).

Fine aggregate shall consist of siliceous granules,finely ground limestones. trass or very fine sand.The aggregate used shall pass through a 0.600 mmsieve. The use of fine aggregate shall be subject tothe approval of the Engineer and shall be restrictedto grout for ducts with a diameter exceeding 150mm. The aggregate content in the grout shall notexceed 30% of the mass of the cement.

The use of admixtures shall be subject to testshaving shown that their use improves the propertiesof the grout, eg by increasing workability, reducingbleeding, entraining air, or expanding the grout.Admixtures shall be free from any product liable todamage the steel or the grout itself, such ashalides, nitrates, sulphides, sulphates, etc. Thequantity of admixture to be used shall be inaccordance with the manufacturer's instructions.

(ii) Properties of the groutThe mixed grout shall have the following properties:

(1) The chloride ions content shall not exceed 750mg/litre.

(2) The viscosity of the grout measured inaccordance with SUBCLAUSE 7111 (b) forhorizontal cables shall be 500 to 2 500 cP andfor vertical cables 400 to 1 500 cP. Theviscosity of the grout, 20 minutes after mixing,

shall not exceed 2500 cP and 1 500 cP forhorizontal and vertical cables respectively.

(3) Bleeding at 200C measured in accordance withSubclause 7112(b) shall not exceed 2% byvolume three hours after the grout has beenmixed, and the maximum bleeding shall notexceed 4%. In addition, the separated (bleed)water must be reabsorbed after 24 hours.

(4) The compressive strength of 100 mm cubesmade of the grout and cured in a moistatmosphere for the first 24 hours and then inwater at 200C shall exceed 20 MPa at sevendays.

(h) Protecting agents for unbonded tendonsThe material used for permanent protection ofunbonded tendons shall have the following properties:

(i) It shall remain free from cracks and shall notbecome brittle or fluid within the temperature rangeof –200C to 700C.

(ii) It shall be chemically stable for the entire life of thestructure.

(iii) It shall be non-reactive with the surroundingmaterials, i.e. concrete, tendons, wrapping orsheathing.

(iv) It shall be non-corrosive or corrosion-inhibiting.

(v) It shall be impervious to moisture.

(vi) It shall be sufficiently tough to withstand theabrasion caused when a tendon, precoated with thematerial, is drawn into the sheath.

(vii) It shall have no appreciable shrinkage or excessivevolume increase.

(viii) It shall have a suitable viscosity at ambienttemperature or require only moderate preheating topermit injection.

(i) TestingPrestressing steel, anchorages and couplers, and groutshall be tested in accordance with the requirements ofSUBCLAUSE 7111(b). Testing shall be carried out at thefrequencies as directed by the Engineer.

6504 EQUIPMENT

(a) GeneralAll equipment used shall be in a good working orderand properly maintained.

(b) Tensioning and measuring equipmentTensioning and measuring equipment shall be such thatthe tendon force can be established to an accuracy of+2% during any stage of the tensioning operation.

Unless otherwise authorised by the Engineer, thetensioning equipment shall be power driven andcapable of gradually applying a controlled total forcewithout inducing dangerous secondary stresses in thetendon, anchorage or concrete.

The force in the tendon during tensioning shall bemeasured by a direct-reading dynamometer or obtaineddirect from pressure gauges fitted in the hydraulicsystem to determine the pressure in the jacks.

Pressure gauges shall have concentric scale dialswhich comply with the requirements of BS 1780. Thedials shall not be less than 150 mm in diameter and the



gauges shall be used within the range of 50 to 90% oftheir full capacity at maximum service pressure.

When pressure gauges not using glycerine are used, asnubber or similar device shall be fitted to protect thegauge against any sudden release of pressure.Provision shall also be made for T-connections for theattachment, when required, for supplementary controlgauges.

Only self-sealing connections shall be used in thehydraulic circuit. Where the pressure input pipe isconnected to the jack, a pipe rupture valve shall beinstalled in the circuit.

Tensioning equipment shall be calibrated before thetensioning operation and thereafter at frequentintervals, as directed by the Engineer, with a mastergauge or proving ring, and the Engineer shall befurnished with a calibration chart. The load-measuringdevices shall be calibrated to an accuracy of +2%.

The extension of tendons shall be measured to anaccuracy of +2% or +2 mm, whichever is the moreaccurate, and pull-in and release to an accuracy of +2mm.

(c) Grouting equipment

(i) MixerMechanically operated mixers only, of a typecapable of producing high local turbulences whileimparting only a slow motion to the body of thegrout shall be used.

The mixer shall be equipped with a screen withopenings not exceeding 1.0 mm and shall becapable of consistently producing grout with acolloidal consistency.

(ii) AgitatorWhere the capacity of the mixer is insufficient to fillthe duct completely with grout, an agitator shall beused.

Mechanical agitators only shall be used, which arecapable of maintaining the colloidal condition of thegrout fill during the storing and injection processes.The grout shall be delivered at the structure fromthe agitator, and the system shall make provisionfor re-circulating the grout from the pump back tothe agitator.

(iii) Injection equipmentThe pump shall be of the positive displacement type(piston, screw or similar type), capable of exerting aconstant pressure of at least 10 bars on completelygrouted cables and shall incorporate a safetydevice for preventing the build-up of pressureabove 20 bars. The pump shall be fitted with apressure gauge and a valve which can be locked-off without loss of pressure in the cable.

The pump shall be capable of delivering grout at aspeed that will produce a speed of the grout in thecable of between 6 and 12 m/minute.

All connections in the pipes and between the pipeand the cable shall be airtight. Only bayonet,threaded, or similar types of connectors shall beused.

6505 TECHNICAL DATAThe following technical data for pre-tensioned and post-tensioned structural members required for the Contractwill be furnished on the Drawings:

(a) Tendon alignmentA diagram showing the alignment of each tendon orgroup of tendons in both the horizontal and verticalplanes, together with the horizontal and verticalcoordinates, and curve equations of the centroid of thetendon(s), as may be relevant.

(b) Tendon systemThe design shall be based on the system shown on theDrawings, but the Contractor may use any suitablesystem which will meet all the specified requirements,subject to approval by the Engineer.

(c) Tensioning the tendonsFull particulars regarding the partial tensioning of thetendons, the stage during which the tendons shall betensioned, and the sequence of tensioning to befollowed.

(d) Tensioning forceThe maximum tensioning force and the effective forceat the live anchorages, after transfer, as well as thecorresponding stress level in the prestressing steel, foreach tendon or group of tendons. The forces will begiven in MN units, and the stress levels will beexpressed as a percentage of the characteristicstrength.

(e) ExtensionThe extension per tendon or group of tendons under themaximum tensioning force, together with the modulus ofelasticity (E) on which it has been based. The release tobe attained at each live anchorage as well as the pull-infor which provision has been made.

The Contractor shall show on his drawings theexpected extension based on the actual modulus ofelasticity of the strand as well as the expected wedgepull-in and any provision for shimming.

(f) Prestressing losses in tendonsThe losses allowed for in the design from the causeslisted below will be given as follows:

(i) Friction lossThe formula used for determining the tendon/ductfriction loss together with the values adopted for thefriction coefficient (µ) caused by curvature, and thewobble factor (k) caused by unintentional variationfrom the specified alignment.

(ii) Elastic deformation of concreteThe elastic factor, which, when multiplied by thecompressive stress in the concrete adjacent to thetendon, will give the loss caused by the deformationof the concrete.

(iii) Creep of the concreteThe creep factor, which, when multiplied by thecompressive stress in the concrete adjacent to thetendon, will give the loss caused by the creep of theconcrete.

(iv) Shrinkage of the concreteThe stress loss in MPa caused by the shrinkage ofthe concrete.

(v) Relaxation of prestressing steelThe stress loss in MPa at a stress level of 70% ofthe characteristic strength of the prestressing steelcaused by the relaxation of the prestressing steel.

(g) AnchoragesThe positions where loop or fan-type dead-endanchorage may be used.



(h) Bursting reinforcementThe bursting reinforcement for the prestressing systemon which the design is based.

(i) PrecamberThe precamber at intervals not exceeding 0.25 timesthe span length.(j) Compressive strength of the concrete during

transferThe compressive strength to be attained by theconcrete in the relevant member before transfer may beeffected.

6506 PRESTRESSING SYSTEMThe use of all prestressing systems will be subject toapproval by the Engineer. Bidders are advised to obtainapproval for the prestressing system they intend using,prior to submitting their bids.

Within one month of the bid having been awarded, orwithin a period agreed on with the Engineer, theContractor shall submit full details regarding theprestressing system(s), materials and equipment heintends using, as well as regarding the methods heproposes to adopt in the prestressing and relatedoperations.

The Engineer, at his own discretion. may call for furtherinformation in the form of detailed drawings, proof ofsuccessful previous use, performance certificates froman approved independent testing authority, andcalculations substantiating the adequacy of the system.The Contractor shall furnish such information within twoweeks of being called upon to do so or within a periodagreed on with the Engineer. If, after investigating allthe information, the Engineer is not satisfied that theprestressing of the structural member can be carriedout satisfactorily with the prestressing system offered bythe Contractor, the Engineer reserves the right to orderthe Contractor to use any system which is suited to thework and which is readily available to the Contractor.

Only minor alterations to the concrete dimensionsshown on the Drawings will be considered in order toaccommodate the prestressing system finally selected.Major alterations occasioned by the prestressingsystem offered by the Contractor and which is atvariance with the tendon system specified inSUBCLAUSE 6505(b) shall be treated as alternativedesigns and shall be dealt with as specified in CLAUSE

1212.

6507 DRAWINGS PREPARED BY THECONTRACTORAll drawings prepared by the Contractor and submittedto the Engineer for consideration shall comply with therequirements of CLAUSE 1221.

The Contractor shall submit to the Engineer at least twomonths before he intends commencing with theprestressing work, drawings detailing the layout andalignment for the individual tendons, the cable supports,modifications to the bursting and other reinforcement,anchorage recesses, tensioning sequence, tensioningloads and extensions, as well as requirements forcontrolling the tensioning operations. For theprestressing system finally selected, the technical datawhich are at variance with the information given on theDrawings shall be shown on the Drawings. Each tendonshall be separately numbered for identification.

Where required, the Contractor shall submitcalculations in respect of the variation of the tendonforce along the length of the tendon, the expectedextension and the bursting forces.

After approval by the Engineer of the Drawings andcalculations prepared by the Contractor, no departureshall be permitted from the forces, stresses andextensions shown thereon, without authorisation by theEngineer.

The prestressing work shall not be commenced beforethe relevant drawings have been accepted by theEngineer. The Contractor shall make full allowance inhis bid rates for all costs in connection with thefurnishing of information, making calculations, andpreparing and submitting the Drawings. However, noallowance need be made for the cost of checking,undertaken by the Engineer, of drawings andcalculations for work which does not qualify as analternative design.

Alternative designs shall comply with the requirementsof CLAUSE 1212 and the relevant provisions of thisSection.

6508 PRECASTING

(a) Casting yard on the siteSubject to approval by the Engineer, precast work maybe done at any location selected by the Contractor.

Before the casting yard is established, the Contractorshall submit plans to the Engineer which demarcate thesite and detail the layout of the Works, together with aflow diagram of the construction stages and storage.

(b) Manufacture off the siteThe Contractor shall notify the Engineer in advance ofthe dates when tensioning of tendons, casting ofmembers and transfer, will be undertaken.

Within seven days of transfer, the Contractor shallsubmit to the Engineer a certificate giving the tendonforce(s) and extension(s) attained as well as records ofthe cube crushing strength and age of concrete attransfer.

Test results relating to all aspects of the work shall besent to the Engineer immediately upon their becomingavailable.

Where the Engineer requires tests to be conducted oncompleted members, no member to which the testsrelate shall be dispatched to the site until the tests havebeen satisfactorily completed and the membersaccepted by the Engineer.

(c) ManufactureBefore work is commenced, details of the manufactureand phasing of the work shall be submitted to theEngineer for approval. After approval no changes shallbe made to the methods or systems without approval bythe Engineer.

The Contractor shall ensure that the specifiedprecamber is incorporated in the formwork. Themagnitude of the precamber shown on the Drawingsshall be subject to variation depending on theContractor's construction programme; and theContractor shall, before manufacture, ascertain inwriting from the Engineer, the increase or decrease inprecamber. This procedure shall also apply to the caseswhere no precamber has been specified.

Lifting and supporting the precast members shall bemade only at the points marked and provided on themembers.

Precast members which have not been fully tensionedor fully stage extensioned or which have ungrouted



tensioned tendons shall not be handled withoutauthorisation by the Engineer.

Where members with ungrouted tensioned tendons arehandled. control shall be exercised to guard againstpossible slip of the tendon at the anchorage.

Prestressed precast concrete members shall alsocomply with the requirements of CLAUSE 6413.

6509 PRE-TENSIONINGDuring the period between tensioning and transfer, theforce in the tendon shall be fully maintained by somepositive means. At transfer, detensioning shall takeplace slowly to minimise any shock which couldadversely affect the transmission length of the tendon.

In the long-line method of pre-tensioning, sufficientlocator plates shall be distributed through-out the lengthof the bed to ensure that the straight tendons aremaintained in their proper position during concreting.Where a number of units are manufactured in line, theyshall be free to slide in the direction of their length so asto permit transfer of the tendon force to the concretealong the entire line.

In the individual-mould system, the moulds shall besufficiently rigid to provide the reaction to the tendonforce without distortion.

Where possible, the mechanism for holding down orholding up deflected tendons shall ensure that the partin contact with the tendon will be free to move in the lineof the tendon so that friction losses are eliminated. If,however, a system is used which develops a frictionalforce, this force shall be determined by test and dueallowance made therefor.

For single tendons, the deflector in contact with thetendon shall have a radius of not (less than 5 times thetendon diameter for wire, or 10 times the tendondiameter for a strand, and the total angle of deflectionshall not exceed 15".

Transfer of the tendon force to the concrete shall beeffected in conjunction with the release of hold-downand hold-up forces in accordance with an approvedmethod.

Transfer shall not be effected until compressive-strength tests on the concrete show that the concrete ofthe particular member has attained a compressivestrength of at least the compressive strength shown onthe Drawings. The transmission length is affected bythe concrete strength, and the necessary modificationfor the concrete strength at transfer shall be made inconjunction with the Engineer.

The tendons shall be cut off flush with the end of themember and the exposed ends covered with a heavycoat of approved bituminous material or epoxy resin.The cutting of the prestressing steel shall be performedwith a high-speed abrasive cutting wheel. Flame cuttingwill not be permitted.

6510 POST-TENSIONING

(a) Storage, handling and protectionDuring storage, transit, construction and afterinstallation the sheaths, prestressing steel, anchoragesand couplers shall be protected against corrosion,damage or permanent deformation. The manner andextent of protection required will depend on theenvironmental factors and the length of time beforepermanent corrosion protection is applied, and shall beto the satisfaction of the Engineer. Under severe

corrosive conditions in coastal, damp and wet areasand under aggressive conditions the materials shall bestored in weatherproof sheds. All materials shall bestored clear of the ground and while in storage shall notbe enclosed to the weather.

When prestressing steel has been stored for aprolonged period and there is evidence of itsdeterioration, the Contractor may be called on to proveby tests that the quality of the steel has not beensignificantly impaired and that the prestressing steel stillcomplies with the provisions of these Specifications.

Suitable protection shall be provided to the threadedends of bars.

After fabrication, the cable ends shall be covered withprotective wrapping to prevent the ingress of moistureinto the duct.

When the tendon is to be left untensioned for aprolonged period after installation, precautions shall betaken to protect the tendon against corrosion. Corrosioninhibitors, oils or similar materials used as lubrication orto provide temporary protection shall be such that theycan be completely removed before permanentprotection is effected.

(b) FabricationAll cutting of prestressing steel shall be performed witha high-speed abrasive cutting wheel or by a methodapproved by the Engineer. Flame cutting will not bepermitted.

Care shall be taken to prevent the prestressing steel oranchorages from coming into contact with splashesfrom flame-cutting or welding processes in the vicinity.

Where possible, all bars, wires or strands tensioned inone operation shall be taken from the same parcel ofprestressing steel. The tendon or cable shall be labelledto show the tendon or cable number, as well as identifyfrom which parcel the steel has been taken.

Where bars, wires or strands in a tendon are nottensioned simultaneously, tendon spacers shall be usedin accordance with the recommendations for theprestressing system or, in the absence thereof, asdirected by the Engineer.

Cables shall be fitted at both ends with pipes with adiameter of at least 10 mm for the injection of grout orprotection agents. The ends of the injection pipes shallbe fitted with a clamp, valve or device capable ofwithstanding a pressure of at least 15 bars without lossof grout or protection agent.

Vent pipes with a diameter of at least 25 mm shall beprovided in the duct at every high point, change ofsheath cross-section and at such intermediate positionsas may be shown on the Drawings or required by theEngineer. The vent pipes shall extend to at least 500mm above the concrete and shall comply with therequirements for injection pipes.

Connections to, and joints in sheaths shall be madegrout-tight by using special sheathing couplings andtaping. With bonded cables, the length of taping shallnot exceed six sheath diameters. Where over sleevesare used, equal overlaps shall be provided over eachlength of sheathing. Joints in adjacent sheaths shall bespaced at least 300 mm apart.

(c) InstallationThe installation of tendons shall not commence until therequirements of CLAUSE 6507 have been complied with.



The cable, sheath or extractable core shall beaccurately installed to the specified alignment andsecurely held in position both vertically and horizontallyat intervals appropriate to its rigidity and so as not to bedisplaced during concreting, either by the weight of theconcrete or by buoyancy. The spacing of the cablesupports shall furthermore ensure that the tendon canbe installed to a smooth alignment without kinks andwithin the tolerance specified in SUBCLAUSE 6803(g).Cable sheaths shall be supported and held in positionby means of separate reinforcing steel supports with adiameter of not less than 16 mm. The transverse barsmust be welded to the vertical bars or must rest on lugswelded to the vertical bars. The spacing of the verticalsupports shall not exceed 1.0 m

Extractable cores shall not be coated with release agentunless approved by the Engineer.

Unless otherwise shown on the Drawings, thealignment of the tendon within a distance of 1.0 m fromthe live anchorage and/or coupler shall be straight. Thetendon axis shall be set perpendicular to the bearingsurface of its anchorage and firmly secured in positionso as not to move during concreting. Externalanchorages shall be seated on a thin mortar bedding tobear evenly on the concrete bearingsurface, and the tendon axis shall be perpendicular tothe bearing surface of the anchorage.

Unless otherwise shown on the Drawings, the minimumconcrete cover over the outside surface of the sheath orcable support shall comply with the requirements ofCLAUSE 6307, except that, for sheaths, the cover shallnot be less than 50 mm.

The spacing of cables will depend on the size of thecable and shall be such that the concrete can beproperly placed and compacted.

Immediately before concreting, the Contractor shallinspect the sheaths for grout-tightness and shall seal alldamaged and suspect sections.

External tendons shall be installed to the samestandards and accuracy specified herein for internaltendons. The tendons shall be temporarily supported atregular intervals along the straight length betweensaddles. The supports shall consist of rigidlyconstructed frames secured to the concrete face.

(d) Concrete strengthFull tensioning of all or some of the tendons shall notcommence until the compressive-strength of theconcrete is 35 MPa or the strength shown on theDrawings, whichever is the greater.

The compressive strength of the concrete shall bedetermined from cubes manufactured and tested inaccordance with SUBCLAUSE 7106(a) which have beencured under the same conditions as the structuralmember which is to be prestressed. The number ofconcrete cubes required for this purpose shall be asagreed on with the Engineer.

Where initially all or some of the tendons are to bepartially tensioned, tensioning shall not commencebefore the concrete has attained the compressivestrength indicated on the Drawings.

(e) Tensioning

(i) PreparationWithin two hours of the concrete having beenplaced, the Contractor shall demonstrate thatsheaths are free from obstructions, that extractablecores can be removed and, where the design

permits, that all tendons are free to move in theducts. All water in the ducts shall then be expelledwith compressed air and the cables sealed untiltensioning takes place.

Before tensioning is commenced, the side formsand other restraining elements shall be released orremoved to give the structural member the freedomto deform under the induced force.

(ii) Tensioning sequenceThe sequence of tensioning to be followed shall beas shown on the Drawings and/or on drawingsprepared by the Contractor in terms of CLAUSE

6507. The Contractor shall make allowance in hisbid rates for all incidentals which he may have toincur as a result of having to tension fully only someof the tendons at any one stage or instant. Wherepartial tensioning of tendons is required, the workshall be executed in accordance with the details onthe Drawings or as specified. The Contractor shall,in his bid rates, make provision for all incidentals hemay have to incur as a result of having to tensionpartially only some of or all the tendons at any onestage or instant.

(iii) Assembling the equipment, and safety precautionsThe tensioning and measuring equipment shall beassembled for tensioning in exactly the same wayas they are combined for calibration.

The Contractor shall take all the necessary safetyprecautions to prevent accidents caused by themalfunctioning or failure of any part of theequipment or material and shall accept fullresponsibility for injury sustained by persons ordamage to property resulting therefrom.

(iv) FrictionThe Engineer may require the Contractor to performfriction tests on designated tendons and to revisethe relevant theoretical extensions to compensatefor the discrepancy between the values adopted inthe design and the test results. Payment for thesetests shall be made under ITEM 71.01.

Where applicable, allowance shall be made in thetensioning force to compensate for friction loss inthe jack and in the anchorage.

(v) TensioningTensioning shall be carried out under thesupervision of a technician skilled in the use of theprestressing system and equipment and themethods of tensioning to be adopted.

Tensioning shall not be commenced before theEngineer has been advised of each tensioningoperation and has given his approval for the work tobe started.

The technician and operators shall be supplied witha schedule listing the sequence of tensioning thevarious tendons and a tensioning record sheetshowing the theoretical gauge readings, jackingforces, extensions, release and pull-in for eachtensioning operation. The record sheet shallfurthermore provide room for entering thecorresponding information recorded andobservations made during tensioning. A graph ofthe tensioning force and/or gauge reading versustheoretical extensions shall, where required, beappended to the record sheet and the actualextensions measured for each load increment shallbe plotted on the graph. Copies of the completedrecord sheets and graphs shall be submitted to theEngineer within 24 hours of each tensioningoperation having been completed.



The Contractor shall note that the extensions shallbe regarded as an indirect measurement of thetensioning force and shall serve as a control on thetensioning force applied.

The protruding ends of all bars, wires and strandsshall be clearly marked for the accuratemeasurement of extension, release and pull-in.

Before tensioning is commenced on externaltendons, a small load shall be applied to eachtendon, commencing with the uppermost tendon.The force shall be sufficient to take up all slack andprevent entanglement of the tendons.

The jacking force shall be increased toapproximately 5% to 10% of the final jacking forceto take up the tendon slack and to determine thezero position for measuring the extension and tocheck the gripping devices and the position andalignment of the jacks. The load shall then beincreased gradually to the full specified tensioningforce while intermediate gauge readings andextensions are recorded at regular intervals.

The final stage of tensioning shall be deemed tohave been satisfactorily accomplished when all thefollowing requirements have been complied with:

(1) The tendons have been tensioned to therequired force.

(2) The measured extension on individual tendonsis within ±6% of the theoretical extensions.

(3) The average variation between the measuredand theoretical extensions of all the tendons ina structural member is less than ±3%.

(4) The release and/or pull-in is within +2 mm ofthe theoretical values.

Where the above conditions are not met individuallyand collectively, the Contractor shall immediatelyadvise the Engineer and obtain a ruling as to theprocedure to be followed.

In the event of the tendon friction being too high,the Contractor may, subject to approval by theEngineer, inject an approved lubricant into thesheath after first having detensioned the tendon.

The cost of the remedial and corrective measuresand of the release and retensioning of tendons,which have been occasioned by failure of theoperations to meet the above requirements shall befor the Contractor's account.

After the tensioning has been accepted by theEngineer, the Contractor may cut off the tendonsbehind the anchorage as described in SUBCLAUSE

6510(b).

(f) Permanent protection and bonding of tendons

(i) GeneralAfter tensioning, all tendons shall receivepermanent protection against mechanical damageand corrosion.

Internal tendons shall be protected and bonded tothe structural member by cement grout or, whenpermitted by the Engineer, by sand-cement grout.Where bond is not important, protection may beeffected by the use of bitumen, petroleum-basedcompounds, epoxy resins, plastics and similarproducts, all complying with the requirements of

SUBCLAUSE 6503(h) and subject to approval by theEngineer.

Tendons located outside the structural section (ieexternal tendons) shall be encased with a denseconcrete, dense mortar or material sufficientlystable and hard, all subject to approval. Theencasement shall be of the thickness shown on theDrawings. Where bonding of the tendon to thestructural concrete is required, this shall beachieved by bonding the concrete encasement tothe structure with reinforcing steel as detailed onthe Drawings.Protection and bonding of the tendons shall beeffected within seven days of the final tensioning ofthe tendons, or as specified on the Drawings, butshall not take place without the prior approval of theEngineer having been obtained.

After the permanent protection or bonding has beencompleted the anchorages shall be encased inconcrete or grout which shall be bonded to the oldconcrete with epoxy resin designed for thispurpose, or shall be completely coated with acorrosion-resistant material. The protectionprovided shall in all cases prevent the ingress ofwater or aggressive agents.

(ii) Preparation of ductsBefore permanent protection and/or bonding oftendons is effected, the following precautions shallbe taken:

(1) The cables shall be checked for blockages bywater or compressed air being injected.

(2) Unlined ducts which are to be filled with groutshall be flushed with water to wet the concrete.

(3) Temporary protection or lubricants which areincompatible with the permanent protection orbonding, shall be removed by flushing the ductwith water or an inert solution, or by anysuitable approved method.

(4) On completion of the above, any excess fluidshall be expelled from the ducts by means ofcompressed air or shall be displaced by theprotecting agent or grout, as may be relevant.

(5) Any blockages, leakages or factors which inany way may affect the permanent protection orbonding shall immediately be reported to theEngineer.

(iii) Mixing

(1) Protecting agentsThe mixing of protecting agents shall be strictlyin accordance with the manufacturer'sinstructions.

(2) GroutThe aggregate, if used, and the cement shall bemeasured by mass, and the water by mass orby volume.

The water:cement ratio by mass shall be as low aspossible within the range between 0.36 to 0.45, andshall be consistent with the fluidity requirements ofSUBCLAUSE 6503(g).

Where an admixture is used, it shall be dissolved ina part of the mixing water before it is added to thegrout.



Mixing shall be commenced by two-thirds of thecement being added to the greater part of themixing water, and, it used, an additive predissolvedin part of the mixing water, and finally the remainderof the cement. Mixing shall continue for not longerthan four minutes after which the grout shall becontinually agitated at slow speed throughout theinjection operation.

Where aggregate is used in the grout mix, the word“cement” in the preceding paragraph shall bereplaced by the term “cement/aggregatecomponent”.

(iv) Injection

(1) GeneralThe injection of permanent protecting agents orgrout shall not commence before approval hasbeen granted that the work may start.

Before injection commences all air shall beexpelled from the injection equipment andhoses and all connections checked forairtightness.

Injection shall take place from the anchorage orcoupler, whichever is situated at the lower endof the cable. Grout injection shall proceedwithout any interruption until the cable has beencompletely filled and closed off.

(2) Protecting agentsThe injection of protecting agents shall bestrictly in accordance with the instructions, andwith the equipment specified by themanufacturer.

(3) GroutImmediately after mixing, and also duringinjection, the fluidity of the grout shall be testedat regular intervals in accordance withSUBCLAUSE 6503(i).

Injection shall be continuous at a rate of 6 to 12m per minute. As soon as grout with the originalconsistency flows from the intermediate ventpipes they shall be successively closed.Injection shall continue until the grout flowingfrom the vent at the free end is of the sameconsistency as that of the injected grout. At thisstage the vent shall be closed and the finalpressure or a pressure of 5 bars, whichever isthe greater, shall have been maintained on thegrout column for five minutes before the valveat the injection end is closed.

All vents shall be kept closed and supportedvertically until the grout has finally settled. Onvertical cables, a riser pipe with funnel shall befitted to the top anchor to ensure that theseparated water migrates upwards and will notremain in the cable.

If an expanding agent is used in the grout mix,the air vents shall be re-opened after groutingto release any separated water, and shall thenagain be closed.

Unless a retarder is used in the grout mix, thegrout not used within 60 minutes of mixing shallbe discarded.

During the course of grouting 100mm cubesshall be made for testing in accordance withSUBCLAUSE 6503(i). Whilst the grout is beingpoured into the cube mould, the sides of the

mould shall be slightly tapped to permit anyentrapped air to escape.

Precautions shall be taken not to discharge theescaping grout onto railway lines, public roads,water courses or private property.

If a blockage occurs during the course ofgrouting, the grouting shall be stopped beforethe maximum grouting pressure is reached. Theduct shall then be flushed out immediately andthe blockage cleared.

Grouting shall not be carried out during verycold weather when the ambient air temperaturedrops below 50C. Care shall be taken that theducts are completely free from frost or icebefore grouting commences after frostyweather.

6511 LOSS OF PRESTRESSAny structural member which has lost all or part of itsprestress through the failure or malfunctioning of anypart of the prestressing component may be rejected bythe Engineer and shall be removed from the Worksunless approved remedial measures have beensuccessfully carried out on the member. No paymentwill be made in respect of such remedial work or losssuffered by the Contractor in this regard.


ITEM UNIT

65.01 PRESTRESSING

TENDONS:

(a) LONGITUDINAL

TENDONS

MEGANEWTON - METRE

(MN-m)

(b) TRANSVERSE TENDONS MEGANEWTON - METRE

(MN-m)(c) VERTICAL TENDONS MEGANEWTON - METRE

(MN-m)

The unit of measurement shall be the meganewton-metre which is calculated as the product of thecharacteristic strength in megapascals of theprestressing steel, the cross-sectional area of thetendon in square metres and the length of the tendon inmetres between the faces of the anchorages. In thecase of fan and loop anchorages the "length of thetendon" shall include the length of tendon forming theloop or fan.

The bid rates shall include full compensation forpreparing and submitting the Drawings, supplying,storing, handling and protecting all materials (excludinganchorages and couplers), fabricating, supporting andinstalling the cables; lubricating, permanently protectingand bonding the tendons, for the using of all theequipment, as well as for all work and incidentalsrequired for completing the work as specified.

ITEM UNIT

65.02 ANCHORAGES AND

COUPLERS:

(a) END ANCHORAGE AT

JACKING

MEGANEWTON (MN)

(b) ANCHORAGE AT DEAD END MEGANEWTON (MN)

(c) COUPLER AT JACKING END MEGANEWTON (MN)

(d) COUPLER AT DEAD END MEGANEWTON (MN)

The unit of measurement shall be the meganewtonwhich is calculated as the product of the characteristic



strength in megapascals of the prestressing steel andthe cross-sectional area of the tendon in square metres,effectively anchored or coupled.

The bid rates shall include full compensation forsupplying, storing, handling, fabricating and protectingthe complete anchorage or coupler assembly,anchorage reinforcing, constructing the recesses for theanchorage or coupler, tensioning, anchoring and/orcoupling, trimming the tendon ends, using all theequipment, as well as for all work and incidentalsrequired for completing the work as specified.

The coupler shall include the complete assemblyconsisting of the anchorage built into the first-stageconstruction and the part coupled to it.

The bid rate for loop or fan anchorages shall excludethe cost of the length of tendon forming the loop or fan.

ITEM UNIT

65.03 EXTRA OVER ITEM 65.02FOR PARTIALLY TENSIONING

THE TENDONS

MEGANEWTON

(MN)

The unit of measurement shall be the meganewton,which is calculated as for ITEM 65.02.

The bid rate shall include full compensation for the useof all equipment, as well as for all work and incidentalsrequired for tensioning and anchoring the tendons tothe specified partial force.




SECTION 6600: NO-FINESCONCRETE, JOINTS, BEARINGS,PARAPETS AND DRAINAGE FORSTRUCTURES


6601 SCOPE 6000-486602 NO-FINES CONCRETE 6000-486603 JOINTS IN STRUCTURES 6000-486604 BEARINGS FOR STRUCTURES 6000-516605 PARAPETS, RAILINGS AND SIDEWALKS 6000-546606 DRAINAGE FOR STRUCTURES 6000-556607 BOLT GROUPS FOR ELECTRIFICATION

BRACKETS 6000-556608 MEASUREMENT AND PAYMENT 6000-55

6601 SCOPEThis Section covers:− the manufacture and placing of no-fines concrete

used in the Works;− the supply and installation of all permanent joints

which will permit relative movement betweencontiguous structural members;

− the construction, supply and installation of bearingsfor structures;

− the construction of parapets, railings and sidewalkson structures;

− the construction and/or installation of drainageworks such as weep holes, drainage pipes andgulleys, no-fines concrete blocks, filter lining andconcrete channelling;

− bolt groups for electrification brackets.

6602 NO-FINES CONCRETE

(a) MaterialsCement, aggregate and water shall comply with therequirements of CLAUSE 6402.

Each size of aggregate shall be a single size aggregategraded in accordance with SABS 1083 Part II orequivalent.

(b) Classes of no-fines concreteNo-fines concrete shall be classified by the prefix NFand the size of aggregate to be used. E.g. CLASS NF 19means a no fines concrete with a 19.0 mm nominal sizeaggregate.

The volume of aggregate per 50 kg of cement for eachclass of concrete shall be as detailed in TABLE 6602/1.

TABLE 6602/1VOLUMES OF AGGREGATE

Class of cement Aggregate per 50 kg

NF38NF19NF13

0.33 m3

0.30 m3

0.27 m3

(c) Batching and mixingCement shall be measured by mass or in full pockets of50 kg each and aggregate shall be measured byvolume in approved measuring boxes or barrows.

The aggregate shall be moist or wetted before thecement is added. Where drum mixers are used, about20% of the water shall be poured into the drum beforethe aggregate and cement are loaded. The mixing timein the drum shall be about 45 to 50 seconds.

The quantity of water added shall be just sufficient toform a smooth grout which will adhere to andcompletely coat each and every particle of aggregate,and which is just wet enough to ensure that, at points ofcontact of aggregate, the grout will run together to forma small fillet to bond the aggregate together. The mixshall contain no more than 20 litres of water for every50 kg of cement.

Mixing shall be done in an approved batch-typemechanical mixer, but small quantities may be handmixed.

