Albury City Council Standard Specification

Note: This Specification is Albury City Council’s minimum requirements for Civil Construction and

may be used in conjunction with Council’s Engineering Guidelines and Standard Drawings.

Works outside these areas of construction must be accompanied by their own Specifications.

Revision A – June 2012

Albury City Council Standard Specification

Roadworks, Water Supply, Sewer, Stormwater and other

Associated Works

Standard Specification

TABLE OF CONTENTS PART A

INDEX PAGE

1. PROJECT REQUIREMENTS ........................................................................................................... 1

1.1 COMMENCEMENT OF WORK.............................................................................................. 1

1.2 AFTER HOURS CONTACT ................................................................................................... 1

1.3 NOTICE OF ENTRY ............................................................................................................... 1

1.4 TRESPASS ............................................................................................................................ 1

1.5 SERVICES – LOCATION OF, RELOCATION OF AND DAMAGE ....................................... 1

1.6 PROTECTION AGAINST DUST, DEBRIS, WATER AND THE LIKE................................... 3

1.7 NOISE CONTROL .................................................................................................................. 3

1.8 FOULING OF STREAMS, WATERCOURSES, ETC ............................................................ 4

1.9 PRESERVATION OF THE ENVIRONMENT ......................................................................... 4

1.10 INSPECTION .......................................................................................................................... 5

1.11 SURVEYS AND SETTING OUT ............................................................................................ 5

1.12 WORKS ACCOMMODATION AND ASSOCIATED SERVICES ........................................... 6

1.13 CLEARING AND GRUBBING ............................................................................................... 7

1.14 CLASSIFICATION OF MATERIALS TO BE EXCAVATED .................................................. 8

1.15 DIVERTING WATER AND DEWATERING ........................................................................... 9

1.16 CLEAN SITE .......................................................................................................................... 9

1.17 RESTORATION ..................................................................................................................... 9

1.18 FENCING..............................................................................................................................10

1.19 DAMAGE ..............................................................................................................................10

1.20 FIRE PRECAUTIONS WHEN WELDING AND CUTTING ..................................................10

1.21 TREE REMOVAL AND PIPE BORING ...............................................................................11

1.22 FINAL CLEANING UP .........................................................................................................12

2. PROVISION FOR TRAFFIC ...........................................................................................................13

2.1 GENERAL ............................................................................................................................13

2.2 TRAFFIC CONTROL ...........................................................................................................13

2.3 SIDE TRACKS AND DETOURS ..........................................................................................14

2.4 PLANT AND EQUIPMENT ..................................................................................................14

2.5 MAINTENANCE OF EXISTING FORMATIONS ..................................................................14

2.6 CONNECTIONS TO EXISTING ROADS .............................................................................15

2.7 ASSISTANCE TO PUBLIC ..................................................................................................15

3 TEMPORARY EROSION AND SEDIMENT CONTROL ................................................................16

3.1 GENERAL ............................................................................................................................16

4 STORMWATER DRAINAGE .........................................................................................................17

4.1 GENERAL ............................................................................................................................17

4.2 CLEARING AND GRUBBING .............................................................................................17

4.3 EXCAVATION FOR STORMWATER DRAINS ...................................................................17

4.4 PIPE BEDDING ....................................................................................................................18

4.5 LAYING AND JOINTING OF PIPES ...................................................................................18

4.6 BACKFILLING OF TRENCHES ..........................................................................................20

4.7 CONSTRUCTION OF DRAINAGE STRUCTURES ............................................................21

4.8 SUB-SOIL DRAINAGE ........................................................................................................21

4.9 STORMWATER DOWNPIPE CONNECTIONS ...................................................................21

4.10 CONCRETE .........................................................................................................................22

4.11 KERB AND GUTTER ...........................................................................................................22

4.12 ALLOWANCE FOR TRENCH SETTLEMENT ....................................................................22


5 CONCRETE ....................................................................................................................................23

5.1 GENERAL ............................................................................................................................23

5.2 MATERIALS FOR CONCRETE ...........................................................................................23

5.3 REINFORCEMENT ..............................................................................................................23

5.4 WATER USED IN CONCRETE............................................................................................23

5.5 CONCRETE CODES AND STANDARDS ...........................................................................24

5.6 QUALITY OF CONCRETE ...................................................................................................24

5.7 READY MIX CONCRETE ....................................................................................................24

5.8 SITE MIXED CONCRETE ....................................................................................................24

5.9 NOTICES AND INSPECTION OF CONCRETE POURS ....................................................25

5.10 FORMWORK ........................................................................................................................25

5.11 PLACEMENT OF REINFORCEMENT .................................................................................25

5.12 TRANSPORTATION AND PLACEMENT OF CONCRETE ................................................25

5.13 CONSTRUCTION JOINTS ...................................................................................................26

5.14 CURING................................................................................................................................26

5.15 SAMPLING AND TESTING .................................................................................................26

5.16 REJECTION OF WORK .......................................................................................................27

6 KERB, GUTTERS, DRIVEWAYS AND MISCELLANEOUS PAVING ..........................................28

6.1 GENERAL ............................................................................................................................28

6.2 EXCAVATION AND BEDDING............................................................................................28

6.3 CONCRETE .........................................................................................................................28

6.4 PLACING AND FINISHING .................................................................................................28

6.5 TOLERANCES .....................................................................................................................29

6.6 JOINTS .................................................................................................................................29

6.7 ALTERNATIVE METHOD OF KERB AND GUTTER CONSTRUCTION (EXTRUSION

MACHINE) ............................................................................................................................30

6.8 VEHICULAR CROSSINGS ..................................................................................................32

6.9 MAKING GOOD ...................................................................................................................32

6.10 PRECAST KERBING ...........................................................................................................32

7 SUB-SOIL DRAINAGE ..................................................................................................................33

7.1 GENERAL ............................................................................................................................33

7.2 ORDER OF CONSTRUCTION.............................................................................................33

7.3 LOCATION OF DRAINS ......................................................................................................33

7.4 EXCAVATION FOR DRAINS...............................................................................................33

7.5 PIPE MATERIALS ...............................................................................................................33

7.6 LAYING AND BACKFILLING ..............................................................................................34

7.7 COMPACTION .....................................................................................................................34

7.8 FILTER MATERIAL .............................................................................................................34

7.9 OUTLETS .............................................................................................................................34

7.10 INSPECTION ........................................................................................................................34

8 EARTHWORKS ..............................................................................................................................35

8.1 GENERAL ............................................................................................................................35

8.2 CLEARING AND GRUBBING .............................................................................................35

8.3 REMOVAL OF TOPSOIL .....................................................................................................35

8.4 EXCAVATION OF CUTTINGS AND CONSTRUCTION OF EMBANKMENTS ..................36

8.5 FINISHING AND TRIMMING OF SUB-GRADE IN CUT AREAS........................................40

8.6 CONNECTION TO EXISTING WORK .................................................................................41

8.7 DRAINAGE OF EARTHWORKS .........................................................................................41

8.8 DEWATERING AND DESILTING OF DAMS ......................................................................42

9 PAVEMENT ....................................................................................................................................43


9.1 GENERAL ............................................................................................................................43

9.2 MATERIALS .........................................................................................................................43

9.3 SPREADING ........................................................................................................................46

9.4 COMPACTING AND TRIMMING .........................................................................................47

9.5 JOINTING EXISTING PAVEMENTS ...................................................................................48

9.6 OPENING TO TRAFFIC .......................................................................................................48

9.7 TEST METHODS .................................................................................................................48

9.8 MAINTENANCE DURING CONTRACT ..............................................................................49

9.9 ROYALTIES AND PROPERTY DAMAGES ........................................................................49

9.10 PAYMENT ............................................................................................................................49

9.11 VARIATION IN THICKNESS ...............................................................................................50

10 BITUMINOUS SURFACING ...........................................................................................................51

10.1 GENERAL ............................................................................................................................51

10.2 QUALITY OF MATERIALS ..................................................................................................51

10.3 SAMPLING AND TESTING OF MATERIALS .....................................................................52

10.4 PLANT ..................................................................................................................................53

10.5 CONTROL OF WORK .........................................................................................................53

10.6 OPERATION OF SPRAYER ................................................................................................54

10.7 PREPARATION OF PAVEMENT ........................................................................................55

10.8 HEATING PRIMER AND BINDER .......................................................................................56

10.9 MEASURING ROAD TEMPERATURES .............................................................................57

10.10 PRIME AND ONE COAT SEAL ...........................................................................................57

10.11 PRIMERSEAL ......................................................................................................................60

10.12 PRE-COATING OF AGGREGATE ......................................................................................62

10.13 REMOVAL OF LOOSE AGGREGATE ................................................................................62

10.14 PROTECTION OF SERVICES .............................................................................................63

10.15 CONTROL OF TRAFFIC .....................................................................................................63

10.16 DEFECTIVE WORK OR MATERIALS ................................................................................63

10.17 WASTE MATERIALS ...........................................................................................................64

10.18 MAINTENANCE OF WORK AFTER COMPLETION ..........................................................64

11 ASPHALTIC CONCRETE (HOT MIX) ...........................................................................................65

11.1 GENERAL ............................................................................................................................65

11.2 MINERAL AGGREGATES ...................................................................................................65

11.3 FILLER .................................................................................................................................65

11.4 BINDER ................................................................................................................................65

11.5 PROPORTIONING OF MIXES .............................................................................................66

11.6 VOIDS IN COMPACTED MIXES .........................................................................................67

11.7 STABILITY OF MIXES .........................................................................................................68

11.8 VOIDS IN MINERAL AGGREGATE ....................................................................................68

11.9 SAMPLING AND TESTING OF PRODUCTION MIX ..........................................................68

11.10 MANUFACTURE OF MIX ....................................................................................................70

11.11 TRANSPORT .......................................................................................................................71

11.12 PREPARATION OF PAVEMENT ........................................................................................72

11.13 TACK COAT ........................................................................................................................72

11.14 SPREADING ........................................................................................................................73

11.15 WORKING HOURS ..............................................................................................................75

11.16 JOINTS .................................................................................................................................76

11.17 COMPACTION .....................................................................................................................77

11.18 LEVEL CONTROL AND FINISHED PAVEMENT PROPERTIES .......................................80

11.19 PROVISION FOR TRAFFIC.................................................................................................81


12 MISCELLANEOUS ACTIVITIES ....................................................................................................82

12.1 GUIDE POSTS .....................................................................................................................82

12.2 ROAD MARKING .................................................................................................................82

12.3 SIGNPOSTING .....................................................................................................................85

12.4 STREET LIGHTING .............................................................................................................86

12.5 GENERAL CONCRETE PAVING ........................................................................................87

12.6 VEGETATION ......................................................................................................................88

12.7 CONDUITS ...........................................................................................................................94

13 SEWERAGE ...................................................................................................................................98

13.1 GENERAL ............................................................................................................................98

13.2 GENERAL REQUIREMENTS FOR THE SUPPLY OF MATERIALS .................................98

13.3 GENERAL SPECIFICATION ...............................................................................................98

13.4 PROJECT SPECIFICATION ................................................................................................98

13.5 RESTORATION ...................................................................................................................99

13.6 FENCING..............................................................................................................................99

13.7 PIPES, FITTINGS AND VALVES ......................................................................................100

13.8 CONSTRUCTION OF PIPEWORK ....................................................................................100

13.9 JOINTING OF PIPES AND FITTINGS ...............................................................................103

13.10 CUTTING OF PIPES ..........................................................................................................104

13.11 PROTECTIVE COATINGS.................................................................................................104

13.12 BACKFILLING AND COMPACTION .................................................................................104

13.13 MISCELLANEOUS CONSTRUCTION ACTIVITIES .........................................................106

ASSOCIATED WITH THE PIPELINE ..........................................................................................106

13.14 FIELD PRESSURE TESTING OF PIPELINE ....................................................................107

13.15 CONCRETE MANHOLES ..................................................................................................109

13.16 REPLACEMENT OF DAMAGED OR FAILED ..................................................................110

PIPES, FITTINGS, VALVES AND JOINTS .................................................................................110

13.17 CONNECTIONS AND TERMINATION ..............................................................................110

13.18 CLOSED CIRCUIT TELEVISION (CCTV) PIPELINE INSPECTION SURVEY .................110

13.19 CCTV SURVEYS ................................................................................................................113

14 WATER SUPPLY PIPELINES .....................................................................................................118

14.1 SCOPE ...............................................................................................................................118

14.2 REFERENCE STANDARDS ..............................................................................................118

14.3 GENERAL CONSTRUCTION REQUIREMENTS ..............................................................118

14.4 FIELD PRESSURE TESTING OF PIPES ..........................................................................123

14.5 DUCTILE IRON PIPELINES ..............................................................................................124

14.6 BLUE BRUTE UPVC PIPELINES .....................................................................................126

14.7 POLYETHYLENE PIPELINES ...........................................................................................128

14.8 COPPER PIPELINES .........................................................................................................128

15 LANDSCAPE TREATMENT OF FLOODWAYS ..........................................................................129

15.1 TOPSOILING .....................................................................................................................129

15.2 GRASSING ........................................................................................................................131

15.3 HYDROSEEDING AND HYDROMULCHING ....................................................................132

15.4 CONSOLIDATION .............................................................................................................134

15.5 COMPLETION ....................................................................................................................135

16 EROSION AND SEDIMENT CONTROL ......................................................................................136

16.1 GENERAL ..........................................................................................................................136

17 SIGNIFICANT ENVIRONMENT AREAS .....................................................................................133

17.1 GENERAL ..........................................................................................................................133


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1. PROJECT REQUIREMENTS

1.1 COMMENCEMENT OF WORK

The Contractor shall give the Superintendent and Councils Supervisor at least seven days

written notice of his intention to commence works at the site.

1.2 AFTER HOURS CONTACT

Prior to commencement of works the Contractor will be required to submit to the Superintendent

the names and telephone numbers of all responsible persons who may be contacted for after

hours calls during the course of the Contract.

1.3 NOTICE OF ENTRY

Before entering on private lands or lands other than those owned by Council for any purpose

whatsoever, the Contractor shall give at least 48 hours clear notice in writing to the owners,

committees of management of controlling Authority and occupiers of such lands and to the

Superintendent of their intention to enter. Such notice shall state the location of the property and

the date on which entry will be made. A copy of each notice is to be handed to the

Superintendent within 24 hours of serving.

1.4 TRESPASS

The Contractor and their employees shall not trespass on any land adjoining the area in

temporary possession of the Contractor for the purpose of this Contract. If instructed by the

Superintendent, the Contractor shall dismiss any employee so trespassing or in any way

interfering with stock or property or otherwise offending against the provisions of this Clause

1.5 SERVICES – LOCATION OF, RELOCATION OF AND DAMAGE

General

Before any work, site set out or establishment begins, current ‘Dial Before You Dig’ plans must

be on site and referred to, to locate and avoid services. In addition, the site must be inspected

for any evidence of services that may not have been indicated on the ‘Dial Before You Dig’

plans, this evidence includes but is not limited to, evidence of trenching, signage etc.

In this Clause the ‘appropriate officer’ means the officer in-charge of the supply of a service in

the area in which the work site is located and includes a representative of that officer and the

‘service’ includes water, sewerage, gas, drainage, electricity, telecommunications, steam,

compressed air, fire alarm and control cable services.

Before commencing work on site the Contractor shall, in company with the Superintendent,

ascertain from the appropriate officer or officers accurate location and depth of all services on/or

in the immediate vicinity of the site.


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Relocation of services

Where shown on the Drawings or as directed by the Superintendent, services required to be

relocated in order to facilitate construction of the works, any connection, disconnection or

interference with services shall be carried out only under the direct supervision of the

Superintendent or his representative.

Where the service required to be relocated, raised or lowered is a telecommunications, gas or

electricity service then the Contractor will be required to make their own arrangements with the

appropriate service authority regarding location of the service and subsequent relocation works.

The Contractor will be responsible for their own costs associated with the co-ordination and

liaison with the service authority, attendance and assistance costs and reinstatement, etc.

Written approval will be required from the Superintendent as authority for the service authority to

proceed with relocation works.

Where the service required to be relocated, raised or lowered is water or sewerage, the works

associated with relocation will be carried out by AlburyCity Council staff. The Contractor will be

deemed to have allowed in their prices for their own costs associated with the co-ordination,

liaison, attendance, assistance, reinstatement, etc and no extra or variation will be entertained

on account of this Clause.

Where the service required to be relocated, lowered or raised is stormwater drainage, the

Contractor will be responsible for the relocation works following receipt of written authority from

the Superintendent. The Contractor will be responsible for their own costs associated with the

co-ordination and liaison with the service authority, attendance and assistance costs and

reinstatements, etc.

Damages to services

If damage is caused to any service on/or in the immediate vicinity of the site as a result of or in

connection with the performance of the Contract, the Contractor shall immediately notify the

Superintendent and the appropriate officer for that service. The Contractor shall render any

assistance required by the Superintendent or the appropriate officer in connection with or arising

from the damage. Work in the vicinity of the damage shall immediately be ceased and shall not

be recommenced without the approval of the Superintendent.

Where damaged service:

a. Was not identified as part of the requirements of ’General’ of 1.7 above;

b. Was not indicated on the Drawings or other documents forming part of the Contract or

made available to the Contractor prior to the damage;

c. Was not prior to the damage, identified to the Contractor by the Superintendent or the

appropriate officer; and

d. Was not prior to the damage, evident on the land;


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and where the damage would not have occurred but for the matters referred to in (a), (b), (c)

and (d), then the Contractor shall not be liable for the cost of any repairs to the damaged

service.

Where a service is discovered on/or in the immediate vicinity of the site and the service was not

identified on the Drawings or other documents forming part of the Tender documents then the

Superintendent may determine that the Contractor shall not be liable for the cost of any work,

whether by way of diversion or otherwise (but not including repairs) that is necessary to be

carried out on the service for the satisfactory completion of the works.

If the damage referred to in this sub-clause occurs, or if the Superintendent makes a

determination under this sub-clause, then the Superintendent may order the Contractor to carry

out works on the service whether by way of repairs, diversions or otherwise, and such work

shall be treated as a variation pursuant to Clause 40 of the General Conditions of Contract.

Except as expressly provided, nothing in this clause affects the operation of the General

Conditions of Contract.

Interruption to services

Existing site services must not be interrupted other than with the approval of the Superintendent

and this approval shall not be unreasonably withheld. All work in connection with existing

services shall be carried out expeditiously so that the number and duration of interruptions are

reduced to a minimum.

1.6 PROTECTION AGAINST DUST, DEBRIS, WATER AND THE LIKE

The occupants of the site, adjoining owners or residents and the public are to be protected

against dust, dirt, mud, and water nuisance and the like. Adequate construction methods shall

be employed to minimise nuisance and/or damage arising from the Contractor’s operations.

Where and when instructed by the Superintendent, the Contractor shall take immediate steps

and use measures to eliminate nuisance caused by dust, dirt, mud, water and debris and no

extra payment will be made on account of such works.

1.7 NOISE CONTROL

General

In residential areas or where directed by the Superintendent, the Contractor shall take all

practicable precautions to minimise noise resulting from their activities. All equipment and

silencing devices used in this work shall be to the approval of the Superintendent.


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Jackhammer silencing

All jackhammers used in the performance of the works shall be fitted with effective silencers of a

type as recommended by the jackhammer manufacturer. All tools and silencers shall be kept in

first class condition at all times. Operators of jackhammers shall be closely supervised to ensure

that the silencers are always in place while the tools are being used.

Compressor silencing

All compressor sets used in the performance of the works shall be fitted with effective acoustic

canopies and special engine exhaust silencers of a type as recommended by the compressor

manufacturer. Alternatively, compressor sets specially designed for quiet operation may be

used. Compressor sets and canopies shall be kept in first class condition at all times. Any

access panels in acoustic canopies shall be kept closed at all times while the set is running.

1.8 FOULING OF STREAMS, WATERCOURSES, ETC

Prevention of pollution

The Contractor shall take proper precautions to prevent water polluted by their works from

entering any stream, conduit, aqueduct or reservoir. They shall, at their own expense, construct

and maintain settling ponds or adopt other methods to arrest solids and clarify such waters. All

such arrangements shall be to the approval of the Superintendent.

Insurance against pollution

The indemnification provided under Clause 17 of the General Conditions of Contract shall

include indemnification against all claims for injuries or damages caused by such fouling.

1.9 PRESERVATION OF THE ENVIRONMENT

During construction of the works, the Contractor is to ensure that ordinances regarding the

preservation of trees, etc., and other requirements for preservation from the local environment

are strictly adhered to. The Contractor must obtain approval from Council for the removal of any

trees from the site of the works. Any disturbance of existing vegetation or natural features is to

be kept to a minimum and the extent of the areas required for carrying out the works is as

defined on the Drawings subject to variation only with the express written approval of the

Superintendent.

Under no circumstances are trees/shrubs to be removed or pruned without the express approval

of the Superintendent and where considered necessary the Superintendent may order that

excavation adjacent to certain trees are to be carried out by hand or tunnelling. In which case,

payment will be in accordance with the rates tendered in the Schedule of Prices, or if no rate

applies, in accordance with the submitted in the Schedule of Daywork Charges.

