Kingscote Streets Upgrades - Kangaroo Island Council

Kingscote Streets Upgrades 

Technical Specification 

Kangaroo Island Council 

June 2012 

Ref No. 20120236SA1

Document History and Status 

Rev Description Author Reviewed Approved Date 

A Draft for comment PSC 24/5/2012 

B Concrete Section Added PSC 19/11/2012 

© Tonkin Consulting 2011 

This document is, and shall remain, the property of Tonkin Consulting. The document may only be used for the purposes for which it was commissioned 

and in accordance with the Terms of Engagement for the commission. Unauthorised use of this document in any form whatsoever is prohibited. 

Ref No. 20120236SA1 

Kingscote Streets Upgrades Technical Specification

Table of Contents 

1 General Provisions 1 

1.1 Public Utilities 1 

1.2 Temporary Alterations to Public Utilities 1 

1.3 Relevant Authorities 1 

1.4 Survey 1 

1.4.1 Survey Marks 1 

1.4.2 Levels 1 

1.4.3 Verification Surveys 1 

1.4.4 As-Built Survey 2 

1.5 Environmental Management and Protection 2 

1.5.1 Environmental Control During Construction 2 

1.5.2 References 3 

1.6 Preservation of Trees and Vegetation 3 

1.7 Drainage of Site During Construction 3 

1.8 Matching In and Making Good 3 

1.9 Cleaning Up 4 

2 Demolition – Civil Works 1 

2.1 General 1 

2.2 Materials – Demolition 1 

2.3 Salvaged Materials 1 

2.4 Construction and Workmanship – Demolition 1 

3 Site Preparation and Earthworks 3 

3.1 General 3 

3.2 Materials – Site Preparation and Earthworks 3 

3.2.1 General 3 

3.2.2 Suitable Materials 3 

3.2.3 Imported Fill Materials 4 

3.2.4 Unsuitable materials 4 

3.2.5 Backfilling Sand 4 

3.2.6 Garden Loam 4 

3.3 Construction and Workmanship – Site Preparation and Earthworks 4 

3.3.1 Geotechnical Inspection and Testing Authority (GITA) 4 

3.3.2 Site Clearance 4 

3.3.3 Clearance of Surface Vegetation 5 

3.3.4 Removal of Trees 5 

3.3.5 Removal of Rubbish 5 

3.3.6 Stripping and Re-spreading of Topsoil 5 

3.3.7 Excavation 5 

3.3.8 Fill Construction 7 

3.3.9 Backfilling of Trenches 9 

3.3.10 Filling Behind Kerbs and Gutters 9 

3.4 Quality Requirements – Earthworks 9 


3.4.2 Materials 10 

Ref No. 20120236SA1 


3.4.3 Inspections 10 

3.4.4 Quality Testing 10 

3.4.5 Tolerances 12 

3.4.6 Acceptance Criteria 12 

4 Stormwater Drainage 13 

4.1 General 13 

4.2 Materials – Stormwater Drainage 13 


4.2.2 Reinforced Concrete Pipes 13 

4.2.3 Box Culverts 13 

4.2.4 Concrete 14 

4.2.5 Reinforcement 14 

4.2.6 Covers and Frames 14 

4.2.7 Bedding Sand 14 

4.2.8 Bedding Aggregate 14 

4.3 Construction and Workmanship 14 

4.3.1 Procedure of Work 14 

4.3.2 Excavation and Backfilling 14 

4.3.3 Removal of Redundant Drainage Structures 15 

4.3.4 Inspection after Excavation 15 

4.3.5 Pipe Bedding – Dry Ground 15 

4.3.6 Pipe Bedding – Wet Ground 15 

4.3.7 Pipe Laying 15 

4.3.8 Pipe Surround 16 

4.3.9 Pipe Jointing 16 

4.3.10 Box Culvert Bedding 16 

4.3.11 Box Culvert Base Slabs - Precast 16 

4.3.12 Box Culvert Base – In situ 16 

4.3.13 Box Culvert Installation - Crown Units 17 

4.3.14 Box Culvert Jointing 17 

4.3.15 Backfilling and Surface Reinstatement 17 

4.3.16 Drainage Structures 17 

4.3.17 Removal of Soil From Drainage lines 18 

4.3.18 Sealing Off 18 

4.3.19 Scour Protection Apron 18 

4.3.20 Scour Protection 18 

4.3.21 Connection to Existing Drain 19 

4.3.22 Open Earth Channels 20 

4.4 Quality Requirements – Stormwater Drainage 20 





5 Pavement Subgrade 22 



5.1.2 Subgrade Preparation 22 

5.1.3 Maintenance of Subgrade 22 

5.1.4 Proof Rolling 22 

5.1.5 Protection of the Subgrade 23 

5.1.6 Subgrade Remediation 23 

5.2 Quality Requirements – Subgrade Preparation 23 


Ref No. 20120236SA1 





6 Granular Pavement 25 


6.2 Materials – Granular Pavement 25 

6.2.1 Quarried Pavement Materials 25 



6.3.2 Placement of Granular Pavement 25 

6.3.3 Compaction of Granular Pavement 26 

6.3.4 Moisture Control 26 

6.3.5 Proof Rolling 26 

6.3.6 Maintenance of Pavement Layers 26 

6.4 Quality Requirements – Granular Pavements 26 

6.4.1 Materials 26 





7 Spray Seals 30 


7.2 Materials – Spray Sealing 30 

7.2.1 Bitumen 30 

7.2.2 Polymer Modified Binders 30 

7.2.3 Bitumen Emulsion 30 

7.2.4 Cutback Bitumen 30 

7.2.5 Adhesion Agent 31 

7.2.6 Cutter Oil and Flux Oil 31 

7.2.7 Aggregate Pre-coating Materials 31 

7.2.8 Sealing Aggregate 31 

7.2.9 Protective paper 31 

7.2.10 Measurement of Material 31 

7.3 Design of Spray Seal 31 

7.3.1 Review of Spray Seal Design 31 

7.4 Construction and Workmanship – Spray Seal 31 

7.4.1 Properties of the finished surface 31 

7.4.2 Acceptance of Surface Condition 32 

7.4.3 Environmental Risk 32 

7.4.4 Preparation of Granular Base for Priming or Primer-Sealing 32 

7.4.5 Preparation of Pavement Surface 32 

7.4.6 Protection of Service Top Stones and Road Side Features 32 

7.4.7 Preparation of Aggregate 32 

7.4.8 Plant and Equipment 32 

7.4.9 Pavement Temperature and Weather Conditions 33 

7.4.10 Primer and Primer-Binder 33 

7.4.11 Binder 33 

7.4.12 Operation of the Sprayer 34 

7.4.13 Spreading and Rolling Aggregate 34 

7.4.14 Removal of Loose Aggregate 35 

7.4.15 Early Traffic of New Spray Seal Works 35 

7.4.16 Removal of Surplus Waste Materials 35 

Ref No. 20120236SA1 


7.5 Quality Requirements – Spray Sealing 36 

7.5.1 Spray Seal Design 36 


7.5.3 Records of Work 36 

7.5.4 Sampling and Testing of Materials 36 

7.5.5 Calibration of Plant and Equipment 36 


7.5.7 Finished Seal Characteristics 37 

8 Kerbing 38 


8.2 Materials – Kerbing 38 

8.2.1 Concrete 38 

8.2.2 Tactile Surface Indicators 39 

8.2.3 Curing compounds 39 


8.3.1 Preparation of Supporting Layers 39 

8.3.2 Kerbing 39 

8.3.3 Kerb Joints 39 

8.3.4 Kerb Ramps 40 

8.3.5 Drainage Pit Aprons 40 

8.3.6 Stormwater Outlets 40 

8.3.7 Backfilling of Kerbs 40 

8.4 Quality Requirements – Kerbing 40 





9 Verges, Footpaths and Driveways 42 


9.2 Materials – Verges, Footpaths and Driveways 42 


9.3.1 Verges 42 

9.3.2 Preparation of Supporting Layers 42 

9.3.3 Footpath Reinstatement 42 

9.3.4 Unsealed Footpath 43 

9.3.5 Concrete Driveway 43 

9.3.6 Grassing 43 

9.4 Quality Requirements – Verges, Footpaths and Verges 43 



Tables 

Table Error! No text of specified style in document..1 Verification Surveys 2 

Table 3.1 Fill Material Classification 3 

Table 3.2 Fill Material Schedule 8 

Table 3.3 Earthworks Compaction Requirements 8 

Table 3.4 Quality Testing Requirements for Earthworks 11 

Table 3.5 Test Procedures for Earthworks 11 

Table 3.6 Tolerances on Earthworks 12 

Table 4.1 Concrete requirements for Stormwater Drainage 14 

Ref No. 20120236SA1 


Table 4.2 Compaction requirements for Stormwater Drainage 15 

Table 4.3 Concrete testing Frequency 20 

Table 4.4 Tolerances on Stormwater Drainage 21 

Table 5.1 Quality Testing Requirements for Subgrade Preparation 23 

Table 5.2 Tolerances on Subgrade Preparation 23 

Table 6.1 Quality Testing Requirements for Granular pavements 27 

Table 6.2 Test Procedures for Granular pavements 28 

Table 6.3 Tolerances on Granular pavements 28 

Table 7.1 Minimum Pavement Temperatures 33 

Table 7.2 Application Temperatures for primes, primer-binders and binders 34 

Table 7.3 Area that can be effectively roller, per hour with each pneumatic multi-wheeled roller35 

Table 7.4 Time limit for removal of Loose Aggregate 35 

Table 7.5 Tolerance on Spray Seals 37 

Table 7.6 Acceptance Limit on finished pavement 37 

Table 1.1 Concrete Design Criteria – Kerbing 38 

Table 1.2 Quality Testing Requirements for Concrete Kerbing 41 

Table 1.3 Tolerances on Kerbing 41 

Table 8.1 Tolerances on Verges, Footpaths and Driveways 43 

Ref No. 20120236SA1 


1 General Provisions 

1.1 Public Utilities 

Information provided to the Contractor is neither necessarily complete nor accurate and is provided 

for general information only. The Contractor shall investigate the existence and location of buried 

and overhead public and private services within the working area. The Contractor shall satisfy itself 

as to their exact location in liaison with the relevant service authority. 

The Contractor shall comply with the guidelines issued by the Office of the Technical Regulator and 

relevant authorities when working in the vicinity of underground and overhead services. The 

Contractor shall take due care when working in the vicinity of existing services and take all 

necessary precautions during the Contract to protect all services from damage. The Contractor shall 

be responsible for any cost resulting from damage to services through its operations. 

The Contractor shall be responsible for determining the effect of the existing services on 

construction activities, and shall make all arrangements and necessary payments to the respective 

authorities for any temporary or permanent relocation of services and new service connections 

which may be required by or as a consequence of its operations and the project requirements. 

Authorities shall be given six (6) weeks notice prior to any service work being undertaken. 

If, while works are in progress, any authority desires to place a service, the Contractor shall allow 

reasonable access and working space for the authority to carry out such placement, if so requested 

by the Superintendent. 

Any existing or abandoned service that is disturbed shall be restored to the satisfaction of the 

service authority at the Contractor’s cost. 

1.2 Temporary Alterations to Public Utilities 

If, during the course of construction works, the Contractor deems it necessary to have Public Utilities 

removed or altered to enable easier or quicker construction, such removal or alterations will be 

arranged by the Contractor and any costs incurred will be paid by the Contractor. 

1.3 Relevant Authorities 

The Contractor shall be responsible for liaising with all relevant authorities with regard to 

programming of works. Where work is to be undertaken in accordance with relevant authorities’ 

standards and specifications, the Contractor is to seek and obtain the necessary approvals. 

1.4 Survey 

1.4.1 Survey Marks 

1.4.2 Levels 

The attention of the Contractor is drawn to the appropriate sections of the Crown Lands Act and the 

Surveyors Act in regard to the care of survey marks. 

Existing levels at the time of the most recent survey are supplied for the assistance of the Contractor 

and are not intended to indicate every detail of the surface profile. 

1.4.3 Verification Surveys 

The Contractor shall provide a verification survey detailing the variance between the design level 

and the actual level at the following times: 

Ref No. 20120236SA1 Kingscote Streets Upgrades Technical Specification 1

Table Error! No text of specified style in document..1 Verification Surveys 

Item 

Frequency of Survey 

Stormwater drainage 

One level per 10 m and at every structure. 

Sub-grade 

One level per 20 m 

Finished pavement levels 

One level per 20 m 

A copy of the survey reports shall be provided to the Superintendent within seven (7) days of 

completion of the survey. The survey reports shall clearly indicate whether the works are within 

tolerance and if not areas that are outside of the tolerance. 

If the survey indicates the work out of tolerance, unless approved by the Superintendent, the 

Contractor shall rectify the works and arrange re-survey. 

1.4.4 As-Built Survey 

The Contractor shall provide an “As-built” survey in ACAD and PDF format detailing the relevant 

information on the following items (as a minimum): 

• Earthwork levels, in a grid suitable to give a true representation of the finished surface (invert of 

basins, top and toe of batters, finished surface level of cut and fill zones etc) 

• Stormwater drainage – pipe size, drainage structures, invert levels, horizontal and vertical 

alignment 

• Kerbing – horizontal and vertical alignment 

• Pavement – finished surface level including crown and grade changes 

• Linemarking and signs 

• Other infrastructure as required by local service authorities. 

1.5 Environmental Management and Protection 

The Contractor shall take all measures necessary to ensure minimum disturbance to the existing 

environment by its operations. 