(d) PlacingNo-fines concrete shall be placed in accordance withthe procedure approved by the Engineer. It shall beplaced in its final position within 15 minutes of havingbeen mixed.

The concrete shall be worked sufficiently to ensure thatit will completely fill the space to be concreted and thatadjacent aggregate particles are in contact with oneanother. Excessive tamping shall be avoided and theconcrete shall not in any circumstances be vibrated.

(e) ProtectionAll no-fines concrete shall be protected from theelements' and loss of moisture. Protection against lossof moisture shall be accomplished by one or more ofthe following methods:

(i) Retaining formwork in place.

(ii) Covering enclosed surfaces with sacking or otherapproved material kept continuously wet.

(iii) Covering enclosed surfaces with plastic sheeting.

No-fines concrete placed during cold weather shall beadequately protected against frost for at least threedays.

6603 JOINTS IN STRUCTURES

(a) Materials

(i) GeneralAll materials used in forming, constructing andsealing permanent joints as well as all proprietary orcustom-built expansion-joint assemblies shall besubject to the approval of the Engineer.

When required by the Engineer, the Contractorshall submit test certificates issued by an approved,independent testing authority to confirm that therespective materials comply with the specifiedrequirements, or a certificate by the patent holder ordesigner certifying that the manufactured itemcomplies in all respects with relevant productspecifications.

(ii) Joint fillerJoint filler shall consist of sheets or strips of thefollowing materials complying with the requirementsof the relevant specifications listed:

(1) Bitumen-impregnated fibreboard and bitumenimpregnated corkboard - US FederalSpecification HH-F-341 F or AASHTOSpecification M-213.



(2) Resin-impregnated corkboard - US FederalSpecification HH-F-341F.

(3) Flexible foams of expanded polyethylene,polyurethane, PVC or polypropylene –AASHTO Specification M-153.

(4) Rigid foams of expanded polyethylene,polyurethane or polystyrene - BS 4840 or BS3837.

Other joint filler materials may be used if approvedby the Engineer after he has been furnished withfull specifications and information by the Contractor.

(iii) SealantsThermoplastic hot-poured sealants shall complywith the requirements of US Federal SpecificationSS-S-1401 B, BS 2499 or AASHTO SpecificationM-173. The sealants shall be of the rubberisedbituminous type containing a minimum of 20%natural or synthetic rubber.

Thermoplastic cold-applied sealants shall complywith the requirements of US Federal SpecificationSS-S-156. The sealant shall be of the rubberisedbituminous type containing a minimum of 20%natural or synthetic rubber.

Thermosetting chemically curing sealants shallcomply with the requirements of ASTM C-920 or BS4254.

The final IRHD (International Rubber HardnessDegree) hardness of the sealant shall be 20 +5.

Silicone sealants shall comply with therequirements of the Special Specifications.

Other sealants may be used if approved by theEngineer after he has been furnished with fullinformation and specifications by the Contractor.

(iv) WaterstopsWaterstops shall be of natural rubber or flexiblePVC and of the type specified or shown on theDrawings.

Natural-rubber waterstops shall comply with therequirements of CKS 388.

Flexible PVC rubber waterstops shall comply withthe requirements of CKS 389.

(v) Accessory material

(1) PrimersWhere a primer is to be used in conjunctionwith the sealant, it shall be of the prescribedproprietary material.

(2) Bond breakersPolyethylene tape coated paper, metal foil orsimilar material may be used where bondbreakers are required.

(3) Backup materialBackup material shall consist of a compressiblematerial of correct width and shape to ensurethat, after installation, it will be in approximately50% compression and the sealant can beformed to the specified depth.

Backup materials shall be compatible with thesealant used. Material containing bitumen orsolvents shall not be used with thermosettingchemically curing sealants.

(vi) Cover plates

(1) Steel cover plates shall be of− Grade 43A steel which complies with the

requirements of BS 4360, or− Grade 300W steel which complies with the

requirements of SABS 1431 or equivalent.

(2) Galvanising shall comply with the requirementsof SABS 763 or equivalent.

(3) Anchor bolts shall be of stainless steel Grade302 S.21, which complies with the requirementsof BS 970 Part 4.

(b) Filled and unfilled joints

(i) GeneralWherever polystyrene or similar materialsusceptible to damage is used for forming joints, itshall be lined with a hard surface on the side to beconcreted. The hard surface shall be sufficientlyresilient to ensure that the joint and surfaces can beformed free from defects.

(ii) Filled jointsFilled joints shall be accurately formed to thedimensions shown and with the filler materialspecified on the Drawings. The filler shall besecured in position not to displace during concretingor thereafter if the filler is to remain permanently inthe joint.

Where the removal of the filter is required, it shallbe done prior to the installation of the proprietaryjoint.

(iii) Unfilled jointsUnfilled joints shall be accurately formed to thedimensions given on the Drawings and all externalcorners chamfered or rounded for at least 5 mm.The concrete face against which the fresh concreteis placed shall be treated in good time with anapproved bond breaker.

(c) Concrete nosingsConcrete nosings forming the edges of expansion jointsshall be constructed as follows:

(i) After the concrete in the structural member hashardened sufficiently, the protruding ends of thereinforcing steel shall be bent flat onto the concretesurface of the formed recess.

(ii) Before the asphalt surfacing is laid, the recess shallbe filled with well-compacted crusher run, sand orweak mortar. The Contractor shall ensure that theconcrete surfaces of the recess and the reinforcingsteel are not contaminated with bituminous agents.The asphalt surfacing shall then be laidcontinuously over the joint.

(iii) The asphalt surfacing shall be cut with a diamondsaw blade to correspond to the width of the nosingand all material shall be removed from the nosingrecess. The concrete surfaces of the recess shallthen be roughened to expose the aggregate andleave sound, irregular surfaces. The reinforcingsteel shall then be bent, fixed and placed as shownon the Drawings.

(iv) The prepared concrete surfaces of the recessesshall be treated with an approved epoxy-resinadhesive, immediately before the concrete nosingsare cast. Opposite concrete nosings, separated bya joint filler strip, shall be cast simultaneously inaccordance with SUBCLAUSE 6408(c), and



compacted by vibrator. The nosing shall bescreeded flush with the premix surfacing and begiven a Class U2 surface finish.

(v) Curing shall be in accordance with Method (f) ofCLAUSE 6409.

(vi) After three days, the gap between the nosings shallbe enlarged to the requisite dimensions by cuttingboth sides with parallel diamond saw blades. Thedepth of the saw cut shall be such that a ledge isformed along the lower edge of the cut on which thesealer unit can be supported.

(vii) The exposed corners of the nosings shall be groundto a 10 mm chamfer.

(viii) After the joint has been sealed, the wearingsurface of the nosings shall be treated with abituminous primer to the satisfaction of theEngineer.

Unless otherwise specified, traffic shall not bepermitted to pass over the joint before the concretein the nosing has aged for at least 10 days.

Unless otherwise indicated on the Drawings, theconcrete used in the construction of the nosingsshall be Class 40/13 and shall have a slump of notless than 50 mm and not exceeding 75 mm.

Concrete nosings shall be constructed under thedirect supervision of experienced and skilledpersonnel.

(d) Plug type expansion jointsPlug type expansion joint systems, shall be constructedin accordance with the details on the Drawings and thespecifications and instructions of the licences.

(e) Sealing the joints

(i) GeneralSealed joints shall be made watertight over the fulllength of the joint, including the full height of thekerbing, unless otherwise prescribed in the SpecialSpecifications. Unless a waterstop is equipped withan effective watertight interlocking system forjoining sections, all joints in waterstops shall bebonded or fused to have a tensile strength of atleast 50% of that of the unjointed material. Atintersections and abrupt changes of direction,waterstops shall be jointed with prefabricatedjunction pieces.

Restrictions on joint width and on the temperatureat the time of installing the sealant or seal will beshown on the Drawings. In the absence of suchrestrictions on the Drawings, and unless otherwisespecified, installation shall be carried out only withinthe temperature range between 50C and 300C.

(ii) Preparing the jointsWhere required, joints shall be sawn at a suitabletime so as to avoid edge spalling or ravelling.

After the temporary filler material has beenremoved or the excess concrete has been brokenout, the inside faces of the joint shall bewirebrushed or sand-blasted to remove all laitanceand contaminants. The joint shall then be cleanedand blown out with compressed air to remove alltraces of dust. Solvents shall not be used forremoving contaminants from the concrete andporous surfaces.

The Contractor shall ensure that primers areapplied only to surfaces which are absolutely dry.The primer shall be applied strictly in accordancewith the manufacturer's instructions. Unlessotherwise specified, the primer shall be appliedwithin the temperature range of 100C and 400C, andthe sealant shall be applied after the curing periodof the primer and within the period when the primerremains active.

(iii) SealantsSealants shall be applied strictly in accordance withthe manufacturer's instructions by a person skilledin the use of the particular type of sealant. Trappingof air and the forming of voids in the sealant shallbe avoided. The sealant shall be finished to a neatappearance to the specified depth.

Thermoplastic hot-poured sealants shall not bepoured into the joints when the temperature of thejoint is below 100C. The safe heating temperatureshall not exceed the specified pouring temperatureby more than 100C.

Two-part thermosetting chemically curing sealantsshall not be applied after expiry of the specified pot-life period which commences once the base andactivator of the sealant have been combined.

(iv) WaterstopsWaterstops shall be securely and accuratelylocated in position so that they will not be displacedor deformed during construction.

(f) Proprietary expansion joints

(i) GeneralThe use of any type of expansion joint shall besubject to approval. Bidders shall obtain approvalfor the type of expansion joint they intend usingprior to submitting their bids.

(ii) DimensionsThe Contractor shall note the overall dimensions ofthe expansion joints and the limiting dimensions ofthat portion of the concrete structure which is toaccommodate the joints. No alterations to theconcrete which will be visible in the final structure ormajor re-arrangement of the prestressinganchorages will be permitted in order toaccommodate joints of excessive size.

All joints to be installed skew shall be accuratelydimensioned to ensure compliance with therequirements of SUBCLAUSE 6603(g).

Unless otherwise specified, proprietary expansionjoints shall include the complete expansion-jointassembly, traversing the entire roadway, kerbs,sidewalks and median, and shall include the copingand parapet cover plates as well as the drainagesystem to drain the expansion joint.

(iii) Design and manufactureThe expansion joint shall be designed to withstandthe movements, displacements and rotationsspecified on the Drawings in conjunction with theloads described in the code of practice adopted forthe design of the structure without exceeding in anymember the requirement for serviceability limitstate. Any strengthening of the supporting memberrequired to resist forces imparted by the joint to thestructure shall be for the Contractor's account.

The specified movements, displacements androtations shall be withstood without the efficacy orriding quality of the joint being impaired.



The joint shall be vibration free, resistant tomechanical wear and other forms of abrasion, andshall resist corrosion. It shall have good ridingcharacteristics, shall be highly skid resistant, silent,and of watertight construction or have provision forthe disposal of water debris or grit collecting in thejoint. It shall be of a construction that will facilitateeasy inspection, maintenance and repair.

Apart from stainless steel, all steel surfaces shall beprepared in accordance with the requirements ofSUBCLAUSE 5907(b) and sprayed with a galvanisingcoat which complies with the requirements of SABS1391 Part I or equivalent for Zn 150 coverage. Allenclosed surfaces sprayed with zinc shall, withinfour hours, be covered with a sealant suitable foruse with the zinc and the subsequent layer. Twocoats of chlorinated rubber paint with a combineddry-coat thickness of not less than 150 µm shallthen be applied. They shall be of two differentcolours.

Prior to manufacture of the joints, the Contractorshall submit for approval detail drawings inaccordance with the requirements of CLAUSE 1221of each expansion joint. The expansion jointsdelivered at the site shall be suitably marked toshow clearly the sequence and position ofinstallation.

(g) Installing the expansion jointsProprietary expansion joints shall be installed byapproved specialist subcontractors only. Installedproprietary expansion joints shall have a 15 year writtenguarantee. No expansion joint or part thereof shall beinstalled prior to the construction of the final surfacing,unless otherwise approved.

The expansion joint shall form an even surface with theroad surface on either side and the deviation acrossand along the expansion joint shall comply with therequirements of SUBCLAUSE 3405(e) and SUBCLAUSE

3405(f) for surface regularity measured by ordinarystraight-edge.

On completion of the installation of the proprietaryexpansion joints, the Contractor shall submit to theEngineer a certificate from the manufacturer or supplierof the joints, certifying acceptance of the installation.Notwithstanding the issuing of such certificate, it shallnot relieve the Contractor of his responsibility under theContract. No separate payment will be made for theinspection of the joints and the issuing of the certificateby the manufacturer or supplier. It will be regarded asan obligation of the Contractor to be covered by thecontract prices paid for joints.

6604 BEARINGS FOR STRUCTURES

(a) Materials

(i) GeneralWhen requested by the Engineer, the Contractorshall submit test certificates from an approved,independent testing authority to show that therespective materials comply with the specifiedrequirements, or a certificate from the patent holderor designer certifying that the manufactured itemcomplies in all respects with relevant productspecifications.

Unless otherwise specified, all the materials usedfor manufacturing the bearings shall comply withthe requirements of BS 5400 : Part 9.2.

(ii) Roofing feltRoofing felt shall be 3-ply and comply with therequirements of SABS 92 or equivalent for Type 1roofing felt.

(iii) ElastomerThe elastomer used in the manufacture of bearingsshall be natural rubber or synthetic rubber.

Natural rubber shall comply with the requirementsof BS 1154 for specified IRHD hardness.

Synthetic rubber shall comply with the requirementsof BS 2752 for specified IRHD hardness.

(iv) Stainless steel plateThe texture of the sliding surface of stainless steelplate used in conjunction with PTFE to form low-friction sliding surfaces shall be equal to or betterthan 0.2 µm Ra in accordance with therequirements of BS 1134.

(v) Stainless steel dowels and boltsStainless steel used for the manufacture of dowelsand anchor bolts shall comply with the requirementsof BS 970 : Part 4 for steel 316S16.

(vi) MortarMortar beddings for seating the bearings shall becomposed of an approved sand and either cementor epoxy resin, or may consist of an approvedproprietary mortar. The mortar shall comply with thefollowing strength requirements:

(1) Sand-cement mortarThe 7-day compressive strength of 150 mmcubes made from the mortar and cured in amoist atmosphere for the first 24 hours andafterwards in water at 200C shall be not lessthan 1.5 times the average contact stress underthe bearing or 15 MPa, whichever is thegreater.

(2) Sand-epoxy resin mortar.The cured compressive cube strength of themortar shall be not less than two times theaverage contact stress under the bearing, or20MPa, whichever is the greater.

(3) Proprietary mortarThe strength requirements for proprietarymortars shall be in accordance with eitherSUBCLAUSE 6604(a)(vi)(1) or (2) as may berelevant.

(b) Concrete hingesConcrete hinges shall be constructed in accordancewith the details shown on the Drawings.

Construction joints shall not be formed in the throatarea. Where a joint is necessary, it shall be formed as arecess below the throat, level with the top reinforcementmat. The width of the recess shall be slightly greaterthan that of the throat.

Care shall be taken to eliminate the formation ofshrinkage cracks within the throat.

During construction, adequate bracing and support shallbe provided to the satisfaction of the Engineer toprevent rotation in the throat from the time of casting tocompletion of the structure incorporating the hinge.During the course of construction the hinge shall not besubjected to conditions which will induce tensilestresses in the throat area. Upon completion of thestructural members incorporating the hinge, the spacearound the throat shall be filled and sealed with anapproved compressible material.



(c) Roofing feltRoofing felt used as bearing strips shall consist of atleast three layers.

Where lubricated linings are specified, the roofing feltshall be saturated with used motor oil and then liberallydusted with graphite powder before it is laid on thebearing surface.

(d) Elastomeric bearings

(i) Technical dataThe following technical data for the elastomericbearings will be supplied on the Drawings, and shallalso be supplied on drawings prepared by theContractor for submission to the Engineer:

(1) Design loads and deformationsThe critical design-load combinations and co-existing rotations and horizontal displacementsfor each bearing or each group of identicalbearings.

(2) Size and construction of bearingThe size and construction of the bearing shallbe designated by:

L x B x n(t)

where:

L = length of bearing in thetransverse direction, in mm

B = width of bearing in the spandirection, in mm

n = number of elastomer layers.t = thickness of individual

elastomer layers, in mm

The steel plates shall be encased in a 3mmthick elastomer layer.

(3) Hardness and type of elastomerThe IRHD hardness and type of elastomer, ienatural or synthetic rubber, from which thespecified bearings are to be manufactured.

(4) IdentificationEach bearing shall be identified by a number.

(ii) Alternative bearingsWhere alternative bearings are offered by theContractor, they shall be designed in accordancewith the requirements of BS 5400 Part 9.1 for theloadings and deformations shown on the Drawings.

Where a bearing consisting of a type of rubber isoffered which differs from that which is specified,the bearing shall be redesigned to make provisionfor the variation in hardness and/or type of rubber.

(iii) Inspection and testingOn completion of the manufacture of the bearings,the Contractor shall submit bearings selected by theEngineer, or specially manufactured bearings toserve as samples as authorised by the Engineer, toan independent testing authority for testing.

The testing facilities of the manufacturer or suppliermay be used if so approved and on condition thatthe tests are conducted in the presence of theEngineer.

The Engineer shall determine which tests are to beconducted, and the tests shall comply with theappropriate requirements of SUBCLAUSE 7111(a).Payment will be made under ITEM 71.01 for these

tests, for bearings damaged, and for samplebearings.

Copies of test results and certificates for the abovementioned tests shall be submitted by theContractor to the Engineer in good time to enablethe Engineer to assess the information before thebearings are installed.

The dimensional tolerances for the bearings shallcomply with the requirements of SUBCLAUSE

6803(h).

Before the bearings are dispatched to the site of theWorks, each bearing, with the exception of largebearings as provided for in the SpecialSpecifications shall be subjected simultaneously toa vertical load equal to 150% of the maximumdesign load, and to a shear distortion equal to150% of the maximum design value. The bearingsshall be visually inspected for defects by theEngineer or his nominee and shall not at any stageunder this test show any cracks visible to the nakedeye or any other defects. The cost of this testingshall be included in the rate bid for ITEM 71.01.

The Engineer may instruct that one bearing of eachconsignment shall be cut open with a view to avisual assessment of the bonding and the thicknessof layers.

(e) Proprietary bearings

(i) GeneralThis Clause covers custom-built bearings andbearings manufactured under licence, exceptelastomeric bearings. Combined bearings,consisting of an assembly of an elastomeric bearingin conjunction with a low-friction sliding ormechanical component shall fall under this Clause.

The bidder may base his bid on any bearing whichcomplies with the specified requirements, providedthat the efficacy of the bearing has been verified bytests and successful previous use. Evidence hereofas well as information on the durability andsuitability of the bearings for the specified use shallbe submitted to the Engineer for consideration.

Details of the product guarantee shall be submittedwith the bid.

(ii) Drawings and approvalPrior to manufacturing the bearings, the Contractoror his nominee shall submit the followinginformation to the Engineer for consideration:

(1) The manufacturer's specification containingdetailed information on the design standards,materials, manufacture and technical data.

(2) Drawings complying with the provision inCLAUSE 1221 showing the bearing constructionand installation details.

(3) Friction properties based on actual testsconducted on the relevant materials.

(iii) Technical requirementsThe following technical requirements will besupplied on the Drawings, and shall also besupplied on the Drawings prepared by theContractor for submission to the Engineer:

(1) Design loads and movementThe maximum and minimum vertical loads andco-existing horizontal loads as well as the



maximum horizontal load and co-existingvertical load. The maximum values in eachdirection of the reversible and irreversiblemovements and the rotation about each axis.

(2) IdentificationIdentification of each bearing by a number, dataon the degree of freedom of movement (fixed,multi-directional or unidirectional bearings) andthe type of bearing (spherical, elastomer-pot,etc) shall appear on each bearing.

(iv) DesignThe bearings shall be designed in accordance withthe requirements and recommendations of BS 5400Part 9.1. The following shall also be complied with:

(1) The average pressure on the area of theelastomer shall not exceed 25MPa under theserviceability limit state, unless otherwiseprescribed by the Engineer.

(2) The maximum average contact stress andmaximum edge stress on the concrete ormortar bedding shall not exceed 0.5 and 0.6times the 28-day cube characteristiccompressive strength under the serviceabilitylimit state respectively, unless otherwiseprescribed by the Engineer.

(3) The bearing pad shall be of dimensions as willfit into the space allowed for its installation.Major alterations to the contiguous memberswill not be permitted.

(v) ConstructionUnless otherwise specified, the following shall becomplied with:

(1) The thickness of the elastomer disc shall be notless than 0.066 times its diameter.

(2) Approved lubricants only shall be used on thePTFE sliding surfaces.

(3) The bearing shall be provided with tight-fittingseals to prevent the ingress of dust ordeleterious matter onto the moving parts. Theseals shall be of an approved type andsufficiently durable to last in excess of 50 years.

(4) The assembled bearing shall be supplied withwelded or bolted lugs or straps, temporarilysecuring the moving parts firmly in position toensure that no undesirable relative movementoccurs before or during construction.

(5) The bearing shall be recessed into adapterplates or be of such construction as to facilitateremoval of the bearing from the installedposition without damage to any part of thebearing or the surrounding material after therelevant structural member has been raised by15 mm or the distance specified.

(6) Anchors and holding-down bolts shall be of thespecified material.

(7) Corrosion protection of all exposed steelsurfaces, with the exception of the stainless-steel sliding plate, shall involve the followingtreatment:

− Preparing the surfaces by abrasive blastingto a finish equal to the Sa3 finish ofSwedish Standard SIS 05 59 00 orequivalent.

− Spraying the surfaces with zinc to complywith the requirements of AASHTO M32-97or equivalent on approval of the Engineerfor Type Zn 150 surfacing.

− Coating the zinc-sprayed surfaces withinfour hours with a sealer compatible with thezinc and the subsequent coats of paint.

− Applying a coat of chlorinated rubber paintwith a minimum of 75 µm of dry-filmthickness and of a colour which differs fromthat of the final coat of paint.

− Applying a final coat of chlorinated rubberpaint with a minimum of 75µm of dry-filmthickness and of dark grey colour.

− Surfaces in contact with concrete shall besprayed with zinc so that it complies withthe requirements of AASHTO M32-97 orequivalent on approval of the Engineer forType Zn 150 surfacing.

(vi) Inspection and testingThe Engineer may require tests to be conducted toverify compliance of the bearing with thespecifications and/or its satisfactory performanceunder the design loads. Payment for this testing willbe made under ITEM 71.01.

Test certificates of all the tests conducted shall besubmitted to the Engineer.

The Contractor shall give the Engineer at leastseven days notice prior to final assembly of thebearings to enable the Engineer to inspect thebearings at the factory.

Under no circumstances shall bearings be takenapart and reassembled on the site, except where itis an unavoidable feature of the installationprocedure, in which case the dismantling,installation and reassembly shall be under thesupervision of qualified personnel.

Rehabilitation, modification and repair work tobearings shall be carried out only in the factory or inan approved engineering Works.

(f) Dowels and guidesWhere dowels and guides are used in conjunction withbearings they shall not complicate or prevent theremoval of the bearings.

(g) Storage and handlingThe bearings shall at all times be stored under coverand clear of the ground, away from sunlight, heat, oilsand chemicals deleterious to the bearings. Thebearings shall not be stacked in a manner or on asurface which will cause distortion of the bearings.

The bearings shall be handled with care to ensure thatthey are not subjected to impact loads or any otherconditions which may be harmful.

(h) InstallationThe concrete surfaces of elements required to receivebearings shall comply with the requirements ofSUBCLAUSE 6209(c). Plastering of the surface will notunder any circumstances be permitted.

Before the mortar bedding is constructed, the concretesurface shall be chipped back to expose the aggregateand leave a sound irregular surface. Bonding of themortar bedding to the concrete surface shall be in



accordance with the manufacturer's recommendationsand the Engineer's instructions.

Unless otherwise shown on the Drawings, the bearingsshall be installed on a horizontal plane and shall be infull contact with the concrete and bedding surfaces.

To accommodate soffit irregularities and camber in thecase of precast members, the member shall be loweredonto a mortar skim on top of the bearing. The membershall then be propped until the mortar skim hashardened into a wedge.

The bearings shall be accurately installed to thespecified level, alignment and orientation, all within theconstruction tolerances set out in SUBCLAUSE 6803(h)and the details shown on the Drawings.

Where the bearing has long sliding plates, the lattershall be rigidly supported to prevent their beingdistorted under the weight of the wet concrete and theconstruction loads. Before the bearing is incorporatedinto the structure, it shall be cleaned to remove alldeleterious substances and adhering matter, afterwhich it shall be wrapped in polyethylene sheeting andso sealed as to prevent the ingress of mortar and/orslush onto the bearing during the course ofconstruction.

After installation, the polyethylene wrapping shall beremoved, the bearing and the space around the bearingthoroughly cleaned and the lugs removed as prescribedby the Engineer.

On completion of installation of proprietary bearings, theContractor shall submit to the Engineer a certificatefrom the manufacturer or supplier of the bearingscertifying acceptance of the installation. The issuing ofsuch a certificate shall not relieve the Contractor of hisresponsibility under this Contract. No separate paymentwill be made for the inspection of the bearings by themanufacturer or supplier and the issuing of thecertificate.

6605 PARAPETS, RAILINGS AND SIDEWALKS

(a) Materials

(i) ConcreteAll concrete work shall be carried out in accordancewith the requirements of SECTIONS 6200, 6300,6400 and CLAUSE 6603.

(ii) Structural steelStructural steel work shall comply with theprovisions of SUBCLAUSE 6702(a).

(iii) MortarMortar shall comply with the requirements ofSUBCLAUSE 6604(a).

(b) Concrete parapetsConcrete parapets shall be either cast in situ or precastor a combination of the two as shown on the Drawings.Where possible, precast elements shall be placed withthe unformed surface downwards or outwards.

Concrete parapets shall be constructed after theremoval of the falsework and the completion of theprestressing but not before the bridge deck has beenaccurately measured so as to determine the final linesand levels.

Service ducts in parapets and blocks shall be fixed andcast into position in accordance with the requirementsof CLAUSE 6411 and the details shown on the Drawings.

The pipes and fittings to be used for the construction ofthe ducting shall be rigid PVC pipes and fittings withflexible rubber joints which comply with therequirements of SABS 967 or equivalent. Duct endsshall be provided with suitable conical wooden stoppersto prevent dirt, concrete, etc, from entering the ducts.Two strands of 2.5 mm diameter galvanised steel wireshall be threaded through each duct. The strands shallextend 2 m beyond each end and be wedged firmly intoposition with the wooden stoppers. Inspection eyes forthe ducts shall be constructed in accordance with thedetails shown on the Drawings.

No separate payment will be made for service ducts inparapets and end blocks and the rates bid for theparapets and end blocks shall include full compensationfor the provision and installation of service ductscomplete with stoppers, draw wire and inspection eyes.

(c) Steel railingsAll steelwork shall be manufactured in accordance withthe requirements of SECTION 6700.

A mortar bed, not less than 10 mm in thickness, shallbe provided below all steel base plates over the fulldimensions of the plate. The sides of the beds shall beneatly chamfered at 450. All open spaces between thebolt and the sides of the holes in the base plate shall begrout filled.

Steelwork which is to be cast or grouted into concreteshall be completely painted to a distance of 75 mm inthe concrete or grout, and shall be cleaned of all looserust, mill scale, oil or other material which may impairthe bond between the concrete and steel.

All steelwork shall be painted in the shop and on site inaccordance with the provisions of SECTION 5900.Surfaces which will be inaccessible after erection of theunits shall be painted before erection commences. Ifcalled for on the Drawings or in the Bill of Quantitiessteelwork shall be galvanised and painted. Galvanisingshall be done after fabrication, in accordance withSABS 763 or equivalent for Type A1 articles.

(d) Numbers for structures

(i) Number platesNumber plates shall be fixed in the positions andaccording to the method of fixing shown on theDrawings.

(ii) Painted numbersThe surface onto which the numbers are to bepainted shall be prepared in accordance with therequirements of SUBCLAUSE 5909(a). Thebackground shall be of at least two coats of theprescribed paint. The letters and figures shall be inaccordance with the details given on the Drawingsand shall be written at the prescribed positions witha template.

(iii) Numbers shaped in concreteBridge numbers shall be placed and shaped inaccordance with the requirements shown on theDrawings. The minimum concrete cover over thesteel reinforcement behind the numbers shall not beless than the prescribed cover for the structuralmember in question.

(e) Concrete sidewalksAfter completion of the prestressing and the removal ofthe formwork, the sidewalks and kerbing shall beconstructed, but not before the bridge deck has beenaccurately surveyed to establish final lines and levels.



The previously cast bridge deck area shall be preparedas specified in CLAUSE 6408 to receive the sidewalkconcrete.

Forms shall be accurately set to the final lines andlevels and shall be firmly held in position during theplacing of the concrete. Stops at the ends of sectionsshall be accurately placed to ensure that joints betweenadjacent sections will be truly perpendicular to thesurface of the concrete and at right angles to the edgeof the road or to the skew angle of the deck at theexpansion joint.

After removal of the forms, the enclosed surfaces of thekerbs and copings shall be rubbed and finished inaccordance with the requirements of SUBCLAUSES

6208(a), 6208(c) and 6209(b). All edges shall berounded to a radius of 20 mm unless otherwise shownon the Drawings.

(f) Concrete surface finish requirementsAll formed concrete surfaces shall have a Class F3surface finish as specified in SUBCLAUSE 6207(d) and allunformed concrete surfaces shall have a Class U3surface finish in accordance with SUBCLAUSE 6209(c).

(g) Transition blocksTransition blocks shall be constructed in accordancewith the details shown on the Drawings.

(h) Nose endingsNose endings at balustrades shall be constructed inaccordance with the details on the Drawings.

6606 DRAINAGE FOR STRUCTURES

(a) Weep holes, drainage pipes and channellingWeep holes shall not be placed within 40mm of anyreinforcement and shall be carefully cleaned and keptclean. Drainage pipes shall be of the materialprescribed on the Drawings, and the interior surfaceshall, on completion, be smooth and clean.

Cast in situ concrete channelling shall be provided nextto the kerbing if shown on the Drawings and accordingto the details provided. Concrete work shall be carriedout in accordance with the provisions of SECTION 6400and channelling shall be given a Class U2 surface finishas specified in SUBCLAUSE 6209(b). The channellingshall be bonded to the bridge deck concrete inaccordance with the provisions of CLAUSE 6408.

(b) No-fines concrete blocksBlocks shall be of the class of prescribed no-finesconcrete and to the required dimensions and shall beplaced in advance of backfilling.

No-fines concrete shall comply with the requirements ofCLAUSE 6602.

(c) Synthetic-fibre filter fabricSynthetic-fibre filter fabric shall be of the type and gradeshown on the Drawings or specified in the SpecialSpecifications. Filter fabric shall be placed as shown onthe Drawings and shall be protected against sunlightand mechanical damage during storage and installation.

The fabric shall comply with the requirements ofSUBCLAUSE 2104(a).

(d) Crushed stone in drainage strips behind wallsThe crushed stone used in drainage strips shall complywith the requirements for 20 mm nominal size stone.The crushed stone shall be wrapped in synthetic-fibregeotextile and placed in accordance with the detailsshown on the Drawings or as instructed by theEngineer.

The fabric shall comply with the requirements ofSUBCLAUSE 2104(a).

6607 BOLT GROUPS FOR ELECTRIFICATIONBRACKETSThe Contractor shall supply and install bolt groups inbridge decks for the electrification brackets of RailwayOwners. The bolt groups shall consist of stainless-steelsockets complete with stainless-steel bolts and mild-steel plates. The sockets, bolts and plates shall bemanufactured in accordance with the details shown onthe Drawings. The Contractor shall install the sockets inbridge decks in the positions and in the manner shownon the Drawings.

On completion of the deck, the Contractor shall ensurethat the threads of the bolts and sockets are clean andthat the bolts can be secured in the sockets. TheRailway Owner will supply and install the brackets at alater stage.


ITEM UNIT

66.01 CAST IN SITU NO-FINES

CONCRETE

CUBIC METRE

(m3)

The provisions of CLAUSE 6415 ITEM 64.01 shall applywith changes as required.

ITEM UNIT

66.02 PRECAST NO-FINES CONCRETE

UNITS (CLASS OF CONCRETE AND

DESCRIPTION OF UNIT)

NUMBER

(no)

The unit of measurement shall be the number ofcomplete units of each size and type in position in theWorks.

The bid rate for each precast concrete unit shall includefull compensation for providing all the materials, labour,plant and formwork required for manufacturing the unitcomplete as shown on the Drawings and fortransporting and placing the unit in position.

ITEM UNIT

66.03 PROPRIETARY EXPANSION

JOINTS:

(a) PRIME COST SUM ALLOWED FOR

PURCHASING AND TAKING DELIVERY

OF EXPANSION JOINTS

PRIME COST

SUM

(b) PERCENTAGE ON PRIME COST SUM

FOR CHARGES AND PROFIT

PER CENT (%)

Payment for purchasing and taking delivery ofproprietary expansion joints shall be in accordance withthe provisions of the Conditions of Contract (see Note 2below).

ITEM UNIT


PROPRIETARY EXPANSION JOINTS:

(a) (DESCRIPTION OF JOINT MEASURED

PER METRE)METRE (m)

(b) (DESCRIPTION OF JOINT MEASURED

BY NUMBER

NUMBER (no)

The unit of measurement shall be either the metre ofcomplete joint of each type installed or the number of



complete joints of each type installed. The bid ratesshall include full compensation for supplying allmaterials not covered under ITEM 66.03, transporting,handling and storing, and all labour, equipment,shaping the recesses, and incidentals required forinstalling the expansion joint complete in accordancewith instructions (see Notes 1 and 2 below).

The bid rate shall be final and binding, irrespective ofthe type or make of joint finally installed.

ITEM UNIT

66.05 EXPANSION JOINTS:


PER METRE)METRE (m)


BY NUMBER

NUMBER

(no)

The unit of measurement shall be the metre of completeexpansion joint of each type installed or the number ofcompleted joints of each type installed.