The Superintendent may determine that any necessary pruning or removal of trees/shrubs be

carried out by Council’s Landscape Services Section, in which case the Contractor will be


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required to provide all necessary assistance and co-ordinate their activities with the Horticultural

Supervisor Mr Stephen Wilson, phone 02 6051 3432 or 0418 933 257.

All natural areas disturbed are to be restored and all rubbish or surplus material removed and

disposed of to the satisfaction of the Superintendent.

1.10 INSPECTION

The Superintendent and/or his nominated representative and Councils Supervisor shall be

allowed reasonable access to inspect during working hours at any stage of the work.

The Superintendent and Councils Supervisor is to be given the following advice to allow for

specific inspections:

• Seven days prior to the proposed date of commencement of the works.

• Before pipe drains and sewer mains are laid and again before trenches are backfilled.

• Before each section of concrete kerbing and/or guttering is laid.

• One day's notice of completion of sub-grade.

• Two working days prior to the proposed priming work.

It is to be noted that the Contractor shall not proceed to the next stage of the works without the

Superintendent's and Councils Supervisor inspection of the previous stage having been

completed.

1.11 SURVEYS AND SETTING OUT

Levels

Before commencement of the work, the Contractor shall request an official bench mark to be

indicated to him on the site of the job.

All levels shown on drawings are based on the Australian Height Datum.

Setting out

It shall be the Contractor's responsibility to set out the works from information provided

During clearing the greatest care shall be taken to avoid interference with any benchmark, survey

or level peg or supplementary reference mark.

Interference with Control Stations, benchmarks, reference or recovery pegs or settlement gauges

shall not be allowed under any circumstances.


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The Contractor shall make available as and when required by the Superintendent, such survey

assistance for the checking of line and level of all works covered by the Contract and for the

measuring up and recording by the Superintendent of all works of the Contract.

Surveyor’s Certificate

When directed in writing by the Superintendent, the Contractor shall provide certification from a

Licensed Surveyor showing that the work has been constructed in accordance with the lines,

levels and other survey information provided on the drawing within the tolerances specified.

Survey Marks

The Contractor shall be deemed responsible for the proper care and maintenance of all survey

pegs, recovery pegs and bench marks and further should the Contractor remove pegs, they

shall be replaced by a qualified surveyor acting under direction of the Superintendent and at the

Contractor's expense. Pegs excepting recovery pegs may be removed on completion of

drainage and kerb and gutter.

1.12 WORKS ACCOMMODATION AND ASSOCIATED SERVICES

Works Accommodation

The Contractor shall provide adequate accommodation and facilities for their workforce.

Compounds and shed(s) for the storage of materials shall be constructed in such a way as to

provide reasonable security against theft, vandalism and damage by weather as well as

minimise detriment with respect to aesthetics.

The Contractor shall nominate the location of their depot(s) for the duration of the project and

obtain approval from the Superintendent for said location. The Contractor shall obtain all

necessary approvals and pay all fees and expenses relating to the establishment of the

depot(s).

The Contractor shall maintain all depot(s) in a neat and tidy appearance. Upon completion of

the works, all buildings and materials shall be removed from the site and the area restored to as

near original condition as possible.

Water

Potable water is available in close proximity to the site from a fire hydrant which is to be advised

by the Superintendent.

To extract water from the fire hydrant the Contractor is to contact Council’s Water and

Wastewater Operations Team Leader, Mr Anthony Foley, phone 02 6023 8167 or 0417 663

276, to make arrangements to obtain a metered standpipe. There is a $1,000 refundable

deposit for the standpipe. The standpipe is to be regularly presented to Mr Foley for

downloading of consumption data – this time is to be arranged between Mr Foley and the


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Contractor. Upon downloading of the data, the Contractor will be invoiced for the water

consumed.

If in the opinion of the Superintendent, water is being wasted, the Superintendent may restrict

the supply of water. If water is restricted either on the Superintendent’s order or through failure

of supply, the Contractor will not have any claim for compensation or for any extension of time.

Such restriction by the Superintendent will not be unreasonably held.

The Contractor shall be responsible for the supply and installation of all equipment, fittings and

fixtures necessary to secure the supply of water from Council’s mains. The vehicle(s) proposed

for the collection and transportation of water must be inspected and approved by Council’s

Compliance Team Leader, Mr John Mulvey, phone 02 6023 8195 or 0417 493 177.

Under no circumstances will water taken from private services without the prior written consent

of owners be permitted.

Sanitary accommodation

The Contractor shall provide adequate, temporary latrines for the use of all persons employed

upon the works. Such facilities shall be kept clean, tidy and disinfected until completion of the

works, and shall then remove all traces of the latrines and disinfect the area.

The location of sanitary facilities shall be approved by the Superintendent prior to establishment

of same.

Provision of Light and Power

The Contractor shall install at their own expense any temporary electric light and power

required, and pay all charges incurred.

1.13 CLEARING AND GRUBBING

General

Clearing and grubbing shall consist of clearing the surface of the ground of all trees, scrub,

boulders, stumps, snags, brush, undergrowth, debris, logs and rubbish of all nature and the

grubbing out of all roots, stumps and other projections over 40 mm in diameter within a depth of

450 mm of the surface – except those trees or plants, specified to be retained or preserved. All

such boulders, scrub, stumps, rubbish etc., shall become the property of the Contractor. All

such material except topsoil and grass shall be removed from the site.

It shall also include the removal of paving etc. from all areas, and the removal and proper

disposal of all obstructions including kerbs, kerbs and channels, drainage pits, fences and any

old or incidental structures which will conflict or interfere with construction, unless such work is

otherwise taken care of by a separate item in this or any other Contract.


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Extent of Work

Clearing and grubbing shall be carried out in advance of any earthworks operations.

Trees shall be felled within the area in such a manner as to avoid damage to vegetation or any

property outside this area. The Contractor shall give the Superintendent seven days written

notice of his intention to clear any section of the works so that the Superintendent may inspect

the site and determine which trees and plants within the limit of clearing are to be preserved,

and which are to be removed, over and above those clearly designated on the Drawings to be

saved. No clearing shall commence until the Superintendent has indicated which trees are to be

preserved.

Grub holes shall be backfilled with approved material and well compacted, in accordance with

Clause ‘Construction of Embankments and Fill Sections’ in Section 8.4.

All damage of any and every kind, including damage to fencing resulting from clearing

operations shall be made good by the Contractor at his own expense.

No burning off will be permitted within the boundary of the City of Albury.

All cleared material to be removed from the site shall, unless required by the Contractor for

other purposes, be loaded, hauled, dumped and disposed of to the satisfaction of the

Superintendent.

Where branches of trees marked to be retained protrude into the working area so that they

cannot be avoided, arrangements shall be made, on approval by the Superintendent, for their

removal or lopping.

Where directed, equipment shall be kept clear of trees and hand methods of excavation may be

required.

The trees and plants which are to be retained shall be adequately protected at all times and

particular care shall be taken to avoid damage. If directed, equipment shall be kept clear of

them and hand methods of excavation adopted at the Contractor’s expense.

If during the construction period any trees marked to be retained are damaged or destroyed, the

Superintendent reserves the right to repair or replace the trees and the cost of so doing shall be

borne by the Contractor.

1.14 CLASSIFICATION OF MATERIALS TO BE EXCAVATED

The different classes of material to be excavated are defined as under:

• Rock - Any material which, in the opinion of the Superintendent cannot reasonably be

excavated without the use of pneumatic picks or without blasting shall be classified as rock.

Pneumatic pick does not include pneumatic spade.


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• Other than Rock (OTR) - Irrespective of its appearance or its common description, any

material not classified is rock shall be classified as OTR.

All materials will be classified as OTR unless the Contractor indicated to the Superintendent in

each case, the part of the material he claims should be classified as rock. The Superintendent

will not classify material as rock unless he is fully satisfied on the basis of other available

evidence that the material is rock.

If the Contractor disagrees with the classification of any part of the material excavated or about

to be excavated, he shall immediately notify the Superintendent of his disagreement and shall

give him written notice of that disagreement, its location in the work, the date of excavation and

his reasons for disagreement. Unless otherwise approved in writing by the Superintendent this

written notice of disagreement shall be given to him not more than seven days after he has

classified the material concerned in the disagreement.

The Superintendent shall consider the Contractor's notice of disagreement and shall inform the

Contractor of his decision thereon.

1.15 DIVERTING WATER AND DEWATERING

The Contactor shall, at their own expense, do all the things necessary to divert any water

interfering with the progress of the works, keep the trenches free from water while the works are

in progress and prevent any injury to the works by water due to flood or other causes.

The Contractor shall have proper and approved pumping equipment for keeping the trenches

and excavation dewatered during the time the works are in progress.

Any work or material damaged by water shall, if ordered by the Superintendent, be taken up and

replaced with fresh material by the Contractor at their own expense.

The cost to the Contractor under this Clause shall be included in the Contract Sum.

1.16 CLEAN SITE

The Contractor shall remove all rubbish and debris from the site as it accumulates and keep the

same tidy at all times.

1.17 RESTORATION

Fences, gardens, paved areas and other surfaces which are to be retained shall be left by the

Contractor in the same order as they were before commencement of work.

Filling shall be completed as soon as practicable after other work is finished in each section.

Surplus materials shall be carried away and the surface made good, flush with surrounding

surfaces to the satisfaction of the Superintendent. If the Contractor fails to do this, the

Superintendent may without further notice, do the same at the Contractor's expense and the

cost will be deducted from any moneys due to the Contractor under this Contract.


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The Contractor shall maintain the surface after the excavations have been filled in and

reinstated, including road or other surfaces which have been broken up or damaged during the

progress of the work. All drainage trenches across existing bitumen are to be temporarily

bitumen patched until pavement excavation works are undertaken.

The Contractor shall at the termination of the period of maintenance procure certificates from

Authorities concerned and from owners of private property that the fences and surfaces are in

satisfactory condition.

1.18 FENCING

The Contractor shall not remove or take down fences unless specifically permitted by the

Superintendent and only after receipt in writing of such permission from the Superintendent.

Before cutting fences, the Contractor shall brace and reinforce the fences each side of the gap

to be opened, in order to prevent damage to such fences. Temporary gates or gaps shall be

constructed so that they can be securely closed.

The Contractor shall supply all materials and construct where and when directed by the

Superintendent, a temporary security fence to the entire satisfaction of the Superintendent.

1.19 DAMAGE

The Contractor shall make good all damage or present approved proof of settlement of all

claims for damage caused by their works before the issue of the Certificate of Practical

Completion.

In case of insurance claims still in dispute at that time, the Contractor shall present from the

insurance company with which the insurance policy is held, a list of outstanding claims and an

undertaking to meet all payments on claims which are finally decided in favour of the claimant.

The Contractor shall present proof of settlement of all claims by public authorities for works

carried out by the Authorities as a result of works under this Contract before the Final Certificate

will be issued.

1.20 FIRE PRECAUTIONS WHEN WELDING AND CUTTING

Fire Precautions

The Contractor shall provide and maintain adequate fire fighting equipment to the satisfaction of

the fire fighting authorities. The Contractor shall take action to prevent damage to, or destruction

by fire of forests, trees, shrubs and grasses, and shall organise their staff to adequately man fire

fighting equipment in conjunction with fire fighting authorities and take such other measures as

may be deemed necessary by the Superintendent.


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Where it is necessary to use electrical or gas cutting and/or electrical or gas welding, the

Contractor shall comply with Australian Standard AS 1674 and shall ensure that his Sub-

Contractors also comply.

The Contractor shall appoint the Responsible Officer required by that Australian Standard and

shall ensure that they are appropriately instructed as to their duties, is available as necessary,

and carries out all requirements of the Standard.

Not less than two clear working days before the commencement of any welding or cutting

operations to which the provision of Australian Standard AS 1674 are applicable, the Contractor

shall in writing, advise the Superintendent of identifying particulars (such as full name,

classification, employer's name and address) of the person who has been appointed as the

Responsible Officer. If, subsequently another person is appointed as the Responsible Officer,

the Contractor shall immediately advise the Superintendent of similar details of the new

appointee.

The Contractor shall ensure that all their Sub-Contractors and any of their employees who may

arrange for the carrying out of electric or gas cutting or electrical or gas welding or who may

carry out such work are notified of the appointment of a Responsible Officer.

The Superintendent may, if he considers that the Responsible Officer is not carrying out their

duties satisfactorily to the requirements of Australian Standard AS 1674, require the Contractor

to revoke the appointment and nominate a further person for his approval.

Appropriate forms for permits and record log required by Australian Standard AS 1674 shall be

provided by the Contractor at their own cost. Any notices referring to precautions in welding or

cutting provided by the Superintendent shall be displayed by the Contractor as required by the

Superintendent.

1.21 TREE REMOVAL AND PIPE BORING

Where trees are not specifically marked for removal, services are to be pipe bored under the

drip line of the tree canopy. The Contractor is to allow for the cost of such work in their tendered

price.

Trenchless Techniques (Underboring)

Where indicated on the Drawings to underbore, trenchless techniques are to be used.

Refer also to Standard Drawing STD-R-6D, installation of a service trench adjacent to a tree.

All boring installation shall be installed in accordance with all relevant and current Australian

Standards and the methods outlined by the Australian Society for Trenchless Technology

together with the International Society for Trenchless Technology, in particular Trenchless

Technology Guidelines.


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1.22 FINAL CLEANING UP

Notwithstanding the provisions of Clause 38 of the General Conditions of Contract, the

Contractor shall ensure that all ground areas are finished to uniform grade, free of depressions

and rubbish and that all backfilling finishes level with graded surfaces unless otherwise

specified.


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2. PROVISION FOR TRAFFIC

2.1 GENERAL

The work to be executed under this Section of the Specification consists of all work necessary

to provide for the safe movement of traffic and the protection of persons and property through

and/or around the work site.

The extent of work includes the design, construction, maintenance and removal of temporary

roadways and detours, the provision of traffic controllers, signposting, road markings, raised

pavement markers, lights, barriers and any other items required.

The Contractor’s attention is drawn to the requirements of Clause 15 of the General Conditions

of Contract.

In the event of the Contractor failing or neglecting to carry out any of the requirements of this

Clause, or to comply with the direction of the Superintendent, the Principal shall have power,

after 24 hours notice in writing or in the case of an emergency without prior notice, to carry out

the works required under this Clause, and the costs of such works shall be charged to the

Contractor or may be deducted from monies owing to the Contractor. Where such action is

taken, it shall not relieve the Contractor of any of his responsibilities under this Contract.

Minimisation of obstruction and inconvenience to the public

The Contractor shall so conduct their operations as to offer the least possible obstruction and

inconvenience to the public, and they shall have under construction no greater length or amount

of work than they can properly manage with due regard to the rights of the public.

2.2 TRAFFIC CONTROL

Prior to any works commencing within any road reserve a Traffic Control Plan (TCP) must be

prepared and submitted to the Superintendent for auditing and approval.

Selection or design of TCPs must only be undertaken by persons who are qualified, authorised

and have passed the RTA approved training courses.

It is the Contractor’s responsibility to engage a qualified or authorised person or persons to

design the Traffic Control Plan (TCP) for the worksite area and the cost for traffic control shall

be allowed for in the Contract Sum.

The design, selection and implementation of traffic control will reflect those measures detailed in

the RTA’s manual (Traffic control at worksites) which is based on Australian Standard AS

1742.3, Traffic control devices for works on roads. Contractors are required to adopt the RTA

manual for works undertaken on Council controlled roads.


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The TCP, once approved, shall be implemented and maintained by the Contractor at no cost to

the Principal.

The use of all signs, barriers and barricades, warning lamps, and side tracks and detours shall

comply with the authorised and approved TCP and the relevant Australian Standard.

2.3 SIDE TRACKS AND DETOURS

Side roads and property accesses

At all times, provide safe and convenient passage for vehicles, pedestrians and stock to and

from side roads and property accesses connecting to the roadway. Work which affects the use

of side roads and existing accesses must not be undertaken without providing adequate

alternative provisions to the prior satisfaction of the Superintendant.

If required and approved by the Superintendent, the Contractor shall construct a side-track or

detour to provide a roadway through traffic. Upon completing the new work and opening it to

traffic, the Contractor shall remove the side track or detour and reinstate the ground to its

original condition, including the replacement of 100 mm topsoil which shall be stripped prior to

the construction of the side track or detour.

The side track is to be paved at least 7.0 metres in width and shall have the maximum gradient

of 1 in 10. The alignment of the sidetrack or detour and the junction with the road are to be

approved by the Superintendent. It is to be maintained to provide for the safe and convenient

movement of the traffic at all times. The works shall be arranged so that the periods of usage of

the side tracks are minimised.

2.4 PLANT AND EQUIPMENT

In all cases where traffic is permitted to use the whole or portion of the existing road, all plant

items and similar obstructions shall be removed from the road at night if at all practicable.

During the day a red flag shall project beyond the extremity next to the traffic lane of all plant

items other than vehicles.

Where required in the interests of safety, plant and equipment shall be lit at night if within six

metres of the edge of the pavement, detour or side track by not less than two red lights

suspended vertically from the point of obstruction nearest to the pavement, detour or side track

and one red light at each end of the obstruction at the side further away from the pavement,

detour or side track.

2.5 MAINTENANCE OF EXISTING FORMATIONS

Within the limits of the works all sections of existing formation and side tracks which are being

used by traffic shall be maintained in safe and trafficable condition by the Contractor during the

period of the Contract and until certified completion thereof.


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Material falling on any carriageway as a result of carting operations shall be removed

immediately by the Contractor at his expense.

The Contractor shall not by his operations obstruct any side road or branch track, nor break

down any fences, nor obstruct any drains or watercourses, but if such blockages or breakages

occur, he shall at once remove the blockages and repair the breakages. Should the Contractor

neglect to remove obstructions or repair damages or breakages, the Superintendent may take

action to have any necessary work carried out and the cost thereof will be deducted from any

monies that may be due to the Contractor.

2.6 CONNECTIONS TO EXISTING ROADS

Temporary connections to existing intersecting roadways and driveways shall be provided and

kept safe and in trafficable condition at all times. When in the opinion of the Superintendent,

these connections become redundant due to diversion of traffic, the Contractor shall remove the

connection and finish the work to the form shown in the Drawings including provision of topsoil,

completion of kerbing, etc.

2.7 ASSISTANCE TO PUBLIC

The Contractor shall at all times be prepared to render immediate assistance without charge to

any equestrians or pedestrians, or to the drivers or passengers of any vehicle who may be

delayed, obstructed or in difficulties whilst passing the section of road under his control.


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3 TEMPORARY EROSION AND SEDIMENT CONTROL

3.1 GENERAL

This section of the Specification covers the provisions of temporary erosion and sediment

control.

The Contractor shall plan and carry out the whole of the works to avoid erosion, contamination,

and sedimentation of the site, adjoining areas, watercourses and streams.

The Contractor shall provide and maintain slopes, crowns and drains on all excavations and

embankments to ensure satisfactory drainage at all times.

The Contractor shall construct and maintain all temporary erosion and sediment control

measures required, which may include the construction of berms, dykes, flumes, graded contour

banks and drains, dams, sediment traps, energy dissipaters, spreader banks and the limiting of

the area of erodable material exposed at any one time.

Temporary erosion and sediment control measure shall be co-ordinated with the construction of

permanent drainage and other permanent control measures and shall be constructed prior to

commencement of the stripping of topsoil, unless otherwise approved by the Superintendent, to

ensure effective and continuous erosion and sediment control.

Prior to the commencement of works, the Contractor shall submit details of all proposed

temporary erosion and sediment control measure and the method and programme of

incorporation into permanent works. No works shall be commenced on any section until

authorised by the Superintendent.

All temporary erosion and sediment control works are to be inspected after each rain, cleaned,

and repaired if required, to the satisfaction of the Superintendent.

Unless otherwise directed by the Superintendent temporary control measures are to be

removed prior to the end of the Contract and all materials used therein removed from the site of

the work or disposed of to the satisfaction of the Superintendent.

Any damage resulting from the Contractor not observing these requirements shall be rectified by

the Contractor at their cost.

The cost of the temporary erosion and sediment control measure is deemed to be included in

the schedule rate for earthworks (general) and no additional payment will be made except

where measures are approved as permanent works.


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4 STORMWATER DRAINAGE

4.1 GENERAL

This section of the Specification deals with the supply (where required) and laying of standard

drainage pipes in culverts or drains. All work shall conform to the dimensions and locations

shown in the Drawings and shall generally comply with the requirements of this Specification.

The tendered rates for pipe drains and culverts shall include the supply (if required under the

Schedule of Rates or Bill of Quantities), excavation, bedding, laying, jointing and backfilling and

shall include the supply of all materials and the construction of headwalls, wingwalls, pits and

manholes as scheduled and shown on the Drawings.


Refer to Section 1 Clause 1.13 Clearing and Grubbing.