The Contractor shall observe all environmental management rules, regulations and codes of practice 

and shall comply with all notices and instructions issued by the Superintendent in relation to such 

Rules and Regulations. 

When flammable or combustible materials are to be stored or used, the Contractor shall adhere 

strictly to relevant standards or codes of practice. 

1.5.1 Environmental Control During Construction 

The Contractor shall carry out the work with reference to the EPA Codes of Practice listed at the end 

of this specification clause. 

The Contractor shall ensure that pollutants such as dust, sediment, litter and wash down water do 

not leave the site during construction of the works. Prior to construction commencing, the 

Contractor shall prepare a Soil Erosion and Drainage Management Plan (SEDMP) showing how this 

is to be achieved. The Plan shall include a site layout together with a written manual. These shall 

include all aspects of site management including: 

• site access from public or private roads; 

• access around the site; 

• areas of earthworks, stockpiles, loading areas; 


• site drainage including all relevant information including sediment collection devices, drainage 

lines and discharge points; and 

• management of creek or river flows. 

Water shall be used in a judicious manner to avoid wastage and in accordance with any applicable 

water restrictions. 

1.5.2 References 

• Stormwater Pollution Prevention – Code of Practice for the Building and Construction Industry – 

EPA 

• Stormwater Pollution Prevention – Code of Practice for Local, State and Federal Government – 

EPA. 

1.6 Preservation of Trees and Vegetation 

The Contractor shall refrain from destroying, removing or clearing trees and shrubs to an extent 

greater than is necessary for the execution of the work under the contract. Areas to be cleared shall 

be inspected by the Contractor and the Superintendent's approval obtained before any trees or 

shrubs are removed, cleared or destroyed. 

The Contractor shall take every reasonable precaution not to damage any tree, including its root 

system, which is nominated to be retained. 

All construction activities, including storage of materials, vehicles, equipment or rubbish, must be 

kept away from existing trees which are to be retained. Before any excavation is carried out over 

roots of trees to be retained, obtain a ruling from the Superintendent as to whether the levels in the 

vicinity of the tree can be adjusted to protect the roots. 

The Superintendent may direct the Contractor to repair any damage or injury to a tree that is to 

remain. This work shall be carried out by an approved tree surgeon engaged by the Contractor. 

1.7 Drainage of Site During Construction 

The Contractor shall carry out the work in such a way as to ensure that no heading up of floodwaters 

in new or existing drains or gutters occurs. The Contractor shall be responsible for any damage to 

public or private property caused by his operations or which may arise from such operations. 

Should this clause not be complied with, the Superintendent may order work to cease until in his 

opinion satisfactory arrangements for such drainage have been made. 

The site may be subject to surface water in the form of base flows or flood flows during the 

construction period. The Contractor is required to account for and handle all flows, base and flood, 

during the construction period, and shall be deemed to have made due allowance in his tender for all 

costs involved. 

1.8 Matching In and Making Good 

In addition to the requirements specified in this specification, any damage caused or any temporary 

relocations necessary to existing stormwater drains, sign posts, street signs, barrier posts, litter bins 

or other similar items shall be made good to a standard which is at least equal to the existing 

construction and in a workmanlike manner and to the satisfaction of the Superintendent. 

Unless otherwise specified, where the specified works adjoin or abut an existing roadway, footpath 

or other existing construction, the existing pavement shall be removed within the limits shown on the 

drawings, the existing bitumen shall be saw-cut in a straight line so that the new pavement matches 

to give a smooth riding surface and satisfactory drainage properties. 

The new kerbs and gutters shall match the existing kerbs and gutters at the locations shown on the 

drawings. 


The Contractor shall be responsible for making good any damage which occurs to adjacent existing 

works as a result of his operations, and such making good shall be to the satisfaction of the 

Superintendent. 

1.9 Cleaning Up 

During the progress and on completion of the work, the site shall be maintained and left in a clean 

and tidy condition to the satisfaction of the Superintendent. 


2 Demolition – Civil Works 

This section includes all materials, labour, equipment, delivery and transport from site for the 

demolition of nominated works, in accordance with the contract drawings and construction 

specification. 

2.1 General 

This specification shall be read in conjunction with the following Standards and references, which 

are deemed to form a part of this specification. 

AS 2601 

Demolition of Structures 

2.2 Materials – Demolition 

All materials, equipment and service within the demolition area are to become the property of the 

Contractor except those specifically stated or shown on the drawings as remaining. The salvage 

value or dumping costs of these materials and equipment should be taken into consideration by the 

tenderer in arriving at his tender price. 

It is desirable to demonstrate community and environmental awareness by creating an opportunity 

for the reuse of valuable second-hand resources. 

The Contractor shall remove materials from the site in a regular and orderly manner so as to avoid 

excessive and unsightly accumulation of demolition materials and rubbish 

2.3 Salvaged Materials 

Unless otherwise specified and subject to the provisions of sub-clause 27.5 of the General 

Conditions of Contract, materials, plant, equipment and other items salvaged from the works shall 

become the property of the Contractor and shall be removed by him from the site. 

2.4 Construction and Workmanship – Demolition 

The contractor shall demolish all works necessary for the construction of new works including but 

not limited to: 

• asphalt, road pavement, driveways and footpaths 

• stormwater pipes and drainage structures 

• concrete kerb and gutter 

• minor structures. 

The Contractor is required to conduct a site investigation and identify and locate: 

• service supply mains (water, communications, electricity, gas) and connections 

• other services (sewerage, drainage). 

The Contractor is to cap and/or isolate services not required. The Contractor is to work around and 

not damage services to be kept live. It is the Contractors responsibility to check the status of each 

service as they are identified. 

The Contractor, during the execution of demolition works, shall consider and provide temporary 

support as follows: 

• Ground support – support excavations for demolition of underground structures. 

• Adjacent structures – provide supports to adjacent structures and services where necessary, 

sufficient to prevent damage resulting from the works. 

Ref No. 20120236SA1 


• Lateral supports – provide lateral support at least that given by the structure to be demolished, 

using shoring. 

If temporary support is required, certification for its design and installation is required from a 

professional Engineer engaged by the Contractor. 

If permanent supports for adjacent structures are necessary and are not described, give notice to 

the superintendent and obtain instructions. 

Loose light materials that are likely to become windborne shall be contained in proper transportable 

containers or bins supplied by the Contractor. Such rubbish shall be regularly cleared from the site. 

The Contractor shall give notice to the Superintendent immediately hazardous materials or 

conditions are found. 


3 Site Preparation and Earthworks 

This section of the specification details the requirements for Earthworks, including selection of 

materials, clearing, grubbing, stripping topsoil, excavation and filling. This section shall be read in 

conjunction with the design details and drawings. 

3.1 General 



AS 3798 

AS 1289 

AS 1141 

DTEI Master Specification 

Guidelines on Earthworks for Commercial and Residential Developments 

Methods of Testing Soils for Engineering Purposes 

Sampling and Testing of Aggregates 

Part 210 – Earthworks 

3.2 Materials – Site Preparation and Earthworks 

3.2.1 General 

Site Preparation and earthworks materials are to be as specified herein or as otherwise approved by 

the Superintendent. 

3.2.2 Suitable Materials 

Suitable materials shall be any clean soil or soil-aggregate mixtures capable of being compacted to 

form a homogeneous mass and suitable for the construction of structural fill. 

Large particles must be broke down to a maximum particle size of 100 mm maximum. 

Classified Fill shall be clean sand or soil free from expansive clays, debris, weeds, roots, organic 

material or other foreign matter. Classified Fill shall meet the following requirements: 

Table 3.1 

Fill Material Classification 

Characteristic 

Aggregate Grading – % passing sieve size 

Type A 

Material Classification 

Type B 

General Fill 

(Unclassified) 

106 mm – 100 100 

75 mm 100 80–100 – 

37.5 mm 80–100 80–00 – 

0.075 mm 0–25 0–35

• Material, which, after compaction, contains large particles, which may lead to difficulties in the 

excavation of trenches for footings or services etc. 

• Single-sized or gap-graded gravels or rock fill that will not break down on compaction, leaving 

voids into which finer material may subsequently migrate. 

• Saline, chemically aggressive or polluted soils, and carbonate soils where acid disposal may 

occur. 

• Potential acid sulphate soils. 

• Materials that cannot be tested to demonstrate compliance with the specification 

3.2.3 Imported Fill Materials 

Material that is to be imported to the site and is not a quarry product, shall be assessed and 

recommended as being suitable for use on the site by an approved Environmental Consultant in 

accordance with the National Environmental Protection (Assessment of Site Contamination) 

Measure, and the recommendation must be supported by the Superintendent. 

No fill material may be brought into site without written approval from the Superintendent and 

appropriate accompanied documentation. Material imported on site that does not meet the 

requirement of the National Environmental Protection (Assessment of Site Contamination) Measure 

shall be removed from site at the cost of the Contractor. 

3.2.4 Unsuitable materials 

Unsuitable materials shall be site won materials unable to be compacted to for the construction of 

structural fill including: 

• organic soil (topsoil) 

• fill contaminated through past site usage which contain toxic substances or soluble compounds 

• fill containing deleterious materials including, metal, wood, plastic, rubbish, vegetation 

• other materials deemed unsuitable by the Superintendent. 

3.2.5 Backfilling Sand 

Backfilling sand shall be Type D Sand in accordance with DTEI Specification Sa-D. 

3.2.6 Garden Loam 

Garden Loam shall be an approved sand-loam blend in which all material passes a 2.36 mm sieve. 

The material shall be free from weeds, roots, clay lumps and other foreign material, and shall be 

suitable for growing lawns and plants. 

The total salt content shall not exceed 0.2% by dry weight and the linear shrinkage shall not exceed 

10%. 

3.3 Construction and Workmanship – Site Preparation and Earthworks 

3.3.1 Geotechnical Inspection and Testing Authority (GITA) 

The Contractor shall engage a suitably qualified independent Geotechnical Inspection and Testing 

Authority (GITA) to undertake inspections and testing as required in accordance with AS 3798 – 

Guidelines on Earthworks for Commercial and Residential Developments. 

3.3.2 Site Clearance 

The site shall be cleared only in those parts on which the specified construction works are to be 

carried out, or as otherwise shown on the drawings. 

All materials resulting from the site preparation shall be removed from the site and disposed of by 

the Contractor at his expense. 


3.3.3 Clearance of Surface Vegetation 

Prior to the stripping of topsoil, the Contractor is to remove existing surface vegetation, and dispose 

off site to a legal place of disposal. 

3.3.4 Removal of Trees 

Trees shall be removed only where necessary for construction of the works, where nominated on the 

drawings or as otherwise directed by the Superintendent. Where trees are to be removed in areas 

of proposed structures, stumps and root systems shall be removed to a depth of at least 1.0 m 

below formation level 

The excavation shall be backfilled with suitable material placed and compacted in layers of 225 mm 

maximum thickness to a density at least that of the adjacent undisturbed natural material. 

3.3.5 Removal of Rubbish 

The Contractor is to remove and dispose of the rubbish material on the site as indicated on the 

drawings. 

3.3.6 Stripping and Re-spreading of Topsoil 

Topsoil shall be stripped from all areas of construction to a nominal depth of 75 mm and shall be 

stockpiled on site for later re-use in filling to road reserves, nature strips, batter slopes etc. 

Stockpiles shall have adequate drainage and erosion protection and be protected from 

contamination by other excavated material, weeds and building debris. 

The Contractor shall provide details of proposed temporary topsoil stockpile locations, for approval 


Following completion of earthworks topsoil shall be spread on all batters and other areas designated 

in a layer with a thickness as specified with the surface of the topsoil after free of lumps greater than 

75 mm. 

Any topsoil not required for such re-use, or topsoil surplus to requirements, shall be removed from 

the site by the Contractor. 

3.3.7 Excavation 

3.3.7.1 General 

The Contractor shall judge for itself the nature of the material to be excavated and will be deemed to 

have made due allowance for excavating material of whatever nature may be encountered, 

providing that, in the opinion of the Superintendent, it is capable of being excavated by a mechanical 

excavator with a capacity appropriate for the situation, without the use of a rock breaker, jack 

hammers and/or blasting. 

Overcut shall be made good to the satisfaction of the Superintendent at the Contractor's expense. 

In the event that soft spots are revealed in the formation, the Contractor shall immediately notify the 

Superintendent. If the Superintendent deems it necessary, the Contractor is to carry out further 

excavation as directed and backfill the excavation with material selected by the Superintendent. 

The cost of the additional excavation and backfilling will be considered as an extra to the contract. 

The Contractor must obtain prior approval from the Superintendent prior to the excavation of soft 

spots otherwise no claim will be entertained. The Contractor is to record measurements for the 

calculation of the volume of additional excavation and filling, and submit these to the Superintendent 

for approval. 

3.3.7.2 Bulk Excavation 

The excavated areas shall be finished to an even surface. The floors and sides of excavations shall 

be trimmed to the lines, levels, grades and batters shown on the drawings and within the tolerances 

specified. 


All areas disturbed by the excavation and all loose surface material shall be compacted by watering, 

if necessary, and rolling with approved compaction equipment to the density specified for filling. 

3.3.7.3 Trench Excavation 

Unless otherwise approved by the Superintendent, trench work for pipes laid to grade is to proceed 

from the lowest point to the highest point in each system. 

Trenches shall be excavated to the lines, levels and grades as shown on the drawings. Minimum 

trench widths shall be as nominated on the drawings or where no width is shown, as narrow as 

practical consistent with good construction techniques. 