The bid rates shall include full compensation forsupplying all the materials, manufacturing theexpansion joint, transporting, handling and storing, andall labour equipment, shaping the recesses, andincidentals required for installing the expansion jointcomplete in accordance with instructions (see Notes 1and 2 below).

ITEM UNIT

66.06 FILLED JOINTS:

(a) (DESCRIPTION OF AND THICKNESS

OF JOINT FILLER FOR JOINTS

MEASURED PER SQUARE METRE)

SQUARE

METRE (m2)

(b) (DESCRIPTION OF AND THICKNESS


MEASURED PER METRE)

METRE (m)

The unit of measurement shall be the squire metre offilled joint calculated from the surface area of the joint.Where the filled joint is 150 mm or less in depth, theunit of measurement shall be the metre of filled jointsmeasured along the joint centre line. Concrete surfacesformed prior to the construction of the final surface forcompleting the filled joint shall be measured underITEMS 62.01, 62.02, 62.03 or 62.04, as may beapplicable.

The bid rates shall include full compensation forsupplying and installing the joint filler and all materialsnot covered under ITEM 66.08, and for all labour andincidentals required for completing the filled joint asprescribed.

ITEM UNIT

66.07 UNFILLED JOINTS:

(a) (DESCRIPTION OF JOINT FOR JOINTS

MEASURED PER SQUARE METRE)SQUARE

METRE (m2)

(b) (DESCRIPTION OF JOINT FOR JOINTS

MEASURED PER LINEAR METRE)METRE (m)

The unit of measurement shall be the square metre ofunfilled joint, calculated in accordance with the jointarea. Where, however, the depth of the joint is 150 mmor less, the unit of measurement shall be the metre ofunfilled joint measured along the joint centre line.Concrete areas formed before the final surface isconstructed to complete the unfilled joint, shall bemeasured under ITEMS 62.01, 62.02, 62.03 or 62.04, asmay be applicable.

The bid rates shall include full compensation forproviding and applying the bond breaker and allmaterials not paid for under ITEM 66.08, also for thelabour and incidentals required for completing theunfilled joint as prescribed.

ITEM UNIT

66.08 SEALING JOINTS WITH:

(a) SEALANT (DESCRIPTION OF JOINT,SEALANT AND SIZE)

METRE (m)

(b) SEAL (DESCRIPTION OF JOINT,SEALANT AND SIZE)

METRE (m)

(c) WATERSTOP (DESCRIPTION OF JOINT,WATERSTOP AND SIZE)

METRE (m)

The unit of measurement shall be the metre of sealant,seal or waterstop of each type installed.

The bid rates shall include full compensation forsupplying all materials, forming or cutting the concreteto the required shape and size, all labour, equipmentand incidentals required for sealing the joint complete inaccordance with the prescriptions, and for all wastematerials (see Note 2 below).

ITEM UNIT

66.09 PROPRIETARY BEARINGS:



OF BEARINGS

PRIME COST

SUM



PERCENTAGE

(%)

Payment for purchasing and taking delivery ofproprietary bearings, complete with anchor bolts and/ordowels, shall be in accordance with the provisions ofthe Conditions of Contract.

ITEM UNIT

66.10 INSTALLING THE PROPRIETARY

BEARINGS (DESCRIPTION OF EACH TYPE,AND STATE CLASS)

NUMBER

(no)

The unit of measurement shall be the number ofcomplete bearings of each type and class installed.

The bid rate shall include full compensation forsupplying all the materials not covered under ITEM

66.09, constructing the bedding, transporting, handlingand storing, and all labour, equipment and incidentalsrequired for installing the bearings complete as detailed.

The bid rate shall be final and binding, irrespective ofthe type or make of bearing finally installed.

ITEM UNIT

66.11 BEARINGS (DESCRIPTION OF

EACH TYPE AND CLASS)NUMBER

(no)

The unit of measurement shall be the number ofcomplete bearings of each type and class installed.

The bid rate shall include full compensation forsupplying all the materials, including anchor boltsand/or dowels, constructing the bedding, manufacturingthe bearings, transporting, handling and storing, and alllabour, equipment and incidentals required for installingthe bearings complete as detailed.



ITEM UNIT

66.12 CONCRETE HINGES:

(a) (DESCRIPTION OF HINGE MEASURED

PER METRE)METRE (m)

(b) (DESCRIPTION OF HINGE MEASURED

BY NUMBER)NUMBER

(no)

The unit of measurement shall be either the metre ofcomplete hinge of each type manufactured and installedor the number of complete hinges of each typemanufactured and installed.The bid rates shall include full compensation forsupplying all materials, including formwork,manufacturing the hinges, transporting, handling andstoring, sealing the hinges, and all labour, equipmentand incidentals required for installing the hingescomplete as detailed.

ITEM UNIT

66.13 BEARING STRIPS

(DESCRIPTION OF THE MATERIAL

AND NUMBER OF LAYERS)

SQUARE METRE

(m2)

The unit of measurement shall be the square metre ofbearing area lined with the specified materialirrespective of the number of layers placed.

The bid rate shall include full compensation forsupplying all the materials, transporting, handling andstoring, and all labour and incidentals required forinstalling the bearing strips complete as detailed.

ITEM UNIT

66.14 DOWELS/GUIDES

(DESCRIPTION OF EACH TYPE)NUMBER

(no)

The unit of measurement shall be the number ofdowels/guides of each type installed.

The bid rate shall include full compensation forsupplying all materials, including anchor bolts,manufacturing the dowels/guides, Transporting,handling and storing, and all labour, equipment andincidentals required for installing the dowels/guidescomplete as detailed.

ITEM UNIT

66.15 CONCRETE PARAPETS METRE (m)

The unit of measurement for concrete parapets shall bethe metre of concrete parapet complete in accordancewith the Drawings. Concrete parapets shall include allwork above the top level of the sidewalks or, where notplaced on a sidewalk, above the top of the bridge deckconcrete, wingwalls or retaining walls and shall alsoinclude any kerbing and coping forming an integral partof the concrete parapet.

The bid rate for concrete parapets shall include fullcompensation for all concrete, formwork, service ducts,drawing wires and accessories. The rates will excludeonly the cost of reinforcing steel as this will bemeasured and paid for under another pay item.

ITEM UNIT

66.16 STEEL RAILINGS (TYPE

DESCRIBED)METRE

(m)

The unit of measurement for steel railings shall be themetre of railing complete in accordance with theDrawings.

The bid rate for steel railings shall include fullcompensation for all steelwork and corrosion protection,including fastenings, anchor bolts, mortar bedding, etc,as may be required for erecting the railings.

ITEM UNIT

66.17 END BLOCKS NUMBER (no)

The unit of measurement of bridge end blocks shall bethe number of end blocks constructed complete inaccordance with the Drawings.

The bid rate shall include full compensation for allmaterials, labour, plant, and other incidentals requiredfor constructing the end blocks complete as specified,excluding only reinforcing steel.

ITEM UNIT

66.18 NUMBERS FOR

STRUCTURES:

(a) NUMBER PLATES NUMBER (no)

(b) PAINTED NUMBERS NUMBER (no)

(c) NUMBERS FORMED IN

CONCRETE

NUMBER (no)

The unit of measurement shall be either the number ofbridge number plates provided and installed, or thenumber of complete numbers painted on the structures,or the number of complete numbers formed in concrete.A bridge number may consist of a combination of lettersand digits; eg B1533.

The bid rates shall include full compensation forproviding and installing either the number plates, orpreparing the surface and painting the numbers, orforming the numbers in concrete, and for all material,labour and equipment required in this connection.

ITEM UNIT

66.19 DRAINAGE PIPES AND WEEP

HOLES:

(a) DRAINAGE PIPES: ∙

(i) (TYPE AND SIZE INDICATED) METRE (m)

(ii) (TYPE AND SIZE INDICATED) NUMBER (no)

(b) WEEP HOLES:



The unit of measurement shall be either the metre ofpipe/weep hole or the number of pipes/weep holes ofeach type and size of pipe/weep hole completed.

The bid rates shall include full compensation forsupplying all the materials, manufacturing and installingthe pipes and making weep holes.

ITEM UNIT

66.20 DRAINAGE GULLEYS

(DESCRIPTION OF EACH TYPE GIVEN)NUMBER

(no)

The unit of measurement shall be the number ofdrainage gulleys of each type installed.



The bid rate shall include full compensation forproviding all the material and manufacturing andinstalling the drainage inlets.

ITEM UNIT


FABRIC (TYPE INDICATED AND

DESCRIPTION)

SQUARE METRE

(m2)

The unit of measurement shall be the square metre offilter fabric installed as specified, including the specifiedoverlap. The bid rate shall include full compensation forsupplying, cutting and installing the filter fabric, and forwaste material.

ITEM UNIT

66.22 CONCRETE CHANNELLING

(SIZE INDICATED)METRE

(m)

The unit of measurement shall be the metre ofcompleted concrete channelling of each sizeconstructed.

The bid rate shall include full compensation forproviding all the material, all labour equipment andexpenses required for completing the work.

ITEM UNIT

66.23 CRUSHED STONE IN

DRAINAGE STRIPS

CUBIC METRE (m3)

The unit of measurement shall be the cubic metre ofcrushed stone placed in position as specified, inaccordance with the details shown on the Drawings orinstructed by the Engineer.

The bid rate shall include full compensation forprocuring, furnishing and placing the crushed stone,and for wrapping it in synthetic-fibre geotextile asspecified. The geotextile will be measured for paymentunder ITEM 66.21.

ITEM UNIT

66.24 NOSE ENDINGS AT

BALUSTRADES

NUMBER

(no)

The unit of measurement shall be the number of noseendings constructed complete in accordance with thedetails shown on the Drawings.

The bid rate shall include full compensation for alllabour, constructional plant and materials required, forfilling the recesses with concrete or nosing material, 20mm x 20 mm plastijoint seal between the end block andthe transition block, steel cover plate complete withanchor bolts, and all incidentals required forconstructing the nose endings complete.

ITEM UNIT

66.25 CONCRETE TRANSITION

BLOCKS (LENGTH INDICATED)NUMBER (no)

The unit of measurement shall be the number of eachsize of concrete transition block constructed complete inaccordance with the details shown on the Drawings.

The bid rate shall include full compensation for alllabour, constructional plant, materials and all incidentalsrequired for constructing the transition blocks.

ITEM UNIT

66.26 SUPPLYING AND INSTALLATION

OF BOLT GROUPS COMPLETE FOR

ELECTRIFICATION BRACKETS:

(a) SINGLE-BOLT GROUPS NUMBER (no)

(b) DOUBLE-BOLT GROUPS NUMBER (no)

The unit of measurement shall be the number of eachtype of bolt group installed complete in position inaccordance with the details shown on the Drawings.

The bid rates shall include full compensation forprocuring and furnishing all materials, manufacturing,transporting and storing, and all labour, constructionalplant and materials required for installing the boltgroups as specified.Notes:

(1) The cost of forming the open joint(s) shall notbe included in the rates bid for ITEMS 66.04 and66.05 as payment for this work shall be madeunder ITEM 62.06.

(2) Separate payment shall not be made forsupplying and/or installing the seal inproprietary expansion joints or the seal betweenconcrete or synthetic nosings.-

(3) Measurement of and payment for concretesidewalks (including kerbing and coping) shallbe made in accordance with CLAUSES 6210,6310 and 6415.




SECTION 6700: STRUCTURALSTEELWORK


6701 SCOPE 6000-596702 MATERIALS 6000-596703 CODES OF PRACTICE 6000-596704 SHOP DETAILS 6000-596705 FABRICATION AND ASSEMBLY 6000-596706 ERECTION 6000-606707 TESTING 6000-616708 MEASUREMENT AND PAYMENT 6000-61

6701 SCOPEThis Section covers the manufacture, transport anderection of structural steelwork for minor structures, egoverhead road-sign structures. Major steel structuressuch as steel bridges, shall be covered in the SpecialSpecifications and shall conform to SPECIFICATIONS FOR

HIGHWAY WORKS, PART 6 1800, STRUCTURAL STEEL

WORK, published by HMSO, London, UK, or approvedequivalent standards.

6702 MATERIALS

(a) Structural steelStructural steel shall comply with the followingrequirements:

− Mild steel: BS 4360, Grade 43A; or SABS 1431,Grade300W.

− High-yield stress steel: BS 4360, Grade 50B; orSABS 1431, Grade 350W.

The dimensions and properties of rolled steel sectionsshall comply with the prescriptions given in thestructural steel tables issued by the South AfricanInstitute of Steel Construction or are equivalent.

(b) Steel tubesSteel tubes shall comply with the requirements of SABS657, Part I or equivalent.

(c) Bolts, nuts and washersOrdinary bolts and nuts shall be bolts and nuts used fortransferring forces by tensile stress, compressive stressand shear stress without any friction-grip action beingconsidered. Ordinary bolts and nuts shall comply withSABS 135, SABS 136 or SABS 1143 or equivalent.Washers for ordinary bolts and nuts shall comply withthe requirements of SABS 1149 or equivalent.

High-strength friction-grip bolts, nuts and washers shallcomply with the requirements of SABS 1282 orequivalent.

Other approved friction-grip fasteners equal to theabove may be used.

(d) RivetsMild-steel rivets shall comply with the requirements ofSABS 435 or equivalent. High-tensile rivets shall be somanufactured that they can be driven and their headsformed satisfactorily without the physical properties ofthe steel being impaired.

(e) Welding consumablesWelding electrodes shall comply with the requirementsof SABS 455 or equivalent.

The quality, handling and storage of all consumablesshall be so as to achieve the desirable properties of theweld metal.

The welding consumables used shall be appropriate toproduce weld metal which will yield all the weld-metaltest specimens as specified in BS 709 having bothminimum yield and minimum tensile strengths not lessthan those of the parent metal.

(f) Test certificatesThe Contractor shall submit test certificates, as requiredby the Engineer, of the structural steel and anchor boltsthat will be used.

6703 CODES OF PRACTICEThe design, where undertaken by the Contractor, of allwork shall comply with the requirements of SABS 0162or equivalent.

6704 SHOP DETAILSWhere shop details have not been furnished on theDrawings, the Contractor shall prepare his own shopdetails in accordance with the provisions of CLAUSE

1221. Shop details shall be approved and signed by theEngineer prior to the fabrication of any items.

6705 FABRICATION AND ASSEMBLY

(a) GeneralAll structural steel both before and after fabrication shallbe within the tolerances specified in SUBCLAUSE 6803(j)and shall be flat, straight (unless required to be formedto another shape) and free from twists.

(b) Marking the steelAt all stages of fabrication, all structural steel other thanGrade 300W and Grade 43A steel shall be clearlymarked by grade by means of a suitable markingsystem.

(c) CuttingSteel shall be cut by sawing, shearing with shears,cropping, or flame-cutting.

Edges shall be free from any defects or distortions andall burrs, notches and similar defects shall be removed.

All structural welds shall be full-strength joints.

(d) Holes for fastenersHoles for fasteners shall not be formed by flame cutting.Holes in light members not thicker than 12 mm or thediameter of the hole, whichever is the smaller, may bepunched.

Holes for fasteners of up to 25 mm in diameter shall notbe more than 2 mm larger than the diameter of thefastener and holes for larger fasteners not more than 3mm larger than the diameter of the fastener.

Holes for friction-grip fasteners shall be in accordancewith SABS 094 or equivalent.

All burrs shall be removed from holes before assembly.

(e) Joints in compressionThe abutting surfaces of joints dependent on contact forthe transmission of load shall be accurately prepared sothat the full area intended for bearing will be in contactas specified in SUBCLAUSE 6803(j).



(f) Hollow sectionsUnless protection against corrosion is provided by othermeans, the interior of any hollow section shall be sealedto prevent the ingress of moisture. Where a sealedhollow members holed for a fastener or pin,precautionary measures shall be taken to prevent theingress of water to the interior of the member. Ventholes for galvanising shall be sealed after galvanisinghas been completed.

(g) Alignment of holesAll matching holes for fasteners or pins shall beaccurately aligned so that the fasteners can be insertedfreely through the assembled members in a direction atright angles to the faces in contact. Drifting for aligningthe holes shall not distort the metal or enlarge theholes.

(h) WeldingWelding shall be done in accordance with therequirements of BS 5135.

The welding techniques shall be such as to avoid unduedistortion and to minimise shrinking stresses.

All slag shall be removed.

Where required for certain welding:

(i) the manufacturer shall hold a valid welding-procedures certificate in accordance with SABS 044Part III or equivalent for Grade B welding joints, andthe welding shall be done by a welder qualified inaccordance with SABS 044 Part IV or equivalent;

(ii) or… the welder shall hold a valid certificate ofcompetency in accordance with SABS 044 Part Vor equivalent for the specified type of welding.

(i) BoltingThe jointed parts shall be firmly drawn together. Wherenecessary, tapering washers shall be used for each bolthead and nut to transfer the compressive stress over itsfull surface. Where bolt holes have greater than normalclearance, washers shall be placed under the boltheads and nuts.

The length of each bolt shall be such that, aftertightening, at least one full thread projects through thenut on the outside and at least one full thread (inaddition to the thread run-out) remains clear betweenthe nut and the bolt head.

(j) Friction-grip fasteningThe use of friction-grip bolts shall be in accordance withSABS 094 or equivalent. Where use is made ofequivalent types of friction-grip fasteners, they shallcomply with the requirements of SABS 094 orequivalent for equivalent fasteners and shall beinstalled in accordance with the appropriaterequirements of SABS 094 or equivalent.

(k) RivetingWherever possible, riveting shall be done withpneumatic equipment.

Riveted units shall have all parts firmly drawn togetherand aligned before riveting. Every rivet shall, whendriven, completely fill the hole and shall have a well-formed head or, if countersunk, fill the countersinkcompletely.

All loose, eccentric-headed, badly formed, burnt orotherwise defective rivets shall be cut out and replaced.

(I) TrimmingAll fabricated steel work shall be neatly trimmed so asnot to show any sharp edges. Acute angles shall berounded off to a radius of at least 1.0 mm.

(m) Corrosion prevention

(i) PaintingBefore removal from the place of manufacture thesteelwork shall be painted as specified in SECTION

5900.

Where the finishing coats are to be applied on thesite, the shop painting shall include the applicationof an undercoat as specified in SECTION 5900.

Galvanised steel shall not be painted unlesspainting is specifically called for in thespecifications.

(ii) Sprayed metal coatingsWhere the sprayed metal coating of steel surfacesis called for, it shall be done in accordance with therequirements of SABS 1391 Part I or equivalent.The type of metal used shall be as specified, and,unless otherwise specified, the metal coating shallcomply with the requirements of Type AI 150 orType Zn 150.

(iii) GalvanisingWhere the galvanising of structural steelwork isrequired, the members shall be hot-dip galvanised.Structural steel members shall be given an 85µmcoating or such other thickness as may bespecified, in accordance with SABS 763 orequivalent and sheet steel and strip a Class Mcoating in accordance with SABS 934 or equivalent.

All nuts, bolts, screws and threaded articles shall behot-dipped galvanised in accordance with theappropriate requirements of SABS 763 orequivalent for Type C1 or Type C2 articles.

Cut ends and small damaged areas shall berepaired by the application of a zinc-rich paint or byzinc spraying.

6706 ERECTION

(a) GeneralWhere specified, details of the method of erection shallbe submitted to the Engineer for approval. All structuralsteel shall be stored, transported, handled and erectedso as not to subject it to undue stress or damage.

Erection over traffic is not permitted, and a temporarydiversion for traffic shall be provided.

Provision for traffic accommodation will be paid for inaccordance with the appropriate items under SECTION

1500.

(b) Safety during erectionDuring the erection of a structure, the steelwork shall bebolted, braced or otherwise secured so as to makeadequate provision for all erection loads.

(c) AlignmentEach part of a structure shall be aligned as soon aspossible after erection. Members shall not bepermanently connected until sufficiently large membersof the structure have been aligned, plumbed, levelled,and temporarily secured to prevent their displacementduring the erection or alignment of the remainder of thestructure.



(d) CorrectionsDrift pins, jacking equipment and the like shall not beused for bringing improperly fabricated members intoplace. A moderate degree of cutting and reaming maybe done to correct minor misfits if, in the opinion of theEngineer, this will not be detrimental to the appearanceor strength of the structure. The burning of holes will notbe permitted without written approval.

(e) Repairs to painting and site paintingRepairs to painting and site painting shall be effected inaccordance with the provisions of CLAUSE 5907.

(f) GroutingThe grout shall be poured under and around the baseplates of columns after the steelwork has been finallychecked for alignment and height and after the approvalof the Engineer has been obtained to proceed with thegrouting. The column base plates shall be supported bythe top and bottom nuts and by steel wedges. The areaunder the steel shall be thoroughly cleaned and shall bedust and oil-free, and the concrete shall be thoroughlyrinsed with water to leave the surface clean and moist.

The grout shall be an approved non-shrinking,pourable, cementitious grout. The grout shall beprepared and applied strictly in accordance with themanufacturer's recommendations and the Engineer'sdirectives.

Leak-proof formwork shall be used for the pourablegrout, and all corners shall be chamfered. The surfacefinish shall be Class F2 and Class U2 as applicable.

6707 TESTING

(a) Testing by the EngineerThe Engineer may nominate a testing authority toinspect the Works and to conduct such tests as he maydeem to be necessary to test compliance with thespecifications. Where required, test samples of weldsshall be prepared by the Contractor, free of charge.

Payment for these tests shall be made under ITEM

71.01.

(b) Process controlWelds shall be regularly inspected and tested by theContractor in terms of his obligations in regard toprocess control, as described in CLAUSE 1205. Thisshall include visual inspection of welds to ensure thatno undercutting, uneven lengths, porosity, or evidenceof cracking occurs and that full fusion of the metals hasbeen achieved. In doubtful areas, cores containing weldmetal and adjacent parent material shall, if so requiredby the Engineer, be cut out, polished and examined andthe hole repaired.

At least 30% of the welds shall be examined byultrasonic or radiographic means. If more than 5% ofthe examined welds show unsatisfactory results,additional examinations covering all welds shall beperformed. Certificates of the examination confirmingthat the steel plates and welds comply with therequirements of SABS 044 Part III or equivalent shall besubmitted to the Engineer.

The cost of testing shall be deemed to be included inthe rate bid for ITEM 67.01 Structural steel.


ITEM UNIT

67.01 STRUCTURAL STEEL:

(a) (STRUCTURE/ARTICLE TONNE (t)

DESCRIBED)

(b) (STRUCTURE/ARTICLE

DESCRIBED)METRE (m)

(c) (STRUCTURE/ARTICLE

DESCRIBED)NUMBER (no)

The unit of measurement shall be either the tonne orthe metre of erected permanent steel structures orarticles, or the number of erected permanent steelstructures or articles. Where the unit of measurement isthe tonne the mass of the steel waste caused bypunching, drilling, sheared edges, milling or planning, ormetal cut-outs shall not be deducted, and the mass ofrivets, bolts, nuts, washers, welding fillets or temporarybracing shall not be added. In computing the mass ofsteel, the nominal mass per unit of length or area will beused and tolerances and other permissible deviationswill be ignored.

The bid rates shall include full compensation forpreparing shop details where not provided on theDrawings, the supply of all the required materials,fabrication, process control, loading, transporting to thesite, off-loading, and erecting. It shall also include fullcompensation for all nuts, bolts, washers, rivets, cutting,waste, and any temporary bracing necessary fortransporting and erecting.

The bid rate shall also include full compensation forsupplying and pouring the specified grout under andaround the base plates of steel columns, for procuringand supplying all the necessary labour, constructionalplant, tools and materials, as well as waste, formworkfor the grout, and finishing to obtain the requiredsurface finish for the grout under and around baseplates of steel columns.

ITEM UNIT

67.02 ANCHOR BOLTS:

(a) (DESCRIPTION OF EACH ASSEMBLY,AND GRADE/TYPE OF STEEL,DIAMETER AND LENGTH INDICATED)

KILOGRAMME

(kg)

(b) (DESCRIPTION OF EACH ASSEMBLY,AND GRADE/TYPE OF STEEL,DIAMETER AND LENGTH INDICATED)

NUMBER (no)

The unit of measurement shall be either the kilogram ofinstalled anchor-bolt assemblies or the number ofinstalled anchor-bolt assemblies.

The bid rates shall include full compensation for thematerials, fabrication, handling, transporting andinstalling the anchor-bolt assemblies, includingcorrosion protection.

ITEM UNIT

67.03 CORROSION PROTECTION:

(a) SPRAYED-ON METAL:

(i) (TYPE OF METAL AND

THICKNESS OR TYPE SYMBOL

OF COATING INDICATED)

TONNE (t)

(Ii) (TYPE OF METAL AND



METRE (m)

(IIi) (TYPE OF METAL AND



NUMBER (no)

(b) HOT-DIP GALVANISING:



OF ZINK COAT INDICATED)

TONNE (t)






METRE (m)




NUMBER (no)

The unit of measurement shall be either a tonne or ametre of steel structures or articles protected againstcorrosion, or the number of steel structures or articlesprotected against corrosion. The quantities arecalculated as specified in ITEM 67.01.

The bid rates shall be extra over the rates for ITEM

67.01 and shall include full compensation for applyingthe specified corrosion protection, including surfacepreparation, materials, labour, tools, equipment and allincidentals required.

Note:Payment for painting shall be made under ITEM 59.01.




SECTION 6800: CONSTRUCTIONTOLERANCES FORSTRUCTURES


6801 SCOPE 6000-636802 DEFINITIONS 6000-636803 TOLERANCES 6000-63

6801 SCOPEThis Section covers the requirements in regard to theconstruction tolerances applicable to the variousstructures and structural members.

6802 DEFINITIONSExcept where otherwise specified, the following aspectsof construction to which tolerances apply shall have themeanings attributed to them below:

(a) PositionThe position of a structure or structural member shall bethe horizontal position of its centre line(s) and/or centrepoint(s) in relation to the overall layout of the Works asshown on the Drawings.

(b) AlignmentThe alignment of a structure or structural member shallbe the alignment of its centre line(s) in relation to theoverall layout of the Works as shown on the Drawings.Deviation from true alignment shall be measured indegrees of an arc.

(c) Leading and cross-sectional dimensionsThe leading and cross-sectional dimensions of astructure or structural member shall be the dimensionsrelating to width, length, height, thickness, etc, whichcollectively determine its shape, and are shown on theDrawings. Dimensional tolerances not relating toleading or cross-sectional dimensions shall be shownon the Drawings.

(d) LevelsThe level of any structure or structural member shall bethe level of the upper or lower surface, as may berelevant, with reference to an established datum-levelon the site.

(e) Surface regularitySurface regularity is the shape of a surface withreference to a 3m straight-edge (or template in the caseof curved surfaces) placed on the surface.

The tolerance for surface regularity is expressed as adistance by which the surface tested may deviate froma straight-edge (or template in the case of curvedsurfaces)held against the surface.

6803 TOLERANCESThe tolerances given below shall be the maximumpermissible deviations from the specified dimensions,levels, alignment, positions, etc, shown on the Drawingsof the structures or structural members.

(a) Foundations, footings, pile capping slabs,columns, walls, piers, abutments, bridge andculvert superstructures

The tolerances are given in TABLES 6801/1, 6801/2,6801/3, 6801/4 and 6801/5.

TABLE 6801/1TOLERANCES OF PILE FOUNDATIONS

Position:0.167 times the diameter of the pile, or 100 mm,whichever shall be the greater

External dimensions:Prefabricated piles +25 mm -5 mmCast in situ piles plus-tolerance not specified,

minus-tolerance 0 mmPile-head level: Average level of trimmed cut

pile head +25 mmVerticality or rake 1.50

Straightness:For precast piles the permissible maximum deviationfrom straight is 5 mm for piles up to 3 m in lengthand 1.0 mm more for each additional metre of pilelength.

TABLE 6801/2TOLERANCES OF CAISSIONS

Position of top of caisson:10% of the smallest outer dimension of the caisson,measured in plan.

Verticality:1.50

Dimensions:Wall thickness +25 mm -5 mmOuter dimension ofcircular, rectangular orsquare cross-section

+25 mm

Level: Upper level of trimmed/cut caisson head:Maximum deviation ofaverage level

+25mm

Maximum deviation ofany individual level

+50mm

Foundation fill:Average level of top offill

±25mm

TABLE 6801/3TOLERANCES OF FOOTINGS, PILE CAPPINGS, CAISSION

COVER SLABS ETC.

Position:15 mm

Alignment:Individual members 50

Members as they collectivelydetermine the alignment of thestructure as a whole

1 minute

Dimensions:Leading dimensions in plan +25 mmThickness + 25 mm

-15 mm

Levels:Average level of slabs, footings,etc

+25mm



TABLE 6801/4TOLERANCES OF COLUMNS, WALLS, PIERS, ABUTMENTS,ETC.

Position:10 mm

Alignment:Walls, piers, abutments andcolumn groups

2 minutes

Dimensions:Leading dimensions of walls, piersand abutments

+25mm

Thickness of walls, piers and abutments and cross-sectional dimensions of columns:

Plus-tolerance 25 mmMinus-tolerance 3% of the specified

dimensions within therange of 5 mm to 25 mm

Levels:Levels: Average level of finishedor trimmed/cut columns, piers,walls, abutments, etc

+10mm

Verticality:Using ordinaryformwork

1 in 400. Maximum 25 mm

Using slidingformwork

1 in 200. Maximum 50 mm

Surface regularity:Using ordinaryformwork

3 mm

Using slidingformwork 1 in 200.

6 mm

TABLE 6801/5TOLERANCES OF BRIDGE AND CULVERT

SUPERSTRUCTURES

Position:10 mm

Alignment:Superstructure as a whole 1 minute

Dimensions:Leading dimensions inplan

+25 mm

Thickness of slabs, width and depth of beams:Plus tolerance 15 mmMinus tolerance 3% of the specified

dimensions within therange of 5 mm to 15mm

Surface regularity:All surfaces other thanupper surface of deck

3 mm

Bridge and culvert decks, surface tolerances:The tolerances specified in SECTION 7100 for thebase in respect of level, grade, cross-sectionand surface regularity shall apply. Surfaceregularity shall be tested by straight-edge.

(b) (refer to SUBCLAUSE 6803(a))(c) (refer to SUBCLAUSE 6803(a))(d) (refer to SUBCLAUSE 6803(a))

(e) Precast beamsThe following tolerances shall apply to precast beams inaddition to the requirements stated in TABLES 6801/1 to6801/5 for the superstructure.

The width of the gap between contiguous beams shallnot exceed twice the width of the specified nominal gapshown on the Drawings or the width of the nominal gapplus 40 mm. whichever is the less, and the overall widthbetween the outermost beams of the bridge deck shallbe within 40 mm of the specified width.

STRAIGHTNESS OR BOW: The deviation from theprescribed line measured on the overall length of thebeam shall not exceed the following:

(i) In the horizontal plane:0.5 mm per metre length of the beam within thetolerance range of 6 mm to 15 mm.

(ii) In the vertical plane:(1) i-beams: 2 mm per metre length of the beam

within the tolerance range of 6 mm to 20 mm.(2) Other beams: 1.0 mm per metre length of the

beam within the tolerance range of 3 mm to 20mm.

CAMBER: The soffits of adjacent beams when placedside by side on the bridge deck shall not at any placediffer by more than 2 mm per metre length of the beamwithin the tolerance range of 6 mm to 20 mm.

THE LENGTHS OF PRECAST BEAMS: Before stressing thelength shall be ±0.1% of the total length within thetolerance range of ±5 mm to 20 mm.

SURFACE REGULARITY: 6 mm

(f) Reinforcing steelExcept for the requirements given below, no tolerancesare given for the placing and fixing of reinforcing steel.The steel, however, shall be neatly and accurately fixedin a manner which is consistent with properworkmanship and the structural integrity of thestructural member. Specifically the followingrequirements shall apply:

(i) Tension steelThe actual position of tension steel shall not deviatefrom the true position by a distance which wouldreduce the effective lever arm by more than 2% ofthe overall depth of the member, or 10 mm,whichever is the greater.

(ii) Concrete coverThe concrete cover on reinforcing steel shallnowhere be less than the specified cover.

(iii) Spacing between barsThe spacing between closely spaced parallel bars,especially in beams and columns, shall, unlessotherwise specified, be not less than the maximumsize of the aggregate used in the concrete.

(iv) Bending of reinforcementThe requirements of SABS 82 or equivalentregarding dimensional tolerances for cutting andbending of the reinforcing steel shall apply, with theproviso that the other requirements set out in thisClause shall be complied with even if the tolerancesin SABS 82 or equivalent are not exceeded.

(g) PrestressingSheaths for prestressing tendons shall be placed andmaintained in position within the following tolerances:

(i) In the direction of the width of the member:For members of up to 200 mm in depth: +20 mmFor members exceeding 200 mm in depth: +10 mm

(ii) In the direction of the depth of the member:For members of up to 200 mm in depth:

+0.025 x depth



For members exceeding 200 mm in depth:+0.01 x depth within the tolerance range of +5mm to +25 mm.

(h) BearingsBearings for structures shall be installed to within 5 mmof the position shown on the Drawings and to within 2mm of the required level.

Dimensional tolerances for elastomeric bearings shallcomply with the requirements of BS 5400 Part 9.2.

(i) Miscellaneous

(i) ChamfersFillets used for forming chamfers shall be within atolerance of 1.0 mm in cross-sectional dimensions,and the actual chamfer on the concrete shall notvary by more than 3 mm from the specifieddimensions.

(ii) Kerbs, copings, sidewalks, bridge railings, parapets,etcThe members shall be constructed within atolerance of +5 mm for all dimensions. Thealignment shall not deviate from the true alignmentby more than 10 mm in any place, nor shall thealignment deviate by more than 5 mm from the truealignment over any length of 5 m.

(j) Fabrication and assembly tolerances forstructural steel

(i) GeneralThe fabrication and assembly tolerances on alldimensions for structural steel shall be +2 mm.Holes for connections shall be drilled/punched andaligned as specified in SUBCLAUSES 6705(d) and (g)respectively.

(ii) Cross-sectionThe tolerances on cross-sectional dimensions ofrolled sections shall be as specified in the StructuralSteel Tables, published by the SA Institute of SteelConstruction or equivalent.

(iii) StraightnessA structural member before erection shall notdeviate from straightness (or the specified shape)by more than the following:

For compression members and beams, one-thousandth of the length between points which arelaterally restrained. For other members, one fivehundredth of the overall length, but not exceeding25mm.