4.3 EXCAVATION FOR STORMWATER DRAINS

The Contractor shall excavate stormwater pipe trenches to the lines and levels shown on the

Drawings.

The depth of trenches excavated shall be sufficient to allow for placing of approved bedding

materials under the pipes.

Any excess excavation up to 150 mm below correct level shall be backfilled to the correct level

with approved bedding material. Should the excess excavation exceed 150 mm depth, the

Contractor shall backfill to the correct level with 10MPa concrete. All work associated with over

excavation shall be carried out at the Contractor's expense.

Where in the opinion of the Superintendent the material in the bottom of the trench is unsuitable

as a foundation material for the pipe, the Contractor shall remove the unsuitable material and

replace with approved material as directed by the Superintendent. This work shall be paid for as

an extra.

The nominal trench width shall be the outside diameter of the pipe barrel plus 600 mm with a

minimum nominal trench width of 900 mm.

Where trench timbering is required, the trench width shall be increased sufficiently to maintain

the clearance specified above, between the face of timbering and pipes. The cost of timbering

shall be included in the rate for excavation in the Schedule of Rates or the Bill of Quantities.

All surplus spoil shall be carted and placed as and where directed adjacent to the site.

Where the construction of any works under this Contract by mechanical equipment could cause

damage to any adjacent building, trees, plants, works or services the Contractor shall carry out

such operations by hand. No additional payment will be made for hand work.


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4.4 PIPE BEDDING

The material used for bedding of pipes shall be approved bedding sand as specified in

Annexure 1.

Samples of the types of materials intended to be used shall be submitted to, and approved by,

the Superintendent prior to their use. Samples shall be of a minimum 25 kgs and must be

submitted at least 14 days prior to intended use.

Bedding of pipes shall be in accordance with the standard bedding details shown in the

Drawings.

No bedding material shall be placed until the excavation has been inspected and passed by the

Superintendent.

Pipes shall be laid on compacted bedding sand and the minimum thickness of bedding sand

shall be 100mm.

4.5 LAYING AND JOINTING OF PIPES

Except as directed otherwise by the Superintendent, the classes of pipes and the conditions of

installation shall be as set out in the Drawings. If two or more classes of pipes are specified for

different lengths of the one pipeline, they shall be placed in the positions indicated. Pipes which

have marks indicating the crown or invert of the pipes shall be laid strictly in accordance with the

markings. No individual length of pipe less than 1.2m long shall be used directly beneath traffic

loads unless the depth of fill over the pipes is 1m or more. All pipes shall be laid in such a

manner that pipe barrels have solid bearing throughout their length.

Except as specified otherwise, pipes shall be laid to a uniform grade towards the discharge end

in conformity with the grade or grades shown on the Drawings or ordered by the

Superintendent. The maximum departure from true grade shall not exceed 8 mm per 10 m.

Trenches for pipes shall be parallel with the inverts of the pipes. Additional material below the

bottom of the pipe shall be excavated as necessary to provide the bedding conditions specified.

The designed levels for the pipes and the finished surface above the pipes shall not be varied

without the approval of the Superintendent, who will arrange for the design to be checked to

determine whether the proposed change will provide satisfactory grades and cover for the

pipes. If it becomes necessary to vary the cover during construction work, the Superintendent

may order the installation of a stronger class of pipe, for which extra payment will be made in

accordance with Clause 40 of the General Conditions of Contract.

Unless otherwise approved, laying shall commence at the low point of the pipeline and proceed

uphill.


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Stormwater pipes shall be reinforced concrete Class 2 unless shown otherwise in the Drawings.

Pipes shall be spigot and socket jointed up to 225 diameter and interlocking jointed for 300

diameter and above, unless indicated otherwise on the Drawings or described in the Schedule.

All spigot, socket, rebated or loose collar joints shall be completely filled and packed tightly with

mortar comprising one part of cement to two parts of washed sand, mixed sufficiently dry to

remain in place when forced in with a steel trowel or rammer.

The joint shall be finished off with a steel trowel and its surface shall have no projections or

hollows. Rubber ring joints, where required, shall be fitted in the manner described by the

manufacturer.

Loose collar or bandage joints to the approval of the Superintendent shall be made on all pipes

with butt ends and wherever the ends of the pipes have been cut.

Where the pipe lines are to be laid at gradients exceeding 10%, concrete blocks shall be

constructed at intervals of not more than 10 m. Each block shall be 300 mm wide, shall be cut

into the solid sides of the trench by 150 mm and shall extend 75 mm above and 150 mm below

the pipe barrel.

Encasing in concrete, where shown on the Drawings, shall have a minimum thickness of

150 mm above and below the pipe, and shall extend the full width of the trench. Ductile iron

pipes may be substituted for encased concrete pipes, if approved by the Superintendent.

All holes provided in concrete pipes for lifting or handling purposes shall be plugged to the

satisfaction of the Superintendent before backfilling of the trenches is commenced.

Where two or more lines of pipes are laid side by side under embankment conditions, the space

between or the lines of pipes shall be not less than 0.33 times the diameter of the pipes or 300

mm whichever is the greater.

In the case of pipes 1200 mm or more in diameter, laid in situations where embankments are to

be more than three metres high measured above the invert of the pipe, pipes shall be stiffened

temporarily by interior timber struts, erected before filling is placed. Struts shall be of hardwood

measuring at least 100 mm by 100 mm, or 125 mm diameter. One strut shall be placed in a

vertical position at each pipe joint, and thence at spacing not greater than 1200 mm. Struts shall

bear against a sill laid along the invert of the pipe and a cap bearing against the crown of the

pipe. Both the sill and the cap shall be continuous throughout the length of the pipe and they

shall be of sawn hardwood, of cross section not less than 100 mm by 100 mm, and with joints at

struts. Struts shall be made to bear tightly by the use of wedges between the top of the struts

and the cap. Struts, sills and caps shall be removed at the end of the Contract, unless removal

is ordered earlier.

Where possible, in order to minimise the effect of disturbance during the construction of

headwalls, the joint between the end pipe and the remainder of the pipeline should not be filled

with mortar until after the headwall has been constructed.


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Every open end of pipe shall be plugged or otherwise closed off at the end of each days work

and the temporary end of line shall be clearly marked to enable ready location on resumption of

work.

All drainage lines shall be kept clean of dirt, mortar or other obstruction throughout construction

and shall be flushed clean to the approval of the Superintendent prior to acceptance

4.6 BACKFILLING OF TRENCHES

Before backfilling commences holes in bedding shall first be filled with approved bedding

material and carefully compacted under and around the pipe sockets. All trenches shall be

backfilled to the springing line with approved sand or other approved bedding material except in

the case of UPVC pipelines where the backfilling with approved bedding material shall extend to

a minimum of 300mm over the top of the pipe.

Trenches across or along roads, paths and driveways

Backfilling of trenches below existing or proposed road, shoulders, driveways, kerbs and

footpaths, must be carried out in a manner that will prevent settlement. The material used shall

be approved river gravel with a maximum size stone of 30 mm, or fine crushed rock (FCR), as

specified in Annexure 2, and shall be compacted with a mechanical rammer in layers not

exceeding 150 mm loose depth to the subject grade level.

Trenches behind kerbs

Approved select fill material shall be carefully and continuously placed, rammed and watered

around and over the pipe until firmly compacted for the full width of the trench up to the sub-

grade level. The remainder of the trench shall be filled with ordinary fill. If the edge of the trench

is closer to the centre line of the road than the nominal kerb line the trench shall be backfilled as

described in “Trenches across or along roads, paths and driveways” above.

Other trenches

Approved select fill material shall be carefully and continuously placed, rammed and watered,

around and over the pipe until the firmly compacted filling completely covers the pipe for the full

width of the trench to a depth of 300 mm.

The remainder of the trench shall be backfilled to the existing surface with select fill and shall be

consolidated by rolling thoroughly with the wheels of a front end loader or similar machine. The

trench shall be left slightly mounded to prevent water lying or running along the line of the

trench.


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4.7 CONSTRUCTION OF DRAINAGE STRUCTURES

Manholes

Manholes shall be constructed in accordance with the Drawings. Manhole bases shall be

shaped and finished smoothly to permit uninterrupted flow of water through the manhole.

Manholes located under paved areas, existing or to be constructed, subject to vehicle loadings

or elsewhere where indicated on the Drawings, shall be fitted with special approved heavy duty

covers as shown on the Drawings or listed in the Schedules.

Pits

The Contractor shall construct pits in accordance with the Drawings. The forming of seats for pit

covers, depressed inlets and/or the provision of installation of deflector slabs may be carried out

as part of the construction of kerb and guttering. Alternatively the construction of kerb and gutter

may be terminated at the ends of the transition sections. The pit apron, transitions and seating

for the precast lid and surround may then be constructed as one section.

In either case the front wall of the pit must be constructed within +25 mm of its designed

location with respect to the kerb and gutter.

Headwalls

Headwalls shall be constructed in accordance with the Drawings on firm approved foundations

and the backfill shall be carefully placed, leaving a permeable layer adjacent to the weep-holes,

to allow efficient drainage.

4.8 SUB-SOIL DRAINAGE

Three metres of sub-soil drain shall be laid on the upstream side of all inlet pits and manholes

and elsewhere as shown on the Drawings or instructed by the Superintendent. Drains shall

consist of 100 mm ‘Garnite’ type PVC pipes, or other type as approved by the Superintendent,

laid parallel to the drainage pipes and graded evenly approximately 50 mm above the pipe

invert.

The pipes shall be bedded on coarse sand or 5 mm aggregate and surrounded on the side and

top by a minimum of 150 mm of 10 mm aggregate. Additional filling would then normally be

sand or river gravel as approved by the Superintendent.

4.9 STORMWATER DOWNPIPE CONNECTIONS

All existing house drainage pipes shall be reconnected to the new kerb and gutter where

possible in 100 mm diameter UPVC pipe conforming to Australian Standard AS 1260, using a

special PVC kerb entry adaptor. Where this is not possible they shall be connected to the new

street stormwater pipes as detailed on the plans. Minimum grade of house drainage lines shall

be 1%.


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4.10 CONCRETE

Unless otherwise specified, concrete used for these works shall be in accordance with Section 5

– Concrete of this Specification.

4.11 KERB AND GUTTER

Integral kerb and gutter shall be laid to the standard kerb and gutter profile of the AlburyCity

Council and except where indicated on the Drawings, will join existing kerb and gutter at tangent

points or the nearest defined joint. If not a joint, it must be sawn squarely.

Kerb and gutter shall be laid on a 100 mm minimum consolidated thickness gravel base

compacted to 95% of modified maximum dry densities from the gutter outer face to 300 mm

behind the back of kerb.

Expansion of joints of an approved material shall be formed at a maximum of nine metre

intervals, at junctions with existing work, at junctions with drainage structures and vehicle

crossing and all joints, including shrinkage cut at three metre spaces, shall be perpendicular to

the top face of the concrete. Where an extrusion machine is used to lay kerb and gutter the

maximum permissible speed will be 2.5m per minute.

4.12 ALLOWANCE FOR TRENCH SETTLEMENT

Prior to the issue of a Certificate of Practical Completion all refilled trenches (other than paved

surfaces) shall be left sufficiently high as necessary to allow for settlement and all surplus spoil

shall be removed and spread neatly as and where directed by the Superintendent. The

Contractor shall maintain these surfaces throughout the construction and maintenance periods

and shall from time to time make good any sinking in the surface and provide any additional

material that may be necessary. All excess refilling shall be dressed off and removed by the

Contractor at the end of the maintenance period.

Restoration work is to be included in the excavation rates for piped drainage.

The walls of any building or fence against which spill has been stacked shall, following the

removal of the spoil, be restored to a condition equal to that existing prior to the stacking of the

spoil.

All dewatering systems shall be operated during the refilling of trenches, so that no refill material

is placed under water.


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5 CONCRETE

5.1 GENERAL

This section of the Specification covers the requirements for all concrete construction, including

concrete work referred to in other sections of the Specification. Unless otherwise specified or

shown on the Drawings, all concrete construction shall comply with the requirements of this

Specification and, in all respects, with Australian Standard AS 3600 ‘Concrete Structures Code’.

5.2 MATERIALS FOR CONCRETE

Cement unless otherwise specified or instructed shall be ordinary setting General Purpose

Portland cement Type GP obtained from an approved manufacturer. It shall comply in all

respects with Australian Standard AS 3972.

Rapid hardening or other special types of cement may be used only if previously approved


No cement shall be used that is more than six months old, that has been set, or is otherwise

defective.

Fine aggregate shall conform to the requirements of Australian Standard AS 2758.1 and shall

be graded within the limits shown in Table 2 of that standard.

Coarse aggregate shall conform to the requirements of Australian Standard AS 2758.1 and

shall be graded within the limits shown in Table 4 of that standard for 20 mm aggregate.

5.3 REINFORCEMENT

The type, size, grade and shapes of steel reinforcement shall be as shown on the Drawings,

and shall conform to Australian Standard AS 4671.

No hard grade or cold worked bars shall be subjected to heat for the purpose of bending or

welding. Structural grade bars only may be heated for bending or butt welded only with the prior

permission of the Superintendent. The Superintendent may give permission for spot welding for

location purposes of structural grade bars only, and any such welding shall be the minimum

possible.

5.4 WATER USED IN CONCRETE

All water used in concrete, mortar and grout shall be free from oil and injurious amounts of acid,

alkali and vegetable substances and shall be neither brackish nor salty.

Generally water shall comply with the requirements of Australian Standard AS 3600.


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5.5 CONCRETE CODES AND STANDARDS

Concrete, materials, reinforcement, formwork, technique and workmanship throughout shall

comply with the version current at the time of Tendering of the following Australian Standard

and Standard Specifications and their subsequent revisions and amendments:

• AS 1012 Methods for the Testing of Concrete (18 parts)

• AS 1379 Ready Mixed Concrete

• AS 3600 Concrete Structures Code

• AS 1509 Design and Construction of Formwork

• AS 1510 - Part 1 Control of Concrete Surfaces, Formwork

5.6 QUALITY OF CONCRETE

All concrete work unless otherwise specified, shall conform to the requirements of Australian

Standard AS 3600.

The proportions of aggregates, cement and water shall be such as to produce a concrete which:

a. Has a characteristic strength of 32 MPa and contains not less than 280 kg of cement per

cubic metre of concrete.

b. Has a water/cement ratio not exceeding 0.50.

c. Has a target slump of 75 mm with no concrete outside the range of 50-90 mm, unless

otherwise specified.

d. Is impervious to water.

e. Shall have a maximum aggregate size of 20 mm.

Admixtures shall not be used without the written approval of the Superintendent. Any admixture

so approved shall conform to the relevant Australian Standard Code and shall be used in such

quantities and manner as directed.

5.7 READY MIX CONCRETE

Ready Mix concrete manufactured by an approved firm shall be used. The manufacture and

transportation of the concrete shall conform to Australian Standard AS 1379, and shall be such

as to provide the concrete characteristics specified above. The Contractor shall provide the

Superintendent with copies of the aggregate grading curves, mix design and the recent plant

control test results for the particular grade of concrete to be used.

5.8 SITE MIXED CONCRETE

Site mixed concrete shall only be used with the express approval of the Superintendent.


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5.9 NOTICES AND INSPECTION OF CONCRETE POURS

The Contractor shall give the Superintendent 24 hours notice of their intention to pour each

section of the work, and shall only pour concrete when authorised by the Superintendent, and

following the Superintendent's approval of excavation, formwork, reinforcement, placement, etc.

5.10 FORMWORK

The forms shall be substantial, rigid, well-supported, and watertight and conform to the shape,

lines and dimensions required in the finished concrete. They shall in every respect meet the

requirements of Australian Standard AS 1509.

The forms for exposed surfaces shall be of, or lined with mild steel sheets, waterproof plywood

sheeting or other approved materials. In all cases, the formwork lining will be such that a plain

smooth surface is obtained.

All form materials that are re-used shall be cleaned and shall be subject to approval.

The inside face of all forms shall be dressed with non-staining mineral oil or soft soap, and shall

be thoroughly wetted. These surfaces will be inspected and their dimensions checked

immediately prior to the placing of concrete, and all bulging or movement shall be rectified, all

dirt and other material removed, and the inside of forms left perfectly clean.

Removal of forms shall take place in such a manner and at such a time that the concrete will

safely support itself and any subsequent external loads without damage.

All concrete surfaces shall be true and even, free from stony patches and excessive projections

or depressions. As soon as the forms are removed, all projections shall be chipped away from

the face of the concrete, all faulty or honey-combed portions, holes or other defects shall be

subject to approval by the Superintendent, filled with cement mortar obtained from subsequent

mixing of concrete of similar proportions and all bolts, wire or other appliances passing through

concrete shall be cut off at least 40 mm below the surface, and the ends covered with cement

mortar as specified, tightly packed by hammer ramming or other approved means.

5.11 PLACEMENT OF REINFORCEMENT

Placing and fastening and reinforcement shall be in accordance with Section 5 of Australian

Standard AS 1480 and shall be approved by the Superintendent prior to the placing of concrete.

All reinforcement shall be accurately placed in the positions shown on the Drawings, and shall

be securely held during the deposition and compaction of the concrete. All reinforcement when

placed shall be free from grease, tar, paint, oil, mud, loose or thick rust and shall present a

clean surface.

5.12 TRANSPORTATION AND PLACEMENT OF CONCRETE

Transportation of freshly mixed concrete shall comply with Australian Standard AS 3600.


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Concrete shall not be poured in extremes of temperature except as allowed in AS 3600.

Concrete shall not be placed in water except with the written permission of the Superintendent,

and shall not be subjected to the action of running water until the concrete has hardened.

The concrete shall be placed in approximately horizontal layers over the whole surface. Except

with the approval of the Superintendent, the dropping of the concrete through a height in excess

of 1.2 metres, or the deposition of large quantities at any point and the moving or working of it

along the forms will not be permitted.

Any ready mixed concrete not placed within 1½ hours of mixing or any concrete so stiff that it

cannot be readily extracted from the agitator without adding water, or any concrete having taken

an initial set will be discarded.

The concrete shall be fully compacted by rodding, spading and vibrating by an internal vibrator.

5.13 CONSTRUCTION JOINTS

Construction joints shall be formed in the positions shown on the Drawings and where otherwise

necessary to meet placing requirements. Before any fresh concrete is placed on or against

hardened concrete, the surface of the hardened concrete shall be thoroughly roughened and

cleaned of all laitance or loose material. The surface shall then be saturated with water and

covered with a coat of grout followed immediately by the placement of new concrete.

5.14 CURING

All concrete shall be cured for at least seven days by being kept continuously wet or by coating

with an approved sealing compound from the time it has hardened enough to withstand the

effect of water.

5.15 SAMPLING AND TESTING

Compressive strength tests

The Contractor shall provide all materials, labour and facilities for the manufacture of cylindrical

concrete test specimens at such times during the course of the Contract as may be required by

the Superintendent.

Test specimens, which will be used for determining the quality of the concrete as placed and the

suitability of the aggregate supplied shall be made, cured and tested in accordance with

Australian Standard AS 1012. Two specimens shall be made of each test.

The Contractor will provide the necessary moulds for making the test cylinders and will assume

control of the specimen for curing and testing which shall be carried out by an approved NATA

Laboratory.


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Consistency of concrete

Slump tests, in accordance with Australian Standard AS 1012 shall be made by the Contractor

at least once a day at the commencement of work and at such other times as the

Superintendent may require. The Contractor shall provide all materials, labour and facilities

required for this purpose by the Superintendent. The consistency of the concrete shall be such

as to produce the specified slump.

5.16 REJECTION OF WORK

Work which does not meet with the requirements of this specification shall be broken out and

replaced at the Contractor's expense.


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6 KERB, GUTTERS, DRIVEWAYS AND MISCELLANEOUS PAVING

6.1 GENERAL

This section of the Specification covers concrete kerb and gutter of all types, footpaths,

driveways, traffic islands and other concrete paved areas which shall be constructed in

accordance with the Drawings and shall comply in all respects with this Specification to the

satisfaction of the Superintendent.

The Contractor shall be responsible for the setting out and construction of the works in

accordance with the plans and sections or to the levels as directed. The levels of footpaths and

driveways shall, as far as is consistent with approved grading, match existing kerbs, paths,

driveways, sumps, manhole covers, lawns and other improved surfaces. The finished footpath

levels at entrance driveways shall be such as to conform to the levels shown on the Drawings.

6.2 EXCAVATION AND BEDDING

Excavation shall be generally in accordance with the requirements of Section 8 - Earthworks of

this Specification and to the lines and levels shown on the Drawings or as necessary to obtain a

finished concrete surface to the approved level. The Contractor shall carry out all excavation

necessary and adequately trim any banks for the protection of the work.

The sub-grade shall be formed at the required depth below the finished surface, in accordance

with the dimensions and design shown on the Drawings. All soft and unsuitable sub-grade

material shall be removed and replaced by approved, compacted material. Compaction will

normally be 95% of the standard maximum dry density for footpaths and 100% for kerb and

gutter and driveways.