The floors of all excavations shall be evenly trimmed removing all protrusions, loose soil and debris. 

The maximum open trench excavation in any one section shall not exceed 100 metres unless 

approved otherwise by Superintendent. 

3.3.7.4 Excavation of Rock 

If rock, as defined herein, is encountered during excavation and the Contractor considers that the 

only practical means of excavation is by rock breaker, jack hammer and/or blasting, the Contractor 

shall immediately notify the Superintendent. 

If the Superintendent agrees that the material to be excavated should be classified as rock, authority 

will be given for the use of a rock breaker, jack hammer and/or blasting and payment will be made 

as an extra to the contract based on the volumes of rock required to be excavated at the appropriate 

rate in the Schedule of Unit Rates. The Contractor must obtain prior approval from the 

Superintendent that the material is to be classified as rock for payment purposes, otherwise no claim 

will be entertained. The Contractor is to record measurements for the calculation of the volume of 

rock, and submit these to the Superintendent for approval. 

For the purposes of interpretation, measurement and/or payment relevant to the term ‘rock’ as used 

in this Specification, rock shall be defined as only that material found in ledges, masses, bedded 

deposits and/or conglomerate deposits and presenting the characteristics of rock which in the 

opinion of the Superintendent cannot be removed for bulk excavation by a ripper dozer rated at net 

engine power 230 kW (Caterpillar D8 or equivalent) or for trench excavation, by using a bucket 

excavator rated at net engine power 165 kW with rock bucket (nominally 30 tonne excavator) and 

would normally be removed by blasting, pneumatic tools or mechanical impactor. 

Where, due to limited access, the use of a machine as above is impracticable a side shift bucket 

backhoe rated at 70 kW will be approved. If the restricted access is caused as a result of the 

contractors previous work and the contractor could have expected rock in the vicinity, the rock would 

be assessed based on the previous equipment rating. All trenches in areas with a high likelihood of 

rock should be pre-dug prior to restricted access. 

Floaters in trenches, foundation or similar excavation shall be classified as rock only when their least 

dimension exceeds 0.6 m or where their volume exceeds 0.25 m 3 . 

Materials which could be excavated by the above rated plant, such as broken shale, weak 

conglomerates etc, shall not be classified as rock for payment purposes. 

Measurement of rock excavation for payment purposes shall be made on the following basis: 

• The rock shall be measured in the solid form, within the limits of the excavation, before any 

backfilling is placed, or new work commenced. 

• For bulk excavation, the volume of rock shall be calculated by an independent engineering 

surveyor engaged by the Contractor based on the difference between the rock surface(s) 

following removal of the overburden as approved by the Superintendent and the extent of rock 

or design surface, whichever is less, as approved by the Superintendent 


• For trench excavation, the volume shall be calculated from the depth and length measured in 

liaison with the Superintendent, and the minimum width of trench for the application, as shown 

on the drawings. 

• No payment shall be made for over break beyond the limits of the required excavation. 

3.3.7.5 Protection of Excavations 

All work necessary to protect excavations and prevent damage to adjoining structures, services and 

property is the responsibility of the Contractor. This responsibility includes installation and 

maintenance of timbering, shoring, strutting, bracing, sheeting, piling, etc. 

The Principal assumes no responsibility whatsoever in respect to the stability of the ground to be 

excavated and the Contractor will be deemed to have satisfied themselves through their own 

investigations as to conditions to be encountered. 

The provisions of Division 5.5 of the Regulations under the Occupational Health, Safety and Welfare 

Act 1995 shall also apply. 

Should the Contractor fail to provide and/or fail to adopt methods which are to the satisfaction of the 

Superintendent, the Superintendent may order work to cease until such time as equipment is 

provided and methods adopted which are to the satisfaction of the Superintendent. 

3.3.7.6 Dewatering of Excavations 

Excavations are to be maintained in a thoroughly drained condition at all times. If, during the course 

of excavation, the natural ground water is encountered, the Contractor shall be responsible for dewatering 

the excavation in a safe and efficient manner. 

The Contractor shall judge for himself the likely extent of groundwater (if any) and its effect on the 

execution of the contract and shall be deemed to have made due allowance in his tender for all 

costs involved in dealing with groundwater. 

Groundwater pumped from excavations shall be disposed of in a manner which satisfies the 

requirements of the Environmental Protection Authority. 

3.3.7.7 Disposal of Surplus Excavated Material 

All surplus excavated material arising from the specified works is to be disposed of by the Contractor 

off site. 

The Contractor is responsible for any environmental testing, or additional environmental testing if 

testing has previously been undertaken, necessary to dispose of the excavated material. 

3.3.8 Fill Construction 

Filling construction includes all operations associated with the preparation of foundation areas where 

fill is to be placed, and the placing and compaction of approved suitable material. 

In locations where filling is required to achieve the design formation levels, the filling shall be carried 

out in the manner specified hereunder. 

3.3.8.1 Fill Foundation and Proof Rolling 

Prior to placement of fill material the natural surface shall be inspected by the Superintendent and 

GITA (as applicable to meet the requirements of AS 3798) and the fill foundation shall be proof 

rolled with a minimum 12 tonne static mass. 

If the Superintendent considers the surface is suitable, the Contractor shall commence filling as 

described below. If the Superintendent considers that the surface is unsuitable, the Contractor shall 

carry out additional excavation or other measures as may directed by the Superintendent, and any 

such work shall be considered as a variation to the contract. 

Filling shall commence only after the surface upon which fill material is to be placed has been 

inspected and approved by the Superintendent. 


3.3.8.2 Placing Fill 

The method of excavation, transportation, depositing and spreading of the fill shall be determined by 

the Contractor to ensure the fill is placed in a uniform mixture. 

Fill materials shall be placed in horizontal layers of uniform thickness, deposited systematically 

across the fill area, so that the surface is always self-draining. Large particles shall be broken down 

and evenly distributed through the fill material. The maximum size of rock particles throughout the 

fill material shall not exceed the grading requirement. 

The layers shall be uniformly compacted from a loose depth of 250 mm (maximum) unless approved 


Prior to placing subsequent fill layers, the Contractor shall ensure that previously accepted layers 

still conform to requirements, including moisture content. 

Care shall be taken by the Contractor to use equipment and construction techniques to minimise 

surface heaving or other damage to the lower layers including damage by over working or 

construction traffic. 

Fill material shall be placed as detailed in the following table: 

Table 3.2 Fill Material Schedule 

Location 

The upper 200 mm of fill areas supporting pavements 

Below Pavements other 

Below reserves 

Material 

Type A Materials 

General fill 

General fill 

3.3.8.3 Compacting fill 

All fill layers shall be systematically compacted with appropriate compaction equipment to ensure 

compaction to the full depth and width of each layer. Embankment slope faces shall either be 

compacted separately, or overfill and cut back to the tolerances required. 

Unless otherwise specified on the Drawings or in this Specification, the layers shall meet the 

following table: 

Table 3.3 

Location 

Earthworks Compaction Requirements 

Below Pavements, upper 200 mm 

Below Pavements 

Reserves 

Trenches in road reserves 

Trenches not in road reserves 

Requirement 

98% of Maximum Dry Density (standard) 

95% of Maximum Dry Density (standard), 




3.3.8.4 Moisture Control 

The Contractor shall adjust the moisture content of the fill material as required to achieve the 

specified density or moisture content prior to compaction. 

Completed fill layers shall be sealed and graded to prevent ponding. 

3.3.8.5 Benching 

Where new embankment slopes are to be constructed against an existing slope steeper than 3 

horizontal to 1 vertical, the slope be stepped by benching successive terraces to a minimum length 


of 1.0 m to form a key for the fill. The minimum depth for a bench shall be the minimum layer 

thickness. 

3.3.8.6 Filling Adjacent to Structures 

The Contractor shall use equipment and construction techniques to protect adjacent structures from 

damage due to filling operations. 

Filling is not to be carried out against new concrete structures until fourteen days after placing the 

concrete or until such time as may be approved by the Superintendent. 

3.3.9 Backfilling of Trenches 

3.3.9.1 General 

Backfilling of trenches shall be carried out after the pipes, culverts, cables or conduits have been 

installed and surrounded as particularly specified. 

No backfilling material shall be placed until the Superintendent has approved the work to be covered 

and the material to be used for backfilling. 

3.3.9.2 Road Reserves 

Where a trench is located under an existing or proposed road pavement or where the nearest side of 

the trench is within 2.0 m of an existing or proposed road pavement, the trench above the surround 

material shall be backfilled using backfilling sand. 

Sand shall be placed in layers not exceeding 250 mm uncompacted thickness and each layer shall 

be compacted and tested in accordance with this specification. The sand backfill material shall be 

placed and compacted to the formation level of the pavement construction or the pavement 

restoration works specified. 

3.3.9.3 Other Locations 

Where the trench is located in a drainage easement, a reserve, a road reserve (but not closer than 

2.0 m from an existing or proposed road pavement), the trench above the surround material shall be 

backfilled using unclassified fill material which shall be placed in layers not exceeding 250 mm 

uncompacted thickness and each layer shall be compacted and tested in accordance with this 


The backfill shall be placed and compacted to the formation level of any specified restoration works 

or to the natural surface levels adjacent to the trench, whichever is appropriate. 

3.3.10 Filling Behind Kerbs and Gutters 

On completion of the construction of the concrete kerbs and gutters, the area behind the kerb shall 

be filled with unclassified fill to 150 mm below the top of the kerb and compacted to the density 

specified herein. 

After construction of the footpath (if any) the area shall be surfaced with 150 mm thickness of lightly 

compacted topsoil, garden loam or dolomite as shown on the drawings. 

3.4 Quality Requirements – Earthworks 

3.4.1 General 

The Contractor shall arrange for testing of the compaction of bulk earthworks filling and trench 

backfilling. The testing shall be carried out by a NATA accredited laboratory, in accordance with 

AS 1289 – Methods of Testing Soils for Engineering Purposes, and all costs will be borne by the 

Contractor. 

Copies of the test results shall be made available to the Superintendent for his approval prior to the 

commencement of construction of any subsequent layer. The Contractor shall programme the 

works accordingly and no claims for delays will be considered due to delays in the availability of 

such test results to the Superintendent. 


3.4.2 Materials 

Suitable materials shall be produced into identifiable lots and tested in accordance this specification 

and AS 3798 – Guidelines on Earthworks for Commercial and Residential Developments 

3.4.3 Inspections 

The following Hold Points are required during the construction of Earthworks: 

• H-E1. 

• H-E2 

• H-E3. 

• H-E4 

3.4.4 Quality Testing 

Installation of soil erosion management prior to commencement of works 

Assessment of rock prior to excavation. 

Stripping of topsoil prior to placement of fill. 

Completion of earthworks formation / subgrade. 

The Contractor shall undertake testing of the earthworks at the following minimum frequency: 


Table 3.4 Quality Testing Requirements for Earthworks 

Item Test Type Minimum Testing Frequency 

Type A & B Fill Material Grading One test per 1,000 tonne 

Plasticity Index 

One test per 1,000 tonne 

Linear Shrinkage 


Weighted Plasticity Index One test per 1,000 tonne 

Bulk Fill under Pavements Field Dry Density 1 per 500 m 2 or min of 3 per lot 

Maximum Dry Density 1 per material type 

Bulk Fill under reserves Field Dry Density 1 per 1000 m 3 or min of 3 per lot 


Trench Fill under pavements Field Dry Density 1 per 50 lineal metres per layer 


Trench Fill under reserves Field Dry Density 1 per 100 lineal metres per layer 


Trenches for water reticulation and sewer construction shall be backfilled and tested in accordance 

with SA Water requirements. 

If no rate of testing is provided, testing rates shall be in accordance with AS 3798 – Guidelines on 

Earthworks for Commercial and Residential Developments. 

The following test procedures shall be used for Quality testing: 

Table 3.5 

Test Type 

Test Procedures for Earthworks 

Test Procedure 

Sampling of materials TSA Test Procedure - TP 226 

Preparation of samples AS 1289.1 

Atterberg Limits AS 1289 3.1.2 ,3.2.1, 3.3.1 & 3.4.1 

Particle Distribution AS 1289 C6.2 

Linear Shrinkage AS 1289.3.4.1 

Maximum Dry Density AS 1289.5.2.1 

Optimum Moisture Content AS 1289.2.1.1 & AS 1289.2.1.4 

Field Density 

AS 1289.5.8.1 (Nuclear Method) 

Dry Density Ratio TSA Test Procedure - TP 320 

Note: 

• Dry Density Ratio shall be calculated to the nearest 0.1%. 

• Density measurements shall be made to the nearest 0.01 tonne/m 3 . 

• Test location co-ordinates shall be measured to the nearest 100 mm. 

3.4.4.1 Materials Being Used in the Works 

Where in the opinion of the Superintendent the material being used in the Works differs from the 

specified material, the Superintendent may order a sample to be taken and retested. If the material 

does not comply with the specification the cost of sampling and testing shall be borne by the 

Contractor and, in addition, the work which incorporates the material shall be liable to be rejected at 

the Superintendent’s discretion. 


3.4.5 Tolerances 

Construction Tolerances on earthworks are as follows: 

Table 3.6 Tolerances on Earthworks 

Item 

Tolerance 

Field Dry Density 

- 0% + 5% of specified compaction 

Depth of each fill layer 

Within ±25 mm of maximum layer thickness 

Finished level of pavement subgrade As detailed in the pavement design. 