(iv) LengthThe length of a member shall not deviate from itsprescribed length by more than the following:

For compression members faced at both ends forbearing, +1.0 mm

For other members: +0 mm and -4 mm

For such members as trusses and lattice girders,the above tolerances shall apply to the members asa whole. The lengths of component parts shall besuch that the structural member can be properlyassembled with the required accuracy.

(v) Bearing surfacesWhere two steel surfaces are required to be incontact for transferring compressive forces, themaximum clearance between the bearing surfaces

shall not exceed 1.0 mm when the members incontact are aligned.

(vi) Accuracy of erectionSteelwork shall not be out of plumb over anyvertical distance by more than 5 mm or onethousandth of the distance, whichever is thegreater.

(k) Fabricating and construction tolerances forreinforced-earth structures

(i) Individual concrete panels:Surface regularity:− When tested with a 1.5 m straight-edge, the

deviation shall not exceed 5mm.− Leading dimensions +5 mm

(ii) Completed walls:Surface regularity:− When tested with a 3 m straight-edge, the

deviation shall not exceed 20 mm.− No point of the structure shall be out of position

vertically by more than 10 mm per metre heightof the structure, with a maximum of 50 mm.

STANDARD SPECIFICATIONS FOR ROAD WORKS-2000 SERIES 7000 - TOLERANCES, TESTING AND QUALITY CONTROL


SERIES 7000

TOLERANCES, TESTING AND QUALITYCONTROL

SECTION PAGE

7100 TESTING OF MATERIALS AND

WORKMANSHIP 7000-27200 QUALITY CONTROL 7000-117300 SETTING OUT AND TOLERANCES 7000-167400 RECTIFICATION OF EARTHWORKS AND

PAVEMENT LAYERS OUTSIDE

PERMITTED GEOMETRIC TOLERANCES 7000-187500 SPECIFICATIONS AND TEST METHODS 7000-19


ACKNOWLEDGEMENTS


SERIES 1000 GENERAL







APPENDICES



SERIES 7000: TOLERANCES, TESTING ANDQUALITY CONTROL

SECTION 7100: TESTING OFMATERIALS ANDWORKMANSHIP


7101 SCOPE 7000-27102 MATERIALS GENERALLY 7000-27103 STANDARD SPECIFICATIONS 7000-27104 MATERIALS TESTING AND ACCEPTANCE 7000-27105 LABORATORY FOR THE ENGINEER 7000-27106 TESTING BY THE CONTRACTOR 7000-27107 ACCEPTANCE STANDARDS OR

MATERIALS 7000-37108 THE COST OF TESTING 7000-37109 TAKING AND SUBMITTING SAMPLES 7000-37110 TESTING METHODS 7000-37111 TESTING CEMENTITIOUS BINDERS AND

CONCRETE 7000-47112 TESTING SOILS, GRAVELS AND

CRUSHED AGGREGATE FOR

EARTHWORKS AND PAVEMENT LAYERS 7000-57113 TESTING BITUMINOUS BINDERS AND

MIXES 7000-57114 FIELD DENSITY TESTING 7000-57115 TESTS OF SURFACE REGULARITY,

LEVELS AND LAYER THICKNESS 7000-67116 LABORATORY TRIALS AND SITE TRIALS 7000-87117 TESTS ON STRUCTURES 7000-97118 MEASUREMENT AND PAYMENT 7000-10

7101 SCOPEThis SECTION covers the tests and methods of testingwhich are required for the selection and control of thematerials and for control of workmanship, trials andconstruction control testing.

During the progress of the Work tests shall beconducted on materials and workmanship to ensurecompliance with the requirements of the Specifications.

7102 MATERIALS GENERALLYAll materials shall conform to the requirements of theContract, the Drawings and the Specifications.

All materials shall be of approved manufacture andorigin and the best quality of their respective kinds.Unless otherwise specified such materials shall be new(as compared to used or reprocessed).

No materials of any description shall be used withoutthe prior sanction of the Engineer and any materialscondemned as unsuitable for use in the Works shall beremoved immediately from the Site by and withoutrecompense to the Contractor.

7103 STANDARD SPECIFICATIONSWhere in the Specifications tests on materials, tests oncompleted Works and construction control tests arecalled for or implied, they shall be carried out accordingto the Laboratory Testing Manual of the CentralMaterials Laboratory(CML) of the Ministry of Worksunless the test in question is not covered by thisstandard. When a particular test is not covered by theCML standard, then the method shall be an equivalentstandard called for in the contract documents or asdirected by the Engineer. The tests described in theLaboratory Testing Manual of the Central Materials

Laboratory (CML) of the Ministry of Works are listedtogether with the other standards test methods referredto in the CML Laboratory Testing Manual in Section7500.

Materials shall comply with, the requirements of thecurrent edition of Specifications issued by the AmericanAssociation of State Highway and TransportationOfficials (AASHTO) or American Society for TestingMaterials (ASTM) or British Standard (BS) or, whereapplicable, an equivalent Specification called for in thecontract documents or as directed by the Engineer.

Other equivalent national standard specifications mayonly be substituted for the above at the sole discretionof the Engineer.

7104 MATERIALS TESTING ANDACCEPTANCEAs soon as possible after the Contract has beenawarded, the Contractor shall submit to the Engineercomplete statements as to the origin, composition andmanufacture of all materials to be used in the Workstogether with a list of the suppliers from whom heproposes to purchase these materials.

Prior to delivery of materials to the job site, theContractor shall submit certified test reports andsamples to the Engineer of all materials proposed foruse in the Works, whether from an outside supplier orwhether supplied by the Contractor from his ownresources. The certification(s) shall show theappropriate test(s) for each material, the test results,and a statement that the material meets thespecification requirement. The Engineer's approvalshall be received prior to any materials being deliveredin bulk to the works. The Engineer may request furthersamples for testing, prior to and during construction toverify the quality of the materials and to ensureconformance with the applicable specifications. TheContractor shall provide all samples free of charge.

The Contractor shall test samples as specified fromeach quarry location and borrow pit proposed for use inthe Works, in accordance with these Specifications. Theresults of these tests shall be submitted to the Engineerfor approval at least 14 days before the quarry orborrow pit is required for use. Should any quarry orborrow pit prove to be unsuitable, the Contractor shallinvestigate further sites until suitable materials arefound and approved.

The Contractor’s programme shall allow sufficient timefor materials testing and no claim for delays or extracosts arising out of this will be accepted.

All materials supplied for use in the Works shallconform within specified tolerances, to the quality of theapproved samples which will be retained at theEngineer’s office until the completion of the Contract.

Where a material has been specified by amanufacturer’s trade name, the product of anothermanufacturer will be accepted provided that, in theopinion of the Engineer, it is in all respects of anequivalent or higher quality.

7105 LABORATORY FOR THE ENGINEERThe Contractor shall provide, erect and maintain for theduration of the Contract a laboratory adjacent to theEngineers Representative’s office or where directed bythe Engineer, in accordance with SECTION 1410.

7106 TESTING BY THE CONTRACTORThe Contractor shall provide, use and maintain on thesite throughout the period of execution of the works asuitable laboratory and adequate equipment operated



by competent staff for carrying out tests required for theselection and control of the quality of materials and forthe control of workmanship in accordance with thisspecification. The contractor shall assume that tests willbe required on all materials used in the works and on allfinished work.

The Contractor shall carry out all necessary tests andshall report to the Engineer the results of such testsbefore submitting materials and finished work to theEngineer for approval. In appropriate circumstances,tests may be carried out at the place of manufacture.

7107 ACCEPTANCE STANDARDS ORMATERIALSAll materials used in or upon the works shall complywith this Specification and the Special Specification andshall be acceptable to the Engineer. Where sospecified, the material shall comply with the nationalspecification named or with an alternative nationalspecification on the approval of the Engineer.

Similarly, where a material has been specified bymanufacturer’s trade name, the product of anothermanufacturer will be acceptable provided it is in allrespects of equivalent or higher quality and providedthat the Engineer’s approval has been obtained.

Samples of all materials proposed to be used shall besubmitted to the Engineer and shall, where required, betested prior to the material being delivered in bulk uponthe works.

7108 THE COST OF TESTING

(a) Process controlThe cost of testing undertaken by the Contractor interms of his obligations under CLAUSE 1205 forpurposes of process control, including the taking ofsamples, reinstating where samples have been taken,and all testing equipment, labour, materials, etc, shallbe included in the rates bid for the various items of worksupplied and will not be paid for separately.

(b) Producing certificatesWhere the properties of materials or manufacturedproducts are required in these Specifications to complywith specified specifications published by a StandardsAuthority approved by the Engineer, the Contractorshall produce, when called upon to do so, certificatesfrom the manufacturer confirming that the materials orproducts supplied comply with the relevantspecifications. All costs of providing such certificatesshall be borne by the Contractor.

(c) Testing materials and products covered bycertificates

The Engineer shall be entitled to take samples of, andorder tests to be made on, products and materials inrespect of which certificates of compliance may berequired. The Contractor shall only be paid at theappropriate rates if the costs of such tests are itemisedin the Bill of Quantities.

7109 TAKING AND SUBMITTING SAMPLES

(a) GeneralWhere the Contractor is required in these Specificationsto submit samples of materials or mixtures to theEngineer for approval prior to their being used in theWorks, the use of these materials or mixtures withoutthe Engineer’s written approval shall constitute defaulton the part of the Contractor, who shall be liable for the

consequence of such default. All samples shall besubmitted in sufficient time for proper testing.The Engineer’s approval of any materials or mixturesshall in no way relieve the Contractor of his obligation toprovide materials, mixtures and workmanship whichcomply with the Specifications.

All samples for testing shall be taken in a randompattern or as prescribed by the Engineer. Wherespecified or required by the Engineer, stratified randomsampling methods shall be followed. For the testing oflayer work stratified random sampling methods shall beused for obtaining all the sample portions and fordetermining the locations of in situ test sites.

The method of taking samples shall be as specified inthe appropriate sampling and testing methods. Thesampling methods described in TMH5 of South Africa,or similar approved by the Engineer, shall apply.

The Engineer shall have full access to the Works for thepurpose of taking samples. The Contractor shall renderany assistance necessary for taking the samples andshall be responsible for the reinstatement of pavementlayers or other structures at the positions where thesamples have been taken. Full compensation forrendering assistance with sampling and forreinstatement where samples have been taken shall beincluded in the rates tendered for the various items ofwork tested, and no additional payment will be made inthis respect.

(b) Sampling frequencySamples shall be taken for laboratory testing for eachnew material encountered, or when there is a significantchange in material properties in the opinion of theEngineer.

The sampling frequencies shall be minimum as given inTABLE 7105/1. Samples for tests which are notmentioned in TABLE 7105/1, but for which there arematerial requirements in these Specifications, shall betaken as required in the opinion of the Engineer.

7110 TESTING METHODSAll tests shall be conducted in accordance with thestandard methods specified in the Specifications. Otherequivalent national standard specifications may onlysubstitute the prescribed test method at the solediscretion of the Engineer.

Where in the Specifications tests on materials, tests oncompleted Works and construction control tests arecalled for or implied, they shall be carried out accordingto the Laboratory Testing Manual of the CentralMaterials Laboratory (CML) of the Ministry of Worksunless the test in question is not covered by thisstandard. When a particular test is not covered by theCML standard, then the method shall be an equivalentstandard called for in the contract documents or asdirected by the Engineer. Tables in CLAUSE 7205 showsthe tests described in the Laboratory testing Manual ofthe (CML) of the Ministry of Works listed together withthe other standards test methods referred to in the CMLLaboratory Testing Manual.

In addition to the above standard methods of testing,equivalent standard specifications or test methods ofother bodies may be used in these specifications ifapproved by the Engineer.

In all cases the latest amendment or revision current atthe closing date of the tender is implied when referenceis made to one of the above standards in theSpecification.



TABLE 7105/1SAMPLING FREQUENCIES, CML TEST NUMBER

Layer and nominal class of materialTests to becarried out 1)

Sampling frequency, minimum

CBR 1 sample per 10000 m2

RoadbedMDD, PI, grading 1 sample per 5000 m2

CBR, PI, grading 1 sample per 2000 m3

Earthworks fill using soils: (G3)MDD 1 sample per 1000 m3


Backfill to culverts and structuresMDD 1 sample per 200 m3

CBR, PI, grading 1 sample per 10000 m2Improved subgrade (G7, G15) orGravel wearing course (GW) MDD 1 sample per 5000 m2


Subbase: (G25, G45)MDD 1 sample per 5000 m2

USC, PI 1 sample per 5000 m2

Subbase: (CM, C1)MDD 1 sample per 5000 m2


Base course: (G60, G80)MDD 1 sample per 2500 m2

USC, PI 1 sample per 5000 m2

Base course: (C1, C2)MDD 1 sample per 2500 m2

LS, grading 1 sample per 5000 m2

Base course using crushed aggregate: (CRS)MDD 1 sample per 2500 m2

LS, grading 1 sample per 5000 m2

Base course using crushed aggregate: (CRR) Apparent density,TFV

1 sample per 10000 m2

Extraction, grading 1 sample per 10000 m2Base course of a bituminous mix or asphalt concretesurfacing Marshall test 1 sample per 5000 m2

TFV 1 sample per 20000 m2

Surface treatmentsGrading, flakiness 1 sample per 5000 m2

1) The referred tests shall be carried out in accordance with the following CML Test methods:

CBR CML 1.11 LS CML 1.4 PI CML 1.2 and 1.3

MDD CML 1.9 TFV CML 2.7 Apparent density 2.2

Flakiness index CML 2.4 Grading CML 1.7 Marshall test CML 3.18

Extraction of bituminous materials CML 3.22

It is emphasised that the Atterberg limits of soil finesshall be measured according to the CML test methods.These methods follow British Standard (BS) proceduresand utilise BS equipment. Other laboratory testprocedures and equipment do not give comparableresults and shall not be used unless proper correlationto CML/BS has been carried out to the satisfaction ofthe Engineer.

All CBR testing shall be carried out using the three pointmethod as described in CML Test 1.11. All CBR testsrelate to material compacted to the dry density obtainedusing the compaction test as specified in the respectiveCLAUSES for material requirements. The CBR testingshall be carried out at a moisture content as specifiedinn the respective Clauses for material requirements.

7111 TESTING CEMENTITIOUS BINDERS ANDCONCRETE

(a) Testing aggregates for concreteAggregates shall be regularly tested by the Contractorat a frequency to the satisfaction of the Engineer as partof the Contractor’s process control as they are beingmanufactured or brought onto the site and used ortaken to stockpile.

The appropriate test methods shall be those includedunder the respective CLAUSES of the Specifications, orany other relevant tests prescribed by the Engineer.

Accelerated tests shall be carried out to determine thepotential alkali reactivity of aggregates where this isconsidered appropriate by the Engineer.

(b) Test for cementitiousbinder contentThe test method used for determining the cementitiousbinder content of soils, gravels or crushed stone mixedwith a chemical stabilising agent shall be determined bythe Engineer and may be any test method currentlyrecognised by the Employer as being acceptable.

Where the cementitious binder content is determineddue allowance shall made for the presence in the un-stabilised material of naturally occurring MgO or CaOwhich affects the result of such tests. If the standarddeviation of the natural CaO plus MgO content of theuntreated material exceeds 0.35% any determination ofthe cementitiousbinder content shall be ignored.

Sample holes shall randomly spaced transversely aswell as longitudinally over the area to be tested, or asdirected by the Engineer, and if the material is road –mixed, samples shall be taken from the top and bottomof each hole. The minimum number of samples per testshall be 10.



(c) Canvas patch test for the spreading rate ofcementitious binder

The following method shall be used for determining thespreading rate of a chemical stabilising agent wherebulk distributors are used.

At least 10 clean canvas patches, each measuring 1.0m x 1.0 m shall be placed flat on the road in selectedpositions in relation to the bulk distributor’s track. Afterthe stabilising agent has been spread by the bulkdistributor, the canvas patches shall be carefully liftedand all the material on the patches transferred to acontainer and weighed. The total mass of stabilisingagent on each patch is then recorded and the averagerate of application determined. Instead of canvaspatches, flat metal trays may be used for collecting thestabilising agent.

(d) Test for mix uniformity in chemically stabilisedlayers

Where required by the Engineer, the Contractor shalldetermine the mix uniformity in chemically stabilisedlayers by means of unconfined compressive strengthtests, using an approved method.

The Contractor shall without delay make the necessaryarrangements to take samples in accordance with therequirements in the method used.

(e) Test for initial consumption of limeThe objective of the gravel ICL test is the control of thepH in lime and cement stabilised soil in ordered to allowthe possible formation of cement minerals, calciumsilica hydrate in particular, and for proper modificationto take place. It is recommended that the stabiliser to beused during construction (or the nearest equivalent )should be used to carry out this test. The method shallbe in accordance with CML Test 1.22.

(f) Determining the compressive strengthThe procedure for sampling and manufacturing, storing,curing and testing test cubes shall be in accordancewith CML Tests 2.12 and 2.13..

Where specified in the Special Specifications, thecompaction of concrete specimens in the moulds bymeans of a vibrating table shall be obligatory. In suchcase the method of compaction shall be as follows:

(i) Plastic concreteFill the mould halfway and vibrate it and spade it onall four sides with a suitable trowel to remove airbubbles. Stop the vibration as soon as a wet sheenappears on the surface. Fill the mould and repeatthe procedure, but stop when again a wet sheetappears on the surface.

(ii) Stiff ConcreteThe same procedure is followed, except that themould is filled in three to four steps instead of intwo. The vibration is stopped for each layer when awet sheen appears.

(g) ConsistencyThe test method described in CML Test 2.11 shall applyin regard to the slump test.

(h) Air contentThe air content of the freshly mixed concrete shall betested by the method given in TMH1 Method D5 ofSouth Africa or equivalent. Air content tests shall beconducted on the same samples of concrete from whichcubes were made for the 28 – day compressivestrength tests.

(i) Drilling and testing the coresWhere sections of concrete which have failed to complywith the Specifications are required to be further

investigated by extracting and testing concrete cores,100 mm or 150 mm cores shall be drilled and tested.The sampling and testing procedure to be followed shallbe in accordance with the publication Concrete coreTesting for Strength – Concrete Society TechnicalReport No.11, published by the Concrete Society ofGreat Britain.

The instructions of this report shall be followed fordetermining the “estimated potential strength”, whichshall be compared with the 28 days cube strengthspecified for each type of concrete. Corrections to theactual core strength to allow for excess voids, includedsteel and the length :diameter ratio of cores shall be asstated in this publication, and the correction for curingshall be determined by the Engineer in accordance withthis publication and such other information as he maydeem to be appropriate.

The Engineer’s decision regarding the degree to whichthe concrete which is represented by the cores testedas described above, complies with the requirementsand also regarding the properties and suitability of theconcrete, shall be final and binding.

7112 TESTING SOILS, GRAVEL ANDCRUSHED AGGREGATE FOREARTHWORKS AND PAVEMENTLAYERSSpecimens of soils, gravel and crushed stone materialsin earthworks and pavement layers shall be taken inaccordance with CLAUSE 7109. And subjected to testsas prescribed for each respective layer in the relevantsections of SERIES 3000.

7113 TESTING BITUMINOUS BINDERS ANDMIXESSpecimens of soils, gravel and crushed stone materialsin earthworks and pavement layers shall be taken inaccordance with CLAUSE 7109. And subjected to testsas prescribed for each respective layer in the relevantsections of SERIES 4000.

The Engineer shall be entitled to order the Contractor tohave material tested by an approved laboratory forcompliance with all of the requirements specified, andthe results of such tests shall be submitted direct to theEngineer by the testing laboratory with copies, ifrequested, to the Contractor.

The cost of such tests shall be borne as specified inCLAUSE 7108.

7114 FIELD DENSITY TESTING

(a) GeneralAll earthwork, pavement layers and backfill to drainageworks and structures, will be subject to constructioncontrol testing by the Engineer, and the Contractor mustallow for any disturbance or delays to the sequence ofhis operations occasioned by such control testing.

The contractor shall request, in writing, the Engineer’sapproval for each layer of each section of earthworksand pavement construction and backfill to drainageworks and structures. Such requests shall be made onlywhen the Contractor is fully satisfied that the section ofthe work concerned is in the condition required by thisSpecification. Such requests shall be accompanied bythe test results required by in accordance with thisSpecification.

The Engineer shall thereupon without undue delayinspect the section for any visible wet spots,laminations, heaving material (visible during compaction



or on proof rolling), segregation, and for the uniformityof the mixing and compaction. Providing the visualaspects are satisfactory the Engineer shall test thesection of the works submitted and inform theContractor in writing of the results of the tests at thesame time accepting or rejecting the section or layerconcerned.

Work on layers shall in no circumstances commenceuntil the preceding layer has been approved andaccepted by the Engineer in writing. The Contractor iswholly responsible for protecting and maintaining thecondition of the work which has been submitted forapproval.

Should any layer be left unprotected for more than 24hours subsequent to approval the Contractor shall

request re-approval of the layer and the layer will againbe subject to proof rolling, construction control testing,and tolerance checks in accordance with thisSpecification.

Notwithstanding the Engineer’s approval of a layer, theContractor shall be responsible for making good anysubsequent damage doe to traffic, ingress of water orany other reason and should any damage occur thelayer will again be subject to proof rolling, constructioncontrol testing and tolerance checks in accordance withthis Specification.

(b) Testing frequencyThe testing frequencies shall be minimum as given inTABLE 7110/1.

TABLE 7110/1TESTING FREQUENCIES FOR FIELD DENSITY TESTING

Layer and nominal class of material Frequency, minimum Absolute minimum

Roadbed 1 test per 1000 m2 3 tests per section and1 test per 50m

Earthworks fill using soils: (G3) 1 test per 200 m3 3 per section per layer

Backfill to culverts and structures 2 tests per 10 m3 2 per section

Fill or improved subgrade layers usingdump rock: (DR) Method specification

Improved subgrade layers usinggravel/soils: (G7, G15) 1 test per 1000 m2 4 per section per layer

Gravel wearing course used on gravelroads: (GW) 1 test per 1000 m2 4 per section

Subbase: (G25, G45,CM, C1) 1 test per 750 m2 5 per section

Base course: (G60, G80, CRS, CRR) 1 test per 500 m2 6 per section

Base course of bituminous mix:(BEMIX, FBMIX, DBM, LAMBS) 1 test per 500 m2 6 per section

Base course of penetration macadam:(PM80, PM60, PM30) Method specification

Asphalt concrete surfacing(AC20, AC14, AC10) 1 test per 400 m2 6 per section

(c) Testing methodsIf a nuclear method is used for determining density andmoisture content, tests will be done at least at the samefrequency required when using the sand replacementmethod but at each nuclear densometer test location,the average of two readings taken at positions rotatedby 1800 shall be used. A check/comparison test usingthe sand replacement method shall be carried out asrequired by the Engineer.

Initial calibration of the nuclear testing equipment shallbe done by carrying out at least fifty tests in parallel withthe sand replacement method for each differentmaterial encountered.

When starting to use a new material source, orwhenever there is a change of material type, acalibration shall be carried out in accordance with themanufacturer’s guidelines or as required by theEngineer to establish a moisture correction and anycorrection of density required. Check tests will be usedto update the initial calibration of the nuclear densitytesting equipment.

(d) Field density requirementsThe required field densities for each material type shallbe as shown in TABLE 7110/2. The values shown arenominal values to which an assessment of the resultsshall be applied in accordance with SECTION 7200.

7115 TESTS OF SURFACE REGULARITY,LEVELS AND LAYER THICKNESS

(a) General

(i) Straight edge measurements, normal conditionsMeasurements of surface regularity shall be carriedout with a 3 m straight edge having sharp rightangled corners at the bottom, and shall be placedon the road at any angle to the centreline asdirected by the Engineer. Measurements shall becarried out by measuring the largest deviation fromtrue surface along the straightedge.

Using the rolling straight edge for measuringsurface irregularities the apparatus and testingmethod for which this shall be in accordance withtesting Method ST3 of TMH6 of South Africa.



TABLE 7110/2MINIMUM FIELD DENSITY, NOMINAL VALUES

Layer and nominal class of material Minimum field density, nominal value

RoadbedDepends on the depth below formation, reference is made toTABLE 3606/1

Backfill to culverts and structuresTo be the same as adjacent layers at the same level, not lessthan 93% BS-Heavy

Fill or improved subgrade layers using dump rock: (DR) Method specification

Earthworks fill using soils: (G3) 90% of BS-Heavy

Lower improved subgrade layers using gravel/soils: (G7) 93% of BS-Heavy

Upper improved subgrade layers using gravel/soils: (G15) 95% of BS-Heavy

Gravel wearing course used on gravel roads: (GW) 95% of BS-Heavy

Subbase of natural gravel: (G25, G45) 95% of BS-Heavy

Subbase of cemented material: (CM, C1) 95% of BS-Heavy

Base course of natural gravel: (G60, G80) 98% of BS-Heavy

Base course of cemented material: (C1, C2) 97% of BS-Heavy

Base course of crushed aggregate: CRS 100% of BS-Heavy

Base course of crushed aggregate: CRR88% of aggregate apparent density, or104% BS-Heavy if approved by Engineer

Base course of cold bituminous mix: (BEMIX, FBMIX)96% of Marshall density, ormethod specifications 1)

Base course of hot bituminous mix: (DBM40, DBM30,LAMBS)

Method specification) 1)

Base course of penetration macadam: (PM80, PM60, PM30) Method specification) 1)

Asphalt concrete surfacing: (AC20, AC14, AC10)96% of Marshall density

1) Marshall density cannot be used on coarse bituminous material types, i.e. with nominal aggregate size 30mm or larger.Whether or not Marshall compaction can be applied for a specific type of cold bituminous mix shall be decided by theEngineer.

(ii) Straight edge measurements, severe conditionsWhere surface irregularities are measured onsurface with a coarse surface texture in the opinionof the Engineer, such as grooved concretepavements, crushed aggregate pavement layers,natural gravel base course, asphalt with rolled insuch chipping, seals and other like surface, thefollowing procedure shall be followed:

A metal wedge of 100 mm in length and 50 mm inwidth shall be constructed with a taper of 7.5horizontal to 1.0 vertical and tapering to a featheredge (50 mm wide ). Parallel lines spaced at 7.5mm intervals shall be engraved on the sloping faceand numbered to indicate the positions where thewedge is 1.0 mm , 2.0 mm, etc, thick.

(iii) Horizontal tolerancesAt no point shall the distance between the centre-line and the edge of the top of a layer be less thanthat detailed or more than 150 mm in excess of thatdetailed.

(iv) ShouldersShoulders shall be constructed to the samethickness, level, crossfall and surface regularityrequirements as for the adjacent pavement layers.

(b) Surface regularity, straight edge measurementsThe required surface regularity, measured with a 3 mstraight edge at any angle in relation to the centreline,shall be within the limits shown in TABLE 7111/1.

TABLE 7111/1SURFACE REGULARITY, MEASUREMENTS WITH 3 METRE

STRAIGHT EDGE

LayerMaximum straightedge deviation (mm)

Bituminous wearingcourse

6

Bituminous bindercourse

8

Base course (not PMmaterials)

10

Gravel wearing course 15

Subbase 30

(c) Surface levelsThe maximum deviation in levels, shall be as shown inTABLE 7111/2.



TABLE 7111/2SURFACE LEVELS

Maximum deviation in levels (mm)

High (+) Low (-)Layer and material class

H90 value 1) Absolute max Hmax

valueH90 value 1) Absolute max Hmax

value

Base course, whenfollowed by a seal only

10 20 10 15

Base course, whenfollowed by AC surfacing

NIL NIL 10 20

Subbase NIL NIL 25 35

Formation NIL NIL 50 75

Gravel wearing course 15 30 15 20

1) H90 is the limit within which 90% of the measurements shall fall when assessing 50 or more measurements against thespecified level at the respective locations the measurements were taken..

(d) Surface crossfallThe maximum deviation in slope or crossfall, shall be asshown in TABLE 7111/3. The values shown are nominalvalues to which an assessment of the results shall beapplied in accordance with SECTION 7200.

TABLE 7111/3SURFACE CROSSFALL

LayerMaximum crossfalldeviation + (%)


0.25

Base course (not PMmaterials)

0.25

Subbase 0.50

Formation 0.50

Gravel wearing course 0.50

(e) Layer thicknessThe final compacted layer thickness measured byexcavating trial pits or core drilling shall not be less thanthe maximum deviations shown in TABLE 7111/4. Themeasurements shall be taken at locations as directedby the Engineer at intervals not less frequent than 25metres.

7116 LABORATORY TRIALS AND SITE TRIALS

(a) Laboratory trialsLaboratory trials shall be carried out by the Contractorand the Engineer on concrete, earthwork and pavementmaterials which are to be used in the works in theirnatural state to establish a relationship between theirspecified end product requirements and propertieswhich can be readily determined in the field forconstruction control purposes.

Laboratory trial mixes and site trials for bituminousmixes and concrete mixes shall be carried out inaccordance with the requirements of SERIES 4000 andSERIES 6000 respectively of this Specification.

TABLE 7111/4LAYER THICKNESS

Maximum deviation inlayer thickness (mm)

LayerT90 value 1) Absolute max

Tmax value


5 10

Bituminous basecourse (not PMmaterials)

10 15

Base course,aggregate or naturalgravel

10 20

Subbase 15 25

Improved subgradelayers

20 35

Gravel wearingcourse

15 25

1) T90 is the value with which 90% of themeasurements shall comply when assessing 20 ormore measurements against the specified layerthickness.

For mixed materials the composition which meets thespecified requirements and is accepted by the Engineershall then be used in the site trials to establish that allspecified requirements of the completed pavementcourse can be achieved.

The Laboratory trials on mixed materials shall beundertaken, and the Contractor’s proposals basedthereon submitted to the Engineer, at least two weeksbefore the Contractor proposes to use the mixedmaterial in the site trials.

(b) Site trialsFull scale laying and compaction site trials shall becarried out by the Contractor on all earthwork andpavement materials proposed for the works using theconstructional plant and methods proposed by theContractor for constructing the works. The trials shall becarried out with the agreement, and in the presence ofthe Engineer.

The trials shall be carried out to enable the Contractorto demonstrate the suitability of his mixing andcompaction equipment to provide and compact the



material to the specified density and to confirm that theother specified requirements of the completedearthwork or pavement layer can be achieved.

Each trial area shall be at least 100 metres long and tothe full construction width and shall be laid to thespecified depth for the material. It may form part of theworks provided it complies with this Specification. Anyareas which do not comply with this Specification shallbe removed and a new trial shall be laid.

The Contractor shall allow in his programme forconducting site trials and for carrying out theappropriate tests on them. The trial on each pavementlayer shall be undertaken at least 21 days ahead of theContractor proposing to commence full scale work onthat layer.

The Contractor shall compact each section of trial overthe range of compactive effort the Contractor isproposing and if appropriate, the following data shall berecorded for each level of compactive effort at each sitetrial:(i) The composition and grading of the material before

the site trial.(ii) The composition and grading of the material

including the cement, lime or bitumen content.(iii) The moisture content at the time of compaction and

the optimum moisture content for the specifiedcompaction.

(iv) The type, size, tyre pressure, frequency of vibrationand the number of passes of the compactionequipment.

(v) The maximum dry density or target density asappropriate measured on a sample before and atintervals through the site trials.

(vi) The density achieved.(vii) The compacted thickness of the layer.(viii) Any other relevant information as directed by the

Engineer.

At least eight sets of tests shall be made by theContractor and the Engineer on each 100 metres of trialfor each level of compactive effort and provided all eightsets of results over the range of compactive effortproposed by the Contractor meet the specifiedrequirements for the material the site trial shall bedeemed successful. The above data recorded in thetrial shall become the agreed basis on which theparticular material shall be provided and processed toachieve the specified requirements.

If during the execution of the works, the constructioncontrol tests indicate that the requirements for amaterial are not being consistently achieved, then workon that layer shall stop until the cause is investigated bythe Contractor. Such investigation may include furtherlaboratory and site trials on the material to determine arevised set of data as above which, when agreed, shallbe the basis on which all subsequent material will beprovided and processed to achieve the specifiedrequirements.

Agreement by the Engineer to a set of data recorded ina site trial shall not relieve the Contractor of anyresponsibility to comply with the requirements of thisSpecification and the Special Specification.

7117 TESTS ON STRUCTURES

(a) Test on elastomeric bearingsTests on elastomeric bearings shall be conducted inaccordance with BS 5400 Part 9.2 and the bearingsshall comply with the test requirements specified in thesaid specification.

(b) Prestressed concrete

(i) GeneralWhere so directed by the Engineer the contractorshall make arrangements for samples of thematerials he intends to use in the Works to betested by an Independent testing authority. The costof testing prestressing steel, anchorage assembliesand couplings shall be included in his rates.

Material represented by samples which do notcomply with the specified requirements shall beremoved and replaced with suitable material.

(ii) Anchorage’s and couplersAnchorage’s and couplers shall be tested inaccordance with the requirements of CLAUSE 6503.The anchorages and couplers shall be assembledin accordance with their practical application on thesite where all components necessary for anchoringshall be used, but excluding the ducts.

(iii) Prestressing steelPrestressing steel shall be tested in accordancewith the requirements of CLAUSE 6503. Should anytest piece fail to comply with the requirementsspecified for the prestressing steel, the materialrepresented by that sample shall be replaced withmaterials conforming to the specifications if furthertesting confirms that they do not comply with thespecifications.

(iv) GroutThe fluidity of grout shall be measured with a flowcone, immersion apparatus or viscometer. Theinstrument shall be accurately calibrated in alaboratory so that the specified viscosity of groutcan be controlled satisfactorily.

The readings obtained during grouting shall becompared with the times determined in the laboratoryfor grouts of the specified viscosities.

The bleeding of grout shall be measured in a metal orglass container with an internal diameter ofapproximately 100 mm and a height of approximately120 mm. The grout and water levels in the containershall be controlled with a metal bridge into which twoadjustable studs A and B are secured.

The procedure for determining the bleeding of groutshall be as follows:Studs A and B in the metal bridge shall be adjusted andlocked so that the distance from the lower tips of studsto the bottom of the container will be approximately 100mm and 107 mm respectively. The volume Va and Vbfor the container at the respective levels of the studsettings shall then be determined to the nearestmillilitre.