Bedding shall be pavement base course material to the thickness shown on the Drawings,

consolidated by approved methods and thoroughly watered prior to placing concrete. When not

shown on the Drawings the minimum thickness of bedding under kerb and gutter sections shall

be 100 mm.

6.3 CONCRETE

Concrete shall be in accordance with the requirements of Section 5 - Concrete of this

Specification.

6.4 PLACING AND FINISHING

No concrete shall be poured before the sub-grade and formwork have been inspected and

approved. Integral kerb and gutter shall be laid to the standard kerb and gutter section of

AlburyCity Council as shown in the Drawings and except where indicated on the Drawings, will

join existing kerb and gutter at tangent points or the nearest defined point. If not a joint, it must

be sawn squarely.


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All concrete work shall be properly protected and cured for a minimum of three days. An

approved curing compound is permitted for kerb and gutter, footpaths and driveway

construction.

6.5 TOLERANCES

The following tolerances of alignment and level irregularities will be permitted:

Table 6.1

Kerb & Gutter Footpath & Driveways

Finished surface level

(when tested with a 3 metre template)

+3 mm

+ 3 mm

Alignment and Level

(Over length of not less than 16 metres)

6 mm

6 mm

Top width of kerb 3 mm

6.6 JOINTS

Joints shall be provided in accordance with the schedule below:

Table 6.2

Item Expansion Joints Contraction Joints Construction Joints

Kerbs & Gutters

9 metres C/C maximum and

at junctions with existing

work, at junctions with

drainage structures with

drainage structures and

vehicle crossings

3 metres C/C

At each location where

work has to stop for 1

hour or more

Driveways

- Not exceeding 3m C/C



hour or more

Traffic Island

Paving

Not exceeding 6,750 mm

C/C, adjacent to driveways

and fixed objects

1,350 mm C/C or as

shown on drawings or

as specified



hour or more

Expansion joints shall be made with a prefabricated bituminous cork jointing material or other

approved prefabricated material having a thickness of not less than 10 mm or as shown.

Contraction joints shall be formed with an appropriate tool to a depth not less than 25% of the

overall concrete depth.

Joints shall be perpendicular to the centreline of the concrete unless shown otherwise on the

drawings and uniformly spaced.


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6.7 ALTERNATIVE METHOD OF KERB AND GUTTER CONSTRUCTION (EXTRUSION

MACHINE)

In lieu of the formwork method of kerb and gutter construction, an approved extrusion machine

may be used, provided on a test run a kerb and gutter of equivalent standard and strength to

the formwork method is produced to the satisfaction of the Superintendent.

Preparation of bedding

The Contractor shall be responsible for setting up the guide-cord from the reference pegs

supplied. The guide-cord shall be attached to steel or wooden pegs placed at regular intervals

as follows:

Table 6.3

Straight grades on straights approx. 10 m

Straight grades on horizontal curves 5 m

Vertical curves on straights 5 m

Vertical curves on horizontal curves 5 m

Intersection returns 1 m

The guide-cord shall be set 100 mm (or other preferred distance) behind the position of the back

of kerb and should be pulled tight so that it does not sag between support pegs.

After setting the guide-cord to the finished top of kerb level the Contractor shall then make the

final preparation to the kerb bedding. Kerb bedding shall be as shown on the standard drawing.

The bedding shall be prepared to a width of not less than 900 mm and it shall be horizontal over

this width.

To avoid leaching moisture from the placed concrete the bedding shall be thoroughly watered

immediately prior to placing the concrete.

Concrete

The requirements of Section 5 of this Specification shall apply to concrete used in the extrusion

method except that the maximum aggregate size shall be limited to 12 mm and slump shall not

exceed 6 mm.

Concrete that arrives on site appearing too dry or too wet or if segregation has occurred during

transit, the load shall be given a timed two minute fast spin for the purpose of thoroughly

redispersing all ingredients throughout the load.


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Placing and finishing concrete

The maximum permissible speed of the extrusion machine will be 2.5 metres per minute.

Concreting shall be commenced with the extrusion and 12 mm to 20 mm above the formation

level. Timber or other planking should be under the skids, about 275 mm forward of the

extrusion end of the mould and the inner edge of the mount must be at the correct distance from

the guide-cord.

During concrete placement the machine shall be kept level to ensure the true sectional shape of

the kerb and channel. Care shall also be taken to ensure that the tip of the guide pointer is

maintained level with and not further than 3 mm from the guide-cord.

Before finishing the extruded concrete kerb and channel, contraction joints shall be cut at three

metre intervals using the contraction jointer. The jointer must be thoroughly wetted before each

joint is cut. Contraction joints shall be formed by gently tapping the jointer into the concrete

formation to a depth of not less than 50 mm below the invert of level of the channel. Wobble the

jointer slightly prior to withdrawal; add a little face grout mixture to compensate for any

depression occurring during joint cutting. Subsequent to surface finishing of general formation

use a wide face grooving tool to tidily complete the contraction joint.

Following contraction joint cutting, the formation shall be steel finished by sliding forward each

shaped finishing tool. The ‘tray’ of the kerb and channel shall be smooth using a steel float.

Care shall be exercised in finishing; to ensure that pressure is applied in such a direction as not

to cause any misalignment or miss-shaping of the one forward movement shall be made with

each finishing tool. More than this while the concrete is plastic will deform and misalign the

formation.

Thirty minutes shall be the maximum period for the machine standing in one position on the

concrete formation. For any longer wait, the machine shall be reset for a fresh start.

The machine motor shall not be kept running while the machine is stationary on concrete.

At the end of the day’s pour, a normal contraction joint shall be made just short of the end of the

formation and the rough end shall be discarded the next morning, to permit construction of a tidy

joint between one day’s work and the next.

Prior to working applied grout into surfaces, thoroughly ram hand placed cement to close the

short gap from the previous day’s work.

Pit openings

Pit walls adjacent to the kerb walls shall be stopped at a level that will allow the kerb and gutter

machine to run through. The Contractor shall accurately reshape the kerb and gutter to form the

pit entry, channel depression and sets for the precast pit cover. Alternatively the section of kerb

and gutter shall be left out and the kerb inlets including the transitions and the front wall of the

pit constructed as one section.


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In either case, the concrete shall be finished so as to achieve the same standard of finish and

colour as the adjacent kerb and gutter.

6.8 VEHICULAR CROSSINGS

Existing private vehicular crossings are to be replaced with new crossings located where shown

on the Drawings or where directed. Single inverts, where concrete driveways exist shall be 4.5m

total width at the kerb line and each will extend 1.83m behind the kerb line and be poured as a

single unit.

Existing paving or strips are to be re-laid as necessary to conform to design crossfalls. The area

actually re-laid between the property boundary and the 1.83m layback will be paid at tendered

rates.

Standard Industrial Crossing’s shall be constructed at industrial premises where concrete

paving already exists across the nature strip and shall be reconstructed as necessary to

conform to design crossfalls. In these cases the tendered price for each crossing shall cover

that section between the gutter line and 1.83m behind the kerb line.

Where crossings are required to be cut with a concrete saw such work shall be included in the

tendered rates for construction of driveways.

Unpaved vehicular crossings are to be finished to design levels with 200 mm of approved gravel

across the nature strip.

6.9 MAKING GOOD

The Contractor shall at his own cost make good any damage caused during the execution of the

works.

6.10 PRECAST KERBING

Precast kerbing where required and shown on the Drawings shall be supplied and fixed to the

pavement with 2 No. 450 mm long, 16 mm diameter galvanised spikes per section.


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7 SUB-SOIL DRAINAGE

7.1 GENERAL

This section of the Specification covers the provision of subsoil drainage where indicated in the

Drawings, or where found necessary during the progress of the works and the Superintendent

so directs. When not shown in the Drawing, but ordered in writing by the Superintendent,

subsoil drains will be paid for in terms of Clause 40 of the General Conditions of Contract.

7.2 ORDER OF CONSTRUCTION

Subsoil drains shall be constructed after completion of kerb and gutter works and after the

selected sub-grade material has been placed and compacted, except where the

Superintendent, when he considers conditions suitable, approves the construction of the subsoil

drain before the selected sub-grade material is placed.

7.3 LOCATION OF DRAINS

Where shown on the Drawings or listed in the Schedule, subsoil drains shall be located with the

edge of the trench 150 mm behind back of kerb and gutter or elsewhere as directed.

If transverse drains are also required to control water which collects beneath the pavement from

springs, or by penetration through the pavement, these drains shall be laid so as to intersect the

longitudinal drains at approximately 45o to their direction of fall.

Where subsoil drainage is not shown on the Drawings as a requirement of the Contract,

nevertheless, three metres of subsoil drain shall be laid on the upstream side of all inlet pits and

manholes, laid parallel to the drainage pipes and graded evenly approximately 50 mm above

the pipe invert.

7.4 EXCAVATION FOR DRAINS

Trenches for pipe drains shall be excavated to the required line, to a depth of at least 850 mm

below back of kerb level and minimum 300 mm below sub-grade level, and to such gradients as

shown on the Drawings or directed by the Superintendent, (minimum 1%).

Trench width shall be as narrow as practical for drain construction (minimum width 300 mm).

7.5 PIPE MATERIALS

Pipes for subsoil drains shall be ‘Garnite’ type manufactured for that purpose from corrugated

PVC or other material or type approved by the Superintendent and shall have a nominal

diameter of not less than 100 mm and shall conform to the requirements of Australian Standard

AS 2439.


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7.6 LAYING AND BACKFILLING

In areas of pervious sub-grade

In trenches through areas of pervious sub-grade or fragmentary material, an approved

impervious material shall be placed in the bottom of the trench. The material shall be thoroughly

compacted and finished as indicated on the Drawings. The remainder of the trench shall be

filled with filter material to sub-grade level. Behind kerb and gutter filter material is to be used to

within 150 mm of the surface. Topsoil is to be used to finish off the trench. Where construction

of the drain prior to placing the selected sub-grade material is approved by the Superintendent

the trench is to be filled with filter material to the under-surface of this layer of selected material.

In areas of impervious sub-grade

Where trenches are through fine grained material such as clay, the pipes shall be laid in the

trench, bedded in filter material, at a height of 50 mm above the bottom of the trench as shown

on the Drawings. The remainder of the trench shall be filled with filter material, to sub-grade

level, or where construction of the drain prior to placing the selected sub-grade material is

approved by the Superintendent to the under-surface of this layer of selected material. When

the trench is behind the kerb and gutter filter material is to be used to within 150 mm of surface.

Topsoil is to be used to finish off the trench.

7.7 COMPACTION

Pipes shall be properly supported by hand spreading and compaction of the first 200 mm of filter

material.

Below existing or proposed roads, driveways, kerbs and footpaths filter material shall be

compacted with a mechanical rammer, in layers not exceeding 300 mm loose depth, to the

same degree as the adjacent ground.

Elsewhere each layer (not to exceed 300 mm loose depth) shall be compacted by a complete

pass of a mechanical rammer.

7.8 FILTER MATERIAL

Filter material shall be a clean sand complying with the following grading:

Table 7.1

AS Sieve Size (mm) Percentage by Weight Passing

9.5 90-100

4.75 80-100

2.36 55-95

0.425 5-25

0.075 0-2

7.9 OUTLETS

Subsoil drains shall discharge to drainage pits.

7.10 INSPECTION

Pipes shall not be covered until inspected by the Superintendent.


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8 EARTHWORKS

8.1 GENERAL

This section of the Specification provides for earthworks associated with excavation, filling and

preparation of road formations, associated landscaping works and other associated works under

this Contract. The Contractor shall carry out these works in strict conformity with the Drawings

and to the requirements of the Specification.

No excavation shall be commenced on any portion of the Contract until, in the opinion of the

Superintendent, sufficient materials are on the job together with the necessary appliances and

plant to ensure the uninterrupted progress and continuance of the works after they have

commenced.


Refer to Section 1 Clause 1.13 – Clearing and Grubbing.

8.3 REMOVAL OF TOPSOIL

When clearing, grubbing and disposal of materials have been completed on any section of the

Work in accordance with Clause 1.5 of this Specification, topsoil over the full width of all

cuttings, sections on natural surface and the base of all embankments throughout that section

of work and over other sections affected by the construction shall be removed and stockpiled

clear of the work to the satisfaction of the Superintendent.

Topsoil shall be removed to the depths directed by the Superintendent, generally not less than

100 mm, and stockpiled separately.

The quantity listed in the ‘Bill of Quantities’ for the removal topsoil shall be regarded as

provisional for the purpose of comparison of tenders. Payment for this item shall be at the

scheduled rate for the quantity actually measured in the stockpiles.

The Contractor shall obtain the written consent of the Superintendent to the use of any stockpile

site which is not shown on the Drawings. Proposals in this regard shall be submitted at least five

working days before stockpiling is due to commence.

Stockpile sites shall be located away from drainage lines and watercourses and shall be

arranged to minimise damage to natural vegetation and trees. The stockpile sites are to be

positioned so that the material may be transported away at any time.

The maximum height of stockpiles shall not exceed 2.5m unless otherwise approved by the

Superintendent.

Topsoil stockpiles shall be made free of timber and other rubbish and shall be trimmed to a

regular shape to facilitate measuring.


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The scheduled rate for removal of topsoil shall include any additional work required to provide

temporary erosion and sedimentation control and/or to divert run-off around the stockpile sites.

8.4 EXCAVATION OF CUTTINGS AND CONSTRUCTION OF EMBANKMENTS

Extent of Work

The work to be executed under this part of the Specification includes the setting out of the

works, installation and maintenance of temporary erosion and sedimentation control works,

excavation, breaking down, loading and haulage of material (including the removal and

replacement of material deemed unsuitable), construction of embankments, the placement of

materials of specified quality and nominated zones throughout the Works and forming, grading,

boxing and trimming of formations, and constructing table drains, floodways and catch drains

and side slopes, all of which shall be executed in accordance with the Drawings.

Earthworks quantities and nature of materials

The earthworks quantities shown on the Drawings have been determined by the bulk

measurement of the slopes marked for the expected types of material. Volumes of topsoil and

unsuitable material, where shown, are provisional quantities only. The excavation volumes

include the assumed pavement depth, as shown on the Drawings, and the selected material

zone. Tenderers shall make their own assumptions in relation to the bulking and compaction

characteristics of the materials encountered.

The Superintendent retains the right to vary the thickness of the pavement courses and the

levels of the selected material zone to suit the quality of the earthwork formations provided.

The scheduled rate submitted for earthworks is to be an average rate for all types of material,

and separate rates are not to be submitted for earth and rock. The Contractor shall have no

claim on the Principal for an increase in the unit rate on account of the nature of the material

found in cuttings, whether the type of material is shown in the Drawings or in site investigation

data or otherwise. Any material whatsoever met within the excavation shall be removed at the

scheduled rate for Earthworks.

If the Contractor proposes to use materials from excavations under the Contract as part or all of

the sub-base layers, and a deficiency of material for embankment construction is thereby

created, the Contractor shall make good that deficiency at their own cost from sources of

material acceptable to the Superintendent.

Deductions from or additions to the Contract Sum shall be made only when variations in

earthworks quantities are due to authorised variations to the original Contract documents.

Tolerances

All earthworks shall be finished to reasonable smooth and uniform surfaces which shall conform

within the following limits to the lines, grades and cross sections shown on the Drawings or

directed by the Superintendent.


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• Sub-grade level

The finished surface shall not vary more than 5 mm above or 30 mm below the specified

levels, and no point in the general surface shall vary more than 20 mm either from a three

metre straight edge laid parallel to the centre line of the road or from a template placed at

right angles to the centreline.

• Sub-grade width

The sub-grade width shall not be less than the specified width no more than 150 mm

greater than the specified width. The edges of the sub-grade shall not vary more than 25

mm inside or 100 mm outside the specified position.

• Formation width

The widths measured on each side from the specified centreline to the toes of cut batters

and/or the tops of fill batters shall be not less than the widths specified, and no portion of

cut shall encroach within these widths.

• Batter slopes

At all levels the average plane of the batters shall be not steeper than the slope specified,

and no point on the completed batter shall vary from the average plane more than 150 mm.

• Batter line

Batters shall be constructed so that the top of the batter is not more than 300 mm outside

the planned batter line.

Similarly, fill batters shall be constructed so that the toe of the batter is not more than 300

mm outside the planned batter line.

Road and drainage excavation

Road and drainage excavation shall consist of all excavation, the removal and satisfactory

disposal of surplus or unsuitable materials not required for embankment construction and

specified works, including such excavation as is necessary for table drains, catch drains,

retarding basins and floodways; and all excavation (except borrow) shaping and sloping for the

construction, preparation and compaction of the sub-grade, shoulders, batters, side drains, and

intersections as directed to the require alignments, grade and cross section shown on the

Drawings or established by the Superintendent.

The Contractor shall, while carrying out all excavation, select suitable material which shall be

used as ‘Select Fill’. The rate tendered for excavation shall include all provisions for separating

this material from generally excavated material and if necessary stockpiling of this material prior

to placement.

The select fill material shall consist of natural soils with maximum particle size of 75 mm, free

from vegetable matter and lumps of clay. It shall have a soaked CBR value, when tested in

accordance with Australian Standard AS 1289 of not less than 12 when compacted to 95% of

the maximum dry density as determined in accordance with Australian Standard AS 1289.


38

All rock or boulders encountered shall be excavated at least down to the finished surface of the

sub-grade. Any resulting depressions shall be backfilled with approved permeable material

properly compacted similar to the surrounding natural material.

All table drains and tail out drains shall be constructed as shown on the Drawings. Table drains

shall be evenly graded without lodgement or obstruction, and shall be diverted where directed

into side drains or culverts, such diversion drains being made with proper fall and not less than

300 mm wide at the invert, and 1200 mm wide at the surface. Surplus material and material

which, in the opinion of the Superintendent, is unsuitable for incorporation in fill sections (eg. silt,

humus or sticky clay) shall be disposed of at no extra cost. The disposal operation shall include

all work connected with the excavation, loading, hauling, dumping and spreading as directed by

the Superintendent.

The excavation shall be so arranged that water does not pond and the working areas are

adequately drained throughout the period of construction. Any damage to in-situ or stockpiled

material which results from the Contractor not observing this requirement, including the

replacement and/or drying out of material which has become over-wet because of ponding

water or inadequate site drainage, shall be rectified by the Contractor at their own cost.

Construction of embankments and fill sections

Embankment and fill construction includes the preparation of all areas upon which fills are to be

placed, the placing and compacting of approved material in areas from which unsuitable

material has been removed, the loading, carting, placing, formation and compaction of the fill

and disposal of unsuitable material, all as required to produce embankments and fill areas as

specified, to the alignment, grading and dimensions shown on the Drawings.

The sub-grade shall be considered as the top 300 mm of the formation immediately below the

pavement. All tree roots, stumps, boulders etc. shall be removed to a minimum depth of 450

mm below finished sub-grade and the holes filled with thoroughly compacted granular material.

Material to be used for fill construction shall consist of approved materials free from logs,

stumps and weeds, or other perishable matter, and shall be obtained generally from cuttings

within the Work except when borrow from elsewhere is approved by the Superintendent. The

best available material (preferably gritty loam, free from clay and rock larger than 75 mm gauge)

shall be preserved for the upper layers of the sub-grade. Highly plastic clays shall not be used

within 300 mm of the sub-grade. The sub-grade shall be constructed from materials having a

soaked CBR of not less than 8 when tested in accordance with Australian Standard AS 1289.

The Superintendent may prohibit the use of any materials, and may require that particular

materials be used in particular locations.

Areas upon which fills and embankments are to be constructed including scours shall first be

cleared and grubbed as specified under Clause 1.3. Any wet swampy areas shall be drained

and wet or unsound material shall be removed and shall be disposed of as stated hereunder. If

the material on which fill is to be placed, is too wet after stripping to permit proper compaction,

the work shall be delayed until it has dried to the required optimum moisture content. Operations

shall be suspended when satisfactory results cannot be obtained on account of rain or


39

excessively dry conditions. In such cases, work on the affected areas shall not recommence

until the material has been brought to the optimum moisture content and is in a state suitable for

compaction. Ripping will be permitted to assist in drying out the area. The total width of

formation shall be rolled with an approved roller to produce a minimum of 95% of the standard

maximum dry density when tested in accordance with Australian Standard AS 1289 in the top

200 mm. The cost of doing this work shall be included in the Contract sum, and no additional

payment shall be made for preparing this sub-grade.

Fills and embankments shall be constructed by the Compacted Layer Method. It is the intent of

this method that each layer of material shall be placed with controlled moisture content and

compacted to the specified density by rolling with approved smooth wheel, vibrating sheepsfoot

or rubber tyred rollers, as required.

The fill material shall be spread and compacted in layers of not greater than 150 mm compacted

thickness or such greater thickness as may be determined or approved by the Superintendent.

Each layer shall extend across the full width of the formation or embankment.

No stones over 150 mm greatest dimension shall be permitted in the layer designated as

selected fill.

All fill material shall be compacted at or within 2% of optimum moisture content to give the

specified dry density.