Finished level of reserves 

Within ±75 mm of design level 

Finished level of batters 

Within ±75 mm of design level 

Shape of pavement subgrade Longitudinal ±20 mm below a 3.0 m straightedge 

Transverse ± 40mm below a 3.0 m straightedge 

The shape of the finished surface shall deviate below a 3.0 m straightedge, measured between any 

two points, by not more than the tolerances specified above. 

3.4.6 Acceptance Criteria 

Where test results show that the level of compaction of filling material that has been achieved is 

below the level specified, the areas or volumes represented by the tests (as determined by the 

Superintendent) may be rejected. The Contractor is to replace any defective material and re-work or 

further compact the area and re-submit it for further testing until the specified requirements are 

achieved and the Superintendent’s approval received. All costs associated with remedial works and 

re-testing shall be the responsibility of the Contractor. 


4 Stormwater Drainage 

This section of the specification details the requirements for supply of materials and construction of 

stormwater drainage pipelines and structures. This section shall be read in conjunction with the 

design details and drawings. 

4.1 General 



AS4058 

AS 1646 

AS 1597 

AS 4139 

AS 1260 

AS1379 

AS3600 

AS3610 

AS4671 

AS 3996 

AS 4198 

Precast Concrete Pipes (pressure and non-pressure) 

Elastomeric Seals for Waterworks Purposes 

Precast Reinforced Concrete Box Culverts 

Fibre Reinforced Concrete Pipes and Fittings 

uPVC Pipes and Fittings - Sewer Application 

Specification and supply of concrete 

Concrete Structures 

Formwork for Concrete. 

Steel Reinforcing Materials. 

Metal Access Covers, Road Grates and Frames 

Precast Concrete Access Chambers for Sewerage Applications 

4.2 Materials – Stormwater Drainage 

4.2.1 General 

Materials are to be as specified herein or as otherwise approved by the Superintendent. 

4.2.2 Reinforced Concrete Pipes 

Reinforced concrete pipes for stormwater drains shall conform with AS 4058 “Precast Concrete 

Pipes-Pressure and Non-Pressure”. Pipes shall be of the class required by trench loading 

conditions as nominated on the drawings. 

Pipe classes noted on the drawings are for in service loads only. In cases where the construction 

loading may exceed design loads, the pipe class may need to be upgraded. 

Pipes shall be socketed concrete drainage pipes with rubber ring joints. Rubber rings shall conform 

to AS 1646 “Elastomeric Seals for Waterworks Purposes”. 

4.2.3 Box Culverts 

Precast concrete box culverts shall conform in every respect with AS 1597 "Precast Reinforced 

Concrete Box Culverts". 

The box culvert units shall be of the type shown on the drawings. 

In situ poured base slabs shall be constructed in accordance with the Concrete and Concrete Work 

section of this specification. 


4.2.4 Concrete 

Concrete grade for drainage structures shall be as detailed in the drawings and shall comply with 

AS 1379 – “Specification and supply of concrete”. Installation of concrete shall be as per AS 3600 – 

“Concrete Structures”. 

Formwork for drainage structures shall comply with AS 3610 – “Formwork for Concrete ". 

The concrete for the various parts of the work shall be so designed and produced that the following 

performance requirements are met: 

Table 4.1 

Concrete requirements for Stormwater Drainage 

Item f’c at 28 days Slump 

Box Culvert Base Slabs 32 MPa 80 mm 

Box Culvert Crown Units 32 MPa 80 mm 

Drainage structures including junction boxes, side 

entry pits, manholes etc 

32 MPa 80 mm 

Unless otherwise specified all concrete shall have drying shrinkage test results to AS 1012 showing 

a maximum (including tolerance) of 650 µm up to and including grade N32, and 700 µm for higher 

strength grades. 

All concrete is to be ready mixed and delivered in agitating trucks in accordance with AS 1379 by the 

batch production process, unless approved otherwise by the Superintendent. 

4.2.5 Reinforcement 

Reinforcement for drainage structures shall be manufactured and supplied in AS4671 – “Steel 

Reinforcing Materials” class N and installed in accordance with AS3600 – “Concrete Structures” 

4.2.6 Covers and Frames 

Covers and frames for drainage structures will be as per the drawings and in accordance with 

AS 3996 – “Metal Access Covers, Road Grates and Frames" and AS 4198 – “Precast Concrete 

Access Chambers for Sewerage Applications” as appropriate. 

4.2.7 Bedding Sand 

Bedding sand shall be Type D Sand in accordance with DTEI Specification Sa-D (formerly known as 

PM64). 

Sand used for initial backfilling around pipes shall be suitable for compaction to the specified 

standards by watering in. 

4.2.8 Bedding Aggregate 

Bedding aggregate shall 10-7 mm Sealing Aggregate in accordance with DTEI Specification SA10-7 

(formerly known as PM43). 

4.3 Construction and Workmanship 

4.3.1 Procedure of Work 

Work is to proceed from the lowest point to the highest point in each system. 

4.3.2 Excavation and Backfilling 

Excavation and backfilling is to be carried out in accordance with the Site Preparation and 

Earthworks section of this specification. 

Unless noted otherwise in the drawings the compaction of bedding and backfilling material shall be 

as set out in the following table. 


Table 4.2 Compaction requirements for Stormwater Drainage 

Layer 

Minimum Compaction Requirements 

Backfill to springing line 92% of MDD modified compaction AS 1289 5.2.1 

Backfill to 300 mm above pipe 92% of MDD modified compaction AS 1289 5.2.1 

Backfill to basecourse - Pavements 96% of MDD modified compaction AS 1289 5.2.1 

Backfill to surface reinstatement - other 92% of MDD modified compaction AS 1289 5.2.1 

4.3.3 Removal of Redundant Drainage Structures 

The Contractor shall excavate, remove and backfill existing pipelines, culverts and drainage 

structures and / or seal existing pipes with concrete where identified on the drawings. 

4.3.4 Inspection after Excavation 

After the excavation has been completed the Contractor shall notify the Superintendent and no 

concrete or drain structure shall be placed until the Superintendent has approved the depth and size 

of the excavation and the character of the foundation material. 

4.3.5 Pipe Bedding – Dry Ground 

The bottom of all excavations for pipe work shall be trimmed to the grades and levels necessary to 

achieve the invert design levels, shown on the drawings. Pipe bedding shall comply in all respects 

with the requirements for Type H2 support as defined in AS 3725-1989 Loads on Buried Concrete 

Pipes and shall consist of 75 mm compacted thickness of pipe bedding sand compacted as 

specified below. 

The method of bedding shall not be altered without the prior written approval of the Superintendent. 

Where, in the opinion of the Superintendent, the material after excavation is unsuitable as 

foundation for the pipe bedding, the Contractor shall remove and replace the unsuitable material or 

carry out such other procedures as may be required by the Superintendent. Should the existing 

foundation be unsuitable and such measures be required, payment will be made for the cost of any 

additional work as an extra to the Contract. The payment shall be made subject to the submission 

of a fully documented claim as to labour, plant and materials used, checked and certified by the 

Superintendent. Prior approval in writing by the Superintendent must be obtained in all cases, 

otherwise no claim will be entertained. 

No pipe laying shall commence until the bedding has been inspected and approved by the 


4.3.6 Pipe Bedding – Wet Ground 

In locations where groundwater is encountered and de-watering is necessary, pipes shall be laid on 

an aggregate bed of a depth between 75 and 150 mm. Where the excavation is in soft clays, sand 

or other unstable material, geotextile fabric shall be placed over the full width of the floor of the 

trench and up the sides to the level of the underside of the pipe, before placement of the bedding 

aggregate. 

4.3.7 Pipe Laying 

Pipes shall be laid commencing at the lowest elevation unless approved by the Superintendent. 

Pipes shall be laid on the prepared bedding as specified above to the lines, levels and grades as 

shown on the drawings. 

Blocks, bricks and other point supports shall not be permitted and where spigot and faucet pipes are 

used, the bedding material shall be shaped in such a way that no load is transmitted to the collar of 

the pipe, but that the pipe is uniformly supported along the length of the barrel. 


4.3.8 Pipe Surround 

Bedding material shall be carefully placed in layers not exceeding 300 mm uncompacted thickness 

to the springing line of the pipes or crowns of box culverts and each layer shall be watered in and 

compacted to the density specified below to form a cradle to support the pipes to the satisfaction of 

the Superintendent. 

No material shall be placed above the springing line of the pipes or the tops of the box culverts until 

the backfilling around the lower half of the pipes or sides of the culverts has been thoroughly 

compacted and inspected and approved by the Superintendent. 

Where the bedding and surround material is aggregate due to wet ground conditions, the aggregate 

shall be covered with geotextile fabric for the full width of the trench, prior to the placement of further 

backfilling material. 

The use of power operated compaction equipment shall not be permitted within 300 mm of top of the 

pipes. 

4.3.9 Pipe Jointing 

4.3.9.1 Reinforced Concrete Pipes 

The joints for spigot and socket pipes shall be made with rubber ring joints. The socket and spigot 

of the pipes and the rubber rings shall be cleaned immediately prior to jointing. The joint shall be 

assembled in accordance with the manufacturer's recommendations, ensuring that the jointing ring 

is evenly and correctly positioned in the joint and that the spigot is fully home in the socket. 

4.3.10 Box Culvert Bedding 

The bottom of the excavation for the box culvert base slab shall be trimmed to the grades and levels 

necessary to achieve the design finished levels shown on the drawings. The bedding shall be as 


The bedding material shall be compacted using suitable compaction equipment to a density not less 

than 95% of the modified maximum density to the satisfaction of the Superintendent. 

Where, in the opinion of the Superintendent, the material after excavation is unsuitable, the 

Contractor shall remove and replace the unsuitable material or carry out such other procedures as 

may be required by the Superintendent. Should the existing foundation be unsuitable and such 

measures be required, payment will be made for the cost of any additional work as an extra to the 

contract. The payment shall be subject to the submission of a fully documented claim as to labour, 

plant and materials used, checked and certified by the Superintendent. Prior approval in writing by 

the Superintendent must be obtained in all cases, otherwise no claim will be entertained. 

No box culvert base shall be placed until the bedding has been inspected and approved by the 


4.3.11 Box Culvert Base Slabs - Precast 

The base slabs shall be laid on the approved bedding to the lines, grades and levels shown on the 

drawings. Each base slab shall be laid so that it is uniformly supported by the prepared bedding and 

the slabs shall butt together with no difference in level across the joints. 

4.3.12 Box Culvert Base – In situ 

The reinforced concrete base slab for the box culverts shall be formed up on the approved bedding 

and poured in situ in accordance with the details shown on the drawings and the requirements of the 

Concrete and Concrete Works section of this specification. 

Joints shall be straight and perpendicular to the line of the drain. The base slab on either side of the 

joints shall be finished to the line and levels shown on the drawings with no difference in level across 

the joint. 


The surface of the base slab shall be screeded off to the levels and cross-sections shown on the 

drawings and trowelled to a smooth steel float finish. 

4.3.13 Box Culvert Installation - Crown Units 

The precast concrete box culvert crown units shall be laid on the previously placed base. 

Where precast base slabs are specified, the crown sections shall be accurately positioned so that 

the joints between the crown and base sections coincide. 

The crown sections shall be seated evenly on the base, by bedding in 1:3 cement and sand mortar if 

necessary. 

4.3.14 Box Culvert Jointing 

Culvert units shall be jointed externally by applying joint sealing tape (Densopol 60HT or similar) 

fitted in accordance with the manufacturers recommendations. 

The internal rebate of each joint shall be carefully packed with 1:2 cement and sand grout and tooled 

to give a smooth finish. 

4.3.15 Backfilling and Surface Reinstatement 

After the initial backfilling with surround material has been completed, the remainder of the trench 

shall be backfilled and the surface reinstated in accordance with the requirements of the Site 

Preparation and Earthworks section of this specification. 

4.3.16 Drainage Structures 

Drainage structures include, headwalls, wing-walls, junction boxes, side entry pits, drop structures 

and energy dissipaters. 

All drainage structures shall be constructed to the lines, levels and dimensions as shown on the 

drawings. The Contractor shall make provision during pipe laying for all such drainage structures by 

setting pipes to levels and locations shown on the drawings. 

All maintenance holes, junction boxes, inspection pits, side entry pits or other drainage structures 

shall be fitted with a cover and frames as approved by the Superintendent. All such covers and 

frames shall be supplied by the Contractor and shall include the provision of key and concrete infill 

where applicable. They shall be installed in accordance with the manufacturer's instructions. 

Concrete work shall comply with the relevant requirements of the AS 3000 Concrete Structures, the 

design drawings and any Standard Council details. Reinforcement for drainage structures shall be 

manufactured and supplied in AS 4671 – “Steel Reinforcing Materials” class N and installed in 

accordance with AS 3600 – “Concrete Structures”. 

All steel components shall be hot-dip galvanised prior to installation. Covers and frames for drainage 

structures will be as per the drawings and in accordance with AS 3996 – “Metal Access Covers, 

Road Grates and Frames" and AS 4198 – “Precast Concrete Access Chambers for Sewerage 

Applications” as appropriate. 

Particular care is to be taken with streamlining of all internal surfaces of sumps, junction boxes and 

pipe joints, as required by and shown on the drawings. Joints between drainage lines and precast 

drainage structures shall be strengthened with a concrete “bandage” of a minimum of 100 mm thick, 

encircling the pipeline at the joint .The inside joint between drainage lines and pipelines shall be 

rendered flush with the inside wall of the structure with mortar or equivalent. 

Top of the cover or grade including frame shall be flush with the paving surface or 25 mm above the 

finished surface of landscaped areas as appropriate. 