The container shall be filled with freshly mixed grout toa level where the grout will just touch the tip of stud Awhich points downwards. The bridge shall then beremoved and the container tightly sealed to preventevaporation. The container shall then be stored at 200 Cand kept free from vibrations for the entire duration ofthe test.

Three hours after the grout has been mixed, thecontainer shall be opened and the free (bleed) waterpoured off. The bridge shall be placed over thecontainer with tip of stud B pointing downwards andwater poured onto the grout with measuring apparatusuntil the water level touches the tip of stud B. Thevolume of water added shall be determined to thenearest millilitre.



(c) Load test on foundation pilesThe head of the test pile shall be exposed for checkingposition and slope. Where necessary, the head shall becut further back so as to expose a full bond length ofmain reinforcing steel, and a suitable pile head slab forapplying an axial load to the pile shall be cast. As analternative the head may be cut at right angles and theload applied directly to the pile.

The test load shall be applied to the top of the pile witha hydraulic jack. Where more than one jack is used forapplying the load, all the jacks in the circuit shall beactivated by the same pumping unit. The jack (s) shallbe placed so as to ensure that the load is appliedaxially.

The applied load shall be calculated in accordance withthe hydraulic pressure which is being monitored by twopressure meters in the circuit. The pressure meter shallbe calibrated in divisions not exceeding 2% of themaximum pressure applied, and the range of themetres shall not exceed 150% of the maximumpressure. The jack (s) and meters shall be calibrated byan approved testing laboratory not more than fourweeks before the test will commence.

The deflection of the pile head shall be measured withtwo scale rulers and two dial extensometers. The scalerulers shall be fixed to the pile and placed on both sidesof the pile on a diameter line and the dialextensometers shall be similarly placed but on adiameter line at right angles to that in which the scalerulers have been mounted.

Level measurements shall be taken on the scale rulersand reduced as a level mark to a similar scale rulerplaced at a distance from the test pile. All tree scalerulers shall be calibrated in millimetres and the level –indicating instrument shall be capable of takingreadings to 0.5 mm, and approximate readings of up to0.1 mm.

The dial extensometers shall have a range of 50 mmand shall be marked in 0.1 mm divisions to enablemeasurements to 0.05 mm to be taken. The plungers ofthe extensometer shall rest on a machined metal orglass surface.

The extensometer shall be supported by one or morebeans kept in the shade. The supports for the beamsshall be so placed as to limit the effect of earthmovements around the test pile on the deflectionreadings.

The test load shall be applied in increments of 20% ofthe specified working load to a maximum test loadequal to twice the specified working load or the ultimatetest load whichever is the smaller.

A load increment may not be applied before thesubsidence or have rate has stabilised at a rate of notmore than 0.10 mm in 20 minutes under the loadapplied.

After the load loading has been completed, themaximum test load shall be maintained until themovement is less than 0.2 mm within a period of 24hours. The load shall be removed in decrements of 20%of the specified working load at intervals of not less than20 minutes.

After the loading has been removed, the readings onboth meters registering the movement of the pile shallbe recorded accurately to 0.1 mm at intervals of 5.10and 20 minutes and then every 30 minutes until theload is changed. The final recovery shall be recorded24 hours after the maximum test load has beenremoved.

During the test, the pile shall be loaded with up to 100%of the specified working load and the load shall then beremoved. It shall then be loaded to the maximum testload after which the test load shall be removed.

7118 MEASUREMENT AND PAYMENTPayment for the Engineer’s laboratory shall be inaccordance with SECTION 1400.

ITEM UNIT

71.01 SPECIAL TESTS

REQUESTED BY THE ENGINEER

(STATE MATERIAL AND TEST

METHOD):

(a) TESTS PROVISIONAL SUM

(b) CONTRACTOR’S OVERHEAD

AND PROFITS

%




SECTION 7200: QUALITYCONTROL


7201 SCOPE 7000-117202 JUDGEMENT PLANS: GENERAL 7000-117203 DEFINITIONS 7000-117204 GENERAL REQUIREMENTS 7000-117205 PROCEDURES 7000-127206 CONDITIONAL ACCCEPTANCE 7000-137207 ROUTINE TESTS AND INSPECTION BY

THE ENGINEER. 7000-147208 MEASUREMENT AND PAYMENT 7000-14

7201 SCOPEThis Section describes the scheme used fordetermining, by means of tests and measurements andby applying statistical judgement plans, whether certainspecified requirements in regard to the properties ofmaterials and workmanship are being complied with.

It also covers the requirements in regard to the controlto be exercised by the Contractor for monitoring thequality of his work and materials and the routine testsand inspections to be carried out by the Engineer.

7202 JUDGEMENT PLANS: GENERALCertain requirements and nominal limit values are laiddown in the Specifications in regard to the properties ofmaterials and workmanship to be supplied. Tests shallbe conducted and measurements taken for controllingthe relevant properties of the workmanship andmaterials supplied, and the results of such tests andmeasurements shall be assessed on the basis of theprescribed criteria for compliance with the specifiedrequirements.

Wherever possible, acceptance criteria shall bedetermined by way of statistical principles described inthis Section. Wherever statistical acceptance criteriaare deemed inappropriate in the opinion of theEngineer, the specified requirements and nominal limitvalues shall be fully complied with.

Despite acceptance of those properties judged by thesestatistical methods, the materials or work submitted willbe rejected when other properties (which are notcontrolled by statistical methods) fail to comply with therequirements of the Specifications, or where there areother causes for rejection such as obviously defectiveworkmanship or excessively variable properties, visiblesigns of poor workmanship, and similar considerationswhich constitute sufficient grounds for rejecting the workwithout any further testing in the opinion of theEngineer.

The Engineer shall be entitled to assess separately anyspecified portion of a lot if, in his opinion, it exhibitssignificant deviations as compared with the remainderof the lot.

7203 DEFINITIONSThe limit values will depend on the sample sizes andmay be a lower limit L, an upper limit or double limits.For the purposes of this SECTION the following wordsand symbols shall have the following meanings:

(a) LotA lot is a sizeable portion of work or quantity of materialwhich is assessed as a unit for the purpose of qualitycontrol, and selected to represent material or workproduced by essentially the same process and fromessentially the same materials.

(b) Random SampleA random samples are test measurements at separatetest positions or on separate sample portions obtainedfrom the lot in an unbiased manner.

(e) Nominal value or specification limitThis is the limit value of the property of any productoutside which not more than a specified percentage ofthe population of values representing an acceptableproduct property is allowed to lie. The specification limitmay be a single lower limit or a single upper limit or adouble limit consisting of a lower limit and an upperlimit.

(f) Acceptance limit for sample meanThis is the limit value of a product property within whichthe sample mean shall lie for a product to beacceptable.

(g) Acceptance limits for individual test valuesThese are the limit values of a product property withinwhich the sample values representing a product shall liefor the product to be acceptable.

(h) Conditional acceptanceThis is the acceptance of a lot at conditions that specificrectification measures are taken and carried through tocompletion to the satisfaction of the Engineer before thelot can be approved in the permanent Works andcertified for payment. Conditional acceptance shall besubject to the provisions of CLAUSE 7202.

(i) OutliersWhere, in a sample, one or more test results differsignificantly from the other values obtained, thisdifference could be ascribed to an assignable cause ifso deemed by the Engineer, in which case such testresult shall be regarded as an outlier and disregardedwhen assessing the lot.


(a) Determining the lot size

(i) Road-construction layersThe lot size shall be a section compacted in oneprocess where essentially the same materials andconstruction equipment have been used.

Where production is on a continuous basis, a lotshall normally mean the product of one day’s workand shall not exceed the product of two full days’work. However, a lot of any smaller size may beordered by the Engineer where:

(1) The properties under investigation exhibitabnormal local variation within the normal lotsize.

(2) An area is obviously of a different quality thanthe rest;

(3) The rate of production is very high.

(ii) ConcreteThe lot size shall be determined by the Engineer,with due regard being had to the size and the typeof structure in which the concrete is placed, thespecific portion of the structure, and the totalquantity of concrete placed in a day. The lot sizes inconcrete structures could therefore varyconsiderably, and, particularly in the case of small



structures, it could be necessary to combinesamples of the same grade of concrete fromdifferent structures at the discretion of the Engineer,provided that the concrete has been obtained fromthe same concrete plant and has been cast in thesame period.

(iii) OtherIn certain cases, as for example in materialstockpiles, others where the definition of a lot inaccordance with this Section does not apply directlyin the opinion of the Engineer, the Engineer willdetermine lot sizes in accordance withcircumstances pertaining to each case.

(b) Random samplingWhen any lot is tested, whether a normally sized lot oran isolated section which clearly exhibits an abnormalvariation of the properties under consideration, allsamples shall be taken in a random pattern.

For this purpose use shall be made of tables of randomnumbers according to the instructions in TMH5 of SouthAfrica, or equivalent as directed by the Engineer.

(c) Sample SizesFor purposes of acceptance control, the Engineer willdetermine sample size, i.e. the number of values to beassessed in a lot.

(d) OutliersTest results shall be scanned for possible outliers.Where there is reason to believe that a test result maybe erroneous, it shall, if possible, be re-examined byfurther testing, and, if there is reasonable evidence tosuggest that the test result is erroneous, it shall beregarded as an outlier, rejected and replaced with afresh result. Test results shall be deemed outliers, ornot outliers respectively, at the sole discretion of theEngineer.

(e) ResubmissionWhere a lot has been accepted conditionally, or hasbeen rejected, the Engineer may agree to itsresubmission for approval if it has been rectified to thesatisfaction of the Engineer. In such case a freshsample shall be taken, and a fresh (second) set of testvalues determined.

The first and second sets of test values shall then becompared with each other to determine whether theirproperties differ significantly.

Where in the opinion of the Engineer a significantdifference does occur, the submission of the lot shall beregarded as a first submission and assessed as such,and only the second set of test values shall then beused for this purpose.

7205 PROCEDURES

(a) GeneralThe statistical judgement procedures described belowshall apply to the corresponding product properties forthe purpose of acceptance control. Outliers shall beidentified, disregarded, and, if possible, replaced at thediscretion of the Engineer.

(b) Straight edge measurementsAll measurements taken as directed by the Engineershall fall within the limits given in TABLE 7111/1.

(c) Surface levelsAt least 50, but preferably more, levels shall bedetermined for each lot of completed work The lot willbe considered to comply with the requirements inrespect of surface levels if, before any repair work is

undertaken, at least 90% of the level measurementsshow a deviation from the specified levels which issmaller than the tolerance specified in TABLE 7111/2and no measurements fall outside the maximumallowed deviation Hmax.

Isolated spots, where the surface levels deviate bymore than the appropriate tolerance of the specifiedlevels shall be repaired to bring the deviation to withinthe tolerance.

(d) CrossfallAll measurements of crossfall as directed by theEngineer shall fall within the limits given in TABLE

7111/3.

Isolated spots, where the crossfall deviate by more thanthe appropriate tolerance of the specified crossfall shallbe repaired to bring the deviation to within thetolerance.

(e) Layer thicknessAt least 20, but preferably more, layer thickness shallbe determined in accordance with a stratified randompattern for each lot of completed layer work. Layerthickness may not be determined by means of levelmeasurements, but shall be measured by core drillingof excavation of sample pits at locations approved bythe Engineer.

The lot will be considered to comply with therequirements for layer thickness if both the followingconditions are fulfilled:− at least 90% of all the thickness measurements

taken before any thickness repairs are made areequal to or greater than the specified nominalthickness, minus the T90 tolerance specified inTABLE 7111/4.

− the mean layer thickness of the lot is not less thanthe specified nominal thickness

Isolated spots where the actual thickness is less thanthe specified thickness less the Tmax tolerance given inshall be repaired so as to fall within the tolerance.

(f) Relative compaction of earthworks andpavement layers

At least the following number of relative densitydeterminations shall be taken in a random pattern oneach section or as directed by the Engineer andassessed as a lot:− Roadbed, fill:− Improved subgrade layers, gravel wearing course:− Subbase− Base course, surfacing:

After outliers have been examined and replaced asdirected by the Engineer, compliance with the specifieddensity requirements shall be determined as shown inTABLE 7205/1 (at the end of the Section).

The lot will be considered to comply with therequirements for field density if the following conditionsare both fulfilled in respect of the limits given in TABLE

7205/1:− the average value shall be at least equal to or

higher than the acceptance limit for average density− no single test value shall be lower than the

acceptance limit for single values



(g) Cementitious binder content of cemented layers

(i) Method

(1) Take 50 samples according to a random patternand determine their cementitious bindercontent.

(2) Examine the results for outliers and replacethem if any in the opinion of the Engineer.

(ii) AnalysisThe lot will be considered to comply with therequirements for cementitious binder content if thefollowing conditions are both fulfilled:(1) The mean cementitious-binder content shall be

not less than 91% of the specified bindercontent.

(2) The cementitious binder content in not morethan 12 of the 50 samples may be lower than70% of the specified binder content.

(h) Binder content of bituminous mixes

(i) Method(1) Take at least four specimens of bituminous mix

in a random pattern and determine the bindercontent.

(2) Examine the results and replace any outliers asdirected by the Engineer. Determine the samplemean and assess the lot by using the followingcriteria.

(ii) AnalysisThe binder content of bituminous mixes shall notdeviate from the specified binder content by morethan the values given in TABLE 7205/2.

TABLE 7205/2ACCEPTANCE LIMITS FOR BITUMINOUS BINDER CONTENT

IN MIXES

Number oftests in lot

Maximum deviation from thespecified binder content(% of binder)

Sample mean Single values

2 0.37 0.54

3 0.33 0.58

4 0.30 0.60

5 0.28 0.62

6 0.27 0.64

7 0.26 0.65

8 or more 0.25 0.66

(f) Concrete cube compressive strength, 28-day

(i) MethodTake at least the minimum number of samples asgiven in Table 7205/3 according to a randompattern and make test cubes. Test them for cubecompressive strength after 28 days.

TABLE 7205/3MINIMUM NUMBER OF TESTS OF STRUCTURAL CONCRETE

FOR COMPRESSION STRENGTH

Volume of lot (m3)Minimum number oftests in lot. 1)

0 – 20 4

21 – 40 6

41 – 70 9

71 – 100 12

101 – 150 14

> 150 16

1) Each test consists of the average value of a set ofthree cubes.

(ii) AnalysisExamine the results for outliers and disregard asrequired in the opinion of the Engineer. The resultsare then assessed according to the criteria set outbelow. A lot will comply with the requirements forthe characteristic strength denoted X, if it meets thefollowing requirements by using the acceptancefactors A and B given in TABLE 7205/4:

− Mean value: minimum ( X + A )− Single test value: minimum ( X - B )

Where: X is required characteristic strength.A and B are found in TABLE 7205/4.

TABLE 7205/4ACCEPTANCE FACTORS FOR STRENGTH OF STRUCTURAL

CONCRETE

Acceptance factors for strength ofstructural concreteNumber of

tests in lot A(MPa)

B(MPa)

3 0.5 3.9

4 1.1 4.2

5 1.4 4.5

6 1.7 4.7

7 1.9 4.9

8 2.1 5.0

9 2.2 5.2

10 2.3 5.3

11 2.4 5.4

12 2.5 5.5

13 2.6 5.6

14 2.7 5.7

15 2.7 5.8

7206 CONDITIONAL ACCEPTANCE

(a) GeneralWhere a lot is rejected under a statistical judgement,plan described in this Section, but the test results aresuch that the lot complies with the requirements forconditional acceptance specified in this Clause, theEngineer may accept the lot conditionally. The Engineermay then apply a number of conditions for rectificationof the layer at his own discretion for the product to beapproved and certified for payment. Conditionalacceptance shall be the sole discretion of the Engineerand is not an option which may be exercised by theContractor or a right he may claim.



The Contractor shall have the option to remove andreinstate completely at his own cost conditionallyaccepted work with work which complies with therequirements.

(b) ApplicationConditional acceptance may be applied in respect ofthe properties of structures as shown in TABLE 7206/1.

(c) CriteriaWhen properties to which conditional acceptance mayapply are assessed in accordance with this Section, tworequirements shall always apply, viz one in relation tothe sample mean and one in relation to individual testsvalue. A lot may be conditionally accepted when itcomplies with one of the two requirements foracceptance, but not with the second requirementprovided that it complies with the requirements forconditional acceptance in relation to the secondrequirement.TABLE 7206/1PROPERTIES TO WHICH CONDITIONAL ACCEPTANCE MAY

APPLY

Property Structure

Relativecompaction

− Bituminous base course orsurfacing

− Cemented layers− Plant mixed, paver laid layers

Bituminousbinder content

Layers of bituminous mixes

Cementitiousbinder content

Cemented layers

28-day cubestrength

All structural concrete (exceptingconcrete pavements

Levels Earthworks and pavement layers

Layerthickness

Earthworks and pavement layers

(d) ResubmissionWhere a lot has been accepted conditionally or hasbeen rejected, the Engineer may agree to itsresubmission for approval if it has been reworked andthe Engineer is satisfied that a proper attempt wasmade to improve the properties which wereunacceptable A fresh sample shall be taken, and afresh (second) set of test values determined. The firstand second sets of test values shall then be comparedwith each other to determine whether their propertiesdiffer significantly. Where in the opinion of the Engineera significant difference does occur, the submission ofthe lot shall be regarded as a first submission andassessed as such, and only the second set of testvalues shall then be used for this purpose.

7207 ROUTINE TESTS AND INSPECTION BYTHE ENGINEERThe Engineer will at regular intervals inspect and testmaterials and completed work for compliance with thespecified requirements, and, where applicable thevarious specified judgement plans will be applied. Thetesting frequencies and sample and lot sizes for routinetesting shall be at the Engineer’s discretion.

All sections of completed work shall be submitted to theEngineer for routine inspection and testing, and theContractor shall not cover up or construct any work ontop of sections of completed work before being advisedby the Engineer of the outcome of his tests andinspection. The Contractor shall arrange the submissionof work for testing in a manner as will afford theEngineer reasonable opportunity for inspecting andtesting.

7208 MEASUREMENT AND PAYMENTNo separate measurement or payment apply to thisSection.



TABLE 7205/1ACCEPTANCE LIMITS IN RESPECT OF FIELD DENSITY

Minimum average value (% relative density) Minimum value of any single test (% relative density)

Number of tests assessed in the lot Number of tests assessed in the lotLayer and nominal classof material

Specifiednominaldensity(%)

Referencecompactionmethod

3 or 4 5 6 7 89 or

more3 or 4 5 6 7 8

9 ormore

Roadbed 1) 100 BS-Light 100.1 100.3 100.5 100.6 100.7 100.8 97.1 96.9 96.8 96.7 96.6 96.5

Roadbed and fill layers:(G3) 1) 90 BS-Heavy 90.1 90.4 90.6 90.7 90.9 91.0 86.4 86.2 86 85.9 85.8 85.7

Roadbed and lowerimproved subgrade layers:(G7) 1)

93 BS-Heavy 93.2 93.6 93.8 94.0 94.2 94.3 87.9 87.6 87.4 87.2 87.0 86.9

− Roadbed and upperimproved subgradelayers: (G15) 1)

− Gravel wearingcourse: (GW)

− Subbase of naturalgravel: (G25, G45)

− Subbase of cementedmaterial: (CM, C1)

95 BS-Heavy 95.2 95.6 95.8 96.0 96.2 96.3 91.4 91.2 91.0 90.9 90.8 90.7

Base course of cementedmaterial: (C1, C2)

97 BS-Heavy 97.1 97.4 97.6 97.7 97.9 98.0 93.4 93.2 93.0 92.9 92.8 92.7

Base course of naturalgravel: (G60, G80)

98 BS-Heavy 98.1 98.4 98.6 98.7 98.9 99.0 94.4 94.2 94.0 93.9 93.8 93.7

Base course of crushedaggregate: CRS

100 BS-Heavy 100.1 100.3 100.5 100.6 100.7 100.8 97.1 96.9 96.8 96.7 96.6 96.5

88Aggregateapparentdensity

88.4 88.6 88.7 88.8 88.9 89.0 85.6 85.5 85.3 85.2 85.1 85.0Base course of crushedaggregate: CRR

104 2) BS-Heavy 104.1 104.4 104.6 104.7 104.9 105.0 100.4 100.2 100.0 99.9 88.8 99.7

− Asphalt concretesurfacing: (AC20, AC14,AC10)

− Base course of coldbituminous mix:(BEMIX, FBMIX)

96 Marshall 96.1 96.3 96.5 96.6 96.7 96.8 93.0 92.9 92.8 92.7 92.6 92.5

1) Specified nominal density for the roadbed depends on the depth below formation, reference is made to TABLE 3606/1.2) 104% BS-Heavy can be used instead of 88% aggregate’s apparent density if approved by Engineer.




SECTION 7300: SETTING OUTAND TOLERANCES


7301 SCOPE 7000-167302 GENERAL 7000-167303 DETAILED SETTING OUT 7000-167304 TOLERANCES 7000-167305 MEASUREMENT AND PAYMENT 7000-17

7301 SCOPEThis Section covers the procedures for setting out andgives the limits for geometric tolerances for earthworksand layer work.

7302 GENERALThe Engineer will provide sufficient basic surveyinformation to enable the contractor to set out the worksand the Contractor shall be responsible for setting outall necessary reference points and for the maintenancethereof.

The Contractor shall satisfy himself as to the accuracyin line, level and dimension of the basic survey andsetting out details provided and should the Contractordiscover any error in the information provided by theEngineer, he should at once notify the Engineer. If theinformation is confirmed to be in error the Engineer willissue amended drawings or instructions regarding thecorrection of the error.

Prior to commencing construction, the Contractor shallestablish the road reserve boundary posts, or if noboundary posts are instructed, then the Contractor shallestablish reference points to define the road reserve at100 m intervals on both sides.

The Contractor shall establish temporary benchmarksalong the road at intervals not exceeding 200 m andshall provide the Engineer with a schedule of theirlevels and locations.

The Contractor shall not remove, damage, alter ordestroy in any way plot beacons or survey beacons.Should the Contractor consider that any beacon will beinterfered with by the works he shall notify the Engineerwho, if he considers necessary, will make arrangementsfor the removal and replacement of the beacon.

If the Contractor removes or disturbs a beacon withoutpermission of the Engineer, he shall be liable for the fullcost of its replacement and any legal consequencesthereof.

7303 DETAILED SETTING OUTThe Contractor shall set out the line and level of theworks at intervals of not more than 25 m or such lesserintervals as are required to construct the Works to thetolerances specified in this Specification. Referencepegs and batter rails clearly and indelibly marked withall the relevant information shall be provided clear of theroad and at right angles to it from which the centreline,level and batter slope can be directly established at anytime. These shall be maintained by the Contractor foras long as they are needed to check the work.

After completion of the setting out and site clearancethe Contractor shall take ground cross sections at

intervals of 25 m along the road centreline and alongthe centreline of all culverts and structures. These shallbe plotted to a natural scale of 1:100 on a stabletransparent material and a copy of the plot submitted tothe Engineer for agreement. If the Contractor fails totake requisite levels, levels determined by the Engineershall be taken as correct.

The Contractor shall programme for a period of 30 daysbetween submitting the ground crossections and beingissued with final road, culvert and structure levels. Aminimum 5 km section of road shall be submitted, butwhere the Contractor submits crossections for morethan 10 km of road within the same 30 day period theinitial 30 days shall be extended by 30 days for eachadditional 10 kms or part thereof. Final road, culvert orstructure levels will be determined by the Engineer andmay be different from the levels shown on theDrawings.

On receipt of the final road levels the Contractor shallmark up the details on the transparencies and theoriginal and one print of the cross-sections shall beprovided free of charge by the Contractor for theEngineer.

On completion of the earthworks but before startingformation or pavement layers the Contractor shallestablish steel pins at a constant offset to the edges ofthe carriageway shoulders. The offset may howevervary between sections in cut and those in fill. The steelpins will be clearly and indelibly marked with all therelevant information necessary to directly establish thecentreline and level at any point across the carriagewayby using either boning rods or a string line.

The interval between pins shall not be more that 12.5 mand the pins shall be maintained by the Contractor foras long as they are needed by the Engineer to checkthe work.

7304 TOLERANCES

(a) GeneralIn addition to the requirements set out in this Clauseattention is drawn to the requirements of CLAUSE 7115which shall all be fulfilled.

(b) Horizontal alignmentsHorizontal alignments shall be determined from thecentreline of the pavement surface as constructed, andall other parallel a alignments shall be corrected withina tolerance of +13 mm therefrom.

(c) Thickness of pavement layersThe thickness of any pavement layer as specified orordered by the Engineer, measured at five points in anylength of 100 m, shall meet the requirements given inTABLE 7111/4.

(d) Surface levels of payment layers and formationThe level measured at any point on the surface of apavement layer or the formation level shall not deviatefrom the corresponding level calculated from theDrawings by more than the tolerances shown in TABLE

7111/2.

For checking compliance with TABLE 7111/2measurements of surface levels will be taken at pointsto be selected by the Engineer at 12.5 m centreslongitudinally and at 2 m centres transversely. Atjunctions, the grid point spacing shall be determined bythe Engineer.

(e) Surface regularityThe surface regularity of pavement layers and theformation shall be tested at points decided by the



Engineer with a rigid, steel straightedge 3 m longplaced at any angle to the centreline of the road. Themaximum allowable deviation of the surface below thestraightedge shall be as given in TABLE 7111/1.

In addition the longitudinal slope or transverse crossfallshall not deviate from that shown on the Drawings bymore than the tolerances given in TABLE 7111/3.

(f) ShouldersShoulders shall be constructed to the same thickness,level and surface regularity requirements as for theadjacent pavement layers.

(g) Cutting and embankment slopesIn the final trimmed slope of cuttings a tolerance of+0.25 will be permitted, i.e. if a slope of 1 in 2 isspecified, the acceptable slope shall be not steeperthan 1 in 2 or slacker than 1 in 2.25

In the final trimmed slopes of embankments, atolerance of +0.25 will be permitted, i.e. if the specifiedslope is 1 in 2, the acceptable slope shall be notsteeper than 1 in 2 or slacker than 1 in 2.25.

(h) Width of cuttings and embankmentsThe tolerance permitted in the width of the bottom ofcuttings shall be 200 mm between the centreline of theroad and the toe of the cutting slope.

The width of embankments measured as the horizontaldistance from the centreline of the road to the top of theembankment shall not be less than that shown on theDrawing or more than that shown on the Drawings plus0.25 m.

(i) Depth of side drainsThe depth of side drains measured as the verticalheight difference from the centreline of the finishedpavement and the invert of the side drain shall not beless than that shown on the Drawings nor more thanthat shown on the Drawings plus 0.15 m.

(j) Construction control testingUnless otherwise directed values given in thisSpecification are minimum values and the workmanshipwill only be considered as satisfactory if all tests, takenat the frequency specified in SECTION 7100 of thisSpecification are at least equal to that specified in therelevant section.

7305 MEASUREMENT AND PAYMENTNo separate payment shall be made for work describedin this Section.




SECTION 7400: RECTIFICATIONOF EARTHWORKS ANDPAVEMENT LAYERS OUTSIDEPERMITTED GEOMETRICTOLERANCES


7401 SCOPE 7000-187402 RECTIFICATION MEASURES 7000-187403 MEASUREMENT AND PAYMENT 7000-18

7401 SCOPEThis Section sets out the methods for rectification ofearthworks and pavement layers constructed outsidepermitted geometric tolerances. Where any tolerancesin SECTION 7300 are exceeded, the Contractor shalldetermine the full extent of the area which is out oftolerance and shall make good the surface of thepavement course, earthworks or formation in themanner described below.

7402 RECTIFICATION MEASURES

(a) Earthworks excluding improved subgradelayers

Where a cutting slope is steeper, and an embankmentslope is slacker, than the specified slope then the slopeshall be trimmed to the specified slope. Where a cuttingslope in slacker, and an embankment slope is steeper,than the specified slope then the slope shall bebenched and fill material placed and compacted and theslope shall be trimmed all in accordance withrequirements of SERIES 3000 and any other relevantpart of this Specification.

Where the width of a cutting is less than, and the widthof an embankment more than, the specified width thenthe cutting or embankment shall be trimmed to thespecified width. Where the width of a cutting is morethan, and the width of an embankment is less than, thespecified width then the embankment or cutting shall bebenched and fill material placed and compacted and theslopes shall be trimmed all in accordance with therequirements of this Specification.

Where the depth of a side drain is less than thatspecified the side drain shall be trimmed to thespecified depth. Where the depth of a side drain ismore than specified the side drain shall be backfilledwith fill material compacted to a dry density of at least90% MDD of BS-Heavy up to the specified depth.

Where the results of the construction control tests areless than that specified the full depth of the layer shallbe reworked to specification. The area treated shall bethe whole section submitted for approval or, following aretest, a length of at least 50 m both sides of each testand retest failure or such area to be determined by theEngineer as necessary to obtain compliance with thisSpecification.

(b) Improved subgrade layersWhere the levels or widths are out of tolerance then thefull depth of the layer shall be reworked to specification.The area treated shall be at least 12.5 m long and 3 m

wide or such area to be determined by the Engineer asnecessary to obtain compliance with this Specification.

Where the results of the construction control tests areless than that specified the full depth of the layer shallbe reworked to specification. The area treated shall bethe whole section submitted for approval or following aretest a length of at least 50 m both sides of each testand retest, failure.

(c) Base course and subbaseWhere these consist of unbound (i.e. natural or gradedstone) material the full depth of the material shall beremoved from the pavement and replaced tospecification. The area treated shall be at least 30 mlong and 3 m wide or such area to the determined bythe Engineer as necessary to obtain compliance withthis Specification.

Where the courses consist of cement or lime treatedmaterial or lean concrete the full depth of the layer shallbe removed from the pavement and replaced tospecification. The area treated shall be at least 5m longand the full width of the paving laid in one operation. Ifareas are corrected within 7 days of laying noconstruction traffic or compaction plant shall use thesurrounding satisfactory areas.

For bituminous bases the full depth of layer shall beremoved and replaced with fresh material laid andcompacted to specification. Any area so treated shall beat least 5 m long and the full width of the paving laid inone operation.

Where the results of the construction control tests forany of the base or subbase materials are less than thatspecified the full depth of the layer shall be removedand replaced to specification. The area treated shall bethe whole section submitted for approval or, following aretest, a length of at least 50 m both sides of each testand retest failure or such area to be determined by theEngineer as necessary to obtain compliance with theSpecification.

(d) Asphalt concrete surfacingThese shall have the full depth of the layer removedand replaced with fresh material laid and compacted tospecification. The area rectified shall be the full width ofthe paving laid in one operation and at least 15 m long.

Where the results of the construction control tests forthe wearing course are less than that specified the fulldepth of the layer shall be removed and replaced tospecification. The area treated shall be the wholesection submitted for approval or, following a retest, alength of at least 50 m both sides of each test andretest failure or such area to be determined by theEngineer as necessary to obtain compliance with thisSpecification.

7403 MEASUREMENT AND PAYMENTThe Contractor shall be deemed to have allowed in hisgeneral rates and prices for the cost of complying withthe requirements in this Section and no additionalpayment will be made.

Notwithstanding the provisions of this Specification,measurement and payment for earthworks andpavement works shall be made on the basis of the netcrossection Drawings or as ordered by the Engineerand no additional payment shall be made in respect ofvariation within or without the specified tolerances.