The standards of Compaction shall be as follows;

• Sub-grade - 100% of the standard maximum dry density tested in accordance with

Australian Standard AS 1289.

• Fill below Sub-grade existing drain, dam and creek filling and designated embankments -

95% of the standard maximum dry density tested in accordance with Australian Standard

AS 1289.

• Landscape areas - Material shall be placed and compacted by traffic and/or roller to the

approval of the Superintendent but not subject to density testing.

The Contractor shall ensure that the required compaction is achieved over and adjacent to

drains and structures for the full depth of the fill.

The Contractor shall test the compaction of each layer of embankment material in accordance

with Australian Standard AS 1289, and the cost of these control tests shall be borne by the

Contractor and shall be included in the Contract Sum.

Construction equipment and traffic shall not be allowed on the sub-grade or fill while it is in a

wet condition. Material which has become excessively wet shall be dried or removed from the

site and replaced by material of suitable moisture content for compaction at the Contractor's

expense.


40

Backfill and compaction adjacent to structures

All filling for a distance of 1800 mm back from structures or drains shall consist of approved

material and shall be compacted to 100% of the standard maximum dry density tested in

accordance with Australian Standard AS 1278. Where compaction by traffic or rolling is

impracticable the backfill shall be base course material and it shall be compacted at or within

2% of optimum moisture content by ramming in layers not more than 150 mm in thickness by

approved mechanical rammers.

Filling shall not be placed against abutments of wingwalls of concrete structure prior to 28 days

after placing of concrete unless the walls are properly strutted to the approval of the

Superintendent.

Excavation shall be trimmed to the underside of the kerb or gully pits. Where kerb is to be

placed on fill, the filling shall be placed and compacted, as previously specified, under the

formation and trimmed to level. Due allowance shall be made for gravel base where specified.

8.5 FINISHING AND TRIMMING OF SUB-GRADE IN CUT AREAS

The sub-grade is defined as the top 300 mm of the formation immediately below the pavement.

The sub-grade shall be compacted to 100% of modified maximum dry density tested in

accordance with Australian Standard AS 1289. The cost of compaction shall be included in the

Contract Sum.

The moisture content of the sub-grade in cut shall, if deemed necessary by the Superintendent,

be brought to, or close to, optimum moisture content. The whole cost of so doing shall be

deemed to be included in the Contract Sum.

In addition to compaction tests, the sub-grade shall be proof rolled in accordance with the

procedure specified below. No part of the sub-grade shall be deemed complete until such tests

and proof rolling have been carried out and the section approved by the Superintendent.

Proof rolling shall consist of the supply, and operation under the direction of the Superintendent,

of a smooth three wheeled steel roller weighing not less than 10 tonnes, and providing

compression under the rear wheels of not less than 6.3 tonnes per lineal metre of roller width, or

other plant approved by the Superintendent, to test the uniformity of compaction of the area

under test.

The operation shall consist of two complete overages of the area by the rear wheels of the roller

travelling at a speed directed by the Superintendent, but generally at between 3 km/h and 8

km/h together with such additional passes over suspect areas as the Superintendent may

require.


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Any areas which quake, heave, rut or otherwise break down under the action of the roller shall

be rejected and promptly excavated, replaced with suitable material and re-compacted at

optimum moisture content for further testing and proof rolling.

The cost of all proof rolling shall be borne by the Contractor and shall be included in the

Contract Sum.

The cost of excavating and replacing all failed fill material shall be borne by the Contractor and

shall be included in the Contract Sum.

The sub-grade shall be trimmed and the surface tested to ensure it conforms to the tolerances

specified.

Unsound sub-grade material

Where the sub-grade or material below the sub-grade consists of material which, in the opinion

of the Superintendent would, when compacted at optimum moisture content, be of insufficient

bearing value for pavement of the thickness specified, the Contractor shall excavate to further

depth as may be ordered in writing by the Superintendent and backfill with selected fill material.

The quantities of selected filling (sub-grade replacement) are shown as provisional quantities in

the Bill of Quantities or Schedule of Rates.

Payment will be made at the appropriate rates in the Bill of Quantities for either imported

selected fill or for selected fill obtained from materials on site. No payment will be made for any

sub-grade replacement which has not been authorised in writing by the Superintendent.

Where the sub-grade or material below the sub-grade consists of material which is of low

bearing value only because its moisture content is too high, it shall be the responsibility of the

Contractor to dry out such material by drainage or other such approved methods (eg lime

stabilisation) or remove and replace it with approved material. No additional payment will be

made for this work.

8.6 CONNECTION TO EXISTING WORK

A smooth connection shall be made to existing work.

Before joining to existing pavements, the Contractor shall carry out a survey of existing work. If

the Contractor finds any discrepancy with the Drawings, he shall refer it to the Superintendent

who shall give the Contractor all necessary directions.

8.7 DRAINAGE OF EARTHWORKS

General

During the process of excavation and sub-grade preparation, the Works shall be maintained in

such condition that it is thoroughly drained at all times. Temporary drains shall be provided

where necessary to attain this condition, or if necessary, water shall be pumped from any

depressions.


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Sub-soil drains

Where directed in writing by the Superintendent, or shown on the Drawings, the Contractor shall

construct sub-soil drains conforming to the requirements of this Specification in Section 7 –

Subsoil Drainage.

8.8 DEWATERING AND DESILTING OF DAMS

The Contractor shall carry out the work of dewatering and desilting dams in areas affected by

the Works. The desilting shall be carried out to the satisfaction of the Superintendent and silt

shall be disposed of in sound mounds or other locations as directed by the Superintendent.

After desilting, dams shall be filled as required in accordance with the relevant sections of this

Specification.


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9 PAVEMENT

9.1 GENERAL

This section of the Specification covers the supply, delivery, spreading and compaction of

pavement materials. The pavement shall consist of approved natural gravels, crushed rock,

uniformly blended natural gravels or lime treated crushed rock, spread and compacted in

uniform layers as specified herein or shown on the Drawings.

The thickness of finished pavement materials for the sub-base and base course shall be as

shown on the Drawings.

9.2 MATERIALS

Natural gravel

Gravel shall be derived from the natural disintegration of rock and shall be sufficiently free from

vegetable matter and other adverse constituents to meet the requirements specified below.

Gravels from different deposits may be blended and combined to provide material which will

comply with this Specification.

Crushed rock

The pavement material shall consist of particles crushed from tough, durable rock and, when

the run of the crusher is deficient in fine particles, it shall include such added material as is

necessary for the combined material to meet the requirements specified below. The added fine

material, if required, shall be mixed by blending uniformly with the crushed rock at the crushing

point. The Tenderer shall indicate the nature, source of supply, and the quantity of any added

fine material.

Lime treated crushed rock

The pavement material shall consist of approved crushed rock material which has been treated

with lime in accordance with the following and satisfies the requirements for base course

materials specified below:

a. Prior to being treated with lime, the crushed rock shall comply with the requirements

specified below, except in respect of the 10% Fines Value, which shall not exceed 60%.

The crushed rock prior to treatment shall not contain any added pozzolanic material.

b. The crushed rock shall be treated to ensure compliance with the requirements of sub-

clause (g) below, by one of the following means:

• With at least 2% by weight of lime, where lime is the only stabilising additive; or

• With a maximum of 0.5% by weight of an approved pozzolan and at least 2.25%

weight of lime.

c. The lime shall comply with the requirements of the Australian Standard AS 1672.


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d. Mixing shall be undertaken in an approved batch or continuous type plant, capable of

uniformly mixing the ingredients to meet the specified requirements.

e. Lime treated crushed rock shall be delivered the same day as the lime is added. Pozzolan

treated crushed rock shall be delivered within two hours of incorporating of the pozzolan.

f. At the time of delivery the moisture content (uniformly distributed) of the lime treated

crushed rock shall be not more that 1% above or less than 2% below the optimum moisture

content.

g. Samples of lime treated crushed rock taken at the time of delivery shall, when processed,

yield a CBR value of not less than 100%, when remoulded at 100% of maximum modified

dry density and at the optimum moisture content

h. The Tenderer shall include in his quotation details of the crushed rock, the type and

proportions of materials used and the mixing procedure. The details shall not be varied

without the approval of the Superintendent.

Select fill

Select fill material shall consist of natural soils with maximum particle size of 75 mm, free from

vegetable matter and lumps of clay.

Select fill shall have a soaked CBR value, when tested in accordance with Australian Standard

AS 1289 F1.1, of not less than 12 when compacted to 95% of the maximum dry density as

determined in accordance with Australian Standard AS 1289.5.1.1.

Sub-base course materials

Sub-base course materials shall consist of crushed rock or gravel, natural gravels, or uniformly

blended natural gravels, free of clay lumps, organic matter or other deleterious substances. The

particle size distribution shall comply with the grading shown in Table 9.1 below:

Table 9.1

AS Sieve Size (mm) PERCENTAGE PASSING BEFORE COMPACTION

(Vic Roads Table 812.082)

26.5 100

19.0 95-100

13.2 75-95

9.5 60-90

4.75 42-76

2.36 28-60

0.524 10-28

0.075 4-10

In addition to the grading specified above the material shall have the following additional

characteristics:

Liquid limit shall not exceed: 35%

Plasticity Index shall not exceed: 10%

Linear shrinkage shall not exceed: 4%


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The Los Angeles abrasion loss shall not exceed: 45%

The California Bearing Ratio value shall not be less than 60%. The value is applicable to

material passing 19.0 mm sieve, originally at a dry density equal to 95% of maximum dry

density obtained in the Modified compaction test, and remoulded at Optimum Moisture Content.

Basecourse materials

Basecourse material shall consist of hard and durable crushed rock or gravel, free of clay

lumps, organic matter or other deleterious substances. The particle size distribution shall

comply with the grading shown in Table 9.2 below:

Table 9.2

AS Sieve Size (mm) PERCENTAGE PASSING BEFORE COMPACTION

(Vic Roads Table 812.073)

26.5 100

19.0 95-100

13.2 78-92

9.5 63-83

4.75 44-64

2.36 30-48

0.425 13-21

0.075 5-9

In addition to the grading specified above the material shall have the following additional

characteristics.

Liquid limit shall not exceed: 30%

Plasticity Index shall not exceed: 6%

Linear shrinkage shall not exceed: 3%

The Los Angeles abrasion loss shall not exceed: 40%

If non-plastic, the material shall have a maximum dry compressive strength of not less than 1.7

MPa.

The proportion of misshapen particles in the fraction retained on the 9.5 mm sieve shall not

exceed 20% using a 3:1 ratio.

The California Bearing Ratio value shall be not less than 120%. The value is applicable to

material passing 19.0 mm sieve, originally at a dry density equal to 100% of maximum dry

density obtained in Modified compaction test and at Optimum Moisture Content.

Samples and testing

The Contractor shall be required to submit samples of not less than 25 kg each of the base and

sub-base course materials for use on this project. The Superintendent will arrange for the

testing of each material in accordance with the requirements of this specification.


46

Where it is intended that the base course is to be made up of two or more materials from

different sources then these materials are to be separately stockpiled on or as near as

practicable to the job. The materials shall be mixed in an approved manner and in the correct

proportions as determined by separate tests on the stockpiles. Mixing shall be continued until

the mixed material is of uniform quality as shown by tests on the mixture. The Contractor shall

submit a 25 kg sample together with a test result on this material.

The samples shall be submitted to the Superintendent for testing at least 14 days prior to the

anticipated date for first issue. Acceptance of these samples shall not be taken as binding or

preventing the Superintendent from further sampling and testing which could result in rejection

of the delivered material should it not comply with this specification.

Approval of samples of material prior to delivery or from stockpiles on site shall not be taken as

final approval of the pavement, but shall be used as a progressive check on material supplies or

on construction methods.

Final testing of the material in the pavement after delivery, working and finishing will be required

in order to ensure that the pavement as constructed complies with the requirements of the

specification.

Regular inspection, sampling and testing of the pavement will be undertaken by the

Superintendent or his representative while construction of the pavement is in progress. Field

density tests to determine the degree of compaction will be carried out by the Superintendent or

his representative, using the sand replacement method or its equivalent, or using radio isotope

devices, or such other method as the Superintendent may direct.

If at any time during the progress of the work, any material supplied is found to be not in

accordance with this specification, the Superintendent will direct the Contractor to remove the

unsuitable material and replace it with satisfactory material. Previous acceptance of the whole

or part of the material by the Superintendent shall not restrict his right to direct removal and

replacement of material subsequently found to be unsatisfactory. The Contractor shall carry out

such remedial work immediately at his own expense.

9.3 SPREADING

The pavement shall consist of gravel or crushed rock having a total compacted thickness on

completion and constructed on the prepared sub-grade in one or more uniform courses in

accordance with this specification. No single course shall have a thickness, compacted, greater

than 150 mm or less than 75 mm, but each course may be built up of layers of lesser thickness

if compaction is affected by grading.

The material shall be spread uniformly on the sub-grade by tipping directly from approved

vehicles capable of depositing the material in a uniform layer of the correct thickness, by tipping

into an approved device such as a drag spreader, by shovelling from dumping boards, or by

shovelling or grading from continuous stacks upon the sub-grade.


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Prior to compaction, the moisture content of material, other than lime treated material, shall be

adjusted so that it does not exceed its optimum moisture content, is as dry as possible, which

still being compactable to the specified density. Where necessary, water shall be added by an

approved watering machine, and shall be mixed uniformly with the pavement material by an

approved mechanical device. If there is existing excess moisture in the material, it shall be dried

to the specified moisture content by loosening and aerating.

Gravel or crushed rock shall not be spread upon a water-logged sub-grade. No gravel shall be

broken upon the sub-grade. If at any time the sub-grade material should become rutted or

mixed with the sub-base course, the Contractor shall, without additional compensation, remove

the mixture, reshape with clean gravel or crushed rock which shall be compacted satisfactorily

and uniformly with the surrounding surface. After the first course has been spread and

compacted satisfactorily, the second course shall be spread uniformly on the first course and

similarly treated.

9.4 COMPACTING AND TRIMMING

After the mixture has been brought to the specified moisture content, it shall be compacted

immediately with approved equipment weighing at least 8 tonnes, and having main rollers not

less than 1200 mm diameter. The compaction shall begin at the sides and progress to the

centre, parallel with the centre line of the roadway, uniformly lapping each preceding pass and

covering the surface completely. On superelevated curves the compaction shall commence at

the lower edge and progress towards the upper edge of the pavement. In all cases compaction

shall continue until the pavement shows no further movement under the compacting equipment

and the density of the pavement is as specified. Final preparation of the surface course shall be

carried out with a three point steel wheel roller of at least 10 tonnes or a multi-tyre roller.

After the first course has been compacted to the specified density, the second course shall be

spread uniformly and similarly treated. The top of each course shall be graded and trimmed,

and material shall be added where necessary to produce a surface parallel to the finished

surface of the roadway as shown on the Drawings. Variations in the compacted thickness of

each course shall not exceed plus 25 mm and minus 15 mm. The finished surface levels shall

not deviate from the bottom of a 3 metre straight edge, laid in any direction, by more than 12

mm in the case of lower courses, and by more than 6 mm in the case of the upper course. The

finished surface level of the upper course shall not vary more than 15 mm from the planned

grade at any point.

Any irregularities in excess of the tolerances stated above shall be corrected by loosening the

surfaces, removing or adding pavement material as required, and compacting the area to a

uniform surface conforming to the designed cross section at grade. In no case shall quarry dust

or other fine materials be used to build up depressions.

No vehicles, including those engaged in the work, shall pass over the previously spread material

until compaction has been completed in accordance with this specification, unless the pavement

is kept free of wheel tracks by the continuous use of a blade-grader or approved type of road

drag, and vehicles are effectively prevented from tracking. Any damage to the sub-grade

caused by traffic shall be made good by the Contractor at their expense.


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The Contract shall include the supply and application to the pavement of all necessary water to

complete compaction by rolling and watering as specified herein.

Table 9.3

Summary of Density Requirements

Pavement

Layer

Max. Compacted

Thickness mm

Density

Required min. %

Moisture

Range

Test Method

AS 1289

Selected Fill N/A 95/100

Standard

+/-2% OMC

Subgrade 150 100

Standard

+/-2% OMC E8.1 or 5.3.1,

5.1.1, 5.7.1

Sub-Base 150 95

Modified

+/-2% OMC E8.1 or 5.3.1,

5.2.1, 2.2.1,

5.4.1

Basecourse 150 100

Modified

+/-2% OMC E8.1 or 5.3.1,

5.2.1, 2.2.1,

5.4.1

9.5 JOINTING EXISTING PAVEMENTS

Where the specified pavement is to be joined with an existing pavement, the existing pavement

shall be broken out or thoroughly scarified so that any fresh pavement material may be bonded

to the old pavement of the existing road. The base course shall then be formed so as to conform

to the levels as shown on the drawings and construction shall conform to this specification.

It is essential that smooth junctions be made with existing pavement and no extra payment will

be made for work completed to satisfy this requirement, even if the work extends beyond the

indicated limit of contract.

9.6 OPENING TO TRAFFIC

The Contractor may permit traffic to use the pavement as it is constructed. Any provision

necessary to ensure the safety of traffic on account of the incompleteness of other portions of

the work shall be made, as directed by the Superintendent, without extra cost. The Contractor

shall provide an adequate junction with the side track at either end of each length thrown open

to traffic.

9.7 TEST METHODS

The following test methods (or combination of these methods) may be required by the

Superintendent to determine the acceptability of compacted layers.

Proof rolling

There shall be no deformation or springing when the pavement layer under test is proof rolled

using a smooth wheeled roller or other equipment to the approval of the Superintendent.


49

Where a roller is used it shall have a mass not less than eight tonnes when used on sub-base

course and 10 tonnes when used on base course.

If directed by the Superintendent the Contractor shall make available a suitable three-wheeled

self-propelled roller and shall carry out proof loading by rolling of any section of pavement

selected by the Superintendent.

No additional payment is applicable for any instance of this nature.

Laboratory testing

When tested in accordance with Australian Standard AS 1289 - Methods of Testing Soils for

Engineering Purposes the dry density shall not be less than the specified value. Adequate

notice must be given to the Superintendent to ensure that testing can be done without causing

time delays to the work.

9.8 MAINTENANCE DURING CONTRACT

Where the maintenance period is not specified elsewhere, it shall be for a period of 26 weeks

after the Superintendent has accepted the pavement as having been satisfactorily completed.

Where the bituminous surface forms part of the Contract, it shall be provided as soon as

possible after compaction is complete.

During the maintenance period, the pavement shall be maintained by the Contractor in a

smooth and sound condition by watering and light blading by a motor grader to the satisfaction

of the Superintendent. Should any defect appear in the pavement during the maintenance

period specified, whether before or after bituminous surfacing, such defect shall be made good

by the Contractor at his own expense. Such areas shall be loosened, defective material shall be

removed, fresh pavement material shall be added, and the areas shall be re-compacted and

trimmed to produce a pavement which conforms to the Specification.

9.9 ROYALTIES AND PROPERTY DAMAGES

The Contractor shall make his own arrangements for the payment of any royalties on pavement

materials, and shall reinstate at his own expense any access roads, tracks, gates, fences, or

other property damaged during his operations. Before final payment is made the Contractor

shall supply to the Superintendent written certificate from the land owners concerned, stating

that all claims for damages and/or royalty have been paid.

9.10 PAYMENT

Payment will be made on the basis of the area of pavement in square metres completed to the

specified depth, width and length. Quoted rates per square metre of pavement shall provide for

all costs associated therewith, including investigation of pits and deposits, winning, loading,

haulage, spreading, trimming, compaction, watering, grading, testing (by the Contractor),

royalties, and any other expenditure incurred in producing the pavement.


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9.11 VARIATION IN THICKNESS

Should the Superintendent require a variation in the thickness of the sub-base course, base or

select fill course in a section of pavement, the rate to be paid for such section shall be

calculated so that the price per cubic metre is the same as the tendered rate for the thickness

nearest the new thickness.


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10 BITUMINOUS SURFACING

10.1 GENERAL

The work covered under this Section of the Specification covers the supply and application of

primers, primer seals, seals or reseals using bituminous binders which have not been modified

by the addition of rubber or other polymers. Where shown on the Drawings or listed in the

Schedules.

Binder and aggregate shall be applied in one or more separate courses as required and

specified hereunder. In multiple application treatment, each application of binder shall be

covered with aggregate, and rolled as specified, before the subsequent application of binder.

No priming or sealing work shall be carried out while the pavement temperature is less than

10oC or during cold periods of wet weather, unless authorised by the Superintendent.

The Contractor shall accept the whole of the responsibility for the supply of the various materials

required and their application to the satisfaction of the Superintendent, all as specified

hereunder.