4.3.16.1 Ground Water Pumping 

No concrete shall be placed in water. Should pumping be necessary from the interior of any 

excavation, it shall be done in such a manner as to preclude the possibility of the movement of water 

through any fresh concrete. 


No pumping will be permitted during the placing of concrete or for a period of at least 24 hours after, 

unless it be done from a suitable sump separated from the concrete work by a watertight wall or by 

other effective means. 

If water entering any excavation is considered by the Superintendent to be of sufficient quantity to 

damage fresh concrete, the Contractor shall at his own expense enlarge the excavation as directed 

by the Superintendent, erect watertight forms to support the concrete and carry out pumping from 

outside the forms for a period of twenty-four hours after placing the concrete. 

4.3.17 Removal of Soil From Drainage lines 

Any soil or other material entering the pipes during the construction of the drain shall be 

progressively removed as pipe laying proceeds so that the drain provides an unobstructed waterway 

of the specified diameter upon completion. 

4.3.18 Sealing Off 

The ends of reinforced concrete pipe drains shall be sealed off in the locations shown on the 

drawings, using a precast concrete slab or a mortar jointed concrete block wall constructed prior to 

backfilling. The method of sealing shall be such as to avoid any dislodgment during backfilling 

operations and shall be to the prior approval of the Superintendent. 

4.3.19 Scour Protection Apron 

The scour protection aprons shall be constructed in the locations and to the details shown on the 

drawings. 

The finished surface of the scour protection aprons shall conform generally to the shape and levels 

of the adjacent natural surface. The area in the vicinity shall be trimmed and formed up to allow the 

construction to be carried out to this requirement. 

The scour protection aprons shall be formed using hard and durable quartzite or dolomite stones, 

individually placed so as to provide some mechanical interlock and grouted in using a 1:3 cement 

and sand mortar. The grouting shall be finished to a surface at or slightly below the general level of 

the stones. Stones shall be thoroughly wet before the grouting is applied. 

The stones shall be of reasonably uniform size with a face area in the order of 0.1 square metres. 

On completion of the construction of the scour protection aprons, all debris shall be removed and the 

surrounding ground disturbed by the construction shall be reinstated by filling as necessary, 

compacting and grading off to conform to the adjacent ground conditions. 

4.3.20 Scour Protection 

Stone scour-protection shall be constructed at the outlet of the drain where detailed on the drawings. 

The construction shall be to the details shown on the drawings. 

The stone-pitched scour protection shall be constructed downstream from the reinforced concrete 

outlet to the details shown on the drawings. The site shall be excavated to suit the specified 

construction and the subgrade so formed shall be compacted using a vibrating tamping unit or 

similar compaction equipment to give a density of at least 90% of the modified maximum density. 

A layer of 20 mm sized quartzite or dolomite gravel of 150 mm nominal thickness shall be placed on 

the prepared subgrade and compacted using a vibrating tamping unit or similar to give a uniformly 

compacted surface for the placement of the rip-rap. 

The rip-rap shall consist of hard and durable quartzite or dolomite material and shall be of a 

reasonably uniform size with approximate dimensions of 250 mm in a cubic shape. The individual 

stones shall be carefully placed on the prepared gravel bedding to give a basin of the shape and 

sizes shown on the drawings. The stones shall be placed so as to provide some mechanical 

interlock and shall be grouted in using a 1:3 cement and sand mortar. The grouting shall be finished 

to a rough surface at or slightly below the general level of the rip-rap. 


On completion of construction of the scour protection apron the surrounding ground disturbed during 

the works shall be reinstated by filling as necessary and grading to conform to adjacent ground 

conditions. 

4.3.21 Connection to Existing Drain 

Construction of the design drains includes connecting to the existing drain or drains in the locations 


Design information provided on the location of existing drainage lines and structures may not be 

sufficiently accurate and is based in situ construction. The use of precast drainage structures shall 

be at the Contractor's risk. 

The Contractor shall ensure that interference with an existing drain does not impede the functioning 

of that drain, and the Contractor shall program the work to take account of likely flows and shall take 

all necessary measures to handle the existing flows and any consequences arising from the 

temporary interference shall be the responsibility of the Contractor. 

The connection of the design drain to the existing drain shall be constructed to the details shown on 

the drawings. 

4.3.21.1 Connection to Existing Concrete Channel, Pipe, Box Culvert or Junction Box 

The connection of the design drain to the existing concrete structure shall be a direct connection 

through the wall of the existing structure. The hole to accommodate the design drain shall be made 

in the wall of the structure using cutting or drilling tools as approved by the Superintendent to give a 

neat opening. 

The design drain shall be let into the hole so made and the joint shall be grouted in using a 1:3 

cement and sand mortar trowelled to a smooth surface. The end of the design drain shall be cut and 

trimmed so that the joint is finished flush with the internal wall of the existing structure. 

To ensure adhesion of the jointing materials, the end of the drain and the surface of the wall of the 

existing structure shall be thoroughly cleaned off and saturated with water before the joint is made. 

A concrete bandage shall be placed around the joint on the external surfaces. 

All concrete work shall be in accordance with the requirements of the Concrete and Concrete Work 


4.3.21.2 Connection by New Junction Box 

The connection of the design drain to the existing drain shall be at a new junction box to be 

constructed on the existing drain. 

The existing drain shall be exposed by excavation at the required location, and a junction box 

constructed to the details shown on the drawings. The portion of the existing drain within the 

junction box shall be broken out and removed. The ends of the existing drain shall be cut and 

trimmed such that the joints are finished flush with the internal walls of the new junction box. 

Alternatively, and subject to the prior approval of the Superintendent, the Contractor may elect to 

remove the portion of the existing drain no longer required by the design conditions prior to the 

junction box construction. 

The joints between the ends of the existing drain and the walls of the junction box shall be grouted in 

using a 1:3 cement and sand mortar trowelled to a smooth surface. 

The construction of the junction box shall comply with the requirements of the Drainage Structures 

clause in this section of the specification. 

4.3.21.3 Connection to Existing Open Earth Channel 

The connection of the design drain to the existing open earth channel shall be made by the 

construction of a reinforced concrete headwall at the end of the design drain. 


All concrete work shall be in accordance with the requirements of the Concrete and Concrete Work 


4.3.22 Open Earth Channels 

Open earth channels shall be constructed in the locations and to the lines, levels, grades and 

dimensions as shown on the drawings. The construction shall be carried out in accordance with the 

relevant requirements of the Site Preparation and Earthworks section of the specification. 

The surplus material from the excavation of the open channel unlined drains shall be disposed of in 

the manner described in the Site Preparation and Earthworks Section of this specification. 

4.4 Quality Requirements – Stormwater Drainage 


The following Hold Points are required during the construction of stormwater drainage: 

H-SD1 

H-SD2 

Excavation complete 

Pipe-laying complete 

H- SD3 Backfilling complete 

Note: If the drain is backfilled before the pipeline is check-levelled and inspected by the 

Superintendent (Stage 2), either part or ALL of the backfilling may be required to be removed by the 

Contractor to facilitate checking and inspection. 

Inspection can be made promptly if a request is received the previous day. All materials and 

methods used are to be in accordance with sound drainage practice and to the satisfaction of the 

Superintendent. The Superintendent may require tests on the job at any stage of construction. 


4.4.2.1 Compaction Testing 

Compaction tests are to be carried out at the frequency specified in the Site Preparation and 

Earthworks section of this Specification. 

4.4.2.2 Concrete Supply 

The Contractor shall undertake quality testing of concrete incorporated into kerbing at the following 

minimum frequency: 

Table 4.3 

Item 

Compressive Strength 

Slump 

Concrete testing Frequency 

Minimum Testing Frequency 

One test cylinder from the first truck, and one on average per 5 trucks 

One slump every second truck 

Concrete sampling and testing shall be undertaken in accordance with AS 1012. 

At completion of the kerbing the Contractor shall clear all water tables of dirt and debris and conduct 

a water test to demonstrate that all water tables are free draining. 

4.4.2.3 Flow Test 

Immediately prior to the practical completion inspection, the Contractor is to undertake a flow test of 

all pipes including PVC pipes in the presence of the Superintendent. 

Any blockages or concerns with the flow test raised by the Superintendent shall be investigated by 

the Contractor and repaired as necessary. The section of pipe is to be flow tested again following 

repair. 


4.4.2.4 Post Construction CCTV Inspection 

After completion of backfilling and surface reinstatement, the Contractor is arrange for and carry out 

a Closed Circuit Television survey of all new stormwater drainage elements, and provide a video of 

the survey to the Superintendent for approval. 

Any defects, including cracking, poor jointing, debris in pipes etc identified is to be repaired at the 

Contractor’s expense and re-surveyed by CCTV, to the satisfaction of the Superintendent. The resurvey 

of the pipes shall be in the same direction and adopt the same chainages as the previous 

survey. 

4.4.2.5 As Constructed Drawings 

The Contractor shall undertake an as-constructed survey in accordance with the general provisions. 


The following tolerances shall apply to finished stormwater drainage works: 

Table 4.4 

Item 

Tolerances on Stormwater Drainage 

Tolerance 

Pipelines Vertical +0 mm, -4 mm in 2.4 m 

Longitudinal 

7.5 mm in 2.4 m 

Box Culvert Base Slabs Deviation from line 7.5 mm in 2.4 m 

Deviation in level 

Maximum deviation in line 

Maximum deviation in level 

+0 mm, -4 mm in 2.4 m 

15 mm 

4 mm 

Box Culvert Crown units Vertical +0 mm, -4 mm in 2.4 m 

Longitudinal 

Joints 

7.5 mm in 2.4 m 

Open Earth Channel Line +100 mm 

Level 

Across both wall and roof joints the 

maximum relative displacement 

between units shall not exceed 10 mm 

+25 mm 

Drainage structures Invert Level ±10 mm from specified 

Manhole covers/inlets of 

drainage pits 

Location 

Size, cross sectional 

Thickness of elements 

Finished level/line 

±100 mm longitudinally and ±10 mm 

laterally from specified 

±5 mm from specified 

-0 + 10 mm from specified 

To the tolerance specified for the 

finished level (e.g. finished pavement) 


In the event that the materials and installation of stormwater drainage is not within the tolerances 

and quality requirements as detailed in this specification the Superintendent may direct: 

• the removal of non complying material and replacement 

• that the reduced service life arising from the non complying material is offset by reducing 

payment for the non complying material by the method determined by the Superintendent, or 

• any other remedial treatment that is expected to provide the required level of service. 


5 Pavement Subgrade 

This section of the specification details the requirements for preparation of the pavement subgrade 

and shall be read in conjunction with the earthworks section of this specification and the pavement 

design schedule as detailed on the drawings. 

The subgrade shall include the top 200 mm of the formation directly under the pavement. 


5.1.1 General 

Preparation of the sub-grade shall follow formation of the earthworks, as detailed in the Site 

Preparation and Earthworks section of this specification. 

5.1.2 Subgrade Preparation 

Following the earthworks formation the subgrade shall be trimmed to produce a tight dense surface 

to the tolerances specified. 

The subgrade shall be systematically compacted to the full width with appropriate compaction 

equipment to the specified compaction as detailed in the pavement design of the subgrade. 

Where required the subgrade shall be moisture conditioned and compacted as detailed on the 

pavement design schedule. Moisture conditioning may include tyning of the subgrade and aeration 

to reduce the moisture content, prior to spreading and recompaction. Care shall be taken to ensure 

the subgrade is not affected by inclement weather during moisture conditioning process. 

Trafficking of the subgrade by construction activities shall be kept to a minimum to reduce “pumping” 

of moisture from lower layers into the subgrade. 

Subgrades shall be finished with adequate drainage to ensure the water runoff without ponding. 

5.1.3 Maintenance of Subgrade 

The Contractor shall maintain the subgrade to ensure that the shape and degree of compaction 

immediately prior to the placement of the first pavement course conforms to the requirements of the 


Trafficking of the subgrade by construction activities shall be kept to a minimum. 

Subgrade that area affected by moisture subsequent to achieving the specified requirements shall 

be re-worked as required to achieve the specified requirements. 

5.1.4 Proof Rolling 

The Contractor shall undertake proof rolling in the presence of the Superintendent by moving a 

heavy vehicle over the subgrade to identifying unsuitable material. Proof Rolling shall be carried out 

within 24 hours of completion subgrade preparation or prior to any trafficking by construction traffic 

of the subgrade. 

The Contractor shall ensure that the approved vehicle (a fully laden water cart or similar) for proof 

rolling is on site when required for proof. Payment will not be made for transportation of the proof 

roll vehicle around the site. 

The Superintendent will determine whether a section of subgrade shall not be proof rolled (e.g. over 

utility service with limited cover) and the method of proof rolling for small areas. 


Once an area or lot has been proof rolled and accepted by the Superintendent, any damage to the 

subgrade due to weather or the Contractor’s activities shall be the responsibility of the Contractor. 

No further payment will be made for the repair of soft spots as a result of such damage. 

5.1.5 Protection of the Subgrade 

Immediately following approval of the subgrade the Contractor shall commence construction of the 

pavement to protect the subgrade from moisture from inclement weather and/or construction traffic. 

5.1.6 Subgrade Remediation 

Where directed by the Superintendent, the Contractor shall carry out remedial works to the affected 

areas as directed by the Superintendent: 

In confined areas where movement is detected, the Contractor shall remove the suspect subgrade 

to the depth nominated by the Superintendent and replace and compact with quarry waste 

(PM3/55), screened quarry rubble (PM2/20) or stockpiled pavement material as directed. 