SECTION 7500: SPECIFICATIONSAND TEST METHODS


7501 INSTITUTION 7000-197502 STANDARDS AND TEST METHODS 7000-197503 ADDRESSES 7000-21

7501 INSTITUTIONS− Central Materials Laboratory of Ministry of Works.− Tanzania Bureau of Standards− Norwegian Public Roads Administration− American Association of State Highway and

Transport Officials (AASHTO)− American Society for Testing and Materials (ASTM)− British Standards Institute (BS)− Standard Coordination Specification (CKS)− Deutshe Ingineur Norme (DIN)− South African Bureau of Standards (SABS)− Southern African Bitumen and Tar Association

(SABITA)− Swedish Standard (SIS)− Technical methods for highways (TMH)− Technical recommendations for highways (TRH)− US Federal

7502 STANDARDS AND TEST METHODS

(a) Central Materials Laboratory (CML), Ministry ofWorks, Tanzania

CML testnumber:

Name of test: Reference to test method:

(i) Tests on Soils and Gravel:1.1 Moisture Content BS1377:Part 2:19901.2 Liquid Limit (Cone Penetrometer) BS1377:Part 2:19901.3 Plastic Limit & Plasticity Index BS1377:Part 2:19901.4 Linear Shrinkage BS1377:Part 2:19901.5 Particle Density Determination - Pyknometer BS1377:Part 2:19901.6 Bulk Density for undisturbed samples BS1377:Part 2:19901.7 Particle Size Distribution - Wet sieving BS1377:Part 2:19901.8 Particle Size Distribution - Hydrometer Method BS1377:Part 2:19901.9 Compaction Test - BS Light and BS Heavy BS1377:Part 4:19901.10 CBR Test - One point method BS1377:Part 4:1990

BS1377:Part 4:1990 and1.11 CBR Test - Three point method

TMH1:method A8:19861.12 Consolidation Test - Oedometer BS1377:Part 5:19901.13 Triaxial Test BS1377:Part 7:19901.14 Shear Box Test BS1377:Part 7:19901.15 Permeability Test - Constant Head BS1377:Part 5:1990

BS1377:Part 3:1990 and1.16 Organic Content - Ignition Loss Method

NPRA 014 test 14.4451.17 Crumb Test BS1377:Part 5:19901.18 pH Value (pH meter) BS1377:Part 3:1990

TMH1:method A14:1986 and1.19 Preparation of Stabilised Samples for (UCS)

BS1924:Part 2:1990TMH1:method A14:1986 and

1.20 Compaction Test - Stabilised MaterialsBS1924:Part 2:1990

1.21 UCS of Stabilised Materials TMH1:method A14:19861.22 Initial Consumption of Lime - ICL BS1924:Part 2:1990

(ii) Tests on Aggregates and Concrete:2.1 Moisture Content of Aggregates BS812:Part 109:19902.2 Relative Density and Water Absorption BS812:Part 2:19752.3 Sieve Tests on Aggregates BS812:Part 103.1:19852.4 Flakiness Index (FI) and Average Least Dimension (ALD) BS812:Section 105.1:19892.5 Elongation Index BS812:Section 105.2:19902.6 Aggregate Crushing Value (ACV) BS812:Part 110:19902.7 Ten Percent Fines Value (TFV) BS812:Part 111:19902.8 Aggregate Impact Value (AIV) BS812:Part 112:19902.9 Los Angeles Abrasion Test (LAA) ASTM C535-892.10 Sodium Soundness Test (SSS) ASTM C88-902.11 Slump Test BS1881:Part 102:19832.12 Making of Concrete Test Cubes BS1881:Part 108:19832.13 Concrete Cube Strength BS1881:Part 116:1983



(iii) Tests on Asphalt and Bituminous Materials3.1 Preconditioning of Bitumen Samples Prior to Mixing or Testing NPRA 014 test 14.5113.2 Density of Bituminous Binders ASTM D70-973.3 Flash and Fire Point by Cleveland Open Cup ASTM D92-903.4 Thin-Film Oven Test (TFOT) ASTM D1754-873.5 Penetration of Bituminous Materials ASTM D5-863.6 Softening Point Test ASTM D36-703.7 Ductility ASTM D113-863.8 Viscosity Determination using the Brookfield Thermosel Apparatus ASTM D4402-913.9 Density and Water Absorption of Aggregates Retrieved on a 4.75 mm

SieveASTM C127-88

3.10 Density and Water Absorption of Aggregates Passing the 4.75 mmSieve

ASTM C128-88

3.11 Calibration of Glass Pycnometers (0.5-1 litre) NPRA 014 test 14.59223.12 Mixing of Test Specimens; Hot Bituminous Mixes NPRA 014 test 14.55323.13 Determination of Maximum Theoretical Density of Asphalt Mixes ASTM D2041-95 and D4469-85

and Absorption of Binder into Aggregates3.14 Bulk Density of Saturated Surface Dry Asphalt Mix Samples ASTM D2726-963.15 Bulk Density of Paraffin-Coated Asphalt Mix Samples ASTM D1188-893.16 Bulk Density of Asphalt Mix Samples, Calliper Measurements NPRA 014 test 14.56223.17 Calculation of Void Content in Bituminous Mixes ASTM D3203 and AASHTO pp19-933.18 Marshall Test ASTM D1559-893.19 Marshall Mix Design ASTM D1559-893.20 Refusal Density Mix Design TRL Overseas Road Note 31, app. D:19903.21 Indirect Tensile Strength Test ASTM D3967 and NPRA 014 test 14.5543.22 Determination of Binder Content and Aggregate Grading by Extraction ASTM D2172-88, method B3.23 Effect of Water on Bituminous Coated Aggregates, Boiling Test ASTM D3625-96

(b) Tanzania Bureau of Standard (TBS)TZC 177:1999 Ordinary Portland Cement -

specificationsTZC 178:1990 Cement - methods of testing

(c) American Association Of State Highway AndTransport Officials (AASHTO)

M – 85 Ordinary Portland CementM – 140 Bituminous prime coatM – 153 Joint fillerM – 154 Air entraining agents.M – 173 Thermoplastic hot poured sealantM – 194 Concrete AdmixturesM – 213 Joint fillerM – 216 Road limeM – 240 Portland blast furnace cementT – 87 Atterberg limits test methodT – 89 Atterberg limits test methodT – 90 Atterberg limits test methodT – 132 Sealand testsT – 180 Maximum dry density test method

(d) American Society For Testing And Materials(ASTM)

A – 252-68 Pile castingsC – 156 Curing agentsC – 260 Air entraining agentsC – 309 Curing agentsC – 494 Concrete admixturesC – 719 Sealant testsC – 920 Thermosetting chemically cured sealantC – 227-90 Test method for alkali reactivity of

aggregatesD – 36 Bitumen tests (Softening point)D – 244 Bitumen tests (binder content test)D – 1557 Maximum dry density testsD – 4402 Bitumen tests (dynamic viscosity)

(e) British Standards Institute (BS)BS – 162 Working under power linesBS – 470 Aluminum plateBS – 709 WeldingBS – 812 Fillers for asphaltBS – 881 VEBE testBS – 970 Stainless SteelBS – 1134 Stainless steel plateBS – 1154 Natural rubber

BS – 1474 Aluminum sectionsBS – 1721 Fire extinguishersBS – 1780 Pressure gaugesBS – 2499 Joint sealantBS – 2752 Synthetic rubberBS – 3662 Plastic road marking paintBS – 3837 Joint filler (rigid foams)BS – 4254 Joint sealantBS – 4360 Structural steelBS – 4447 Anchorages and couplersBS – 4486 High tensile alloy steel barsBS – 4840 Joint filler (rigid foams)BS – 5135 WeldingBS – 5400 Bridge bearingsBS – 5896 Steel wireBS – 6088 Glass beadsBS – 8004 StructuresEN – 10113 Structural steelEN – 10155 Structural steel

(f) Standard Coordination Specification (CKS)CKS – 82 Steel sectionsCKS – 176 Corrugated metal culvertsCKS – 191 Retro-reflective materialCKS – 192 Retro-reflective road marking paintCKS – 388 Natural rubber water stopsCKS – 389 PVC rubber water stopsCKS – 437 Corrugated metal culvertsCKS – 564 Bonding liquid for concrete surfacesCKS – 592 Barbed tape concertina wire

(g) Deutshe Ingineur Norme (DIN)DIN – 52013 Bitumen tests (ductility and elastic

recovery)

(h) South African Bureau of Standards (SABS)SABS – 044 Welding proceduresSABS – 064 Abrasive blastingSABS – 094 Holes for friction grip fastenersSABS – 0100 Concrete coresSABS – 0142 Electrical installationsSABS – 0162 Design of work/codes of practiceSABS – 05 Timber treatmentSABS – 82 Steel reinforcing barsSABS – 92 Roofing felt (bridge bearings)SABS – 113 pH test (Water)SABS – 134 Paint



SABS – 135 Bolts and nutsSABS – 136 Bolts and nutsSABS – 141 Paint thickness testSABS – 202 Chloride content (Water)SABS – 212 Sulphate content (Water)SABS – 213 Total dissolved solids (Water)SABS – 227 BricksSABS – 307 Penetration grade bitumenSABS – 308 PrimeSABS – 309 Bitumen emulsionSABS – 435 RivetsSABS – 455 Welding electrodesSABS – 457 Timber PostsSABS – 471 Ordinary Portland CementSABS – 533 PipesSABS – 538 Timber treatmentSABS – 539 Timber treatmentSABS – 548 Bitumen emulsionSABS – 558 Manhole coversSABS – 626 Portland blast furnace cementSABS – 630 Finishing coats (paint)SABS – 634 Finishing coats (paint)SABS – 657 Steel tubesSABS – 673 Timber treatmentSABS – 675 WireSABS – 677 PipesSABS – 679 Primer (paint)SABS – 681 Undercoat (paint)SABS – 684 Finishing coats (paint)SABS – 723 Primer (paint)SABS – 731 Road marking paintSABS – 741 Sulphate content (cementitious binders)SABS – 748 PrimeSABS – 1519 PaintSABS – 1555 Delineation signsSABS – 1580 Wire meshSABS – 749 PrimeSABS – 754 Timber postsSABS – 763 GalvanishingSABS – 772 Abrasive blastingSABS – 783 Finishing coats (paint)SABS – 791 PipesSABS – 801 Epoxy tar paintSABS – 802 Finishing coats (paint)SABS – 821 Road LimeSABS – 831 Rapid hardening cement (OPC15)SABS – 836 Aggregate testSABS – 837 Sugar Content (Water)SABS – 838 Sand equivalent testSABS – 841 Alkali carbonates and bicarbonates

(water)SABS – 844 Relative density testsSABS – 845 Compacted bulk densitySABS – 848 Polished stone value testsSABS – 850 Sulphate content (aggregates)SABS – 855 Free water content (aggregates)SABS – 856 Bulking of fine aggregatesSABS – 862 Slump (concrete)SABS – 864 Flexure strength test (concrete)SABS – 865 Compression strength (Concrete cores)SABS – 878 Ready mix concreteSABS – 912 Primer (paint)SABS – 920 Steel reinforcing barsSABS – 921 PipesSABS – 926 Zinc rich epoxySABS – 927 KerbingSABS – 934 GalvanishingSABS – 967 Rubber joints for pipesSABS – 986 CulvertsSABS – 1024 Welded steel fabricSABS – 1058 Paving blocksSABS – 1077 Joint sealantSABS – 1083 AggregateSABS – 1085 SandSABS – 1091 PaintSABS – 1143 Steel bolts and nutsSABS – 1149 WashersSABS – 1223 Pipes

SABS – 1260 PrimeSABS – 1282 Friction grip nuts and boltsSABS – 1350 GuardrailsSABS – 1373 Diamond meshSABS – 1391 GalvanisingSABS – 1413 Finishing coats (paint)SABS – 1431 Structure steelSABS – 1442 Road StudsSABS – 1500 Electrical installations

(i) Technical Methods for Highways (TMH), SouthAfrica

TMH – 1 Standard methods of testing roadconstruction material

TMH – 5 Sampling methods for road constructionmaterials

TMH – 6 Special methods for testing roads

7503 ADDRESSESThe Tanzanian, AASHTO, ASTM, BS, CKS, DIN,SABS, SIS and US Federal specification and testmethod documents referred to in this document can beobtained from the following sources:

Central materials Laboratory, Ministry of WorksP.O.Box 9452DarEsSalaamPhone/fax: +255-51-866088

Tanzania Bureau of StandardsMorogoro RoadDarEsSalaamTel +255 514 3298Fax +255 514 3583

Botswana Bureau of StandardsPrivate Bag B 048GaboroneTel +267 351 420Fax +267 324 064

Norwegian Public Roads AdministrationP.O. Box 8142 Dep.0033 OsloNorway

South African Bureau of StandardsPrivate Bag x 191Pretoria0001Tel +2712 428 6925Fax +2712 428 6928

The SABITA specification and test method documentscan be obtained from:SABITAP. O. Box 6946RoggebaaiSouth Africa8012Tel +2721 421 2577Fax +2721 425 1279

The TMH and TRH documents can be obtained from:Department of Transport (Publications Department)P.O. Box 415PretoriaSouth Africa0001Tel +2712 309 3310Fax +2712 328 5102

STANDARD SPECIFICATIONS FOR ROAD WORKS-2000 APPENDIX 1 - SUMMARY OF PAY ITEMS

THE UNITED REPUBLIC OF TANZANIA, MINISTRY OF WORKS PAGE A1 - 1

Appendices

Appendix 1: Summary of Pay Items

PAY ITEMS PAGE

IN SERIES 1000 A1 - 2IN SERIES 2000 A1 - 4IN SERIES 3000 A1 - 10IN SERIES 4000 A1 - 12IN SERIES 5000 A1 - 17IN SERIES 6000 A1 - 21IN SERIES 7000 A1 - 26

Appendix 2: List of Clauses Referringto the Special Specifications orDrawings

REFERENCES PAGE





Section 1100: Definitions And Terms(NO SEPARATE PAY ITEM)

Section 1200: General Requirements AndProvisions

ITEM UNIT

12.01 LAND ACQUISITION:

(a) ARRANGE AND PAY COMPENSATION

FOR ACQUISITION OF LAND FOR THE

WORKS.

PROVISIONAL

SUM



PERCENT (%)

ITEM UNIT

12.02 RELOCATION OF SERVICES:

(a) ARRANGE AND PAY FOR REMOVAL

AND/OR ALTERATION TO SERVICES

PROVIDED BY AGENCIES FOR

ELECTRICITY SUPPLY, WATER

SUPPLY OR TELECOMMUNICATION

SERVICES.

PROVISIONAL

SUM



PERCENT (%)

Section 1300: Contractor’s Establishment OnSite And General Obligations

ITEM UNIT

13.01 CONTRACTORS OBLIGATIONS:

(a) SURETIES LUMP SUM

(b) INSURANCE OF WORKS LUMP SUM

(c) INSURANCE OF CONSTRUCTIONAL

PLANT & EQUIPMENT

LUMP SUM

(d) THIRD PARTY INSURANCE LUMP SUM

Section 1400: Engineer’s Accommodation AndAttendance Upon Engineer And His SitePersonnel

ITEM UNIT

14.01 HOUSES FOR THE ENGINEER:

(a) PROVIDE TYPE I HOUSE FULLY


ENGINEER

LUMP SUM

(b) PROVIDE TYPE II HOUSE FULLY


ENGINEER

LUMP SUM

(c) PROVIDE TYPE III HOUSE FULLY


ENGINEER

LUMP SUM

(d) PROVIDE MULTIPLE ACCOMMODATION

UNITS FULLY FURNISHED AND


LUMP SUM

(e) PROVIDE FULLY FURNISHED AND

EQUIPPED TEMPORARY

ACCOMMODATION AND OFFICES FOR

THE ENGINEER

LUMP SUM

(f) MAINTAIN AND PAY ALL RENTS AND (HOUSE

MUNICIPAL SERVICES FOR TYPE IHOUSE FULLY FURNISHED AND


UNIT)X (MONTH)

(g) MAINTAIN AND PAY ALL RENTS AND

MUNICIPAL SERVICES FOR TYPE IIHOUSE FULLY FURNISHED AND


(HOUSE

UNIT)X (MONTH)

(h) MAINTAIN AND PAY ALL RENTS AND

MUNICIPAL SERVICES FOR TYPE IIIHOUSE FULLY FURNISHED AND


(HOUSE

UNIT)X (MONTH)

(i) MAINTAIN AND PAY ALL RENTS AND

MUNICIPAL SERVICES FOR MULTIPLE

ACCOMMODATION UNITS FULLY


ENGINEER

(HOUSE

UNIT)X (MONTH)

(j) MAINTAIN AND PAY ALL RENTS AND


FURNISHED AND EQUIPPED

TEMPORARY ACCOMMODATION AND

OFFICES FOR THE ENGINEER

(HOUSE

UNIT)X (MONTH)

ITEM UNIT

14.02 OFFICES FOR THE ENGINEER


EQUIPPED OFFICES FOR THE ENGINEER

LUMP SUM



FURNISHED AND EQUIPPED OFFICES

FOR THE ENGINEER

(OFFICE

UNIT)X(MONTH)

ITEM UNIT

14.03 WASH HOUSE FOR THE

ENGINEER:

(a) PROVIDE AND MAINTAIN FULLY



LUMP SUM





(WASH HOUSE

UNIT) X(MONTH)

ITEM UNIT

14.04 SITE CABIN/OFFICE FOR THE

ENGINEER:


EQUIPPED SITE CABIN / OFFICE

FOR THE ENGINEER

LUMP SUM

(b) cabin / office for the EngineerMAINTAIN AND PAY ALL RENTS

AND MUNICIPAL SERVICES FOR

FULLY FURNISHED AND EQUIPPED

SITE

(SITE CABIN

/OFFICE UNIT)X (MONTH)

ITEM UNIT

14.05 FOUR WHEEL DRIVE STATION

WAGON FOR THE ENGINEER:


ENGINEER (SPECIFY TYPE AND

NUMBER)

LUMP SUM


(SPECIFY TYPE AND NUMBER) FOR AN

AVERAGE OF 2500 KM PER MONTH

VEHICLE

X MONTH




KILOMETRES

(km)



ITEM UNIT

14.06 FOUR WHEEL DRIVE DOUBLE

CAB PICK-UP FOR THE ENGINEER


ENGINEER AND EMPLOYER (SPECIFY

TYPE AND NUMBER)

LUMP SUM

(LS)


(SPECIFY TYPE AND NUMBER) FOR

AN AVERAGE OF 2500 KM PER

MONTH

VEHICLE X

MONTH




KIILOMETRES

(km)

ITEM UNIT

14.07 SURVEY EQUIPMENT FOR THE

ENGINEER

LUMP SUM

(a) PROVIDE SPECIFIED SURVEY


LUMP SUM

(b) MAINTAIN SPECIFIED SURVEY


MONTH

ITEM UNIT

14.08 LABORATORY FOR THE

ENGINEER

LUMP SUM

(a) PROVIDE LABORATORY FULLY


LUMP SUM

(b) MAINTAIN LABORATORY FULLY


MONTH

ITEM UNIT

14.9 LABORATORY EQUIPMENT FOR

THE ENGINEER

LUMP SUM

(a) PROVIDE SPECIFIED LABORATORY


LUMP SUM

(b) MAINTAIN SPECIFIED LABORATORY


MONTH

ITEM UNIT

14.10 MEALS IN CONTRACTOR’S MESS

HALL FOR THE EMPLOYER’S STAFF

NUMBER

(no)

Section 1500: Accommodation Of Traffic(NO SEPARATE PAY ITEMS)

Section 1600: Overhaul

ITEM UNIT

16.01 OVERHAUL OF MATERIAL

HAULED IN EXCESS OF ITS

RESPECTIVE FREE HAUL DISTANCE

(a) MATERIAL FOR FILL OR IMPROVED

SUBGRADE LAYERS

CUBIC METRE

X KILOMETRE

(m3km)(b) MATERIAL FOR PAVEMENT LAYERS

AS SPECIFIED

CUBIC METRE

X KILOMETRE

(m3km)(c) MATERIAL FOR GRAVEL WEARING

COURSE

CUBIC METRE

X KILOMETRE

(m3km)

Section 1700: Environmental Protection AndWaste Disposal

(NO SEPARATE PAY ITEMS)




Section 2100: Drains

ITEM UNIT

21.01 EXCAVATION FOR OPEN DRAINS:




SURFACE LEVEL:

(i) 0.5 m UP TO 1.5 m CUBIC METRE

(m3)(ii) Exceeding 1.5 m AND UP TO

3.0 mCUBIC METRE

(m3)

(iii) Exceeding 3.0 m PER


(m3)


EXCAVATION IN ROCK AS DEFINED IN

CLAUSE 3603, IRRESPECTIVE OF

DEPTH:

CUBIC METRE

(m3)

ITEM UNIT

21.02 CLEARING AND SHAPING

EXISTING DRAINS:CUBIC

METRE (m3)

ITEM UNIT

21.03 EXCAVATION FOR SUBSOIL

DRAINAGE SYSTEMS:




SURFACE LEVEL:



3.0 mCUBIC METRE

(m3)



(m3)



CUBIC METRE

(m3)

ITEM UNIT

21.04 IMPERMEABLE BACKFILLING

TO SUBSOIL DRAINAGE SYSTEMS

CUBIC

METRE (m3)

ITEM UNIT

21.05 BANKS AND DYKES CUBIC METRE (m3)

ITEM UNIT



SYSTEMS(CRUSHED STONE):

(a) CRUSHED STONE OBTAINED

FROM APPROVED SOURCES ON


CUBIC

METRE (m3)

(b) CRUSHED STONE OBTAINED

FROM COMMERCIAL SOURCES ON


CUBIC

METRE

(m3)

ITEM UNIT



SYSTEMS (SAND):

(a) SAND OBTAINED FROM

APPROVED SOURCES ON THE

SITE (STATE GRADE)

CUBIC

METRE

(m3)

(b) SAND OBTAINED FROM

APPROVED SOURCES OUTSIDE


CUBIC

METRE

(m3)

ITEM UNIT

21.08 PIPES IN SUBSOIL DRAINAGE

SYSTEMS:

(a) PITCH-FIBRE PIPES AND FITTINGS

COMPLETE WITH COUPLING (STATE

SIZE AND WHETHER OR NOT

PERFORATED)

METRE

(m)

(b) UNPLASTICISED PVC PIPES AND

FITTINGS, NORMAL DUTY, COMPLETE

WITH COUPLINGS (STATE SIZE AND

WHETHER OR NOT PERFORATED

SLOTTED)

METRE

(m)

(c) HIGH-DENSITY TYPE POLY-ETHYLENE

PRESSURE PIPES AND FITTINGS,COMPLETE WITH COUPLINGS (STATE

SIZE, TYPE AND CLASS AND WHETHER

OR NOT PERFORATED)

METRE

(m)

(d) CONCRETE PIPES (STATE TYPE AND

DIAMETER)METRE

(m)

ITEM UNIT

21.09 POLYETHYLENE SHEETING,0.15 mm THICK, OR SIMILAR

APPROVED MATERIAL, FOR

LINING SUBSOIL DRAINAGE

SYSTEM

SQUARE

METRE (m2)

ITEM UNIT


FABRIC (DESCRIBE TYPE AND

GRADE)

SQUARE

METRE (m2)

ITEM UNIT

21.11 COMPOSITE IN-PLANE

DRAINAGE SYSTEMS

(DESCRIBE TYPE AND GRADE)

SQUARE

METRE (m2)

ITEM UNIT

21.12 CONCRETE OUTLET

STRUCTURES, MANHOLE BOXES,JUNCTION BOXES AND CLEANING

EYES FOR SUBSOIL DRAINAGE:

(a) OUTLET STRUCTURES NUMBER (no)

(b) MANHOLE BOXES NUMBER (no)

(c) JUNCTION BOXES NUMBER (no)

(d) CLEANING EYES NUMBER (no)

ITEM UNIT

21.13 CONCRETE CAPS FOR SUB SOIL

DRAIN PIPES

NUMBER

(no)



ITEM UNIT

21.14 REPAIRING OR REPLACING

EXISTING DRAINAGE SYSTEMS

PROVISIONAL

SUM

ITEM UNIT

21.15 BACKFILLING EXISTING

ERODED SIDE DRAINS

CUBIC

METRE (m3)

ITEM UNIT

21.16 TEST FLUSHING OF PIPE

SUBSOIL DRAINS

NUMBER

(no)

ITEM UNIT

21.17 EXCAVATION FOR THE

CLEARING OF EXISTING DRAINAGE

SYSTEMS:

(a) MANHOLES AND INLET AN OUTLET

STRUCTURES

CUBIC METRE

(m3)

(b) CULVERT BARRELS CUBIC METRE

(m3)(c) CONCRETE SIDE DRAINS CUBIC METRE

(m3)

ITEM UNIT

21.18 SELECTED BACKFILL

MATERIAL UNDER CONCRETE-LINED SIDE DRAINS COMPACTED

TO 90 % BS-HEAVY DENSITY

CUBIC METRE

(m3)

Section 2200: Prefabricated Culverts

ITEM UNIT

22.01 EXCAVATION:




SURFACE LEVEL:



3.0 mCUBIC METRE

(m3)



(m3)



CUBIC METRE

(m3)

ITEM UNIT

22.02 BACKFILLING:

(a) USING EXCAVATED MATERIAL CUBIC METRE

(m3)(b) USING IMPORTED SELECTED

MATERIAL

CUBIC METRE

(m3)

(c) EXTRA OVER SUBITEMS 22.02(a) AND (b) FOR SOIL CEMENT

BACKFILLING (PERCENTAGE OF

CEMENT INDICATED)

CUBIC METRE

(m3)

ITEM UNIT

22.03 CONCRETE PIPE CULVERTS:

(a) ON CLASS A BEDDING (TYPE AND


(b) ON CLASS B BEDDING (TYPE AND


(c) ON CLASS C BEDDING (TYPE AND


(d) ON CLASS D BEDDING (TYPE AND


ITEM UNIT

22.04 METAL CULVERTS:

(a) SIZE, WALL THICKNESS AND TYPE

INDICATED

METRE (m)

(b) CUTTING OFF BEVELLED AND/ OR

SKEW ENDS (SIZE AND TYPE

INDICATED)

NUMBER (no)

(c) ANCHOR BOLTS NUMBER (no)

ITEM UNIT

22.05 PORTAL AND RECTANGULAR

CULVERTS:

(a) COMPLETE WITH PREFABRICATED

FLOOR SLABS (SIZE AND TYPE

INDICATED)

METRE (m)

(b) WITHOUT PREFABRICATED FLOOR

SLABS (SIZE AND TYPE INDICATED)METRE (m)

ITEM UNIT

22.06 EXTRA OVER ITEMS 22.0322.04 AND 22.05 FOR

CONSTRUCTING INCLINED CULVERTS

STEEPER THAN 1:4.

METRE

(m)

ITEM UNIT

22.07 CAST IN SITU CONCRETE AND

FORM WORK:

(a) IN CLASS A BEDDING, SCREEDS AND

THE ENCASING FOR PIPES, INCLUDING

FORMWORK, (CLASS OF CONCRETE

INDICATED)

CUBIC

METRE

(m3)

(b) IN FLOOR SLABS FOR PORTAL OR

RECTANGULAR CULVERTS, INCLUDING

FORMWORK AND CLASS U2 SURFACE

FINISH (CLASS OF CONCRETE

INDICATED)

CUBIC

METRE

(m3)

(c) IN INLET AND OUTLET STRUCTURES,CATCHPITS, MANHOLES, THRUST AND

ANCHOR BLOCKS, EXCLUDING

FORMWORK BUT INCLUDING CLASS


CONCRETE INDICATED)

CUBIC

METRE

(m3)

(d) FORMWORK OF CONCRETE UNDER

SUB ITEM 22.07 (a) ABOVE TYPE OF

FINISH INDICATED)

SQUARE

METRE

(m2)

(e) IN CONCRETE LININGS FOR THE

INVERTS OF METAL CULVERTS,INCLUDING FORMWORK AND CLASS


CONCRETE INDICATED)

CUBIC

METRE

(m3)

ITEM UNIT

22.08 CONCRETE BACKFILL FOR

CULVERT (CLASS INDICATED)CUBIC

METRE (m3)



ITEM UNIT

22.09 PREFABRICATED CONCRETE

INLETS AND OUTLETS TO CULVERTS

(SIZE AND TYPE INDICATED)

NUMBER

(no)

ITEM UNIT

22.10 STEEL

REINFORCEMENT:


(b) HIGH-TENSILE STEEL BARS TONNE (t)

(c) WELDED STEEL FABRIC KILOGRAMME (kg)

ITEM UNIT

22.11 DOWELS FOR JOINING OLD

AND NEW CONCRETE

KILOGRAMME

(kg)

ITEM UNIT


CONCRETE:

(a) PLAIN CONCRETE CUBIC METRE (m3)

(b) REINFORCED CONCRETE CUBIC METRE (m3)

ITEM UNIT

22.13 REMOVING AND RE-LAYING

EXISTING PIPES (SIZE AND TYPE OF

BEDDING INDICATED)

METRE (m)

ITEM UNIT

22.14 REMOVING AND STACKING

EXISTING PREFABRICATED PIPES

(ALL SIZES)

METRE

(m)

ITEM UNIT

22.15 TREATING SURFACES WITH

EPOXY RESIN FOR JOINING NEW TO

OLD CONCRETE (TYPE OF EPOXY

RESIN SPECIFIED)

LITRE (l)

ITEM UNIT

22.16 PROTECTIVE MASTIC

ASPHALT COATING FOR

CORRUGATED METAL CULVERT

UNITS (STATE WHETHER TO BE

APPLIED BY BRUSH OR BY

SPRAY GUN)

SQUARE

METRE (m2)

ITEM UNIT

22.17 MANHOLES, CATCHPITS, PRECAST

INLET AND OUTLET STRUCTURES

COMPLETE:

(a) MANHOLES (TYPE INDICATED) NUMBER

(no)(b) CATCHPITS (TYPE INDICATED) NUMBER

(no)(c) PRECAST INLET AND OUTLET

STRUCTURES (TYPE INDICATED)NUMBER

(no)

(d) EXTRA OVER OR LESS THAN SUBITEM

22.17 (a) FOR VARIATIONS IN THE

DEPTHS OF MAN HOLES FROM THE




METRE

(m)

(e) EXTRA OVER OR LESS THAN SUB ITEM

22.17 (b) FOR VARIATIONS IN THE

DEPTHS OF CATCHPITS FROM THE




METRE

(m)

TEM UNIT

22.18 BRICKWORK:

(a) 115 mm THICK SQUARE METRE (m2)

(b) 230 mm THICK SQUARE METRE (m2)

(c) 345 mm THICK SQUARE METRE (m2)

ITEM UNIT

22.19 PLASTER: SQUARE METRE (m2)

ITEM UNIT

22.20 BENCHING: SQUARE METRE (m2)

ITEM UNIT

22.21 ACCESSORIES:

(a) MANHOLE COVERS INCLUDING

FRAMES (DESCRIPTION)NUMBER

(no)

(b) INLET GRIDS INCLUDING FRAMES

(DESCRIPTION)NUMBER

(no)

(c) STEP IRONS (DESCRIPTION) NUMBER

(no)(d) ETC. FOR OTHER ACCESSORIES NUMBER

(no)

ITEM UNIT

22.22 ANCHORS FOR PIPES

(DESCRIPTION)NUMBER

(no)

ITEM UNIT

22.23 SERVICE DUCTS:

(a) ORDINARY PIPES (TYPE AND

DIAMETER INDICATED)METRE

(m)

(b) SPLIT PIPES (TYPE AND DIAMETER

INDICATED)METRE

(m)

ITEM UNIT

22.24 DUCT MARKER BLOCKS

(TYPE INDICATED)NUMBER

(no)

ITEM UNIT

22.25 HAND EXCAVATION TO

DETERMINE THE POSITIONS OF

EXISTING SERVICES

CUBIC

METRE

(m3)

ITEM UNIT

22.26 REINSTATING TRENCHES

CROSSING ROADS:

(a) IMPROVED SUBGRADE LAYERS SQUARE

METRE (m2)(b) SUBBASE LAYERS SQUARE

METRE (m2)(c) BASE COURSE LAYERS SQUARE

METRE (m2)



(d) BITUMINOUS SURFACING

INCLUDING TACK COAT)SQUARE

METRE (m2)

(e) KERBING METRE (m)

ITEM UNIT

22.27 PREFABRICATED REINFORCED

CONCRETE SKEW END UNITS FOR

CONCRETE CULVERTS CONSTRUCTED

AT A SKEW ANGLE (TYPE AND

DIMENSIONS OF UNIT AND CLASS OF

BEDDING INDICATED)

NUMBER

(no)

Section 2300: Concrete Kerbing, ConcreteChannelling, Open Concrete Chutes AndConcrete Linings For Open Drains

ITEM UNIT

23.01 CONCRETE KERBING (CLASS


IN SITU CONCRETE):




ITEM UNIT

23.02 CONCRETE KERBING –CHANNELLING COMBINATION (CLASS


IN SITU CONCRETE):




ITEM UNIT

23.03 CONCRETE CHUTES (TYPICAL

DESIGNS ):

(a) (DESCRIPTIONS OF TYPE WITH

REFERENCE TO DRAWING. STATE

WHETHER PREFABRICATED OR CAST

IN SITU AND CLASS OF CONCRETE

METRE (m)


ITEM UNIT

23.04 CAST IN SITU CONCRETE

CHUTES (MEASURED BY

COMPONENTS):

(a) CONCRETE (CLASS INDICATED ) CUBIC METRE


INDICATED )SQUARE

METRE (m2)

ITEM UNIT

23.05 INLET , OUTLET, TRANSITION

AND SIMILAR STRUCTURES (TYPICAL

DESIGNS):

(a) (DESCRIPTION OF STRUCTURE,TYPE, ETC, WITH REFERENCE TO

DRAWING AND CLASS OF

CONCRETE)

NUMBER (no)

(b) ETC FOR OTHER TYPES NUMBER (no)

ITEM UNIT

23.06 INLET, OUTLET,TRANSITION AND SIMILAR

STRUCTURES (MEASURED BY

COMPONENTS):

(a) CONCRETE (CLASS INDICATED) CUBIC METRE


INDICATED )SQUARE

METRE (m2)

(c) OTHER COMPONENTS NUMBER (no)

ITEM UNIT

23.07 TRIMMING OF

EXCAVATIONS FOR CONCRETE-LINED OPEN DRAINS:

(a) IN SOFT MATERIAL AS DEFINED IN

CLAUSE 3603SQUARE

METRE (m2)

(b) IN ROCK AS DEFINED IN CLAUSE

3603SQUARE

METRE (m2)

ITEM UNIT

23.08 CONCRETE LINING FOR

OPENS DRAINS:

(a) CAST IN SITU CONCRETE LINING

(CLASS OF CONCRETE AND TYPE

OF OPEN DRAIN INDICATED)

CUBIC METRE

(m3)

(b) CLASS U2 SURFACE FINISH TO

CAST IN SITU CONCRETE (TYPE OF

OPEN DRAIN INDICATED )

SQUARE

METRE (m2)

ITEM UNIT

23.09 FORMWORK TO CAST IN SITU

CONCRETE LINING FOR OPEN DRAINS

(CLASS F2 SURFACE FINISH):

(a) TO SIDES WITH FORMWORK ON THE

INTERNAL FACE ONLY

SQUARE

METRE (m2)

(b) TO SIDES WITH FORMWORK ON

BOTH INTERNAL AND EXTERNAL

FACES (EACH FACE MEASURED)

SQUARE

METRE (m2)

(c) TO ENDS OF SLABS SQUARE

METRE (m2)

ITEM UNIT

23.10 SEALED JOINTS IN CONCRETE

LININGS OF OPEN DRAINS

(DESCRIPTION OF TYPE WITH

REFERENCES TO DRAWING)

METRE

(m)

ITEM UNIT

23.11 CONCRETE SCREED OR

BACKFILL BELOW CHUTES (CLASS OF

CONCRETE INDICATED)

CUBIC

METRE

(m3)

ITEM UNIT

23.12 STEEL REINFORCEMENT:


(b) HIGH TENSILE STEEL BARS TONNE (t)

(c) WELDED STEEL FABRIC TONNE (t)

ITEM UNIT

23.13 POLYETHYLENE SHEETING

(0.15 mm THICK ) FOR CONCRETE-SQUARE

METRE (m2)



LINED OPEN DRAINS

ITEM UNIT

23.14 CUTTING BITUMINOUS

PAVEMENT LAYERS FOR CONCRETE

KERBING, CHANNELLING OR

CONCRETE-LINED DRAINS

METRE (m)

ITEM UNIT

23.15 PRECAST CONCRETE

BLOCKS IN OUTLET STRUCTURES

NUMBER

(no)

Section 2400: Asphalt And Concrete Berms

ITEM UNIT

24.01 ASPHALT BERMS:


GUARDRAILS (TYPES OF ASPHALT AND

BINDER INDICATED)

METRE (m)


(TYPES OF ASPHALT AND BINDER

INDICATED)

METRE (m)

ITEM UNIT

24.02 CONCRETE BERMS:


GUARDRAILS (CLASS OF CONCRETE

INDICATED)

METRE (m)


(CLASS OF CONCRETE INDICATED)METRE (m)