When the pavement material has been completed to the sealing stage, the Superintendent shall

nominate which type of seal is required, namely:

a. Primer Seal; or

b. Primer and Single Coat Seal

10.2 QUALITY OF MATERIALS

Materials for use in the work shall comply in all respects with the requirements of the following

Roads and Traffic Authority (RTA) of NSW Standard Specifications:

Table 10.1

Item Specification or Description

Bitumen MR Form No. 337

Refinery Cutback Bitumen MR Form No. 740

Tar MR Form No. 296

Precoating Materials MR Form No. 351 - These may be coal tars, cutback bitumens, oil

based materials with additives, bitumen based materials with

additives or water based materials with additives

Cutter Oil MR Form No. 349

Flux Oil MR Form No. 349

Aggregate MR Form No. 351

Note where the above specification is no longer valid, the current RTA specification numbers

are to be utilized.


52

When tested in accordance with RTA Test Method T201, the particle size distribution of the

aggregate shall be within the limits specified for the relevant nominal size listed in Table 10.2.

Similarly, the Average Least Dimension of the aggregate, when tested in accordance with RTA

Test Method T235 and the flakiness index shall also be in accordance with Table 10.2.

Table 10.2

Nominal

size of

aggregate

(mm)

Percentage Passing AS Sieve Size (mm) Min.

Average

Lease

Index

(mm)

Max.

Permissible

Flakiness

Aggregate

Dimension

26.5 19.0 13.2 9.50 6.7 4.75 2.36 1.18

20 100 0-10 0-5 0-2 10.0 30

14 100 95-100 0-30 0-5 0-2 7.0 30

10 100 95-100 0-40 0-5 0-10 0-4 4.5 35

7 100 85-100 0-40 0-10 0-4 3.3

5 100 85-100 0-40 0-5 2.8

All other materials used in the work shall conform to the requirements of the appropriate

Australian Standard, or if no standard exists, shall be of a quality approved by the

Superintendent.

Tenderers shall indicate the proposed source of supply of such of the abovementioned

materials as are required. Acceptance of the Tender will, unless otherwise indicated, constitute

acceptance of the source of supply. The materials may be subjected to tests at any time.

10.3 SAMPLING AND TESTING OF MATERIALS

The sampling and testing of materials is to be carried out in accordance with the requirements

of the Specifications listed in Clause 10.2. The Superintendent may require adequate

representative samples of any or all materials used or to be used in the work to be supplied at

any time without charge.

The samples shall be taken by the Contractor’s representative in the presence of the

Superintendent when and where directed by the Superintendent. The time of sampling may be

either prior to dispatch of the material from source supply or subsequent to its arrival at the job

of both. The Contractor shall supply all facilities, equipment and labour for obtaining the

samples.

The samples taken shall be tested in the Council’s laboratory. If any sample fails to conform to

the specified requirements, the whole of the material represented by such sample shall be

subject to rejection or other action as described below.


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10.4 PLANT

The Contractor shall provide all the plant and equipment necessary for carrying out the work in

accordance with this Specification. Tenderers shall indicate the make, model, and capacity or

mass of such of the undermentioned plant items as they propose to use on the work.

Table 10.3

Item Requirements Requirements

Bitumen Sprayer

a To hold current Sprayer Certificate issued by the RTA, NSW (MR Form No.

274) or other certificate acceptable to the Superintendent.

b To operate in accordance with MR Form No. 272, Performance

Requirements for Mechanical Sprayers of Bituminous Materials, or other

specification acceptable to the Superintendent.

Pneumatic Tyred

Roller(s)

Dual axle, multi-wheel; minimum load of 1 tonne per tyre.

Tyres to be smooth, and to operate at a pressure of at least 550kPa.

(Other types of rollers approved by the Superintendent).

Aggregate Loader Suitable for loading aggregate from stockpiles into trucks.

Aggregate

Spreader(s)

Suitable for spreading a uniform layer of aggregate on the sprayed binder in

accordance with this Specification.

Road Broom Rotary or vacuum, drawn or self-propelled, suitable for sweeping or cleaning

road surfaces.

Drag Broom Suitable for distribution of unevenly spread aggregate without disturbing

particles freshly bedded in binder.

Trucks Suitable in number and performance for the application of aggregate in


Road and Rail

Tankers

Suitable for transporting primers or binders without excessive heat loss and

heating without damage to contents.

Binder Storage

Tanks

Suitable for storing binder at the work site and heating without damage to

contents.

Precoating

Equipment

Capable of spraying precoating material onto aggregate or mixing of aggregate

and precoating material in accordance with this Specification.

All plant and equipment used on the work shall be kept in good operating condition. The

Contractor shall remove from the work any plant or equipment considered by the

Superintendent to be unsuitable for carrying out the work in accordance with this Specification.

10.5 CONTROL OF WORK

The Superintendent may direct the width, length, alignment and section of road to be sprayed at

any time.


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Provided the width of treatment does not exceed 7.4 metres the Superintendent may direct

whether the spraying is to be carried out to the full width of the treatment or in part widths. When

part width spraying is carried out, the work shall be arranged to provide for a reasonably

continuous flow of at least one lane of traffic.

No spraying shall be carried out on wet surfaces, or when rain appears imminent, or during high

winds or dust storms.

The Superintendent may order work to cease temporarily on account of adverse weather,

unsatisfactory condition of the pavement surface, or aggregate, or any circumstances which he

considers may affect the work adversely.

The Superintendent may order variations in the proportion of cutter oil or flux oil in the binder,

and in the application rates for primer, binder, pre-treatment of aggregate and application of

aggregate, at any stage of the work, within the following tolerances from those specified or

agreed:

Proportion of Cutter Oil in Binder + 100%

Proportion of Flux Oil in Binder + 100%

Application Rate for Primer + 50%

Application Rate for Binder + 25%

Application Rate for Precoating Aggregate + 100%

Application Rate for Aggregate + 25%

In cases when, in order to meet the requirements of this Clause, the Contractor is obliged to

transport to the site substantial quantities of materials which remain unused at the completion of

the work, the Principal may, on receipt of an application and supporting data from the

Contractor, give consideration to meeting the cost of transport and handling charges which are

attributable either to changes in the ordered rates of application materials or variations in the

quantities of work required to be done under the Contract.

All persons engaged on the work shall be skilled in their respective duties, and the Contractor

shall remove from the work any workman considered by the Superintendent to be unsuitable for

carrying out the work in accordance with this Specification.

10.6 OPERATION OF SPRAYER

Unless otherwise authorised by the Superintendent, and except as stated hereunder in this

Clause, the application of primer and binder shall be made by means of an approved

mechanical sprayer as described in Clause 10.4.

When the use of the mechanical sprayer is not advisable or practicable for the spray application

to small areas, the spraying of such areas as the Superintendent approves may be done by

hand spray equipment attached to the sprayer.


55

The Contractor shall measure and mark on the ground the length of the surface to be sprayed

by each `run' of the sprayer. He shall indicate by marks on the road, at intervals of not more

than seven metres the line to the followed by the sprayer for the spray to conform to the

alignment ordered.

The spraying of primer or binder for each `run' of the sprayer shall commence and finish on a

protective strip of heavy paper weighing not less than 120g/m2 laid across and held securely to

the surface beforehand. The sprayer shall commence moving at a sufficient distance in advance

of the protective strip to ensure that the road speed for correct application is attained at the

commencement of spraying. The width of the paper at the commencement and termination of

each run shall not be less than that endorsed on the Sprayer Certificate, or such additional

width as the Superintendent may direct.

The Superintendent may require such tests as he considers necessary to check that the sprayer

at its equipment are conforming to the requirements. As and when directed by the

Superintendent, the Contractor at his own cost shall make the sprayer and its equipment

available for testing and supply any assistance required for this purpose.

The spray nozzles shall be of the number, make and type endorsed on the Sprayer Certificate.

Any nozzles which may be damaged, or become unduly worn or defective shall be replaced by

satisfactory nozzles of similar type and a sufficient number of nozzles for this purpose shall be

available at all times. Spare maximum recording mercury thermometer and strainer shall also be

available.

The rate of spray application specified or ordered shall be applied without exceeding the

tolerances for uniformity of application stated in the requirements.

The requirements provide that a table be prepared, and amended from time to time as may be

necessary, to show sprayer road speeds and sprayer adjustments for the full ranges of rates of

application. The table shall be available on the work at all times and shall enable the

appropriate sprayer road speed to be determined and the sprayer adjusted for the rate of

application required, prior to the commencement of any run of the sprayer.

Any sprayer which does not operate satisfactorily or conform to the requirements in all respects

may be rejected by the Superintendent for further use on the work.

10.7 PREPARATION OF PAVEMENT

Prior to the application of primer or binder, the surface shall be swept as necessary by the use

of a mechanically operated rotary road broom or vacuum broom as specified in Clause 10.4,

Plant. If this will not provide uniformly clean surface, additional sweeping shall be done by hand,

using stiff bass or similar approved brooms. Sweeping shall extend at least 250 mm beyond

each edge of the area to be sprayed.

Adherent patches of foreign material shall be removed from the surface of the road by steel

scraper or other approved method.


56

No spraying of primer or binder shall be undertaken until the pavement has been cleared to the

satisfaction of the Superintendent.

10.8 HEATING PRIMER AND BINDER

For the purpose of mixing with cutter oil or flux oil (if either is required) any spraying on the road,

primers and binders shall be heated in equipment which will permit uniform heating without

damage to the contents. The heating equipment and methods of operation shall be as approved


Unless directions to the contrary are issued by the Superintendent, the temperatures of primers

and binders, at the time of spraying shall be within the limits given in Table 10.4. During heating

in the field, the specified upper limit shall not be exceeded.

When primers or binders are delivered from a refinery or a major supply depot to the site of the

work in large closed containers, insulated to minimise loss of heat in transit, the contents at the

time of dispatch may be at a temperature not more than 15°C in excess of the upper limit given

in Table 10.4, except in the case of tar for which the maximum temperature shall not exceed

125°C.

Quantities of primer or binder in excess of requirements shall not be heated, and such materials

shall not be held at temperatures within the spraying range for periods in excess of 10 hours.

Bituminous materials which have cooled and are not sufficiently fluid shall be heated at a slow

rate until the whole mass becomes fluid. The temperature of the material just above the heating

tubes shall be checked at regular intervals to ensure that there is no local overheating. Burners

shall not be used unless the level of the material in the heating tank is at least 250 mm above

the tops of the heating tubes.

Any primer or binder which has been overheated may be rejected.

Table 10.4

Type of

Material

Dynamic Viscosity Range in Pa’s Range of

Temperatures for

Heating and

Spraying (oC)

Grade 50oC 60

oC

Cutback AMC-00 0.008-0.016 10-30

Bitumen AMC0 0.025-0.05 35-55

AMC1 0.06-0.12 60-80

AMC2 0.22-0.44 75-100

AMC3 0.55-1.1 95-115

AMC4 2.0-4.0 110-135

AMC5 5.5-11.0 120-150

AMC6 13.0-26.0 135-160

AMC7 43.0-86.0 150-175

Bitumen Class 170 140-200 160-190

Class 320 260-380 170-200

Tar TO.04 0.03-0.06 Ambient-50


57

TO.2 0.12-0.24 50-70

TO.8 0.6-1.0 65-90

T2 1.5-2.5 80-105

T5 4-6 90-105

T13 10-16 95-115

T30 25-40 105-125

T80 62.5-100 105-125

During the heating of primers and binders, temperatures shall be checked regularly by means of

an approved thermometer with readings within ± 2.5% of the correct temperature.

Two or more suitable fully charged pressurised dry chemical fire extinguishers shall be placed

conveniently to the heaters at all times while heating is in progress. An adequate quantity of

suitable loose sandy material may also be provided at the heaters for use in the event of fire.

When it is necessary to change the class of material in a heating tank or sprayer, (ie from

bitumen to tar or vice versa), the tank shall be drained completely to the satisfaction of the

Superintendent, and the spraying system shall be cleaned thoroughly with a suitable tar oil or

other approved solvent before the change is made. When changing from tar to bitumen, cutter

oil or other petroleum oil shall not be used for cleansing purposes because it may precipitate the

pitch from the tar.

10.9 MEASURING ROAD TEMPERATURES

Unless the Superintendent gives directions to the contrary, the Contractor shall measure and

record road temperatures at regular intervals during the course of the work. For this purpose a

spirit or mercury–in–glass thermometer, or other suitable thermometer, shall be placed in direct

contact with the surface. The bulb of the thermometer shall be covered with a small heap of dust

or grit taken from the road shoulder. The thermometer shall remain in position until the reading

becomes steady.

If the pavement is partly in sun and partly in shade, the temperatures for both conditions shall

be taken and recorded

10.10 PRIME AND ONE COAT SEAL

Description

The work shall consist of the spraying of hot bitumen in two applications to the prepared surface

of pavement, and the incorporation of suitable aggregate. The work shall comprise the following

process:

a. Single application of priming tar

b. Single application of binder and aggregate.


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Priming coat

The primer shall be one of the following materials and shall be applied at the rate of 0.80-1.10

litres per square metre. This rate shall apply to primer measured at 16oC.

The tendered price for the whole of the specified work shall be at a rate of application of

1.0L/m2. In addition, rates for variations in the applied rate shall be included in the Schedule of

Rates.

The temperature for the primer at the time of spraying shall be in accordance with the following:

Tar SAA H or M grades 0.35 to 0.7(light primer) 35-55 oC

Tar SAA H or M grades 1.4 to 2.8 (heavy primer) 55-70 oC

Tar-Bitumen Mixture of Cut-Back Bitumen Temperature as for Tar equivalent viscosity.

A maximum recording mercury thermometer, or other approved means, shall be provided for

determining the temperature of the primer during heating.

The heaters and methods of heating shall be capable of heating the primer uniformly and shall

be approved by the Superintendent.

A suitable fully charged chemical fire extinguisher shall be provided and placed conveniently to

the heaters at all times while heating is in progress. An adequate quantity of suitable loose

sandy material shall be provided at the heaters for use in the event of fire.

At the time of spraying the road surface shall be clean and dry. Unless otherwise authorised by

the Superintendent spraying shall be undertaken only if the road temperature has been at or

above 16oC for at least one hour prior to commencement of spraying operations, and remains

so during the period of spraying. Spraying shall not proceed if rain threatens.

After the application of the primer, a period of at least four days shall elapse before the surface

coat is applied, unless otherwise directed by the Superintendent. During this period or such

portion thereof as the Superintendent may direct, traffic shall be kept off the treated surface and

any necessary barriers, warning signs, lights and attendants shall be provided until the primer

has penetrated and dried sufficiently to permit traffic safely to use the primed surface, or cover

material has been applied as specified.

Where cover material has not been applied to the priming coat, approved baulks shall be

provided and used by the Contractor to deter the travelling public from running on freshly primed

areas of road. The baulks shall be spaced across the primed area between the barriers at

intervals of not more than 16 metres and are to be removed when the primer has dried

sufficiently, or cover material has been applied. If so directed by the Superintendent, the baulks

shall consist of 150 mm square scantlings 1800 mm long, preferably of pine or other light

timber, sawn diagonally in halves to give triangular cross section, all corners to be bevelled 25

mm and each face to be painted with alternate black and white diagonal bands 125 mm wide.


59

Cover material applied to priming coat

Where traffic cannot be diverted for sufficient time to ensure that the primer will not adhere to

passing vehicles, cover material shall applied and evenly distributed over the primed surface by

an approved mechanical spreader as described in Clause 10.4 or other approved means,

before opening to traffic, at the rate specified. Any material forming in piles on the surface shall

be scattered and evenly distributed by light sweeping.

Where, in the opinion of the Superintendent, slow absorption of the primer interferes with traffic

or the work, he may direct that cover material be applied to the primed surfaced in the manner

described above. The supply and application of such extra cover material shall be assessed in

accordance with Clause 40 of the General Conditions of Contract.

Application of binder and aggregate

The class of binder to be used under this Contract shall be Class 170 unless otherwise specified

and shall be cut back with power kerosene cutter as directed by the Superintendent having

regard to road temperature which shall be not less than 10oC at the time of and during spraying.

The binder shall be applied at the rate of 1.20 to 1.55 litres per square metre, excluding cutter

and shall be heated for spraying to a temperature within the range of 160o-190

oC. The rate shall

apply to binder measured at 16oC.

Double application of binders and aggregate

After spraying the binder; crushed aggregate of 10 mm nominal gauge shall be applied dry,

uniformly and evenly distributed over the sprayed surfaced by an approved mechanical

spreader as described in Clause 10.4 at the rate of 120 square metres per cubic metre. Rolling

and brooming shall then follow as specified hereunder.

The Superintendent shall have the right to order variations in the specified rate of application at

any stage of the work. In all cases the following procedure shall be adopted.

Sufficient loaded trucks shall be at the site, to provide the full aggregate cover required for the

quantity of binder to be sprayed at that time. Aggregate at site shall be sufficient to re-run or

hand cover bare or insufficiently covered places left after the first spreading.

The application of aggregate shall commence immediately after the spraying of the binder, and

shall be completed within 20 minutes of spraying. If any delay occurs in the application of the

aggregate, spraying shall be immediately suspended. Bare or insufficiently covered places shall

be re-run with the mechanical spreader or covered by hand as the Superintendent may direct.

Aggregate in excess of the rate of application specified or ordered shall be scattered and evenly

distributed on the road or otherwise removed and stock-piled in an approved manner.


60

After satisfactory application of the aggregate, the treated surface shall be rolled with a power-

driven or power-drawn flat steel roller as directed by the Superintendent. This initial rolling shall

be followed by rolling with an approved pneumatic tyred roller (refer Clause 10.4), for a

minimum of eight passes. The Superintendent may approve the use of alternate roller types as

supplementary to, or in lieu of, the specified rollers. Rolling of any section sprayed shall

commence immediately after application of the aggregate thereto and shall continue as may be

directed by the Superintendent except as otherwise provided for below, the surface, after

application and rolling of the aggregate, shall be traversed with an approved broom-drag drawn

by a pneumatic tyred truck as necessary to ensure uniform distribution of the aggregate and

again rolled. Broom-drags are to be adjusted to distribute any surplus aggregate but not

dislodge aggregate embedded in the binder.

Where directed by the Superintendent, the use of broom-drags shall be dispensed with or

deferred if it is found that broom-dragging dislodges embedded aggregate. Light hand-brooming

may be ordered by the Superintendent in lieu of broom-dragging.

The tender price for the whole of the specified works shall be based on a binder application rate

of 1.2L/m2 and variations to this application rate shall be as shown in the Schedule of Rates.

10.11 PRIMERSEAL

Description

The work shall consist of the spraying of hot bitumen in a single application to the prepared

surface pavement, and the incorporation of a suitable aggregate. The works shall comprise a

single application of primerbinder and aggregate. Primerseal shall only be used in lieu of primer

when directed by the Superintendent. Primersealing should be delayed if the temperature is in

excess of 30oC.

Primerbinder

The primerbinder shall be equivalent to one of the materials listed below and shall be applied at

the rate of 1.5 litres per square metre. The rate shall apply to primerbinder measured at 16oC;

the primerbinder shall be applied to the pavement as previously specified.

The temperature of the primerbinder at the time of spraying shall be in accordance with the

following:

Mobil SP 1000 110o-130

o C

Shell Primerbinder 1500 110o-130

o C

Esso EP 1000 110o-130

o C

BP Primerbinder 130o-150

o C

A maximum recording mercury thermometer, or other approved means, shall be provided for

determining the temperature of the prime during heating.


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The heaters and methods of heating shall be capable of heating the primer uniformly and shall

be approved by the Superintendent.

A suitable fully charged chemical fire extinguisher shall be provided and placed conveniently to

the heaters at all times while heating is in progress. An adequate quantity of suitable loose

sandy material shall be provided at the heaters for use in the event of fire.

At the time of spraying the road surface shall be clean and damp. Spraying shall not proceed if

rain threatens.

Application of aggregate

After spraying the primerbinder, crushed aggregate of 10 mm nominal gauge shall be applied

uniformly and evenly distributed over the sprayed surface by an approved mechanical spreader

as specified in Clause 10.4 at the rate of 120 square metres per cubic metre.

Rolling and brooming shall then follow as specified hereunder.

The Superintendent shall have the right to order variations in the specified rate of application at

any stage of the work. In all cases the following procedure shall be adopted.

Sufficient loaded trucks shall be at the site, to provide the full aggregate cover required for the

quantity of binder to be sprayed at that time. Aggregate at site shall be sufficient to re-run or

hand cover bare or insufficiently covered places left after the first spreading.

The application of aggregate shall commence immediately after the spraying of the

primerbinder, and shall be completed within twenty minutes of spraying. If any delay occurs in

the application of the aggregate, spraying shall be immediately suspended. Bare or insufficiently

covered places shall be re-run with the mechanical spreader or covered by hand as the

Superintendent may direct. Aggregate in excess of the rate of application specified or ordered

shall be scattered and evenly distributed on the road or otherwise removed and stockpiled in an

approved manner.

After satisfactory application of the aggregate, the treated surface shall be rolled with approved

rollers as specified in Clause 10.4.

Rolling of any section sprayed shall commence immediately after application of the aggregate

thereto and shall continue as may be directed by the Superintendent. Except as otherwise

provided for below, the surface, after application and rolling of the aggregate, shall be traversed

with an approved broom-drag drawn by a pneumatic tyred truck as necessary to ensure uniform

distribution of the aggregate and again rolled. Broom-drags are to be adjusted to distribute any

surplus aggregate but not dislodge aggregate embedded in the binder.