In larger areas, the Contractor shall remove the suspect subgrade to the depth nominated by the 

Superintendent and backfill using rock ballast (RB65/RB100) rolled to provide a tight, compact 

working platform, to enable construction of the pavement layers as specified elsewhere. 

5.2 Quality Requirements – Subgrade Preparation 


The following Hold Points are required during the subgrade preparation: 

H-SG1 


Approval and proof roll prior of the subgrade, prior to commencing pavement 

construction. 

The Contractor shall undertake testing of the subgrade at the following minimum frequency: 

Table 5.1 

Quality Testing Requirements for Subgrade Preparation 

Item Test type Minimum Testing Frequency 

Subgrade Field Dry Density 1 per 300 m 2 or min of 3 

Maximum Dry Density 

Optimum Moisture Content 

1 per material type 


Level of finished Subgrade Verification Survey 20 m Chainages 

The following test procedures shall be as detailed in the granular pavement section of this 



Construction tolerances on each finished granular pavement layer are as follows: 

Table 5.2 

Item 

Finished level of subgrade 


Field Moisture content 

Tolerances on Subgrade Preparation 

Tolerance 

As detailed in the pavement design 

Not Applicable 

-10% + 3% of specified moisture 



Areas where the subgrade damaged subsequent to meeting the specified requirements due to 

weather, vehicular traffic or the Contractor’s activities shall be re-worked to meet the specified 

requirements at the Contractor’s cost. 


6 Granular Pavement 

This section of the specification details the requirements for supply, spreading, compaction and 

maintenance of unbound granular pavements. This section shall be read in conjunction with the 

pavement design details of the drawings. 

6.1 General 



TSA Master Specification – Part 215 

TSA Master Specification – Part 221 

TSA Operational Instruction - 21.6 

AS 1289 

AS 1141 

Supply of pavement materials 

Un-stabilised granular pavement 

Recycled Materials for Transport Infrastructure. 

Methods of Testing Soils for Engineering Purposes 

Sampling and Testing of Aggregates. 

6.2 Materials – Granular Pavement 

Granular pavement materials are to be as specified herein or as otherwise approved by the 


The properties of the granular pavement material shall comply with the grading based requirements 

as specified in the Transport SA Specification. 

6.2.1 Quarried Pavement Materials 

Quarried granular pavement materials shall be obtained from the crushing of approved hard, sound, 

clean and durable quartzite natural rock in accordance with the Transport SA Specification, 

Part 215. 

The type, class and size of the quarried pavement materials shall be as detailed in the pavement 

design on the design drawings. 


6.3.1 General 

Placement of each granular pavement layer shall not commence until the subgrade or underlying 

layers have been inspected by the Superintendent, and any preceding Hold Points have been 

released. 

6.3.2 Placement of Granular Pavement 

Each pavement layer shall be spread as a uniform homogeneous layer, which after compaction and 

trimming will provide the compacted layer thickness as specified in the pavement design. 

Care shall be taken through the spreading process and at junctions with existing pavements to 

ensure material is uniform in moisture and particle distribution. Placement of the material shall be 

planned to reduce the number of joints between placement runs. 

During and/or following the compaction process each layer shall be trimmed to produce a tight 

dense surface to the tolerances specified. Any areas identified as low shall be tyned, respread and 

recompacted. 


6.3.3 Compaction of Granular Pavement 

All pavement layers shall be systematically compacted in layers as detailed in the pavement design 

with appropriate compaction equipment to ensure the full depth and full width of each layer. 

Care shall be taken to ensure that vibration from compaction equipment does not affect adjacent 

structures. The maximum size of compaction equipment in established residential area shall be a 

nominal 6 tonne roller, unless noted otherwise. 

Following compaction the surface finish of the each unbound granular pavement layer shall be a 

tight dense surface, free of loose material, excessive slurry fines, or segregated 'bony' material 

The finished surface of finished base material underlying sprayed seals shall be completed to 

provide hard tight mosaic finish suitable for spray sealing using appropriate compaction equipment. 

6.3.4 Moisture Control 

Moisture shall be uniformly distributed through the material by use of ‘wet mix’ materials and/or 

spraying by fine mist sprays prior to spreading and compaction. Care shall be taken to ensure that 

fines are not washed out of the base during spraying operations. 

On completion of pavement layers the moisture content shall be reduced by “dry back”, prior to 

installation of the next layer, as detailed in the pavement design on the drawings. The Contractor 

shall make allowance in his Tender and construction programme for this process. 

6.3.5 Proof Rolling 

The Contractor shall make available a fully laden water cart or pneumatic multi-wheel roller (Class 

PR30), or similar approved vehicle for proof rolling of each unbound granular pavement layer. 

The Contractor shall ensure that the proof rolling vehicle is available on site when required by the 

Superintendent for proof rolling. Payment will not be made for transportation to/and or around the 

site of the vehicle for proof rolling. 

6.3.6 Maintenance of Pavement Layers 

Completed pavement layers shall be maintained with adequate drainage to ensure the water runoff 

without ponding. 

Pavement layers affected by moisture after achieving the specified requirements shall be dried out, 

reworked and recompacted as required to achieve the specified requirements. 

6.4 Quality Requirements – Granular Pavements 

6.4.1 Materials 

Granular pavement materials shall be produced into identifiable lots and tested in accordance this 

specification and the Transport SA Master Specification. 

Records of materials shall be kept in the form of delivery dockets or similar to enable traceability of 

materials incorporated into the pavement. 


The following Hold Point inspections are required during the construction of granular pavements: 

H-GP1 

H-GP2 

H-GP3 

Approval of pavement materials 

Approval of subgrade and underlying pavement layers prior to the commencement 

of subsequent layers 

Approval of completed pavement layers 



Where direct by the Superintendent, the Contractor shall dig test holes in the pavement at specified 

locations to ensure that minimum pavement thicknesses. 

The contractor shall undertake testing of the granular pavement at the following minimum frequency: 

Table 6.1 

Quality Testing Requirements for Granular pavements 

Item Test Type Minimum Testing Frequency 

Granular pavement material Particle Size Distribution One test per 1,000 tonne 

Atterberg Limits 

Los Angeles Value 



Recycled material Foreign Materials Content One test per 1,000 tonne 

Each granular material type Maximum Dry Density 1 per material type 

Optimum Moisture Content 


Pavement compaction Field Dry Density 1 per 300 m 2 or min of 3 

Pavement Moisture Field Moisture content 1 per field dry density 

Finished pavement for spray seal Pavement hardness 3 or as specified by spray seal 

designer 

If approved by the Superintendent frequency of field dry density testing for granular pavement layers 

may be reduced to for areas greater than 2,000 m 2 . 


The following test procedures shall be used for Quality testing: 

Table 6.2 Test Procedures for Granular pavements 

Test Type 

Test Procedure 

Particle Size Distribution 

TSA Test Procedure – TP134 

Atterberg Limits AS 1289 3.1.2 ,3.2.1, 3.3.1 and 3.4.1 

Los Angeles Value AS 1141.23 

Foreign Materials Content 

RTA Test Procedure – T276 

Sampling of materials TSA Test Procedure – TP 226 

Preparation of samples AS 1289.1 

Maximum Dry Density AS 1289.5.2.1 

Optimum Moisture Content AS 1289.2.1.1 and AS 1289.2.1.4 

Field Density 

AS 1289.5.8.1 (Nuclear Method) 

Dry Density Ratio TSA Test Procedure – TP 320 

Pavement hardness testing TSA Test Procedure – TP 349 

Note: 

• Dry Density Ratio shall be calculated to the nearest 0.1%. 

• Density measurements shall be made to the nearest 0.01 tonne /m 3 . 

• Test location co-ordinates shall be measured to the nearest 100 mm. 


Construction Tolerances on each finished granular pavement layer are as follows: 

Table 6.3 Tolerances on Granular pavements 

Item 

Tolerance 


- 0% + 5% of specified compaction 

Field Moisture content 

+ 5% of specified moisture 

Depth of each pavement layer 

As detailed in the pavement design 

Shape of finished base course surface Longitudinal ±10 mm below a 3.0 m straightedge 

Transverse ±20 mm below a 3.0 m straightedge 

The shape of the finished surface shall deviate below a 3.0 m straightedge, measured between any 

two points, by more than the tolerances specified above. 


Areas where the pavement fails to meet the specified requirements including: 

• minimum thicknesses 

• relative compaction and moisture content 

• level tolerances and shape 

• surface finish; or 

• soft / over wet areas, surface cracking, shoving and ruts. 

may be rejected (as determined by the Superintendent) and shall be reworked, moisture conditioned 

and respread and compacted to meet the specified requirements at the Contractor’s cost. 


Areas where the pavement is damaged subsequent to meeting the specified requirements due to 

weather, vehicular traffic or the Contractor’s activities shall be reworked to meet the specified 

requirements at the Contractor’s cost. 


7 Spray Seals 

This section of the specification details the requirements for supply, spraying, spreading and rolling 

of bituminous spray seal surfacing. This section shall be read in conjunction with the pavement 

design and nominal spray seal design details. 

7.1 General 


are deemed to form a part of this specification 

AS 2008 

AS 2157 

AS 3568 

Austroads AP−T68/06 

Residual Bitumen for Pavements 

Cutback Bitumen 

Oils for Reducing the Viscosity of Residual Bitumen for Pavements 

DTEI Master Specification – Part 233 





AS 2341 

Austroads AP−T01, Provisional 

Austroads AP−G41/02 

AAPA HS&E Guide No 8 

7.2 Materials – Spray Sealing 

7.2.1 Bitumen 

Update of the Austroads Spray Seal Design Method 

Design of Spray Seals 

Supply of pavement materials 

Supply of Bituminous Materials 

Application of Sprayed Bituminous Surfacing 

Surface Characteristics of Spray Seals 

Methods of Testing Bitumen and Related Roadmaking Products 

Multigrade Binders 

Bitumen Sealing Safety Guide 

Guidelines for environmental management when spraying 

bituminous materials 

The standard classes of Bitumen shall comply with the requirements of AS 2008 “Residual Bitumen 

for Pavements”. 

The bitumen binder class shall be as detailed in the nominal spray seal design. The Contractor shall 

not vary the class of bitumen unless otherwise approved in writing by the Superintendent. 

Multigrade bitumen shall comply with the Austroads Provisional Specification for Multigrade Binders. 

7.2.2 Polymer Modified Binders 

Polymer modified binder shall comply with the Austroads Specification Framework for Polymer 

Modified Binders. 

7.2.3 Bitumen Emulsion 

Bitumen Emulsion shall comply with the requirements of AS 1160. 

7.2.4 Cutback Bitumen 

Cutback bitumen shall comply with AS 2157 or may be prepared by the Contractor, in the field, by 

blending bitumen and cutter oil in proportions specified or selected as appropriate to the particular 


application. Proprietary grades of cutback bitumen shall comply with the manufacturer’s 


7.2.5 Adhesion Agent 

The type and proportion of adhesion agent to be added to bituminous binder or aggregate precoating 

material shall be selected from materials listed as approved by the relevant State Road 

Authority. 

7.2.6 Cutter Oil and Flux Oil 

Cutter oil and flux oil (distillate or Industrial Diesel Fuel) shall comply with AS 3568. 

7.2.7 Aggregate Pre-coating Materials 

Aggregate pre-coating materials shall be Industrial Diesel Fuel (IDF), flux oil, flux oil and bitumen 

mixture, cutback bitumen, proprietary bitumen emulsion or other proprietary product subject to 

evidence of previous satisfactory field performance as an aggregate pre-coating material. All precoating 

material shall contain a minimum of 1% of an approved adhesion agent. 

7.2.8 Sealing Aggregate 

The properties of the sealing aggregate shall comply with the requirements as specified in the DTEI 

Master Specification Part 215. The size of the sealing aggregate shall be as detailed in the spray 

seal design. 

7.2.9 Protective paper 

A heavy-duty protective shall be of sufficient width to prevent overspray and of sufficient strength to 

prevent spillage during removal. 

7.2.10 Measurement of Material 

Unless otherwise stated all rates and quantities under this specification relating to bitumen, primer, 

binder, and cutter shall refer to measurement by volume at 15ºC. 

7.3 Design of Spray Seal 

The nominated type of sprayed seal treatment shall be as listed in the schedule of job requirements, 

or as shown in the nominal spray seal design. 

The Contractor shall be responsible to undertake the spray seal design and shall including 

confirmation of the nominated spray seal treatment and determine the application rates of binder 

and aggregate. 

The spray seal design shall be based on Austroads AP-T68/06, Update of the Austroads Sprayed 

Seal Design Method 2006. 

The Contractor shall submit details of the spray seal design in accordance with the quality 

requirements of this section. 

7.3.1 Review of Spray Seal Design 

Within 48 hours of receiving the Contractor’s spray seal design information Superintendent will 

review the spray seal design as proposed by the Contractor based on actual material characteristics 

and provide advice on the suitability or otherwise of the proposed design. 

7.4 Construction and Workmanship – Spray Seal 

7.4.1 Properties of the finished surface 

The Contractor shall undertake the design and construction of the spray seal to provide a finished 

surface which: 

• has minimal loose aggregate to reduce the potential for accidents and vehicle damage; 


• retains aggregate after application to provide skid resistance and prevent water from entering 

and weakening the pavement; 

• has a surface texture to optimise contact between the road surface and tyres and provide a skid 

resistant surface. 

7.4.2 Acceptance of Surface Condition 

Prior to commencing sprayed sealing work the Contractor shall make an inspection to determine any 

pavement defects that could adversely affect the quality of the finished work. Sprayed sealing work 

shall not proceed until defects have been corrected or agreement reached with the Superintendent 

of any recorded defects. 