ITEM UNIT

24.03 PRIME AND TACK COATS:

(a) PRIME COAT:

(i) UNDER ASPHALT BERMS

(PRIME INDICATED)SQUARE

METRE (m2)

(ii) UNDER CONCRETE BERMS

(PRIME INDICATED )SQUARE

METRE (m2)

(b) TACK COAT (TYPE INDICATED) SQUARE

METRE (m2)

ITEM UNIT

24.04 TRANSITION SECTIONS FOR

NEW JERSEY TYPE OF RAILS)NUMBER

(no)

Section 2500: Pitching, Stonework AndProtection Against Erosion

ITEM UNIT

25.01 STONE PITCHING:

(a) PLAIN PITCHING

(i) METHOD 1 SQUARE METRE (m2)

(ii) METHOD 2 SQUARE METRE (m2)

(b) GROUND STONE PITCHING SQUARE METRE (m2)

(c) WIRED AND GROUTED STONE

PITCHING (TOTAL THICKNESS

INDICATED)

SQUARE METRE (m2)

ITEM UNIT

25.02 RIPRAP:

(a) PACKED RIPRAP (CRITICAL MASS CUBIC METRE (m3)

OF STONES INDICATED)

(b) DUMPED RIPRAP (CRITICAL

MASS OF STONE INDICATED )CUBIC METRE (m3)

(c) FILTER BACKING (SUBCLAUSE

2104 (a) (ii) AND 2504 (b)CONSISTING OF:

(i) CRUSHED STONE CUBIC METRE (m3)

(ii) FILTER SAND OBTAINED

FROM BORROW PITS

CUBIC METRE (m3)

(d) SYNTHETIC FIBRE FILTER FABRIC

(TYPE , CLASS AND GRADE

STATED)

SQUARE METRE

(m2)

ITEM UNIT

25.03 STONE MASONRY

WALLS:

(a) PLAIN PACKED STONE WALLS CUBIC METRE (m3)

(b) CEMENT-MORTARED STONE

WALLS

CUBIC METRE (m3)

ITEM UNIT

25.04 CONCRETE PITCHING AND

BLOCK PAVING:

(a) CAST IN SITU CONCRETE

PITCHING (CLASS OF CONCRETE

AND THICKNESS OF PITCHING

INDICATED)

SQUARE

METRE (m2)

(b) SEGMENTAL BLOCK PAVING

(TYPE AND THICKNESS

INDICATED)

SQUARE

METRE (m2)

(c) PREFABRICATED CONCRETE

GRASS BLOCKS

SQUARE

METRE (m2)

(d) PREFABRICATED CONCRETE

PAVING BLOCKS FOR SIDEWALK

PAVEMENT (THICKNESS

INDICATED)

SQUARE

METRE (m2)

ITEM UNIT

25.05 CONCRETE EDGE BEAMS

(CLASS OF CONCRETE

INDICATED)

CUBIC METRE

(m3)

25.06 PROVISION OF HERBICIDE

AND ANT POISON:

(a) PROVISION OF MATERIALS PRIME COST

SUM

(b) CONTRACTOR’S CHARGES AND

PROFIT ADDED TO THE PRIME

COST SUM

PER CENT (%)

ITEM UNIT

25.07 FOUNDATION TRENCHES CUBIC METRE (m3)

Section 2600: Gabions

ITEM UNIT

26.01 FOUNDATION TRENCH

EXCAVATION AND BACKFILLING:

(a) IN SOLID ROCK AS DEFINED IN

CLAUSE 3603CUBIC METRE

(m3)

(b) IN ALL OTHER MATERIAL THAN ROCK

AS DEFINED IN CLAUSE 3603CUBIC METRE

(m3)



ITEM UNIT

26.02 SURFACE PREPARATION FOR

BEDDING THE GABIONS

SQUARE

METRE (m2)

ITEM UNIT

26.03 GABIONS:

(a) GALVANISED GABION BOXES


SIZE INDICATED)

CUBIC

METRE (m3)

(b) PVC- COATED GABION BOXES


SIZE INDICATED)

CUBIC

METRE (m3)

(c) GALVANISED GABION

MATTRESSES ( DIMENSIONS OF

MATTRESS, MESH SIZE AND

DIAPHRAGM INDICATED )

CUBIC

METRE (m3)

(d) PVC- COATED GABION

MATTRESSES, MESH SIZE AND

DIAPHRAGM SPACING INDICATED)

CUBIC

METRE (m3)

ITEM UNIT

26.04 FILTER FABRIC (TYPE AND

GRADE INDICATED)SQUARE

METRE (m2)




Section 3100: Clearing, Grubbing And RemovalOf Topsoil

ITEM UNIT

31.01 CLEARING, GRUBBING AND

REMOVAL OF TOPSOIL:

(a) CLEARING AND GRUBBING HECTARE

(ha)(b) REMOVAL OF TOPSOIL CUBIC

METRE (m3)

ITEM UNIT

31.02 REMOVAL AND GRUBBING OF

LARGE TREES AND TREE STUMPS:

(a) GIRTH EXCEEDING 1.0 m UP TO UP


(no)

(b) GIRTH EXCEEDING 2.0 m UP TO UP


(no)

(c) GIRTH EXCEEDING 3.0 m IN STEPS

OF 1.0M OF GIRTH

NUMBER

(no)

ITEM UNIT

31.03 APPLYING APPROVED PESTICIDES

TO ANT AND TERMITE NESTS

LITRES (l)

Section 3200: Removal Of Existing Structures

ITEM UNIT


STRUCTURES:

(a) REMOVAL OF EXISTING PIPE

CULVERT INCLUDING

HEADWALLS, WINGWALL AND

APRON

NUMBER (no)

(b) REMOVAL OF BOX CULVERTS AND

SLABS INCLUDING HEADWALLS,WINGWALL AND APRON

NUMBER (no)

(c) REMOVAL OF BRIDGE INCLUDING

ABUTMENT, WINGWALL AND

APRON

NUMBER (no)

(d) REMOVAL OF KERB AND CHANNEL LINEAR METRE

(lm)(e) REMOVAL OF EXISTING GROUTED

STONE PITCHING

SQUARE

METRE (m2)

Section 3300: Breaking Up Existing PavementLayers

ITEM UNIT

33.01 EXCAVATING MATERIAL

FROM AN EXISTING PAVEMENTS:

(a) GRANULAR MATERIAL CUBIC METRE (m3)

(b) BITUMINOUS MATERIAL CUBIC METRE (m3)

(c) CEMENTED MATERIAL CUBIC METRE (m3)

(d) PORTLAND CEMENT CONCRETE

(INDICATE WHETHER


CUBIC METRE (m3)

ITEM UNIT

33.02 SAWING OR CUTTING

CONCRETE, ASPHALT OR

CEMENTED PAVEMENT LAYERS:

(a) BITUMINOUS MATERIAL LINEAR METRE (m)

(b) CEMENTED MATERIAL LINEAR METRE (m)


(INDICATE WHETHER


LINEAR METRE (m)

ITEM UNIT

33.03 DRILLING AND TESTING

CORES FROM CONCRETE, ASPHALT

OR CEMENTED PAVEMENT LAYERS:

(a) BITUMINOUS MATERIAL NUMBER (no)

(b) CEMENTED MATERIAL NUMBER (no)


(INDICATE WHETHER REINFORCED

OR UN-REINFORCED)

NUMBER (no)

Section 3400: Borrow Pit And QuarryAcquisition And Exploitation

(NO SEPARATE PAY ITEM)

Section 3500: Selecting And Utilising MaterialFrom Borrow Pits And Cuttings


Section 3600: Earthworks

ITEM UNIT

36.01 EXCAVATIONS:

(a) COMMON EXCAVATION TO SPOIL CUBIC METRE (m3)

(b) ROCK EXCAVATION CUBIC METRE (m3)

ITEM UNIT

36.02 FILL AND IMPROVED

SUBGRADE LAYERS:

(a) IMPROVED SUBGRADE LAYER AS



MATERIAL

CUBIC METRE

(m3)

(b) IMPROVED SUBGRADE LAYER AS



MATERIAL

CUBIC METRE

(m3)

(c) FILL AS SPECIFIED IN THE

DRAWINGS TO REQUIRE MINIMUM

G3 QUALITY MATERIAL

CUBIC METRE

(m3)

(d) FILL OR IMPROVED SUBGRADE

LAYER USING ROCK FILL

CUBIC METRE

(m3)

(e) CROSSFILL CUBIC METRE

(m3)(f) SIDE FILL COMPACTED BY DOZERS

OR AS SPECIFIED

CUBIC METRE

(m3)

(g) EXTRA OVER SUBITEM 36.02(a)TO (e) RESPECTIVELY, FOR

CONSTRUCTION OF SAND

BLANKETS AS SPECIFIED

CUBIC METRE

(m3)



Section 3700: Pavement Layers Of NaturalGravel Materials

ITEM UNIT


BASE COURSE:



ITEM UNIT


SUBBASE:



ITEM UNIT

37.03 NATURAL GRAVEL FOR GRAVEL

WEARING COURSE AND UNPAVED

SHOULDERS:

(a) NATURAL GRAVEL CLASS GW USED

FOR UNPAVED SHOULDERS FOR

BITUMINOUS PAVEMENTS

CUBIC

METRE (m3)

(b) NATURAL GRAVEL CLASS GW USED

FOR GRAVEL WEARING COURSE

CUBIC

METRE (m3)

ITEM UNIT

37.04 MAINTENANCE OF EXISTING

GRAVEL ROADS:

(a) SHAPING EXISTING GRAVEL

ROADS WITHOUT SCARIFICATION

OF THE SURFACE

SQUARE METRE

(m2)

(b) SCARIFICATION, MIXING,WATERING AND COMPACTION

SQUARE METRE

(m2)

Section 3800 : Stabilisation

ITEM UNIT

38.01 CHEMICAL STABILISATION,EXTRA-OVER THE RELEVANT PAY

ITEM FOR STABILISING

MATERIALS ALREADY PAID FOR

UNDER SECTION 3600 OR

SECTION 3700

(a) EARTHWORKS MATERIALS CUBIC METRE (m3)

(b) PAVEMENT MATERIALS CUBIC METRE (m3)

ITEM UNIT

38.02 CHEMICAL STABILISATION,PAYMENT FOR FULL COST OF

PROVIDING:

(a) STABILISED LAYER, MATERIAL


(b) STABILISED LAYER, MATERIAL


(c) STABILISED LAYER, MATERIAL

CLASS CMCUBIC METRE (m3)

ITEM UNIT

38.03 CHEMICAL STABILISER AGENTS:

(a) SLAKED ROAD LIME TONNE (t)

(b) ORDINARY PORTLAND CEMENT TONNE (t)

(c) PORTLAND BLAST-FURNACE CEMENT TONNE (t)

(d) MILLED GRANULATED BLAST-FURNACE SLAG

TONNE (t)

(e) OTHER STABILISING AGENT (STATE

TYPE)TONNE (t)

Section 3900: Crushed Aggregate Base Course

ITEM UNIT

39.01 CRUSHED AGGREGATE

FOR BASE COURSE:

(a) CRUSHED AGGREGATE CLASS

CRSCUBIC METRE

(m3)

(b) CRUSHED AGGREGATE CLASS

CRRCUBIC METRE

(m3)



SERIES 4000

Section 4100: Prime And Curing Membranes

ITEM UNIT

41.01 PRIME COAT:



(c) INVERT BITUMEN EMULSION (STATE

TYPE AND BITUMEN CONTENT)LITRE (l)

ITEM UNIT

41.02 BITUMINOUS CURING

MEMBRANE:



(c) BITUMEN EMULSION (STATE TYPE AND

BITUMEN CONTENT)LITRES (l)

ITEM UNIT

41.03 AGGREGATE FOR

BLINDING:CUBIC METRE

(m3)

Section 4200: Bituminous Base Course AndAsphalt Concrete Surfacing

ITEM UNIT

42.01 BITUMINOUS BASE COURSE:

(a) HOT MIX (STATE TYPE, MAXIMUM



AGGREGATE)

CUBIC METRE

(m3)

(b) COLD MIX (STATE TYPE, MAXIMUM



AGGREGATE)

CUBIC METRE

(m3)

(c) BITUMEN FOR BITUMINOUS BASE

COURSE MIXES (STATE TYPE OF

BITUMEN)

TONNES (t)

(d) PENETRATION MACADAM (STATE

TYPE OF BITUMEN AND MAXIMUM

SIZE OF AGGREGATE)

(i) MAIN FRACTION OF

AGGREGATE (STATE MAXIMUM

SIZE)

CUBIC METRE

(m3)

(ii) AGGREGATE KEY STONE

(STATE MAXIMUM SIZE)CUBIC METRE

(m3)

(iii) BITUMINOUS MIX INSTEAD OF

KEY STONE (STATE MATERIAL

TYPE AND MAXIMUM SIZE)

CUBIC METRE

(m3)

(IV) BITUMEN FOR PENETRATION

(STATE TYPE), MEASURED AT

SPRAYING TEMPERATURE

LITRES (l)

ITEM UNIT

42.02 ASPHALT CONCRETE

SURFACING:

(a) ASPHALT CONCRETE SURFACING

(STATE TYPE OF BINDER AND

MAXIMUM SIZE OF AGGREGATE)

CUBIC METRE

(m3)

(b) BITUMEN FOR ASPHALT

CONCRETE SURFACING (STATE

TYPE OF BITUMEN)

TONNES (t)

ITEM UNIT

42.03 TACK COAT OF 30% STABLE

GRADE BITUMEN EMULSION

LITRES

(l)

ITEM UNIT

42.04 ADDITIVES (STATE

TYPE)KILOGRAMME

(kg)

Section 4300: General Requirements For Seals

ITEM UNIT

43.01 CORRECTION FOR

BLEEDING:

(a) AGGREGATE:

(i) 14mm CUBIC METRE (m3)

(ii) 10mm CUBIC METRE (m3)

(iii) 7mm CUBIC METRE (m3)

(b) PRECOATING OF AGGREGATE CUBIC METRE (m3)

ITEM UNIT

43.02 APPLICATION OF A FOG SPRAY

OF 30% SPRAY-GRADE OR

EQUIVALENT DILUTED STABLE GRADE

EMULSION:

(a) SPRAY-GRADE EMULSION LITRE (l)

(b) STABLE-GRADE EMULSION LITRE (l)

ITEM UNIT

43.03 CUTTING BACK OF

BITUMEN (ALL MATERIALS IN THE

BLENDED BINDER ARE PAID FOR

ELSEWHERE)

LITRES OF

CUTTER (l)

Section 4400: Single Surface Dressings

ITEM UNIT

44.01 SINGLE SEALS (INDICATE


SPRAYED APPLICATION RATE IN

LITRES PER SQUARE METRE):

(a) USING 7 mm AGGREGATE SQUARE METRE

(m2)(b) USING 10 mm AGGREGATE SQUARE METRE

(m2)(c) USING 14 mm AGGREGATE SQUARE METRE

(m2)(d) USING 20 mm AGGREGATE SQUARE METRE

(m2)

ITEM UNIT

44.02 SINGLE SEALS. BITUMINOUS

BINDER VARIATIONS:LITRES (l)


BITUMEN

LITRES (l)

(b) 80/100 PENETRATION GRADE

BITUMEN

LITRES (l)


(e) BITUMEN EMULSION (STATE TYPE AND


(h) PRECOATING FLUID (STATE TYPE) LITRES (l)

(g) OTHER TYPES OF BITUMEN (STATE




ITEM UNIT

44.03 SINGLE SEALS.AGGREGATE VARIATIONS:

(a) USING 7 mm AGGREGATE CUBIC METRE

(m3)(b) USING 10 mm AGGREGATE CUBIC METRE

(m3)(c) USING 14 mm AGGREGATE CUBIC METRE

(m3)(d) USING 20 mm AGGREGATE CUBIC METRE

(m3)

ITEM UNIT

44.04 APPLICATION OF FOG SPRAY:

(a) USING 60% SPRAY-GRADE EMULSION LITRES (l)

(b) USING 60% SPRAY-GRADE

EMULSION

LITRES (l)

ITEM UNIT

44.05 PRECOATING THE

AGGREGATE (INDICATE TYPE OF

PRECOATING FLUID AND RATE OF

APPLICATION IN LITRES PER CUBIC

METRE OF AGGREGATE)

CUBIC

METRE

(m3)

ITEM UNIT

44.06 ADDITION OF

APPROVED WETTING AGENT:

(a) PROVIDING AND SUPPLYING PRIME COST SUM

(b) HANDLING, APPLYING,PROFIT AND ALL OTHER

COSTS

PERCENTAGE OF

PRIME COST SUM

ITEM UNIT

44.07 AGGREGATE FOR

BLINDING:

(a) NATURAL SAND CUBIC METRE (m3)

(b) CRUSHER SAND USING CUBIC METRE (m3)

Section 4500: Double Surface Dressings

ITEM UNIT

45.01 DOUBLE SURFACE

DRESSING USING:

(a) 20 mm AND 10 mmAGGREGATE IN 1ST

AND 2ND

LAYER RESPECTIVELY (STATE


BINDER APPLICATION RATE FOR

EACH LAYER IN LITRES PER

SQUARE METRE)

SQUARE

METRE (m2)

(b) 14 mm AND 7 mm AGGREGATE

IN 1ST AND 2ND

LAYER

RESPECTIVELY (STATE TYPE OF

BINDER AND HOT BINDER

APPLICATION RATE FOR EACH

LAYER IN LITRES PER SQUARE

METRE

SQUARE

METRE (m2)

ITEM UNIT

45.02 BITUMINOUS BINDER VARIATION:


BITUMEN

LITRES (l)

(b) 80/100 PENETRATION GRADE BITUMEN LITRES (l)


(d) BITUMEN EMULSION (STATE TYPE AND


(e) PRECOATING FLUID (STATE TYPE) LITRES (l)

(f) OTHER TYPES OF BITUMEN (STATE


ITEM UNIT

45.03 AGGREGATE

VARIATION:

(a) 20 mm NOMINAL SIZE

AGGREGATE

CUBIC METRE

(m3)

(b) 14 mm NOMINAL SIZE

AGGREGATE

CUBIC METRE

(m3)

(c) 10 mm NOMINAL SIZE

AGGREGATE

CUBIC METRE

(m3)

(d) 7 mm NOMINAL SIZE

AGGREGATE

CUBIC METRE

(m3)

ITEM UNIT

45.04 APPLICATION OF FOG SPRAY

CONSISTING OF BITUMEN EMULSION

(STATE TYPE AND PERCENTAGE

BITUMEN CONTENT IN THE EMULSION)

LITRES

(l)

ITEM UNIT

45.05 PRECOATING SECOND

APPLICATION OF AGGREGATE

(STATE TYPE OF PRECOATING

FLUID AND APPLICATION RATE

IN LITRES PER CUBIC METRE)

CUBIC METRE

(m3)

ITEM UNIT

45.06 ADDITION OF APPROVED WETTING

AGENT TO THE BINDER (STATE TYPE AND

NOMINAL APPLICATION RATE PERCENT OF

BINDER):

KILO-GRAMMES

(kg)

Section 4600: Otta Seals

ITEM UNIT










BITUMEN

SQUARE

METRE (m2)


VISCOSITY GRADE

SQUARE

METRE (m2)


VISCOSITY GRADE

SQUARE

METRE (m2)

ITEM UNIT







IN THE BINDER.) WITH SAND COVER

SEAL USING CRUSHER DUST OR



NATURAL SAND. THE FOLLOWING

TYPE OF BINDER TO BE USED IN THE

OTTA SEAL:


BITUMEN

SQUARE

METRE (m2)


VISCOSITY GRADE

SQUARE

METRE (m2)


VISCOSITY GRADE

SQUARE

METRE (m2)

ITEM UNIT

46.03 DOUBLE OTTA SEAL (STATE









BITUMEN

SQUARE

METRE

(m2)(b) MC 3000 CUTBACK BITUMEN

VISCOSITY GRADE

SQUARE

METRE

(m2)(c) MC 800 CUTBACK BITUMEN

VISCOSITY GRADE

SQUARE

METRE

(m2)

ITEM UNIT

46.04 SUPPLY AND MIXING OF KEROSENE

FOR CUTTING BACK BITUMEN TO

CORRECT VISCOSITY AS DIRECTED

BY THE ENGINEER

LITRE (l)

ITEM UNIT

46.05 VARIATIONS IN BITUMINOUS

BINDER:


BITUMEN

LITRES (l)


VISCOSITY GRADE

LITRES (l)


VISCOSITY GRADE

LITRES (l)

ITEM UNIT

46.06 VARIATIONS IN AGGREGATE:

(a) OTTA SEAL, CRUSHED

MATERIAL

CUBIC

METRE (m3)

(b) OTTA SEAL, NATURAL MATERIAL CUBIC

METRE (m3)(c) SAND COVER SEAL, CRUSHER

DUST OR NATURAL SAND

CUBIC

METRE (m3)

ITEM UNIT

46.07 VARIATIONS IN ANTI-STRIPPING

AGENT

KILOGRAMME

(kg)

ITEM UNIT

46.08 PROVIDING CONES AND CARRYING

OUT ALL TRAFFIC CONTROL

REQUIRED FOR CHANNELLING

TRAFFIC TO ENSURE EVEN

TRAFFICKING ACROSS THE ROAD

KILOMETRE

(km)

WIDTH AS DIRECTED BY THE

ENGINEER

ITEM UNIT


OTTA SEAL AGGREGATE INTO THE

WHEEL TRACKS, AS DIRECTED BY

THE ENGINEER

KILOMETRE

(km)

ITEM UNIT


SAND OR CRUSHER DUST INTO

THE WHEEL TRACKS, AS DIRECTED

BY THE ENGINEER

KILOMETRE

(km)

ITEM UNIT

46.11 ATTENDING TO AREAS OF

FATTINESS AND BLEEDING BY

APPLYING FINE AGGREGATES OR

SAND, AS DIRECTED BY THE

ENGINEER.

KILOMETRE

(km)

Section 4700 : Sand Seals And Slurry

ITEM UNIT

47.01 APPLICATION OF BINDER FOR

SAND SEAL (STATE TYPE):LITRES (l)

ITEM UNIT

47.02 APPLICATION OF SAND

FOR SAND SEAL:CUBIC

METRE (m3)

ITEM UNIT

47.03 APPLICATION OF SLURRY

(STATE NOMINAL APPLICATION

RATE IN CUBIC METRE PER

SQUARE METRE):

SQUARE

METRE (m2)

ITEM UNIT



(m3)

Section 4800: Surfacing Of Bridge Decks

ITEM UNIT

48.01 SURFACING ON BRIDGE

DECK (STATE TYPE AND

THICKNESS)

CUBIC

METRE

(m3)

Section 4900: Treatment Of Surface Defects,Patching, Repairing Edge-Breaks And CrackSealing

ITEM UNIT

49.01 TREATMENT TYPE 1 (FOG

SPRAY):

(a) 30% BITUMEN EMULSION LITRE (l)

(b) 60% BITUMEN EMULSION LITRE (l)



ITEM UNIT

49.02 APPLICATION OF SAND SEAL

(TREATMENT TYPE 2):

(a) BINDER (STATE TYPE) LITRE (l)

(b) SAND CUBIC METRE

(m3)

ITEM UNIT

49.03 TREATMENT TYPE 3(SLURRY): (STATE NOMINAL

APPLICATION RATE IN CUBIC

METRE PER SQUARE METRE):

SQUARE

METRE (m2)

ITEM UNIT



(m3)

ITEM UNIT

49.05 TREATMENT TYPE 4: (ASPHALT

SKIM COAT):


EMULSION

LITRE (l)

(b) CONTINUOUSLY-GRADED ASPHALT TONNE (t)

ITEM UNIT

49.06 SAWING ASPHALT OR

CEMENTED PAVEMENT LAYERS FOR

PATCHING:

(a) CONTINUOUSLY-GRADED ASPHALT:




METRE (m2)


METRE (m2)(b) CEMENTED PAVEMENT LAYERS TO

AN AVERAGE DEPTH:




METRE (m2)


METRE (m2)

ITEM UNIT

49.07 TREATMENT TYPE 5:(SCREED):


EMULSION

LITRE (l)

(b) CONTINUOUSLY-GRADED

ASPHALT (SPECIFY GRADE)TONNE (t)

(c) COARSE GRADE SLURRY CUBIC METRE

(m3)

ITEM UNIT

49.08 EXCAVATION IN EXISTING

PAVEMENTS FOR PATCHING IN:

(a) ASPHALT LAYERS CUBIC METRE

(m3)(b) CEMENTED LAYERS CUBIC METRE

(m3)(c) OTHER LAYERS (SPECIFY

TYPE)SQUARE

METRE (m2)

ITEM UNIT

49.09 BACKFILLING OF

EXCAVATIONS FOR PATCHING WITH:

(a) CHEMICALLY STABILISED PAVEMENT

MATERIAL (SPECIFY THE PAVEMENT

MATERIAL AND THE STABILISING

AGENT) FOR A PATCH WITH A

SURFACE AREA:



BUT NOT

EXCEEDING 100 m2CUBIC

METRE (m3)


METRE (m3)(b) BASE COURSE MATERIAL STABILISED

WITH BITUMINOUS EMULSION

(SPECIFY THE EMULSION) FOR A

PATCH WITH A SURFACE AREA:



BUT NOT

EXCEEDING 100m2CUBIC

METRE (m3)


METRE (m3)

ITEM UNIT

49.10 COMPACTING THE FLOOR OF

EXCAVATIONS FOR PATCHING

SQUARE

METRE (m2)

ITEM UNIT

49.11 EDGE BREAKS:


SURFACING

METRE

(m)



TONNE (t)

ITEM UNIT

49.12 CLEANING THE CRACKS WITH

COMPRESSED AIR:KILOMETRE

(km)


SURFACING

METRE (m)



TONNE (t)

ITEM UNIT

49.13 APPLYING BITUMINOUS BINDERS,HERBICIDES AND INSECTICIDES FOR

SEALING CRACKS:

(a) HERBICIDES LITRE (l)

(b) INSECTICIDES LITRE (l)

(c) MSP/1 OR SIMILAR PRIMER LITRE (l)

(d) ANIONIC STABLE-GRADE EMULSION MIXED

WITH SYNTHETIC MODIFIERS

LITRE (l)

(e) HOT BITUMEN RUBBER LITRE (l)

(f) OTHER SPECIFIED AGENTS (TYPE

INDICATED)LITRE (l)

ITEM UNIT

49.14 COLD RUBBER-SLURRY

FOR SEALING CRACKS

CUBIC METRE

(m3)

ITEM UNIT

49.15 ROLLING THE CRACKS METRE (m)




Section 5100: Marker And Kilometre Posts

ITEM UNIT

51.01 MARKER POSTS: NUMBER (no)

ITEM UNIT

51.02 KILOMETRE POSTS NUMBER (no)

Section 5200: Guardrails

ITEM UNIT

52.01 GUARDRAILS ON TIMBER

POSTS:



ITEM UNIT

52.02 GUARDRAILS ON STEEL

POSTS:



ITEM UNIT

52.03 EXTRA OVER ITEMS 52.01,52.02 AND 52.11 FOR

HORIZONTALLY CURVED GUARD-RAILS FACTORY BENT TO A RADIUS

OF LESS THAN 45 m

METRE

(m)

ITEM UNIT

52.04 END UNITS:

(a) END SECTIONS INCLUDING


WHERE SINGLE GUARDRAIL

SECTIONS ARE USED (STATE

LENGTH)

NUMBER

(no)

(b) END SECTIONS INCLUDING


WHERE DOUBLE GUARDRAIL

SECTIONS ARE USED (STATE LENGTH

OF END SECTION)

NUMBER

(no)

(c) CABLE STAYS COMPLETE WITH

ANCHOR BLOCK

NUMBER

(no)

ITEM UNIT

52.05 ADDITIONAL GUARDRAIL

POSTS:

(a) TIMBER NUMBER (no)

(b) STEEL NUMBER (no)

ITEM UNIT

52.06 REFLECTIVE PLATES NUMBER (no)

ITEM UNIT


GUARDRAILS

METRE

(m)

ITEM UNIT

52.08 RENOVATING GUARDRAIL

MATERIAL:

(a) GUARDRAILS INCLUDING END

SECTIONS

METRE (m)

(b) POSTS INCLUDING BOLTS,WASHERS AND NUTS

NUMBER

(no)

ITEM UNIT

52.09 RE-ERECTION OF

GUARDRAILS WITH RECOVERED

MATERIAL:

(a) SINGLE GUARDRAIL METRE (m)

(b) DOUBLE GUARDRAIL METRE (m)

ITEM UNIT

52.10 RE-ERECTION OF END UNITS

WITH RECOVERED MATERIAL:

(a) END WINGS NUMBER (no)

(b) TERMINAL SECTIONS WITH SINGLE

GUARDRAILS

NUMBER (no)

(c) TERMINAL SECTIONS WITH DOUBLE

GUARDRAILS

NUMBER (no)

(d) TERMINAL SECTIONS COMPLETE

WITH ANCHOR BLOCK

NUMBER (no)

ITEM UNIT

52.11 NEW MATERIAL REQUIRED

FOR THE RE-ERECTION OF GUARD-RAILS WITH RECOVERED

MATERIALS:

(a) GUARDRAILS METRE (m)

(b) TIMBER POSTS NUMBER (no)

(c) STEEL POSTS NUMBER (no)

(d) REFLECTIVE PLATES NUMBER (no)

(e) SPACER BLOCKS NUMBER (no)

ITEM UNIT


HOLES FOR GUARDRAIL POSTS

NUMBER

(no)

Section 5300: Fencing

ITEM UNIT

53.01 CLEARING THE FENCE LINE,2m WIDE STRIP:

KILOMETRE

(km)

ITEM UNIT

53.02 SUPPLYING AND ERECTING

NEW FENCING MATERIAL FOR

NEW FENCES AND FOR

SUPPLEMENTING MATERIAL IN

EXISTING FENCES WHICH ARE

BEING REPAIRED OR REMOVED:

(a) BARBED WIRE (GRADE, SIZE AND

TYPE OF GALVANISING

INDICATED)

KILOMETRE

(km)

(b) SMOOTH WIRE (GRADE, SIZE AND

TYPE OF GALVANISING

INDICATED)

KILOMETRE

(km)

(c) DIAMOND MESH SQUARE

METRE (m2)



(d) WIRE NETTING SQUARE

METRE (m2)(e) BARBED-TAPE CONCERTINA

WIRE

KILOMETRE

(km)

(f) STEEL AND TIMBER STRAINING

POSTS, INCLUDING ANCHORS

(TYPE, SIZE AND LENGTH AND

WHETHER GALVANISED,TREATED OR PAINTED

INDICATED)

NUMBER (no)

(g) STEEL AND TIMBER STANDARDS

(LENGTH AND TYPE INDICATED) NUMBER (no)

(h) STEEL AND TIMBER DROPPERS

(LENGTH AND TYPE INDICATED)NUMBER (no)

(i) TIMBER POSTS TO BE FIXED TO

THE BOTTOM OF WIRE MESH IN

STREAMS (DIAMETER INDICATED)

METRE (m)

ITEM UNIT

53.03 NEW GATES:

(a) SINGLE LEAF (SIZE AND TYPE

INDICATED)NUMBER

(no)

(b) DOUBLE LEAF (SIZE AND TYPE

INDICATED)NUMBER

(no)

ITEM UNIT

53.04 MOVING EXISTING FENCES

AND GATES:

(a) FENCES:

(i) STOCK-PROOF FENCES KILOMETRE (km)

(ii) VERMIN-PROOF FENCES KILOMETRE (km)

(iii) PEDESTRIAN FENCES KILOMETRE (km)

(iv) SECURITY FENCES KILOMETRE (km)

(b) GATES NUMBER (no)

ITEM UNIT

53.05 DISMANTLING EXISTING

FENCES

KILOMETRE (km)

ITEM UNIT

53.06 PROVIDING TEMPORARY

FENCES AND GATES:

(a) STOCK-PROOF FENCE KILOMETRE

(km)(b) VERMIN-PROOF FENCE KILOMETRE

(km)(c) PEDESTRIAN FENCE KILOMETRE

(km)(d) TEMPORARY GATES (TYPE AND

SIZE INDICATED)NUMBER (no)

(e) TEMPORARY MOTOR GATES NUMBER (no)

ITEM UNIT

53.07 RINGBOLTS FOR ANCHORING

FENCING TO STRUCTURES:NUMBER

(no)

ITEM UNIT


HOLES FOR POSTS AND ANCHORS:NUMBER (no)

Section 5400: Road Signs

ITEM UNIT

54.01 ROAD SIGN (STANDARD,STATE AREA FOR EACH TYPE)

NUMBER (no)

ITEM UNIT

54.02 ADDITIONAL ROAD SIGN

PLATE

NUMBER (no)

ITEM UNIT

54.03 ROUTE DIRECTION

SIGNS

SQUARE METRE

(m2)

ITEM UNIT

54.04 DISMANTLING, STORING AND

RE-ERECTING ROAD SIGNS

(INDICATE SURFACE AREA)

NUMBER (no)

Section 5500: Road Markings

ITEM UNIT

55.01 ROAD-MARKING PAINT:



INDICATED)

METRE (m)



INDICATED)

METRE (m)



INDICATED)

METRE (m)

(d) WHITE LETTERING AND

SYMBOLS

SQUARE

METRE (m2)

(e) YELLOW LETTERING AND

SYMBOLS

SQUARE

METRE (m2)

(f) TRAFFIC-ISLAND MARKINGS

(ANY COLOUR)SQUARE

METRE (m2)

(g) KERB MARKINGS (ANY COLOUR) SQUARE

METRE (m2)

ITEM UNIT

55.02 RETRO-REFLECTIVE ROAD-MARKING PAINT:



INDICATED)

METRE (m)



INDICATED)

METRE (m)



INDICATED)

METRE (m)



SYMBOLS

SQUARE

METRE (m2)


COLOUR)SQUARE

METRE (m2)

ITEM UNIT

55.03 THERMO-PLASTIC ROAD-MARKING MATERIAL

(PARTICULARS STATED):

(a) WHITE LINES (BROKEN OR METRE (m)




INDICATED)



INDICATED)

METRE (m)



INDICATED)

METRE (m)



SYMBOLS

SQUARE

METRE (m2)


COLOUR)SQUARE

METRE (m2)