Where directed by the Superintendent, the use of broom-drags shall be dispensed with or

deferred if it is found that broom-dragging dislodges embedded aggregate. Light hand-brooming

may be ordered by the Superintendent in lieu of broom-dragging.


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10.12 PRE-COATING OF AGGREGATE

To improve the adhesion of bitumen to cover aggregate, it will generally be necessary to pre-

coat the aggregate with suitable pre-coating material, such as Pacall Tar No. 3001 or 3002 at

the rate of 7 to 14 litres per cubic metre or approved equivalent.

The pre-coating material 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 delivery.

The method of pre-coating, and the apparatus to be used, shall be as approved by the

Superintendent.

When pre-coating material is being applied, the aggregate may be dry or damp, but shall not

contain sufficient moisture to cause uneven distribution to the pre-coating material on the

aggregate particles.

Pre-coating of damp aggregate shall not be carried out when rain is imminent. If aggregate has

been pre-coated and rain appears imminent, the Superintendent may order the aggregate to be

adequately covered to prevent the pre-coating material being washed off.

Aggregate which contains moisture at the time of pre-coating shall not be used in the work until

the moisture has evaporated or the pre-coating material has adhered effectively to the

aggregate.

The period between pre-coating and sealing shall be a minimum of three days and a maximum

of seven days.

In areas subject to dusty conditions, pre-coated aggregate shall not be stockpiled for any period

longer than is necessary for moisture to dry out. If dust has blown onto stockpiles of pre-coated

aggregate and there is a visible coating of dust on the particles, the Superintendent may direct

that portions of the stockpile be pre-coated again.

10.13 REMOVAL OF LOOSE AGGREGATE

When the applied aggregate has been evenly spread and embedded in the binder in

accordance with this Specification, any remaining loose particles of aggregate shall be removed

from the pavement.

During the progress of the work and for a period of 24 hours thereafter, the Contractor shall be

responsible for the removal of loose aggregate and his sweeping unit shall not leave the site of

the work during this period.

After that time, minor sweeping to remove any loose particles of aggregate will be arranged by

Council at its own cost except where Clause 10.16 ‘Defective Work or Materials’ applies.

During and after the spreading of aggregate, temporary reflectorised warning sign ‘Avoid

Windscreen Damage - Drive Slowly’ shall be prominently displayed by the Contractor at each


63

end of the work and at intervals of approximately 1km for traffic in either direction. The

"Windscreen Damage" signs and supports will be supplied free of charge to the Contractor by

Council and shall be left in position by the Contractor for future removal by Council when all risk

of flying stones has passed.

10.14 PROTECTION OF SERVICES

The Contractor shall take all necessary precautions to prevent primer, binder, aggregate or

other material used on the work from entering or adhering to gratings, concrete gutters, kerbs,

hydrants or valve boxes, manhole covers, bridge or culvert decks, and other road fixtures.

Immediately after aggregate has been spread over the binder the Contractor shall clean off any

such material and leave such gratings, manholes, etc. in a satisfactory condition.

10.15 CONTROL OF TRAFFIC

The Contractor shall take all necessary precautions to protect the work from damage, until such

time as the new seal coat has developed sufficient strength to carry normal traffic without

disturbance of the aggregate. When it is necessary to allow early use of the new seal to

facilitate the movement of traffic, vehicles may be allowed to run on the work after the initial

rolling has taken place, provided that vehicles are controlled to such slow speeds that no

displacement of aggregate occurs.

The Contractor shall take all necessary steps to avoid or minimise delays and inconvenience to

road users during the course of the work. When adequate detours or side-tracks are included in

the Contract, or are otherwise available, traffic shall be temporarily diverted while the work is in

progress.

If facilities for the diversion of traffic are not available the Superintendent may direct that only

part width of the pavement be sprayed in the one operation, and the adjacent strip of roadway

be made available to traffic, except during the actual spraying operation, when all traffic shall

cease. Traffic shall not be permitted to encroach upon the edge of the sprayed material until

such time as it is covered with aggregate.

The Contractor shall be responsible for meeting any claims arising from the marking of vehicles

by primer or binder.

When the Superintendent permits two-lane pavements to be primed or sealed in one operation,

the work shall be so organised that spraying, spreading of cover material, and rolling, are

carried out as quickly as possible so as to minimise delays to traffic. Special consideration shall

be given to ambulances, doctors, or fire engines attending emergency calls.

10.16 DEFECTIVE WORK OR MATERIALS

The Contractor shall remove from the work, prior to its application to the road, any primer or

binder which has been overheated, or which, in the opinion of the Superintendent, has

deteriorated or become contaminated in any way as a result of the Contractor's operations. The


64

Contractor shall bear the cost of replacing any such primer or binder rejected by the

Superintendent for use in the work.

The Contractor shall make good at their own expense any work, which, in the opinion of the

Superintendent, is not in accordance with this Specification, whether caused by bad

workmanship, or defective materials supplied by the Contractor, or by materials made defective

by their operations. If the defective work is such that in the opinion of the Superintendent, it

cannot be made to comply with the Specification, the sections concerned may be rejected, in

which case no payment will be made. Alternatively, the Superintendent may accept the

defective work at a reduced price, subject to the Contractor remedying the defects to the

maximum extent practicable.

10.17 WASTE MATERIALS

Waste aggregate, bitumen, rubbish of all descriptions or other materials remaining after

completion of the work shall be removed from all gutters, gully pits or inspection pits and

disposed of, off the site. The work shall be left in a neat, tidy condition to the satisfaction of the

Superintendent.

10.18 MAINTENANCE OF WORK AFTER COMPLETION

The maintenance period shall be as set out in the Annexure to the General Conditions of

Contract.

During the maintenance period the Contractor will be responsible for making good any defects

which, in the opinion of the Superintendent, are due to faulty workmanship by the Contractor, or

are due to faulty materials supplied by the Contractor.


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11 ASPHALTIC CONCRETE (HOT MIX)

11.1 GENERAL

The Contractor shall be responsible for the design, production and laying of an asphalt mix

which conforms with the requirements of this Specification and prior to the expiry of the Defects

liability Period:

a) Will not ravel, rut, strip or bleed; and

b) After Practical Completion, will not have any deviations under a 3 metre straight edge

which exceeds the limit specified in “Shape” plus 3mm.

The work covered under this section of the Specification consists of:

a. Supply of asphalt, including constituent materials, its design, production and transport;

b. Preparation of the pavement;

c. Placing of asphalt, including application of tack coat and laying and compaction of asphalt;

and

d. All inspections and testing necessary to demonstrate that the quality requirements of this

Specification have been achieved,

where shown on the Drawings or listed in the Schedule for the supply and installation of

asphaltic concrete pavement surfacing.

11.2 MINERAL AGGREGATES

Aggregates shall comply with the requirements of the RTA's Form No. 116 Specification for the

Supply and Delivery of Aggregate for Use in Asphaltic Concrete.

11.3 FILLER

The filler shall comply with the requirements of Australian Standards AS 2357 - Mineral Fillers

for Asphalt, and be of an approved type.

11.4 BINDER

The binder shall be bitumen complying with the requirements of the Australian Standards AS

2008 - Specification Residual Bitumen for Pavements.

a. For wearing courses, Class 170 bitumen shall be used.

b. For other courses, Class 320 bitumen shall be used unless otherwise approved by the

Superintendent.


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11.5 PROPORTIONING OF MIXES

Nominated mix

Each mix shall be designed by the Contractor, within the general limits set out in Tables 11.1

and 11.2, and complying with the requirements of Clauses 11.6, 11.7 and 11.8 in respect of

stability, voids, and the percentage of voids in the mineral aggregate filled by binder. The mix

shall be designed to ensure as low permeability as practicable. If considered appropriate

permeability testing may be carried out and adjustments of the mix suggested.

Table 11.1

AS Sieve

Size

(mm)

Percentage of Mineral Aggregate Passing Sieve (by mass)

5 mm

Nominal

7 mm

Nominal

10 mm

Nominal

14 mm

Nominal

20 mm

Nominal

28 mm

Nominal

37.5 - - - - - 100

26.5 - - - - 100 80-100

19.0 80-100 #

13.2 100 80-100 65-93 55-85

9.5 100 80-100 # # #

6.7 100 80-100 65-93 55-85 45-75 40-65

4.75 80-100 70-90 # # # #

2.36 50-80 45-65 35-65 25-65 20-50 20-45

1.18 # # # # # #

0.6 16-44 22-45 16-39 11-34 6-29 6-29

0.3 # # # # # #

0.15 # # # # # #

0.075 3-11 5-8 13-26 2-8 2-8 2-7

# For each sieve given on the left hand side of the table, even when no particle size

distribution range is specified on the right hand side of the table, a particle size distribution

shall be given in the submission of the nominated mix and in the reporting of trial and

production mixes.

Table 11.2

Mix Size

Nominal

5 mm

Nominal

7 mm

Nominal

10 mm

Nominal

14 mm

Nominal

20 mm

Nominal

28 mm

Nominal

Binder

Content

(% by mass

of total

asphalt mix)

5.6-6.8

5.0-7.5

5.1-6.4

4.8-6.2

4.6-6.1

4.0-5.8

Note:

Some increase in bitumen content may be required for aggregate with high absorption

characteristics to compensate for the bitumen absorption.


67

Details of the proposed mix design (including target grading and binder content); together with

samples of the proposed mix produced in the plant and its component materials shall be

submitted to the Superintendent for approval at least 14 days before the work is to be

commenced.

Samples

The sample of the proposed mix shall be at least 10 kg and shall be obtained from a batch

produced by the plant from which the material is to be supplied. The minimum samples sizes for

the other ingredients shall be:

Table 11.3

Material Minimum quality required

Aggregate of nominal size 14 mm or greater 50 kg

Aggregate of nominal size 10 mm or less (including sand) 20 kg

Filler 5 kg

Adhesion Agent 0.5 litres

Testing of the proposed mix and ingredients will be carried out by the Superintendent as

required.

Job mix

Work shall not commence until a job mix has been approved. When approved, the job mix and

ingredients shall not be changed without the consent of the Superintendent. In these

circumstances, further samples may be required prior to acceptance and recommencement.

When the job mix has been approved the grading of the mix being produced shall not be varied

from the grading of the job mix by more than the tolerances set out in Table 11.4

Table 11.4

AS Sieve size (mm) Permissible variation % by mass of

total aggregate

4.75 and larger 7

2.36, 1.18 5

600, 300 5

150 2.5

75 1.5

The bitumen content of the mix being produced shall not be varied from the bitumen content of

the job mix by more than ± 0.3% by mass of the total mix.

11.6 VOIDS IN COMPACTED MIXES

The air voids in the total mix when compacted shall be tested in accordance with Australian

Standard test methods AS 2891.2.2, AS 2891.7.3, AS 2891.8 and AS 2891.9.2. The percentage

voids of the volume of the asphalt mix shall be between 3% and 6% of the volume of the mix.


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11.7 STABILITY OF MIXES

When determined in accordance with RTA Test Methods T601 and T603 (Modified Hubbard –

Field) the stability of the mixes shall be between 16 kN and 36 kN.

11.8 VOIDS IN MINERAL AGGREGATE

The mineral voids in mineral aggregate when compacted shall be tested in accordance with test

methods Australian Standard AS 2891.2.2, AS 2891.7.3, AS 2891.8 and AS 2891.9.2. The

minimum voids in the total mineral aggregate are as follows:

Table 11.5

5 mm (AC5) 10 mm (AC10) 14 mm (AC14) 20 mm (AC20) 28 mm (AC28)

17 16 15 14 13

11.9 SAMPLING AND TESTING OF PRODUCTION MIX

Contractor's laboratory

The Contractor shall maintain and operate a testing laboratory at or near the mixing plant to

control the quality of asphaltic concrete produced.

Responsibility for sampling

The Contractor shall be responsible for taking the samples and shall supply all facilities,

equipment and labour for that purpose. The samples shall be taken by the Contractor's

representative under the supervision of the Superintendent.

Frequency of sampling

Table 11.6

Quantity of Asphalt Supplied each Shift Minimum Frequency of Testing

Less than 100 tonnes One per 50 tonnes or part thereof

101 to 300 tonnes One per 100 tonnes or part thereof

301 to 600 tonnes One per 150 tonnes or part thereof

Over 600 tonnes One per 200 tonnes or part thereof

Note:

A ‘Shift’ shall be classified as any continuous work not exceeding a period of 12 hours.

The Resistance to Stripping Test, T640 shall be carried out after production of 2,000 tonnes or

part thereof of the nominated mix and then at a minimum frequency of one test per 5,000

tonnes or part thereof of the production of the nominated mix.

In the case of a non-conformance to test T640, any necessary corrective action shall be

implemented and frequency of T640 testing recommended as for a new nominated mix.

The Superintendent may conditionally agree to a Contractor’s proposal to reduce the specified

minimum frequency of testing. The proposal shall be supported by a statistical analysis verifying


69

consistent process capability and product characteristics. The Superintendent may vary or

restore the specified minimum frequency of testing, either selectively or permanently, at any

time.

Methods of sampling

The sampling process must be in accordance with Australian Standard AS 2391.1. The sample

of mix shall be taken from one of the following locations, as directed by the Superintendent, in

accordance with the following procedures, as appropriate:

a. Discharge point from mixer or storage bin. A suitable container, at least 100 mm deep,

shall be placed centrally under the discharge gate and completely filled from a single drop

from the mixer or storage bin.

b. Delivery truck. The sample or sub sample shall comprise two increments taken from

separate sites distributed over the area of the truck load. Each increment shall represent

half the truck load. Sampling sites shall be selected so as to minimise segregation. The

sampling point shall be at least 500 mm from any side of the truck body. Surface material

shall be removed for a depth of approximately 100 mm and the sample taken from the

exposed surface by a deep-sided sampling scoop of such a slope as to prevent the

inclusion of material falling in from the sides.

c. When the sample is not tested immediately, it shall be stored in an airtight metal container,

suitably labelled for identification. A suitable label will include the following details.

Date:

Sample Number:

Type of Material:

Delivery Docket Number:

Quantity Delivered: Location:

Supplier:

Delivery Vehicle Registration Number:

Mixing and dividing samples for testing

The sample shall be thoroughly mixed immediately before being divided, by means of a sample

divider or by quartering into smaller portions of suitable size for testing.

Sample size for testing

The minimum sample size for testing shall be at least 10kg.

Testing of samples

Acceptance testing of samples will be carried out by Council.


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11.10 MANUFACTURE OF MIX

General

Mixing shall be undertaken in an approved batch pugmill, continuous pugmill or drum mixing

plant, capable of uniformly mixing coarse and fine aggregate, filler and binder to meet the

specified requirements at all times. The plant shall include a rotary drum drier for the continuous

heating and drying of the coarse and fine aggregate. Each size of mineral material comprising

the coarse and fine aggregate (other than filler) shall be fed into the drier by mechanical feeder

at a uniform rate. The drier shall maintain a uniform flow of aggregate at correct temperature,

sufficient to operate the mixing unit at its rated output. Filler shall be stored and handled in a

separate system from that which handles aggregate and be capable of accurately measuring

and adding the quantity required. The bitumen storage and handling shall be arranged so that

contamination of the bitumen flushing liquids or other materials cannot occur.

Batch or continuous pugmill plants

Batch pugmill and continuous pugmill type plants shall include a gradation control unit for

screening the hot aggregates into a minimum of four sizes, to be stored in separate bins,

generally containing particles 40 mm - 20 mm, 20 mm - 10 mm, 10 mm - 3 mm, and minus 3

mm. Screening shall be such that there is substantial freedom from segregation in each bin, and

from carry over of particles into the wrong bin.

Batch pugmill plants shall measure the requisite batch quantity of material from each hot

aggregate bin, the filler bin and the binder supply, by mass, the latter being indicated on a

separate dial. The accuracy of the measurement shall be within ±1% of the indicated mass in

each case.

In the case continuous pugmill plants, the flow from each hot aggregate storage bin, the filler bin

and the binder supply shall be accurately synchronised.

Drum mixing plants

In the case of drum mixing plants, aggregates shall be proportioned and measured by

accurately calibrated, variable speed continuous belt feeders from each cold storage bin. Each

feeder shall maintain a constant and uniform flow throughout the range of its calibration and

shall be equipped with a warning device to indicate any interruption to material flow. The plant

shall have positive interlocking between the flows of aggregates, filler and bitumen and to

prevent contact between the burner flame and the bitumen.

Temperatures

Temperatures of continuant materials shall be controlled by suitable thermometer elements

placed in the flow of materials from the drier and in the binder storage system in binder supply

line. The difference in temperature between binder and aggregate shall not exceed 30oC at the

point of mixing.


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Thermometer registrations shall be readable and accurate to within ± 2oC.

Binder and asphalt temperatures shall be within the ranges specified in the manufacturer’s

written recommendations. Such recommendations shall include delivery and storage of binder;

and manufacture, storage, delivery and compaction of asphalt. A copy of the manufacturer’s

recommendations will be required prior to awarding this contract and may be utilised for

evaluation purposes.

The asphalt temperatures shall be measured as the asphalt leaves the pugmill or drum and the

hot storage bin(s) or on the trucks prior to leaving the plant.

Mixing time

Mixing time shall be such that all particles of mineral aggregate are uniformly coated with

binder.

Storage of mix

Asphaltic concrete may be stored in an insulated storage bin prior to delivery. The storage bin

shall be constructed and operated in a manner that minimises segregation and avoids localised

overheating. Asphaltic concrete which has been stored for more than 24 hours or is below the

minimum temperature specified may be rejected by the Superintendent.

11.11 TRANSPORT

The asphaltic concrete shall be discharged into motor trucks, the bodies of which shall be kept

thoroughly cleaned and coated with a thin film of an approved release agent to prevent mix

sticking to the body of the truck. Care is to be taken to remove surplus release agent before

loading.

After the asphaltic concrete has been discharged into the motor truck, the asphaltic concrete

shall be covered with a heavy duty canvas or similar waterproof cover which overlaps the sides

of the truck body by at least 250 mm and is tied down securely.

When asphaltic concrete is to be transported over long distance, or in cold conditions, the

Superintendent may direct the bodies of all trucks be suitably insulated.

Except as agreed otherwise, all motor trucks shall carry no less than nine tonnes of asphaltic

concrete.

Delivery of the mix shall be at a uniform rate within the capacity of the spreading and

compacting equipment. Transport shall be as expeditious as possible to minimise cooling of the

asphaltic concrete.

Unless approval is given to other means of measurement, the mass of all truck loads of mix

shall be measured on a weighbridge certified by the Office of Fair Trading.


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11.12 PREPARATION OF PAVEMENT

Cleaning of surface

The existing surface shall be dry and clean. Sweeping may be necessary to remove any loose

stones, dirt and foreign matter from the surface. Sweeping shall extend beyond the edge of the

proposed asphaltic concrete layer by at least 300 mm. Any foreign matter adhering to the

pavement and not swept off by the broom shall be removed by other means.

Any areas affected by oil contamination shall be cleaned by an approved method. If, after

cleaning, the asphaltic concrete is soft or has ravelled, the affected area shall be removed and

reinstated with asphaltic concrete which is to be compacted to the level specified in Clause

11.17.

Surface correction

Any surface depressions of greater depth than twice the permissible tolerance (referred to in

Clause 11.17) of the asphaltic concrete layer to be placed are to be tack coated and filled with

fresh asphaltic concrete before the main course is paved. The correction course shall be laid

and compacted in accordance with Clause 11.17 to the general level of the existing surface.

11.13 TACK COAT

General

Except on unsealed surfaces or as otherwise directed by the Superintendent, the whole of the

area to be sheeted with asphaltic concrete shall be lightly and evenly coated with cationic rapid

setting bitumen emulsion, unless otherwise specified, conforming to the requirements of

Australian Standard AS 1160 Bituminous Emulsions for Construction and Maintenance of

Pavements.

The application rate of undiluted bitumen emulsion shall be 0.25 to 0.50 litres per square metre.

If the bitumen emulsion is diluted, the application rate shall be adjusted to obtain the undiluted

rate.

Adequate time is to be allowed for the materials to cure or break before asphaltic concrete is

laid. Over application of tack coat, due to existing surface depression, shall be removed or

dispersed by brushing.

Application

The bitumen emulsion shall be applied by a mechanical sprayer with spray bar, unless the

areas to be sprayed are small, irregular or inaccessible to mechanical sprayers, in which case

application by hand spraying or brushing may be permitted.

The bitumen emulsion may be heated or diluted with water to facilitate spraying of a light

uniform application.


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All contact surfaces of kerbs and other structures and all joints shall be painted with a thin

uniform application of tack coat.