7.4.3 Environmental Risk 

The Contractor shall assess the risk of environmental damage to adjacent watercourses prior to the 

application or Primer, Primer-binder and Binder. The Contractor shall use the AAPA HS&E guide 

No. 8 “Guidelines for environmental management when spraying bituminous materials”. 

7.4.4 Preparation of Granular Base for Priming or Primer-Sealing 

Priming or Primer-sealing shall not be commenced until the moisture content of the underlying 

granular base material is less than 60% of OMC. 

The finished surface of the base material underlying Prime or Primer-seal shall be compacted using 

steel-wheeled and multi-wheel pneumatic tyred rollers to provide hard tight mosaic finish suitable for 

spray sealing, to achieve the hardness specified in the spray seal design. 

The finished shape of the underlying base material shall be in accordance with the project 

tolerances and ride-ability requirements. 

7.4.5 Preparation of Pavement Surface 

Before the application of primer, primer binder or binder, the pavement surface shall be swept by the 

use of a rotary broom or suction broom to provide a uniformly clean surface. If necessary, additional 

sweeping shall be done by hand, using stiff brooms. Steel brooms shall not be used. 

Sweeping shall extend at least 300 mm beyond each edge of the area to be sprayed. 

Adherent patches of foreign material shall be removed from the surface of the pavement. Existing 

raised pavement markers shall be removed. 

7.4.6 Protection of Service Top Stones and Road Side Features 

The Contractor shall ensure that the binder, aggregate and other material used for the works shall 

be prevented from entering or adhering to gratings and top-stones, kerb and gutter, valley drains, 

and other fixtures. 

7.4.7 Preparation of Aggregate 

The aggregate pre-coating agent shall be applied to the aggregate in a manner and at a rate and 

time which will provide a complete, light, uniform, effective cover of all aggregate particles at the 

time of spreading. 

Pre-coat may be applied at the quarry or on site. Pre-coated aggregate may be stockpiled, for a 

maximum of one month prior to use. Pre-coated stockpiles must be protected by measures to 

ensure that contamination by deleterious materials or dust does not occur to the pre-coated 

aggregate. 

7.4.8 Plant and Equipment 

A mechanical sprayer shall be used to apply primer, primer-binder and binder and shall be capable 

of achieving uniform spread rates. The sprayer shall have a current sprayer certificate issued by a 

NATA accredited testing authority or State Road Authority. 


Mechanical spreading equipment shall be used to spread aggregate and capable of achieving a 

uniform spread rate. Spreading equipment shall be calibrated as detailed in the quantity 

requirements of this specification. 

Rollers shall be pneumatic tyred multi-wheel rollers with a minimum mass of 7 tonnes, smooth tyres 

and a minimum tyre pressure of 690 kPa. Rollers must be capable of achieving effective 

incorporation of aggregate into the binder without breakdown or crushing of the cover aggregate. 

7.4.9 Pavement Temperature and Weather Conditions 

The Contractor shall measure and record pavement temperatures at regular intervals during the 

works using appropriate equipment and measurement procedures. 

Spraying of primers, primer binders and binders should only be undertaken if the pavement 

temperature has been at or above the temperature shown in the following table and does not fall 

below the recommended minimum pavement temperature during the period of spraying. 

Table 7.1 

Type of work 

Minimum Pavement Temperatures 

Minimum Pavement Temperature 

Priming 10°C 

Primer Sealing 10°C 

Sealing – Class 170, Class 320 15°C 

Sealing – Bitumen Emulsion 15°C 

Sealing – Polymer Modified Binder 20°C 

Spraying shall not be carried out on a wet pavement, while rain appears imminent orduring strong 

winds (wind speed greater than 20 km/hour) or dust storms. 

Surfaces to be primed should be dry, and no more than damp to the depth of pavement penetration. 

If necessary, the pavement surface may be lightly watered shortly before applying the primer binder. 

Surfaces to be sealed should be dry and clean. 

7.4.10 Primer and Primer-Binder 

7.4.11 Binder 

The class grade and rate of application of the primer or primer-binder shall be as detailed in the 

approved pavement design and confirmed by the Contractor based on site conditions. 

After the application of the primer, a period of at least 48 hours, or a longer period as required to 

obtain a thoroughly dry surface prior to the application of the binder for a seal is applied. Subject to 

the site conditions, the Superintendent may authorise a shorter curing period. 

Traffic shall be kept off the primer surface until it has dried sufficiently to minimise the risk of damage 

to the surface. The Contractor shall supply, place and maintain traffic management necessary to 

comply with this requirement. 

The class or type of bitumen, modified bitumen, cutback bitumen, or bitumen emulsion shall be as 

specified in the Contractors spray seal pavement design and confirmed by the Contractor based on 

site conditions. 

No binder shall be placed until the Superintendent has inspected and approved the prepared 

pavement surface. 

The Contractor shall determine and record the proportion of cutter oil required for each spray load. 

Cutter oil shall be added at the site in accordance with DTEI Master Specification Part 226 

Appendix 5. Flux shall not be used. 

Bitumen adhesion additives shall comply with DTEI Master Specification Part 226. 


The application temperatures for primes, primer-binder and binders shall comply with the following 

table. 

Table 7.2 

Application Temperatures for primes, primer-binders and binders 

Product 

Spraying Temp 

Min (⁰C) Uncut 

Re-heating Temp 

Max (⁰C) Uncut 

Spraying Temp 

Min (⁰C) Cut 

Re-heating Temp 

Max (⁰C) Cut 

Light Prime 15 30 na na 

Medium Prime 40 60 na na 

Primer Binder 95 120 na na 

C170 175 185 Resultant 185 

C320 175 185 Resultant 185 

PMB 190 200 185 190 

Crumb Rubber 190 200 190 200 

Multigrade 175 185 Resultant 185 

Emulsion 

Manufacturer’s 

recommendation 

90 na na 

Note: 

For cut C170, C320 and Multigrade the binder shall be heated to 185⁰C, additive and/or cutter added and then 

sprayed at the resultant temperature. 

Volume correction factors for converting bituminous binders from 15⁰C to elevated temperatures 

shall be in accordance with DTEI Master Specification Part 226 Appendix 1 and Appendix 2. 

7.4.12 Operation of the Sprayer 

The application of primer, primer binder, and binder shall be by mechanical sprayer. Hand spraying 

will only be permitted when the use of a mechanical sprayer is not practicable. 

All sections of road 8 m or less in width and with the same application rate shall be sprayed in one 

pass. Where part width spraying is used, the Contractor shall submit in the Quality Plan details of 

how they intend to ensure uniform application of binder across the joint. 

The spraying for each run of the sprayer shall commence on a protective strip of heavy paper laid 

across, and held securely to, the pavement surface beforehand. The sprayer shall ensure that the 

road speed for correct application is attained at the commencement of spraying. The sprayer shall 

maintain a constant road speed throughout the length of each sprayer run. 

Where the spray seal design includes a double/ double seal, both courses the seal shall be laid on 

the same day. 

7.4.13 Spreading and Rolling Aggregate 

Spreading of aggregate shall proceed as close as practical after spraying of the binder has 

commenced and shall be completed within five minutes of spraying. 

The Contractor shall uniformly spread the specified nominal size aggregate at the target application 

rate uniformly over the sprayed surface by means of suitable mechanical spreading equipment. 

Sufficient loaded trucks of aggregate shall be at the site to provide full cover for the area sprayed. 

The method to determine the actual aggregate spread rate shall be detailed in the Quality Plan. 

Rolling shall commence immediately after aggregate spreading has commenced. Sufficient rollers 

shall be supplied to ensure that total area sprayed receives the minimum coverage (roller hours) 

derived from the following table and to cover the full width to be sealed with one pass. Adequate 

time must be allowed at the end of the day’s work to ensure that the last materials spread receive 

adequate rolling. 


Table 7.3 

Aggregate Size 

(mm) 

Area that can be effectively roller, per hour with each pneumatic multi-wheeled roller 

Traffic Volume (Vehicles per lane per day) 

1200 

Area – m 2 per roller hour 

7 or 4,500–5,000 5,000–5,500 5,500–6,000 

10 3,000–3,500 3,500–4,000 4,500–5,000 

14 2,500–3,000 3,000–3,500 3,500–4,000 

Notwithstanding the requirements of the above table, the minimum number of passes over the full 

width treated shall be made four passes for primer-binders and C170 binders and six passes for all 

other binders. 

Rolling shall continue without interruption until the aggregate is firmly embedded in the binder. Roller 

speeds shall not exceed 5 km/h for the first two passes and 15 km/h thereafter. 

Additional rolling may be ordered by the Superintendent until the Superintendent is satisfied that a 

suitable tight, interlocked surface texture has been achieved. Such additional rolling shall be at no 

additional cost to the Principal. 

7.4.14 Removal of Loose Aggregate 

Unless otherwise approved by the Superintendent, the Contractor shall clean the surface of the seal 

coat promptly after the completion of the specified amount of rolling to remove all loose aggregate 

and within the time limit. The Superintendent is to inspect and approve the pavement surface after 

rolling prior to removal of loose aggregate. 

Table 7.4 

Time limit for removal of Loose Aggregate 

Traffic volume (vehicles/lane/day) 

Maximum time limits 

> 2000 and all Freeways Within 8 hours of sealing 

> 1000 to 2000 24 hours of sealing 

> 250 to 1000 48 hours of sealing 

< 250 5 days of sealing 

At all times there shall be no windrow of aggregate on either the sealed surface or shoulder that 

could constitute a traffic hazard. 

7.4.15 Early Traffic of New Spray Seal Works 

Where a new seal is subjected to traffic, vehicles will be allowed to run on the work after initial rolling 

has taken place provided traffic is controlled at low speeds and no lateral displacement of aggregate 

occurs. Where necessary the contractor shall use patrol vehicles to ensure that traffic travels at 

acceptable speeds. 

7.4.16 Removal of Surplus Waste Materials 

Waste and unused aggregate, bitumen, empty containers or other materials remaining after 

completion of the work shall be removed from the site by the Contractor and the work site shall be 

left in a neat and tidy condition. Disposal shall be in accordance with the Environment Protection 

Act. 


7.5 Quality Requirements – Spray Sealing 

7.5.1 Spray Seal Design 

At least 5 days before commencing sprayed bituminous surfacing work the Contractor shall provide 

details of their spray seal design. As a minimum, the following information shall be submitted: 

• The proposed treatment. 

• Design input data, and design methodology (including ALD, flakiness, pavement hardness, 

AADT’s and Commercial Vehicles). 

• Aggregate source and design rates of application. 

• Binder type and design rates of application. 

• Sufficient information to enable the design to be evaluated. 


The following Hold Points are required during spray sealing operations: 

H-SS1 

H-SS2 

H-SS3 

H-SS4 

H-SS5 

H-SS6 

7.5.3 Records of Work 

Review of the Spray Seal design 

Release of any hold points on underlying layers 

Existing surface prior to the application of prime, primer-binder of binder 

Temperature conditions prior to spraying of prime, primer-binder of binder 

Removal of loose aggregate. 

Seal characteristics prior the expiry of the defects liability period. 

The Contractor shall record details of the work performed. Details of primer, primer-binder, binder 

and aggregate applied shall be recorded immediately after every sprayer run. Each form shall be 

signed by the Contractor’s representative as a true record of the work performed. The Contractor 

shall supply to the Superintendent a copy of each completed form. 

The Contractor shall complete the form “Daily Record Sheet” included in Appendix 4 of Sprayed 

Bituminous Surfacing, Part 226), or an equivalent approved alternative. 

7.5.4 Sampling and Testing of Materials 

Sampling and testing of sealing aggregate properties shall be in accordance with DTEI Master 

Specification Parts 226 and 216. 

Sampling and testing of bituminous materials properties shall be in accordance with DTEI Master 

Specification Part 225. 

7.5.5 Calibration of Plant and Equipment 

The mechanical sprayer shall be calibrated and have a current certificate issued by a NATA 

accredited testing authority or State Road Authority. 

Aggregate spreaders shall be calibrated with aggregate from the stockpile to be used for the work. 

A calibration site needs to be of sufficient length to allow the aggregate spreading unit to reach 

normal operational speed before applying the aggregate. 

Calibration can be completed with standard calibration mats or by painting 1 m 2 areas on the test 

site. The total width of the aggregate spreader must be calibrated. 



The following tolerances shall apply to Spray seals. 

Table 7.5 Tolerance on Spray Seals 

Item 

Tolerance 

Cutter proportions 

±1.0 parts per 100 parts of bitumen 

Application of binder ± 5% of the specified rate 

Spreading of aggregate ±5% of the specified rate 

Longitudinal alignment 50 mm of that specified for straight runs and 100 mm on curved alignments 

7.5.7 Finished Seal Characteristics 

The finished seal shall be inspected at Practical completion and within a month prior to the expiry of 

the Defects Liability period to ensure it conforms to the following requirements. 

Table 7.6 

Acceptance Limit on finished pavement 

Item Inspection/Test Acceptance Limit 

Aggregate loss (stripping) Visual Inspection For any one square metre identified in the inspection, the 

area of Aggregate Loss is less than 15% 

Bleeding Visual Inspection For any one square metre identified in the inspection, the 

area of Bleeding is less than 15% 

Removal of loose aggregate 

Average texture depth 

Visual Inspection 

(Stone Count) 

TP 346 – Four per 

wheel path 

Urban areas < 20 particles/m 2 

Medium to high traffic >250 v/l/d < 30 particles/m 2 

Low traffic

8 Kerbing 

This section of the specification details the requirements for supply and construction of kerbing. 