ITEM UNIT

55.04 VARIATIONS IN RATE OF

APPLICATION:

(a) WHITE PAINT LITRE (l)

(b) YELLOW PAINT LITRE (l)

(c) RED PAINT LITRE (l)

(d) RETRO-REFLECTIVE BEADS KILOGRAMMES

(kg)(e) PLASTIC ROAD-MARKING PAINTS

(SPECIFY)LITRE (l)

ITEM UNIT

55.05 ROADSTUDS (TYPE

STATED)NUMBER (no)

ITEM UNIT

55.06 SETTING OUT AND PRE-MARKING THE LINES (EXCLUDING

TRAFFIC-ISLAND MARKINGS,LETTERING AND SYMBOLS)

METRE (m)

ITEM UNIT

55.07 RE-ESTABLISHING THE PAINTING

UNIT AT THE END OF THE DEFECT

LIABILITY PERIOD:

LUMP SUM

ITEM UNIT

55.08 REMOVAL OF EXISTING,TEMPORARY OR PERMANENT

ROAD MARKING BY:

(a) SANDBLASTING SQUARE

METRE (m2)(b) OVER PAINTING AS A

TEMPORARY MEASURE

SQUARE

METRE (m2)

(c) MILLING SQUARE

METRE (m2)

ITEM UNIT


ROADSTUDS

NUMBER

(no)

Section 5600: Cattle Grids And Axle Weigh-Bridges

ITEM UNIT

56.01 CATTLE GRIDS NUMBER (no)

ITEM UNIT

56.02 EXCAVATION FOR CATTLE

GRIDS OR WEIGH BRIDGES:

(a) EXCAVATING SOFT MATERIAL TO

THE DEPTH REQUIRED FOR THE

CONSTRUCTION OF THE CATTLE

GRID OR WEIGH BRIDGES

CUBIC

METRE (m3)

(b) EXTRA OVER SUBITEM 56.02(a)FOR EXCAVATION IN ROCK

CUBIC

METRE (m3)

ITEM UNIT

56.03 INSTALLATION OF WEIGH

BRIDGES:

(a) STATIONARY WEIGH BRIDGE LUMP SUM

(b) TRANSPORTABLE WEIGH BRIDGE LUMP SUM

Section 5700: Landscaping And Grassing

ITEM UNIT

57.01 TRIMMING:

(a) MACHINE TRIMMING SQUARE METRE (m2)

(b) HAND TRIMMING SQUARE METRE (m2)

ITEM UNIT

57.02 USING MACHINES FOR

TRIMMING OR SHAPING (ALTERNATIVE

TO SUBITEM 57.01(a)):

(a) BULLDOZER HOUR (h)

(b) MOTOR GRADER HOUR (h)

ITEM UNIT

57.03 PREPARING THE AREAS FOR

GRASSING:

(a) RIPPING HECTARE (ha)

(b) PLOUGHING HECTARE (ha)

(c) TOPSOILING WITHIN THE ROAD

RESERVE, WHERE THE FOLLOWING

MATERIALS ARE USED:

(i) TOPSOIL OBTAINED FROM WITHIN

THE ROAD RESERVE OR BORROW

AREAS (FREE-HAUL 1.0 km)

CUBIC METRE

(m3)

(ii) TOPSOIL OBTAINED FROM OTHER

SOURCES BY THE CONTRACTOR

(INCLUDING ALL HAUL)

CUBIC METRE

(m3)

(d) TOPSOILING OF BORROW PITS BY

USING TOPSOIL OBTAINED FROM

BORROW AREAS OR FROM THE ROAD

RESERVE (FREE-HAUL 1.0 km)

CUBIC METRE

(m3)

(e) PROVIDING AND APPLYING CHEMICAL

FERTILISERS AND/OR SOIL-IMPROVEMENT MATERIAL:

(i) LIME TONNE (t)

(ii) SUPER-PHOSPHATE TONNE (t)

(iii) LIMESTONE AMMONIUM NITRATE TONNE (t)

(iv) 2:3:2(22) TONNE (t)

(V) 3:2:1(25) TONNE (t)

(vi) OTHER FERTILISERS AND/OR SOIL-IMPROVEMENT MATERIALS IF

REQUIRED (TYPE STATED)

TONNE (t)

(f) STOCKPILING TOPSOIL CUBIC METRE (m3)



ITEM UNIT

57.04 GRASSING:

(a) PLANTING OF GRASS CUTTINGS

(TYPE OF GRASS AS INDICATED)HECTARE (ha)

(b) SODDING BY USING THE

FOLLOWING TYPES OF SODS:

(i) NURSERY SODS (TYPE OF

GRASS SPECIFIED)SQUARE METRE

(m2)

(ii) BUSH SODS SQUARE METRE

(m2)(c) HYDROSEEDING:

(i) PROVIDING AN APPROVED

SEED MIXTURE FOR

HYDROSEEDING

KILOGRAMME

(kg)

(ii) HYDROSEEDING HECTARE (ha)

(d) PLANTING GRASS SEED WITH AN

APPROVED GRASS-PLANTING

MACHINE

HECTARE (ha)

(e) HAND SOWING SQUARE METRE

(m2)(f) OTHER METHODS (SPECIFY)

ITEM UNIT

57.05 WATERING THE GRASS WHEN

ESTABLISHED BY TOPSOILING

ONLY:

KILOLITRE (kl)

ITEM UNIT

57.06 WATERING THE ALREADY

PLANTED GRASS, TREES AND

SHRUBS PLANTED DURING PERIODS

OF DROUGHT EXPERIENCED DURING

THE GROWING SEASON:

KILOLITRE

(kl)

ITEM UNIT

57.07 MOWING THE GRASS: HECTARE (ha)

ITEM UNIT

57.08 ANTI-EROSION

COMPOUND (SPECIFY)KILOGRAMME

(kg)

ITEM UNIT

57.09 TREES AND SHRUBS:

(a) PROVIDING THE TREES AND

SHRUBS (TYPES INDICATED)NUMBER (no)

(b) PLANTING AND ESTABLISHING:

(i) TREES NUMBER (no)

(ii) SHRUBS NUMBER (no)

ITEM UNIT

57.10 EXTRA WORK FOR LAND-SCAPING

PROVISIONAL

SUM

ITEM UNIT

57.11 WEEDING ALL GRASS-SEEDED

AREAS AND THE GRASS WHEN

ESTABLISHED BY TOPSOILING ONLY

HECTARE

(ha)

ITEM UNIT

57.12 SPRIGGING SQUARE METRE (m2)

Section 5800: Finishing The Road And RoadReserve And Treating Old Roads

ITEM UNIT

58.01 FINISHING THE ROAD AND

ROAD RESERVE:

(a) DUAL CARRIAGEWAY ROAD KILOMETRE (km)

(b) SINGLE CARRIAGEWAY ROAD KILOMETRE (km)

ITEM UNIT

58.02 TREATMENT OF OLD ROADS

AND TEMPORARY DIVERSIONS

KILOMETRE

(km)

Section 5900: Painting

ITEM UNIT

59.01 PAINTING:

(a) (DESCRIBE

STRUCTURE/ARTICLE)SQUARE METRE

(m2)

(b) (DESCRIBE

STRUCTURE/ARTICLE)NUMBER (no)

(c) (DESCRIBE

STRUCTURE/ARTICLE)METRE (m)

(d) (DESCRIBE

STRUCTURE/ARTICLE)TONNE (t)



SERIES 6000

Section 6100: Foundations For Structures

ITEM UNIT

61.01 ADDITIONAL

FOUNDATION INVESTIGATIONS:PROVISIONAL

SUM

ITEM UNIT

61.02 EXCAVATION:

(a) COMMON EXCAVATION IN SOFT



RANGES:


METRE (m3)(ii) 2 m UP TO 4 m CUBIC

METRE (m3)(iii) FURTHER INCREMENTS OF 2 m CUBIC

METRE (m3)(b) EXTRA-OVER SUBITEM 61.02(a) FOR

EXCAVATION IN ROCK IRRESPECTIVE

OF DEPTH

CUBIC

METRE (m3)

ITEM UNIT

61.03 ACCESS AND DRAINAGE:

(a) ACCESS LUMP SUM

(b) DRAINAGE, WHERE NO LUMP SUM

ACCESS HAS BEEN PROVIDED

LUMP

SUM

ITEM UNIT

61.04 BACKFILL TO

EXCAVATIONS UTILISING:

(a) MATERIAL FROM THE

EXCAVATIONS

CUBIC METRE (m3)

(b) IMPORTED MATERIAL CUBIC METRE (m3)

(c) SOIL CEMENT CUBIC METRE (m3)

ITEM UNIT

61.08 FOUNDATION FILL

CONSISTING OF:

(a) ROCK FILL CUBIC METRE (m3)

(b) CRUSHED STONE FILL CUBIC METRE (m3)

(c) COMPACTED GRANULAR

MATERIAL

CUBIC METRE (m3)

(d) MASS CONCRETE (CLASS

INDICATED)CUBIC METRE (m3)

(e) CONCRETE SCREED (THICKNESS

AND CLASS OF CONCRETE

INDICATED)

CUBIC METRE (m3)

ITEM UNIT


FOR THE DRILLING OF HOLES (TYPE

OF DRILLING INDICATED)

LUMP

SUM

ITEM UNIT

61.10 DRILLING OF HOLES (DIAMETER

AND TYPE OF DRILLING INDICATED)METRE

(m)

ITEM UNIT

61.11 GROUTING (TYPE OF GROUT

AND FOR WHICH PURPOSE IT IS

REQUIRED INDICATED)

KILOGRAMME

(kg)

ITEM UNIT

61.12 DOWEL BARS (TYPE,DIAMETER AND LENGTH OF DOWEL

BARS TOGETHER WITH TYPE OF

GROUT, INDICATED)

KILOGRAMME

(kg)

ITEM UNIT

61.13 FOUNDATION LINING

(TYPE OF MATERIAL AND

THICKNESS INDICATED)

SQUARE

METRE (m2)

ITEM UNIT


FOR PILING

LUMP

SUM

ITEM UNIT

61.15 MOVING TO, AND SETTING UP

THE EQUIPMENT AT EACH POSITION

FOR INSTALLING THE PILES

NUMBER (no)

ITEM UNIT

61.16 AUGERED OR BORED HOLES FOR

PILES WITH A DIAMETER OF (DIAMETER

INDICATED) THROUGH MATERIAL



(a) AUGERED HOLES:




(b) BORED HOLES:




ITEM UNIT

61.17 DRIVING THE TEMPORARY

CASING FOR DRIVEN DISPLACEMENT

PILING SYSTEMS FOR FORMING

HOLES FOR PILES WITH A DIAMETER

OF (DIAMETER INDICATED) THROUGH



RANGES:

(a) 0m UP TO 10m METRE (m)

(b) EXCEEDING 10m, UP TO 15 m METRE (m)


ITEM UNIT

61.18 MANUFACTURING, SUPPLYING AND

DELIVERING PREFABRICATED PILES

(TYPE AND SIZE INDICATED).

METRE

(m)

ITEM UNIT


PREFABRICATED PILES (TYPE AND

SIZE INDICATED) THROUGH MATERIAL






(b) EXCEEDING 10 m, UP TO 15 m METRE (m)


ITEM UNIT

61.20 EXTRA OVER ITEM 61.19,IRRESPECTIVE OF THE DEPTH TO

FORM AUGERED AND BORED PILE

HOLES THROUGH IDENTIFIED

OBSTRUCTIONS CONSISTING OF:

(a) COARSE GRAVEL WITH A MAXIMUM

CONTENT OF LESS THAN (MAXIMUM

PERCENTAGE INDICATED)

METRE (m)

(b) BOULDERS (DESCRIPTION OF AND

MAXIMUM SIZE INDICATED)METRE (m)

(c) ROCK FORMATION (DESCRIPTION AND

CLASS OF ROCK INDICATED)METRE (m)

ITEM UNIT

61.21 FORMING AUGERED AND

BORED PILE HOLES THROUGH


PROVISIONAL

SUM

ITEM UNIT

61.22 DRIVING TEMPORARY

CASINGS FOR DRIVEN

DISPLACEMENT PILING SYSTEMS OR

INSTALLING PREFABRICATED PILES

THROUGH IDENTIFIED OR


PROVISIONAL

SUM

ITEM UNIT

61.23 EXTRA OVER ITEMS 61.16,61.17 AND 61.19 FOR RAKING PILES:

(a) HOLES FOR PILES OF (DIAMETER AND

RAKE INDICATED)METRE (m)

(b) TEMPORARY CASING FOR DRIVEN

DISPLACEMENT PILE SYSTEMS

(DIAMETER AND RAKE INDICATED)

METRE (m)

(c) PREFABRICATED PILES (TYPE, SIZE

AND RATE INDICATED)METRE (m)

ITEM UNIT

61.24 FORMING UNDERREAMS FOR

PILES OF (DIAMETER INDICATED)NUMBER (no)

ITEM UNIT

61.25 FORMING THE BULBOUS BASES

FOR PILES OF (DIAMETER INDICATED)NUMBER

(no)

ITEM UNIT

61.26 SOCKETING PILES INTO ROCK

FORMATION (CLASS OF ROCK AND

LENGTH OF SOCKET INDICATED)

NUMBER

(no)

ITEM UNIT

61.27 INSTALLING AND REMOVING

TEMPORARY CASINGS IN AUGERED

HOLES FOR PILES OF (DIAMETER

METRE

(m)

INDICATED)

ITEM UNIT

61.28 INSTALLING PERMANENT PILE

CASING FOR PILES OF (DIAMETER

INDICATED)

METRE

(m)

ITEM UNIT

61.29 STEEL REINFORCEMENT IN

CAST IN SITU PILES:


(b) HIGH-YIELD-STRESS-STEEL BARS


ITEM UNIT


PILES, UNDERREAMS, BULBOUS BASES

AND SOCKETS (CLASS OF CONCRETE

INDICATED)

CUBIC

METRE (m3)

ITEM UNIT

61.31 EXTRA OVER ITEM 61.30 FOR

CONCRETE CAST UNDER WATER

CUBIC METRE

(m3)

ITEM UNIT

61.32 SPLICING/COUPLING

PREFABRICATED PILES FOR

LENGTHENING(SIZE OF PILE INDICATED)

NUMBER

(no)

ITEM UNIT

61.33 STRIPPING/CUTTING THE PILE

HEADS (TYPE AND DIAMETER/SIZE OF

PILE INDICATED)

NUMBER

(no)

ITEM UNIT


FOR THE LOAD TESTING OF PILES

LUMP SUM

ITEM UNIT

61.35 LOAD TESTS ON PILES

(COMPRESSION/TENSION TEST,DIAMETER/ SIZE, SPECIFIED

WORKING LOAD INDICATED)

NUMBER (no)

ITEM UNIT


FOR CORE DRILLING

LUMP SUM

ITEM UNIT

61.37 MOVING THE EQUIPMENT TO AND

ASSEMBLING IT AT EACH LOCATION

WHERE CORES ARE TO BE DRILLED

NUMBER

(no)

ITEM UNIT

61.38 DRILLING THE CORES

(DIAMETER INDICATED) IN:

(a) CONCRETE METRE (m)



(b) FOUNDING FORMATION:

(i) IRRESPECTIVE OF HARDNESS METRE (m)

(ii) WITH A HARDNESS OF

(HARDNESS INDICATED)METRE (m)

ITEM UNIT

61.39 FORMWORK FOR CAISSONS

(CLASS OF FINISH INDICATED)SQUARE

METRE (m2)

ITEM UNIT

61.40 STEEL REINFORCEMENT FOR

CAISSONS:


(b) HIGH-YIELD-STRESS-STEEL BARS (TYPE

INDICATED)TONNE (t)

ITEM UNIT


CAISSONS AND CONCRETE SEALS

(CLASS OF CONCRETE INDICATED)

CUBIC METRE

(m3)

ITEM UNIT

61.42 CUTTING EDGE FOR

(DIAMETER/SIZE INDICATED)CAISSONS

NUMBER (no)

ITEM UNIT

61.43 SINKING (DIAMETER/SIZE

INDICATED) CAISSONS THROUGH



RANGES:


(b) EXCEEDING 5 m AND UP TO 10 m METRE (m)


ITEM UNIT

61.44 EXCAVATION FOR CAISSONS:





METRE (m3)(ii) EXCEEDING 2 m, UP TO 4 m CUBIC

METRE (m3)(iii) FURTHER INCREMENTS OF 2 m

DEPTHS

CUBIC

METRE (m3)


EXCAVATION IN ROCK MATERIAL

IRRESPECTIVE OF DEPTH

CUBIC

METRE (m3)

ITEM UNIT

61.45 FILLING THE CAISSONS CUBIC METRE

(m3)

ITEM UNIT

61.46 STRIPPING THE (SIZE OF

CAISSON INDICATED) CAISSON HEADS

NUMBER

(no)

ITEM UNIT

61.47 NUCLEAR INTEGRITY TESTING

ON BORED PILES:

(a) CONSTRUCTING 5 m LONG

CALIBRATION PILES OF (INDICATE

DIAMETER)

NUMBER

(no)

(b) INSTALLING 65 mm INTERNAL

DIAMETER STEEL DUCTS IN THE PILES

METRE (m)

(C) PERFORMING INTEGRITY TESTS USING:

(i) THE NUCLEAR METHOD NUMBER

(no)(ii) THE NEUTRON METHOD NUMBER

(no)

Section 6200: Falsework, Formwork AndConcrete Finish

ITEM UNIT

62.01 FORMWORK TO PROVIDE (CLASS

OF FINISH INDICATED AS F1, F2, F3OR BOARD) SURFACE FINISH TO


APPLICABLE)

SQUARE

METRE (m2)

ITEM UNIT

62.02 VERTICAL FORMWORK TO





SQUARE

METRE (m2)

ITEM UNIT

62.03 HORIZONTAL FORMWORK TO





SQUARE

METRE (m2)

ITEM UNIT

62.04 INCLINED FORMWORK TO





SQUARE

METRE (m2)

ITEM UNIT

62.05 PERMANENT FORMWORK


APPLICABLE)

SQUARE

METRE (m2)

ITEM UNIT

62.06 FORMWORK TO FORM OPEN

JOINTS (DESCRIPTION OF MEMBER TO

WHICH APPLICABLE, AND LOCATION)

SQUARE

METRE

(m2)

ITEM UNIT

62.07 ESTABLISHMENT ON THE SITE FOR

SLIDING FORMWORK OPERATIONS

LUMP SUM

ITEM UNIT

62.08 TRANSPORTING TO AND SETTING

UP THE SLIDING FORMWORK ASSEMBLY

AT (DESCRIPTION OF EACH STRUCTURE)

NUMBER

(no)



ITEM UNIT

62.09 FORMING THE CONCRETE BY

SLIDING FORMWORK FOR

(DESCRIPTION OF EACH STRUCTURE

AND CLASS OF SURFACE FINISH TO

EXPOSED SURFACES INDICATED)

METRE (m)

Section 6300: Steel Rein-Forcement ForStructures

ITEM UNIT

63.01 STEEL REINFORCEMENT FOR:

(a) (DESCRIPTION OF PORTION OF

STRUCTURE TO WHICH APPLICABLE):

(i) MILD STEEL BARS TONNE (t)

(ii) HIGH-YIELD-STRESS-STEEL BARS


(iii) WELDED STEEL FABRIC TONNE (t)

(b) ETC FOR OTHER STRUCTURES OR

PARTS OF STRUCTURES

TONNE (t)

Section 6400: Concrete For Structures

ITEM UNIT

64.01 CAST IN SITU CONCRETE:

(a) (CLASS OF CONCRETE AND PART OF

STRUCTURE OR USE INDICATED)CUBIC

METRE (m3)

(b) ETC FOR OTHER CLASSES OF

CONCRETE AND OTHER USES OR

PARTS OF THE STRUCTURE

CUBIC

METRE (m3)

ITEM UNIT

64.02 MANUFACTURING PRECAST

CONCRETE MEMBERS (DESCRIPTION OF

MEMBER WITH REFERENCE TO DRAWING)

NUMBER

(no)

ITEM UNIT

64.03 TRANSPORTING AND ERECTING

PRECAST CONCRETE MEMBERS

(DESCRIPTION OF MEMBER AND

APPROXIMATE MASS TO BE GIVEN)

NUMBER

(no)

ITEM UNIT

64.04 EPOXY BONDING OF NEW

CONCRETE SURFACES TO OLD

SQUARE

METRE (m2)

ITEM UNIT

64.05 EXTRA OVER ITEM 64.01 OR

64.02 FOR THE USE OF SULPHATE-RESISTANT CEMENT IN CONCRETE

CUBIC METRE

(m3)

ITEM UNIT

64.06 DEMOLISHING EXISTING

CONCRETE:

(a) PLAIN CONCRETE(MEMBER


(m3)

(b) REINFORCED CONCRETE (MEMBER


(m3)

Section 6500: Prestressing

ITEM UNIT

65.01 PRESTRESSING

TENDONS:

(a) LONGITUDINAL

TENDONS

MEGANEWTON - METRE

(MN-m)

(b) TRANSVERSE TENDONS MEGANEWTON - METRE

(MN-m)(c) VERTICAL TENDONS MEGANEWTON - METRE

(MN-m)

ITEM UNIT

65.02 ANCHORAGES AND

COUPLERS:

(a) END ANCHORAGE AT

JACKING

MEGANEWTON (MN)

(b) ANCHORAGE AT DEAD END MEGANEWTON (MN)

(c) COUPLER AT JACKING END MEGANEWTON (MN)

(d) COUPLER AT DEAD END MEGANEWTON (MN)

ITEM UNIT

65.03 EXTRA OVER ITEM 65.02FOR PARTIALLY TENSIONING

THE TENDONS

MEGANEWTON

(MN)

Section 6600: No-Fines Concrete, Joints,Bearings, Parapets And Drainage ForStructures

ITEM UNIT

66.01 CAST IN SITU NO-FINES

CONCRETE

CUBIC METRE

(m3)

ITEM UNIT

66.02 PRECAST NO-FINES CONCRETE

UNITS (CLASS OF CONCRETE AND

DESCRIPTION OF UNIT)

NUMBER

(no)

ITEM UNIT

66.03 PROPRIETARY EXPANSION

JOINTS:



OF EXPANSION JOINTS

PRIME COST

SUM



PER CENT (%)

ITEM UNIT


PROPRIETARY EXPANSION JOINTS:


PER METRE)METRE (m)


BY NUMBER

NUMBER (no)

ITEM UNIT

66.05 EXPANSION JOINTS:


PER METRE)METRE (m)




BY NUMBER

NUMBER

(no)

ITEM UNIT

66.06 FILLED JOINTS:

(a) (DESCRIPTION OF AND THICKNESS


MEASURED PER SQUARE METRE)

SQUARE

METRE (m2)

(b) (DESCRIPTION OF AND THICKNESS


MEASURED PER METRE)

METRE (m)

ITEM UNIT

66.07 UNFILLED JOINTS:

(a) (DESCRIPTION OF JOINT FOR JOINTS

MEASURED PER SQUARE METRE)SQUARE

METRE (m2)

(b) (DESCRIPTION OF JOINT FOR JOINTS

MEASURED PER LINEAR METRE)METRE (m)

ITEM UNIT

66.08 SEALING JOINTS WITH:

(a) SEALANT (DESCRIPTION OF JOINT,SEALANT AND SIZE)

METRE (m)

(b) SEAL (DESCRIPTION OF JOINT,SEALANT AND SIZE)

METRE (m)

(c) WATERSTOP (DESCRIPTION OF JOINT,WATERSTOP AND SIZE)

METRE (m)

ITEM UNIT

66.09 PROPRIETARY BEARINGS:



OF BEARINGS

PRIME COST

SUM



PERCENTAGE

(%)

ITEM UNIT

66.10 INSTALLING THE PROPRIETARY

BEARINGS (DESCRIPTION OF EACH TYPE,AND STATE CLASS)

NUMBER

(no)

ITEM UNIT

66.11 BEARINGS (DESCRIPTION OF

EACH TYPE AND CLASS)NUMBER

(no)

ITEM UNIT

66.12 CONCRETE HINGES:

(a) (DESCRIPTION OF HINGE MEASURED

PER METRE)METRE (m)

(b) (DESCRIPTION OF HINGE MEASURED

BY NUMBER)NUMBER

(no)

ITEM UNIT

66.13 BEARING STRIPS

(DESCRIPTION OF THE MATERIAL

AND NUMBER OF LAYERS)

SQUARE METRE

(m2)

ITEM UNIT

66.14 DOWELS/GUIDES

(DESCRIPTION OF EACH TYPE)NUMBER

(no)

ITEM UNIT

66.15 CONCRETE PARAPETS METRE (m)

ITEM UNIT

66.16 STEEL RAILINGS (TYPE

DESCRIBED)METRE

(m)

ITEM UNIT

66.17 END BLOCKS NUMBER (no)

ITEM UNIT

66.18 NUMBERS FOR

STRUCTURES:

(a) NUMBER PLATES NUMBER (no)

(b) PAINTED NUMBERS NUMBER (no)

(c) NUMBERS FORMED IN

CONCRETE

NUMBER (no)

ITEM UNIT

66.19 DRAINAGE PIPES AND WEEP

HOLES:

(a) DRAINAGE PIPES: ∙



(b) WEEP HOLES:



ITEM UNIT

66.20 DRAINAGE GULLEYS

(DESCRIPTION OF EACH TYPE GIVEN)NUMBER

(no)

ITEM UNIT


FABRIC (TYPE INDICATED AND

DESCRIPTION)

SQUARE METRE

(m2)

ITEM UNIT

66.22 CONCRETE CHANNELLING

(SIZE INDICATED)METRE

(m)

ITEM UNIT

66.23 CRUSHED STONE IN

DRAINAGE STRIPS

CUBIC METRE (m3)

ITEM UNIT

66.24 NOSE ENDINGS AT

BALUSTRADES

NUMBER

(no)

ITEM UNIT

66.25 CONCRETE TRANSITION

BLOCKS (LENGTH INDICATED)NUMBER (no)



ITEM UNIT

66.26 SUPPLYING AND INSTALLATION

OF BOLT GROUPS COMPLETE FOR

ELECTRIFICATION BRACKETS:

(a) SINGLE-BOLT GROUPS NUMBER (no)

(b) DOUBLE-BOLT GROUPS NUMBER (no)

Section 6700: Structural Steelwork

ITEM UNIT

67.01 STRUCTURAL STEEL:

(a) (STRUCTURE/ARTICLE

DESCRIBED)TONNE (t)

(b) (STRUCTURE/ARTICLE

DESCRIBED)METRE (m)

(c) (STRUCTURE/ARTICLE

DESCRIBED)NUMBER (no)

ITEM UNIT

67.02 ANCHOR BOLTS:

(a) (DESCRIPTION OF EACH ASSEMBLY,AND GRADE/TYPE OF STEEL,DIAMETER AND LENGTH INDICATED)

KILOGRAMME

(kg)

(b) (DESCRIPTION OF EACH ASSEMBLY,AND GRADE/TYPE OF STEEL,DIAMETER AND LENGTH INDICATED)

NUMBER (no)

ITEM UNIT

67.03 CORROSION PROTECTION:

(a) SPRAYED-ON METAL:




TONNE (t)




METRE (m)




NUMBER (no)

(b) HOT-DIP GALVANISING:




TONNE (t)




METRE (m)




NUMBER (no)

Section 6800: Construction Tolerances ForStructures





Section 7100: Testing Of Materials AndWorkmanship

ITEM UNIT

71.01 SPECIAL TESTS

REQUESTED BY THE ENGINEER

(STATE MATERIAL AND TEST

METHOD):

(a) TESTS PROVISIONAL SUM

(b) CONTRACTOR’S OVERHEAD

AND PROFITS

%

Section 7200: Quality Control(NO SEPARATE PAY ITEM)

Section 7300: Setting Out And Tolerances(NO SEPARATE PAY ITEM)

Section 7400: Rectification Of Earthworks AndPavement Layers Outside Permitted GeometricTolerances


Section 7500: Specifications And Test Methods(NO SEPARATE PAY ITEM)

STANDARD SPECIFICATIONS FOR ROAD WORKS-2000 APPENDIX 2 - LIST OF CLAUSES REFERRING TO THE SPECIAL SPECIFICATIONS OR DRAWINGS


Appendix 2: List of Clauses Referringto the Special Specifications orDrawings

REFERENCES PAGE





SECTION 1100: DEFINITIONS AND TERMS

CLAUSES WITH REFERENCE TO:SPECIAL

SPECIFICATIONSDRAWINGS

1117 1140 1116 11271152 1144 1150

1165

SECTION 1200: GENERAL REQUIREMENTS AND

PROVISIONS



1201 1202 1202 12041206 1209 1205 12061215 1218 1207 12081222 1223 1209 12121224 1227 1217 12201230 1221 1227

1232

SECTION 1300: CONTRACTOR’S ESTABLISHMENT ON SITE

AND GENERAL OBLIGATIONS



(NONE) 1303

SECTION 1400: ENGINEER’S ACCOMMODATION AND

ATTENDANCE UPON ENGINEER AND HIS SITE PERSONNEL



1402 1403 1402 14031404 1405 1404 14091406 1407 14101409 1410

SECTION 1500: ACCOMMODATION OF TRAFFIC



1502 1504 1503 15041511 1516 1511

SECTION 1600: OVERHAUL



1601 1602 1602

SECTION 1700: ENVIRONMENTAL PROTECTION AND WASTE

DISPOSAL



1703 1705 17041710 1713


SECTION 2100: DRAINS



(NONE) 2101 21022104 21062107

SECTION 2200: PREFABRICATED CULVERTS



2211 2218 2202 22032204 22052207 22102211 22122213 22142215 22162218

SECTION 2300: CONCRETE KERBING, CONCRETE

CHANNELLING, CHUTES AND DOWNPIPES, AND CONCRETE

LININGS FOR OPEN DRAINS



2305 2307 2301 23042305 23062307

SECTION 2400: ASPHALT AND CONCRETE BERMS



(NONE) 2401 24022402 24052406

SECTION 2500: PITCHING, STONEWORK AND PROTECTION

AGAINST EROSION



(NONE) 2501 25022505 25062508

SECTION 2600: GABIONS



2603 2604 2605


SECTION 3100: CLEARING, GRUBBING AND REMOVAL OF

TOPSOIL



(NONE) 3102 3103

SECTION 3200: REMOVAL OF EXISTING STRUCTURES



(NONE) 3207

SECTION 3300: BREAKING UP EXISTING PAVEMENT

LAYERS



(NONE) 3305



SECTION 3400: BORROW PIT ACQUISITION AND

EXPLOITATION



(NONE) (NONE)

SECTION 3500: SELECTING AND UTILISING MATERIALS

FROM BORROW PITS AND CUTTINGS



(NONE) 3506

SECTION 3600: EARTHWORKS



(NONE) 3602 36033604 36053608 3610

SECTION 3700: PAVEMENT LAYERS OF NATURAL GRAVEL

MATERIAL



(NONE) 3702 3708

SECTION 3800: STABILISATION



(NONE) 3802

SECTION 3900: CRUSHED AGGREGATE BASE COURSE



(NONE) 3902 3906


SECTION 4100: PRIME AND CURING MEMBRANES



(NONE) 4106

SECTION 4200: BITUMINOUS BASE COURSE AND ASPHALT

CONCRETE SURFACINGS



(NONE) 4202 42054208 4214

SECTION 4300: GENERAL REQUIREMENTS FOR SEALS



4312 (NONE)

SECTION 4400: SINGLE SURFACE DRESSINGS



(NONE) 4402 4404

SECTION 4500: DOUBLE SURFACE DRESSINGS



(NONE) 4502 4504

SECTION 4600: OTTA SEALS



(NONE) (NONE)

SECTION 4700: SAND SEALS AND SLURRY



(NONE) 4705 4706

SECTION 4800: SURFACING OF BRIDGE DECKS



(NONE) 4801 48044807

SECTION 4900: TREATMENT OF SURFACE DEFECTS,PATCHING, REPAIRING EDGE BREAKS AND CRACK

SEALING



(NONE) 4910


SECTION 5100: MARKER AND KILOMETRE POSTS



(NONE) (NONE)

SECTION 5200: GUARDRAILS



(NONE) (NONE)SECTION 5300: FENCING



(NONE) (NONE)

SECTION 5400: ROAD SIGNS



(NONE) (NONE)

SECTION 5500: ROAD MARKINGS



(NONE) (NONE)

SECTION 5600: CATTLE GRIDS AND AXLE WEIGH-BRIDGES



(NONE) (NONE)



SECTION 5700: LANDSCAPING AND GRASSING



(NONE) (NONE)

SECTION 5800: FINISHING THE ROAD AND ROAD RESERVE

AND TREATING OLD ROADS



(NONE) (NONE)

SECTION 5900: PAINTING



(NONE) (NONE)


SECTION 6100: FOUNDATIONS FOR STRUCTURES



(NONE) (NONE)

SECTION 6200: FALSEWORK, FORMWORK AND CONCRETE

FINISH



(NONE) (NONE)

SECTION 6300: STEEL REINFORCEMENTS FOR

STRUCTURES



(NONE) (NONE)

SECTION 6400: CONCRETE FOR STRUCTURES



(NONE) (NONE)

SECTION 6500: PRESTRESSING



(NONE) (NONE)

SECTION 6600: NO-FINES CONCRETE, JOINTS, BEARINGS,BOLT GROUPS FOR ELECTRIFICATION, PARAPETS AND

DRAINAGE FOR STRUCTURES



(NONE) (NONE)

SECTION 6700: STRUCTURAL STEELWORK



(NONE) (NONE)

SECTION 6800: CONSTRUCTION TOLERANCES FOR

STRUCTURES



(NONE) (NONE)


SECTION 7100: TESTING OF MATERIALS AND

WORKMANSHIP



(NONE) 7102

SECTION 7200: QUALITY CONTROL



(NONE) (NONE)

SECTION 7300: SETTING OUT AND TOLERANCES



(NONE) 7302 73037304

SECTION 7400: RECTIFICATION OF EARTHWORKS AND

PAVEMENT LAYERS OUTSIDE PERMITTED GEOMETRIC

TOLERANCES



(NONE) 7403

SECTION 7500: SPECIFICATIONS AND TEST METHODS



(NONE) (NONE)

!Tanzania Standard Spec - Rd 2000

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Transcript of !Tanzania Standard Spec - Rd 2000