Kerbing shall include the construction of upright kerb, median kerb, kerb and gutters, spoon drains, 

edge strips, and property crossovers. This section shall be read in conjunction with the design 

drawings. 

8.1 General 



AS 2876 

AS1428.4 

AS 3600 

AS 1379 

AS3610 

AS 1012 

AS 3972 

AS 4671 

AS 2578.1 

AS 3799 

AS 1478 

Concrete kerbs and channels (gutters) - Manually or machine placed 

Design for access and mobility – tactile indicators 


Specification and Supply of Concrete 

Formwork for Concrete 

Methods of testing Concrete 

Portland and Blended Cements 

Steel Reinforcing Materials 

Aggregates and rock for engineering purposes – Concrete Aggregate 

Liquid membrane forming curing compounds for concrete 

Chemical admixtures for concrete, mortar and grout 

8.2 Materials – Kerbing 

8.2.1 Concrete 

All concrete is to be ready mixed and delivered in agitating trucks in accordance with AS 1379 by the 

batch production process, unless approved otherwise by the Superintendent. 

The concrete for the various parts of the work shall be so designed and produced that the following 

performance requirements are met: 

Table 8.1 

Concrete Design Criteria – Kerbing 

Item f’c at 28 days Slump 

Kerb and gutter, slip formed 20 MPa 40 mm 

Kerb and gutter, hand formed 20 MPa 80 mm 

Kerb ramps and pit aprons 20 MPa 80 mm 

Spoon drains 32 MPa 80 mm 

Unless otherwise specified all concrete shall have drying shrinkage test results to AS 1012 showing 

a maximum (including tolerance) of 650 µm. 


8.2.1.1 Portland Cement 

Portland cement shall comply with AS 3972, Type GP – general purpose. 

8.2.1.2 Aggregate 

Fine and coarse aggregate shall comply with AS 2758.1. 

8.2.1.3 Admixtures 

Admixtures shall not contain chlorides, fluorides or nitrates and if approved for use shall comply with 

AS 1478. No admixture shall be used without a written approval from the Superintendent. 

8.2.1.4 Reinforcement 

All reinforcement shall comply with the requirements of AS 4671. Bending of reinforcement shall 

comply with AS 3600. 

8.2.2 Tactile Surface Indicators 

Tactile surface indicators shall comply with AS1428.4:2002. 

8.2.3 Curing compounds 

Curing compounds shall comply with AS 3799. 


8.3.1 Preparation of Supporting Layers 

Prior to the installation of kerbing the Contractor shall ensure the supporting layers (e.g. sub-base) 

are to be completed in accordance with the design drawings and the granular pavement section of 

this specification. 

8.3.2 Kerbing 

Kerbing shall be constructed to the alignment and levels as detailed in the drawings. The Contractor 

shall ensure that the alignment and levels are set-out by the contractor’s surveyor with offsets and 

survey marks as required. Kerbing where detailed shall be constructed on a uniform radius with 

smooth transitions to straight sections. 

Kerbing shall be constructed using fixed forms or machine-laid slip forming. Kerbing shall be finished 

to produce a neat appearance of uniform colour, with sharp and clean chamfers, smooth and even 

radii, no ragged edges and a steel trowel, Class A surface finish. 

Kerbing gutters and spoon drains shall be constructed to be free draining without ponding to the 

levels as detailed in the design. 

Reinforcement (where detailed) shall be fixed by means of plastic bar chairs or concrete blocks. 

Reinforcement shall be placed centrally or as detailed on the drawings with a minimum concrete 

cover of 50 mm. 

The kerbs shall be cured by means of a curing compound, uniformly applied in accordance with the 

manufacturer’s recommendations. The Contractor shall nominate the proposed method of curing, 

curing compound and application rate. 

Property crossovers shall be provided in the kerb and gutter where required to match existing or as 

detailed in the drawings. The exact location and length shall be confirmed with the Superintendent. 

8.3.3 Kerb Joints 

Shrinkage control joints shall be spaced at 2.5 to 3.0 m intervals and shall be spaced uniformly 

where practical. The joint shall be cut using a spacer or guillotine to a minimum of 50% of the cross 

sectional area. The joint shall be tooled to a depth not less than 20 mm to produce a neat groove 

less than 5 mm in width. 


Wherever the work of placing concrete is delayed until the concrete has taken its initial set, the point 

of stopping shall be deemed a construction joint. 

Construction joints shall be located to maintain the spacing of shrinkage joints and shall be avoided 

in entranceway inverts, pram inverts and radii at street corners. 

The construction joints shall be straight and perpendicular to the kerb face and vertical in the kerbs 

and shall be tooled off to provide a V joint. The concrete kerb and gutter on either side of the 

construction joint shall be finished to the line and levels as shown on the drawings with no difference 

in line or level across the joint. 

8.3.4 Kerb Ramps 

Kerb ramps shall be constructed integrally with the gutter and shall include surface tactile indicators 

as detailed in the drawings. 

Shrinkage Joints shall be provided at the intersection of the kerb ramp and the adjacent kerb and 

gutters on either side. Tool joints shall be provided in the kerb ramps as detailed in the drawings. 

The kerb ramps shall be finished with a non-slip broom finish. The alignment of the broom finish 

shall be perpendicular to the kerb ramp. 

8.3.5 Drainage Pit Aprons 

Drainage pit aprons shall be constructed integrally with the drainage pit to the alignment as detailed 

on the drawings. 

8.3.6 Stormwater Outlets 

A galvanised steel stormwater outlet to suit the kerb profile shall be provided for each residential 

property as shown on the design drawings. The invert of the outlet shall be 5 mm above the invert 

of the gutter. 

Where there is no existing stormwater outlet, the stormwater outlet shall be provided on the low side 

of each property or as nominated on site by the Superintendent. 

Where there are existing stormwater outlet pipes from adjacent properties, a stormwater outlet shall 

be provided to match the existing. Where required the existing outlet pipes shall be adjusted or relaid 

as necessary to maintain proper falls and drainage. Any pipe replacement shall be made using 

90 mm nominal diameter uPVC pipe or approved equivalent, or shall be equivalent to the existing 

construction. 

8.3.7 Backfilling of Kerbs 

Prior to the installation of the pavement basecourse the kerbing shall be backfilled. The Contractor 

shall ensure the kerbing is sufficiently cured prior to backfilling and care should be taken to protect 

the kerbing from damage during backfilling operations. 

8.4 Quality Requirements – Kerbing 


The following Hold Points are required during the construction of kerbing: 

• H-K 1 

• H-K 2 

First concrete pour. (subsequent pours are witness points) 

Water testing of kerbing prior to installation of adjacent structure 

The following Witness Points are required during the construction of kerbing: 

• Installation of curing compound 

• Second pour and any subsequent concrete pours 

• Backfilling curing prior to installation of base course. 



The Contractor shall undertake quality testing of concrete incorporated into kerbing at the following 

minimum frequency: 

Table 8.2 

Item 

Compressive Strength 

Slump 

Quality Testing Requirements for Concrete Kerbing 

Minimum Testing Frequency 

One test cylinder from the first truck, and one on average per 5 trucks 

One slump every second truck 

Sampling and testing shall be undertaken in accordance with AS 1012. 

At completion of the kerbing the Contractor shall clear all water tables of dirt and debris and conduct 

a water test to demonstrate that all water tables are free draining. 


The following tolerances shall apply to finished kerbing: 

Table 8.3 

Item 

Tolerances on Kerbing 

Tolerance 

Kerbing & Spoon drains Absolute ±5mm 

Relative 

Alignment 

Drainage Pit Aprons Absolute ±5mm 

Relative 

Alignment 

Kerb Ramps Absolute ±5mm 

±3mm from a 3.0m straight edge 

±10mm from design location 

Shall not impede water flow into the drainage pit 

±10mm from design location 

Tolerance on slumps shall be in accordance with AS 1379. 


If any section of kerbing fails to meet the conditions set out in the Specification then all or portion of 

kerbing shall be liable to rejection by the Superintendent. 

Kerbs and gutters which are chipped, displaced or otherwise damaged during the construction of 

other works shall be liable to rejection by the Superintendent. 

In the event that the completed kerbing is not within the tolerances and quality requirements as 

detailed in this specification and the design drawings, the Superintendent may direct: 

• the removal and reconstruction of kerbing as directed by the Superintendent, at the Contractor’s 

expense, or 

• any other remedial treatment that is expected to provide the required level of service. 


9 Verges, Footpaths and Driveways 

This section of the specification details the requirements for supply and construction of verges, 

footpaths and driveways. This section shall be read in conjunction with the design drawings. 

9.1 General 



AS1428 

AS 3600 

AS 1379 

AS 1012 

AS 3972 

AS 4671 

AS 2578.1 

AS 3799 

AS 1478 

Design for access and mobility 


Specification and Supply of Concrete 

Methods of testing Concrete 

Portland and Blended Cements 

Steel Reinforcing Materials 

Aggregates and rock for engineering purposes – Concrete Aggregate 

Liquid membrane forming curing compounds for concrete 

Chemical admixtures for concrete, mortar and grout 

9.2 Materials – Verges, Footpaths and Driveways 


9.3.1 Verges 

On completion of concrete kerbing, installation of any services and re-instatement of any common 

service trenches, the Contractor shall construct the verge to the levels as detailed in the design 

drawings. Placement and compaction of the earthworks for verge shall be in accordance with the 

Site Preparation and Earthworks section of this specification. 

Following earthworks to construct the verge formation the Contractor shall spread stockpiled topsoil 

to a nominal thickness of 100 mm. The topsoil shall be graded to the design finished levels as 

shown on the drawings. Any surplus topsoil shall be stockpiled adjacent to the site as specified in 

the Site Preparation and Earthworks section of this specification. 

The above-specified requirement shall apply to all footpath and verge areas within the road reserve 

boundaries. 

9.3.2 Preparation of Supporting Layers 

Prior to the installation of footpaths and driveways the Contractor shall ensure the supporting layers 

(e.g. sub-base and base course) are be completed in accordance with the design drawings and the 

granular pavement section of this specification. 

9.3.3 Footpath Reinstatement 

Where the specified works interfere with and require the part removal of the existing footpaths areas 

the Contractor shall re-instate the footpath to match the width, jointing and finishing of existing 

construction or as directed by the Superintendent. 

The Contractor shall ensure that complete works are not hazardous or threaten in any way the 

safety of the general public. 


9.3.4 Unsealed Footpath 

Where the specified works interfere with existing unsealed footpath areas, or where footpaths are 

nominated on the drawings as unsealed, the reinstatement / construction shall consist of 100 mm 

compacted thickness of PM 2/20 quarry rubble. 

The rubble shall be placed and compacted to a density of not less than 95% of the maximum 

modified dry density as set out in AS 1289 5.2.1 using approved compaction equipment. The rubble 

shall be finished to conform to the adjacent existing paths in level and appearance and to give 

satisfactory drainage properties. 

The Contractor shall ensure that completed works are not hazardous or threaten in any way the 

safety of the general public. 

9.3.5 Concrete Driveway 

Concrete footpaths shall be constructed to as detailed in the design drawings or to a minimum of 

100 mm granular sub-base with 125 mm thickness concrete base, and reinforced with SL72 steel 

fabric. 

Reinforcement shall be free from loose mill scale, loose rust, oil, grease and other non-metallic 

coatings which would reduce the bond to the concrete. 

Bar chairs, spacers and ties made of concrete, steel or plastic shall be used to support all 

reinforcement in its position within the tolerance specified in AS 3600 until the concrete has 

hardened. 

Reinforcement shall be located in the upper half of the driveway slab with a minimum 40 mm top 

cover, and terminated 75 mm from 50 mm from joints. 

9.3.5.1 Concrete Driveway Joints 

Expansion joints shall be 10 mm wide provided at minimum 12 m intervals. Expansion joints shall 

be provided with a full depth pre-moulded expansion joint filler, (bitumen impregnated fibre board or 

similar). 

In areas where new concrete is to be placed against and existing construction joint, the surface of 

the hardened concrete shall be thoroughly roughened and cleaned to remove any loose material, 

debris and laitance. 

9.3.6 Grassing 

Following filling, spreading and levelling of topsoil, all exposed batter slopes, excavated and filled 

areas shall be reseeded. 

Fertiliser shall be applied to the areas to be grassed at the rate of 30 grams of 2:1 superphosphate 

and sulphate of ammonia or other approved fertiliser per square metre. The area shall then be 

raked, seed spread and lightly raked again. 

A seed mix containing couch and perennial rye grasses or an approved alternative mix, shall be 

spread at a rate of 30 grams per square metre and watered to ensure germination and growth during 

the establishment period. 

As an alternative method of application, hydromulching using a seed/fertiliser mix similar to that 

specified above may be used. 

9.4 Quality Requirements – Verges, Footpaths and Verges 


The following tolerances shall apply to finished kerbing and footpaths: 

Table 9.1 

Item 

Tolerances on Verges, Footpaths and Driveways 

Tolerance 


Footpaths and driveways Absolute ±10mm 

Relative 

±6 mm from a 1.0 m straight edge 

Alignment 

±10 mm from design location 

Verges Level ±50mm 


Footpaths and driveways which are chipped, cracked, displaced or otherwise damaged during the 

construction of other works shall be removed and new sections shall be constructed to match 

existing work, to the satisfaction of the Superintendent.

Kingscote Streets Upgrades - Kangaroo Island Council

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