Precautions

Care shall be taken to ensure that bitumen emulsion is not sprayed on, or allowed to coat any

concrete kerbs, guardrail or bridge handrails adjacent to the pavement or shoulder. Any material

so sprayed shall be removed as directed by the Superintendent. The Contractor shall be held

responsible for any damage to adjacent property, vehicles or persons sprayed with tack coating

material. When trucks or other vehicles are likely to move from tack coated areas onto adjacent

finished surfaces, the finished surfaces shall be blinded with limestone dust or similar to protect

them from bituminous material carried over on truck tyres.

In locations with heavy pedestrian traffic, such as shopping areas, tack coated areas shall be

cordoned off to keep pedestrians out.

11.14 SPREADING

Paver

Asphaltic concrete shall be spread by an approved self propelled paving machine, having an

effective spreading capacity of not less than 50 tonnes of mix per hour. The paver shall have:

a. A receiving hopper of sufficient size to enable continuity of paving while delivery trucks are

changing and of a design which allows complete emptying of mix along the sides.

b. A device, such as a slat conveyor, for moving the mix from the hopper, to the pavement in

front of the screed unit and with a suitable means of adjusting the flow of the mix.

c. Individually controlled screw conveyors (preferably automatically controlled) for spreading

the asphaltic concrete laterally and evenly in front of the screed, without segregation.

d. A floating screed unit comprising a screed plate with thickness controls. The screed shall

be connected by levelling arms to the traction unit by pin joints at the tow point. The screed

shall be capable of paving widths up to 3.7m.

e. A device mounted on each side of the machine for adjusting the layer depth, preferably

between 10 mm and 150 mm by either varying the angle of inclination of the screed plate in

relation to the levelling arms or varying the height of the pin joint of the levelling arms

vertically.

f. A pre-compaction device such as either vertically oscillating tamper blades immediately

ahead of the screed plate or a vertical vibration of the screed plate itself. Unless otherwise

approved, the device shall extend for the full width being paved.

g. A device for controlled heating of the screed plate.

h. A device for adjusting the screed plate to provide a crown or side slope.

i. A device for adjusting the width of the screed.


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j. A device for steering accurately to a given line.

k. Rollers mounted to the front of the hopper for pushing the truck while it is unloading into the

hopper and desirably a rapid acting device to engage and release trucks.

l. Automatic screed control operated from joint matching, shoe, fixed line, travelling straight

edge or levelling beam.

Paving procedures

Before commencing paving operations the work shall be set out with the order of runs, position

of joints and levels clearly defined.

The paver shall operate at a uniform speed and its output shall match the rate of delivery of

asphaltic concrete such that, as far as practicable, continuous spreading of the mix is achieved.

When backing trucks against the paver, care shall be taken not to jar the paver out of its proper

alignment.

The paver shall be so operated that material does not accumulate along the sides of the

receiving hopper. Any mix in or under the paver that has become cool due to delay in the

transport of mix, or for any other reason, shall be removed.

In the event of faulty operation of the paver causing irregularities in the spread of material, work

shall be suspended until the fault is rectified. If the irregularities are of a minor nature, and the

surface has not cooled below 115oC it will be permissible to spread a thin layer of fresh mix by

hand, level it with lutes and roll immediately. Should this treatment fail to produce a surface of

acceptable texture and regularity, or if the faults left by the spreader are of appreciable depth,

then the defective surface shall be removed, and fresh material shall be laid as previously

described.

Unless otherwise approved by the Superintendent, asphaltic concrete shall not be spread by

hand behind the paver. Workmen shall not stand or walk on hot asphaltic concrete except

where necessary for correction of the surface.

Asphaltic concrete laying temperature

The temperatures of asphaltic concrete at the time of laying shall be as shown in Table 11.7.

The laying of asphaltic concrete will not be permitted when the surface of the road is wet or

when cold wins chill the mix to such an extent that, in the opinion of the Superintendent,

spreading and compaction are adversely affected.

The temperature of the mix shall be measure in the truck just prior to discharging into the paver

hopper. A suitable stem type thermometer readable and accurate to within ±2oC with a range

from at least 0oC to 200

oC shall be used. The stem shall be inserted into the mix to a depth of

approximately 200 mm at a location approved by the Superintendent.


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Course and layer thickness

The compacted thickness of each course shall be as shown on the Drawings or listed in the

Schedule but the Superintendent may direct that the specified depth be varied at any location.

Table 11.7

Road Surface

Temperature

in Shade

oC

Mix Temperatures

Layer Thickness

Less than 30 mm

oC

Layer Thickness

30 mm to 40 mm

oC

Layer Thickness

45 mm to 100 mm

oC

Layer Thickness

Over 100 mm

oC

5-10 ** ** 145* 130-155

10-15 150* 145* 140* 125-150

15-25 150* 145* 135* 120-145

Over 25 150* 145* 130* 115-140

* Minimum laying temperature

** Layers thinner than 40 mm shall not be placed when the pavement temperature is below

10oC.

A course may comprise one or more layers. The compacted layer thickness shall be in

accordance with Table 11.8.

Table 11.8

Mix Size

Nominal (mm)

Compacted Layer

Thickness (mm) Type of Work

28 60 to 120 Base or corrective course

20 30 to 80 Base or corrective course

20 30 to 80 Intermediate course

14* 35 to 50 Wearing course



* Special purpose mixes

The Superintendent may approve spreading asphaltic concrete by hand for the correction of

minor irregularities and in areas inaccessible to mechanical pavers. Asphaltic concrete shall be

spread so as to produce a smooth even surface with uniform density to the correct level.

11.15 WORKING HOURS

Unless otherwise agreed the spreading of asphaltic concrete and associated works shall be

undertaken between the hours of 7.30 am and 4.00 pm, Mondays to Fridays inclusive, public

holidays excluded. Practicable preliminary notice will be given before the commencement of

work is required.


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The Superintendent reserves the right to cancel or halt operations in the event of wet weather or

other unforseen circumstances.

11.16 JOINTS

General

Work is to be so arranged as to keep the number of joints, both longitudinal and transverse to a

minimum and the daily laying pattern shall be subject to approval by the Superintendent before

work commences.

The density and surface finish at joints shall be similar to those of the remainder of the layer.

Longitudinal joints

Unless directed otherwise by the Superintendent, an automatically controlled joint matching

device shall be used to control the levels of adjacent runs.

Care shall be taken to provide positive bond between adjoining runs.

Longitudinal joints shall be continuous and parallel. They shall coincide within 150 mm with lines

of change of crossfall where such occur. Joints in successive layers shall be offset by at least

150 mm. Joints shall be located away from traffic wheel tracks. Except when directed by the

Superintendent, joints in wearing courses shall be located beneath proposed traffic line

marking. Work shall be arranged to avoid longitudinal joint faces being left exposed overnight.

In the case of cold longitudinal joints, the edge of the first run shall be butted and slightly

elevated while hot using hand lutes. If the edge is left exposed overnight or longer, the

Superintendent may direct that the edge be trimmed to a straight vertical face by cutting disc,

rotary saw, or pneumatic spade and lightly coated with tack coat material by brushing. The

adjoining run shall be placed against the prepared edge with an overlap of 25 mm to 50 mm.

The overlap shall be pushed back using lutes, immediately after placing, to form a slight ridge

along the joint which the roller shall compress adjacent to the edge of the previously placed run.

Any excess, overlapping or segregated material shall be discarded and not incorporated in the

mat. Rolling shall commence with a steel wheeled roller, immediately behind the paver,

compressing the joint by overlapping onto the fresh mix by about 150 mm. Rolling shall continue

by shifting progressively by about 150 mm across the joint after each return pass until the joint

is smooth and dense.

Longitudinal edges which contain segregated or open textured asphaltic concrete, or which

have been damaged by traffic or rolling, or which are not true to line shall be made good by

cutting back in a straight line to expose fresh, dense asphaltic concrete. Note: all additional

costs associated with remedial work as a result of non-compliance with the specification, shall

be at the Contractor’s expense.


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Transverse joints

When the end of the spread material has cooled due to disruption of the work, or when

resuming work on the next day, a transverse joint shall be formed.

Transverse joints shall be approximately at right angles to the direction of paving. They shall be

staggered by at least one metre between successive layers and between adjacent runs.

Runs shall be ended either against a timber bulkhead to ensure a straight vertical, well

compacted edge or by feathering out and compacting. In the latter case, the feathered material

shall be cut back to a line where the full thickness exists. The surface shape of the end of the

run shall be checked by a straight edge to locate the line of cut.

The end of the previous run shall be lightly tack coated before the paving of the next run

proceeds.

At the start of the run, care shall be taken to set the screed level with sufficient allowance for

compaction so that just the correct thickness of asphaltic concrete is placed. The screed shall

be heated to the mix temperature.

The joint shall be rolled with a steel roller transversely for several passes, with the roller

projecting about 150 mm further onto the fresh mix in each pass. At locations where it is difficult

to roll the joint transversely, the Superintendent may direct that an alternative procedure be

used.

Boards shall be used for off pavement movement of the roller to prevent rounding the edge. The

joint shall then be rolled longitudinally.

When the asphaltic concrete layer is required to join and match the level of an existing

pavement surface, bridge deck or other fixture, sufficient of the existing material shall be cut out

to achieve the minimum layer thickness as set out in Table 11.8.

11.17 COMPACTION

Plant and equipment

Compaction equipment shall be self-propelled and may include any of the following types of

equipment and various combinations of these types:

a. Static steel rollers shall have a mass not less than eight tonnes and a drum loading not

less then 35 kN per metre width of drum. Tandem rollers are preferred but three wheeled

rollers may be used.

b. Vibratory rollers shall have a mass not less than six tonnes and a drum loading not less

than 20 kN per metre width of drum. Tandem, articulated rollers with vibration on both

drums are preferred. They should be capable of vibration frequencies between 30 Hz and


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50 Hz and amplitudes between 0.4 mm and 1.0 mm. They shall have provision for the

vibration to be cut off when the roller is coming to a halt or changing direction.

c. Pneumatic roller shall have a mass of 10 tonnes to 20 tonnes ballasted and tyre inflation

pressure variations up to 700 kPa. Numbers of wheels may vary from seven to eleven. The

tyres shall have wide, flat smooth rolling surfaces.

The minimum number of rollers used for compaction of asphaltic concrete laid at various rates

shall be as shown in Table 11.9.

For compaction of confined areas or patching works a small vibrating roller, or hand operated

vibrating compactor acceptable to the Superintendent shall be used.

Compaction procedures

Rollers shall travel at a uniform speed not exceeding 5 km/h for steel rollers and 10 km/h for

pneumatic tyred rollers. They shall not remain stationary on recently compacted mix.

Lateral changes in the direction of rolling shall be made on previously compacted mix. Sharp

turns shall be avoided and any changes from forward and reverse shall be made smoothly.

Vibrating rollers shall not be stopped or reversed while in the vibrating mode.

Compaction shall be considered in three stages, initial, secondary and final rolling.

TABLE 11.9

Output Alternative combinations

Tonnes/Hour Tonnes/Day Steel Static Steel Vibrating Pneumatic Tyred

Up to 20 Up to 160 1

-

-

1

1

1

20 to 45 160 to 360 1

-

-

1

1

1

45 to 85 360 to 680 1

-

-

1

2

1

85 to 120 680 to 960 1

2

-

-

-

2

3

2

1

Notes:

1. The output ranges are to be used as a guide only.

2. Extra rollers may be required in case of breakdown.

3. At the discretion of the Superintendent, the number of rollers may be decreased for layer

thickness in excess of 60 mm.


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Initial rolling

Initial rolling shall be carried out using steel rollers. Vibrating steel rollers may be used, but they

shall be operated in the static mode for the initial passes. On deep lift asphaltic concrete,

pneumatic tyred rollers may be used.

The transverse and longitudinal joints, and edges, shall be compacted first as specified in

Clause 11.16. Rolling shall then proceed longitudinally with the roller moving parallel to the run

and reversing along the same track. The roller shall gradually progress towards the centre of the

pavement except on super-elevated curves or wide pavements with constant crossfall, when

rolling should begin on the low side and progress to the high side. Each track shall overlap the

preceding one by about 150 mm and shall terminate beyond the end of the preceding track by

at least one metre. Other rolling patterns may be adopted with the approval of the

Superintendent.

Rollers shall be operated as close as possible to the paver, without damaging the mat, with their

driving wheels closest to the paver except on very steep grades where the rollers shall operate

with their driving wheels on the partially compacted mix. When rolling unsupported edges,

rollers shall overhang the edge by not more than 100 mm. Initial rolling shall be completed

before the mix temperature falls below 105oC.

Secondary rolling

Secondary rolling shall immediately follow initial rolling. Either steel vibratory or pneumatic tyred

rollers shall be used. The tyre pressure of pneumatic tyred rollers shall be between 500 kPa and

600 kPa. Rolling shall commence at the longitudinal joint side of the run, with the roller reversing

along the same track on each pass and shifting across the run in full roller widths to the

opposite side.

Secondary rolling shall be completed before the mix temperature falls below 80oC.

Final rolling

Final rolling shall be carried out by a pneumatic tyred roller with tyre pressures between 600

kPa and 700 kPa to eliminate all roller marks and to produce a uniform finish. If any tyre marks

exist after final rolling, the Superintendent may direct that they be removed with a steel roller

operated in a static mode.

Final rolling shall be completed before the mix temperature falls below 60oC.

Rolling of the mix shall continue until the compaction complies with the Finished Pavement

Properties as stated in Section 5 of the RTA QA Specification R116.

If at any stage during the work the compaction falls below the specified compaction, the

Superintendent may suspend the work until appropriate remedial action is taken.


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The proposed compaction fleet and rolling pattern shall be approved by the Superintendent

prior to the commencement of work. On large works the Superintendent may direct that the

Contractor carry out a compaction trial to determine the adequacy of the Contractor's plant and

rolling patterns to achieve the specified compaction.

11.18 LEVEL CONTROL AND FINISHED PAVEMENT PROPERTIES

General

Before commencement of work and when the Superintendent considers it necessary, levels will

be marked on the surface at approximately five metre longitudinal spacing. The Contractor shall

then establish a fixed wire or string line from which the levels of the base or corrective course

are to be controlled by sensor and automatic screed control. If the correction required is minor,

the Superintendent may allow the use of a levelling beam, at least 10 m long in lieu of a fixed

wire or string line.

The intermediate and surface course levels are to be automatically controlled by levelling

beams at least 10m long, joint matching shoe or automatic crossfall as directed by the

Superintendent.

Each course of asphaltic concrete shall be finished to a plane surface, parallel to the plane of

the finished surface of the wearing course.

Thickness

For asphaltic concrete pavements of 50 mm thickness or less, the thickness shall be specified

as an average thickness for each layer, when appropriate, but the minimum and maximum

thickness of each nominal size mix used shall be within the range stated in Table 11.8.

For asphaltic concrete pavements over 50 mm thickness, the average thickness of the total

depth of asphaltic concrete laid shall be within a tolerance of ±10 percent of the total specified

thickness but shall not exceed ±12 mm. The total specified thickness is the sum of the course

thicknesses shown on the Drawings or listed in the Schedule.

If the average thickness is outside the allowable tolerances, the Contractor shall make good the

work in a manner approved by the Superintendent. Alternatively, if the average thickness is

greater than the maximum allowable thickness (average thickness plus tolerance), the work

may be accepted subject to non payment at the tendered rate for the quantity of material laid in

excess of the maximum allowable thickness.

Level

The level at any point on the wearing course shall not vary by more than 10 mm from the

specified plan level.


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Shape

The surface shall not deviate from the bottom of a 3m long straight edge laid in any direction by

more than the tolerances listed below:

Table 11.10 – Deviations from 3m Straight Edge

Course Through Carriageway ≤ 70 kph

speed zone (incl bridge decks)

Ramps, Roundabouts and

Carriageway < 70kph speed

zone

Base Course 10 15

Intermediate Course 5 10

Wearing Course 3 5

Irregularities exceeding the tolerances given above in a particular course shall be corrected to

the satisfaction of the Superintendent before a subsequent course is placed. Irregularities

exceeding the tolerances in the wearing course shall be removed and fresh material placed as

directed by the Superintendent.

Riding quality

The finished surface shall have a uniform longitudinal profile and the riding quality of the

finished surface shall be smooth and to the satisfaction of the Superintendent.

11.19 PROVISION FOR TRAFFIC

All necessary signs, barriers, etc. required for the control and protection of traffic shall be

provided by the Contractor.


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12 MISCELLANEOUS ACTIVITIES

12.1 GUIDE POSTS

This section of the Specification covers the supply and erection of guide posts as detailed on the

drawings and at locations specified or directed by the Superintendent.

Supply of posts

All posts required under this Contract shall be supplied by the Contractor.

Posts

Posts shall be pine posts of a uniform size 90 mm – 100 mm wide and 45 mm – 50 mm thick with

the top chamfered at 30o and pressure treated using materials and processes approved by the

Forest Products Division of the CSIRO. They shall be either 1,650 mm or 1,350 mm long, the

shorter posts being used on the inside of curves.

Erection of posts

Posts shall be erected at the locations specified or as directed by the Superintendent. Posts shall

be set in dug or drilled holes with the backfilling well rammed so that the posts are vertical and the

tops are at a uniform grade. The posts shall be sunk 600 mm into the ground.

Before untreated posts are placed, the lower portion to a height of 150 mm above the ground level

shall be treated with two coats of creosote oil brushed on hot at approximately 95oC. The hot oil

shall be forced into all cracks in the wood, and first coat shall be allowed to dry before the second

coat is applied.

Painting and delineators

Posts shall be painted up to a height of 150 mm above ground level with two coats of black

bitumen-based paint. The remainder of the post shall be painted with one coat of approved read

lead primer and one coat of white acrylic paint.

Delineators shall be located 50 mm down from the lower edge of the top of the post. The

delineators on the left hand side shall be red reflective and 50 mm x 100 mm in size. On the right

hand side, they shall be white, reflective and 25 mm x 100 mm in size.

12.2 ROAD MARKING

This section of the Specification covers the supply and application of pavement markings as

detailed on the drawings and at locations specified or directed by the Superintendent.


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Pavement marking

Road marking shall be carried out to the details shown on the plans.

Materials

Road marking paint

Unless otherwise specified or permitted, paint shall be Type 3, Class A complying with the

requirements of Australian Standard AS 4049.1.

Colours shall be white or yellow as detailed and shall not be subject to discolouration by bitumen

from the road surface.

Glass Beads

Spherical glass beads shall comply with the requirements of Australian Standard AS 2009.

Raised Pavement Markers

Raised pavement markers shall comply with the requirements of Australian Standard AS 1906.3.

Reflectorised markers shall be 100 mm2 x 16 mm maximum height. The housing shall be moulded

from methyl methacrylate or other suitable high strength plastics material. The reflector shall be of

corner-tub type and be mounted on the inner surface of the slanted face of the housing. The

housing shall be filled with an inert filler. The units may be required to be mono or bi-directional.

Colours shall be as detailed.

Alternative designs of reflectorised markers (eg. ceramic base with recessed acrylic rod reflector)

will be approved subject to adequate strength and reflective performance.

Non-reflective ceramic markers shall be of 100 mm nominal diameter and approximately 16 mm

high. The exposed surface shall be smooth, free of marks and of the colour detailed.

Spraying equipment

Mechanical spraying equipment shall be capable of applying paint uniformly to the road surface at

the application rate specified. It shall be equipped with a device for the application of glass heads

located immediately behind the paint jets.

The paint tank shall be equipped with a suitable device such as dip-stick for the determination of

its contents.

Linemarking details

Unless otherwise specified, linemarking shall comply to Australian Standard AS 1742 Part 2, and

in particular shall conform to the dimensions given in Figure 4.1 of the Standard. Where options

are stated, the preferred dimension shall be used.

Pavement lettering and numerals shall be as detailed in Australian Standard AS 1742.


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Pavement arrows shall comply with details in Australian Standard AS 1742. Length shall be 5.4m.

Application

Unless otherwise permitted, all paint shall be applied by mechanical sprayer.

Linemarking shall be spotted out and approved before spraying commences.

The road surface shall be clean and dry at the time of painting.

Paint shall be applied at a wet thickness in the range 0.35 mm to 0.40 mm. Drop-0n glass beads

shall be applied not more than five seconds after spraying at a rate of 350 to 700g per litre of paint.

Removal of existing linemarking

Where detailed, existing linemarking shall be removed by abrasive blasting techniques.

Abrasive blasting shall be carried out until at least 90% of the original area of each road marking

has been removed. Any road marking remaining shall not be concentrated in any one or two

places of the original marking.

Remove debris and grit on completion of blasting. Patch surface damage as necessary or

directed.

Raised pavement markers

Where raised pavement markers are specified in lieu of painted land lines shall be set out in

accordance with the preferred systems detailed Australian Standard AS 1742.

In other cases raised pavement markers shall be set out as detailed on the drawing.

Markers shall be fixed to the road surface by means of a suitable epoxy adhesive. Both the road

surface and the underside of the marker shall be cleaned and coated with adhesive before the

marker is placed.

Acceptance

All sampling and testing or road marking paint and glass beads shall be carried out in accordance

with procedures specified in Australian Standard AS 4049.1 and AS 2009. The Superintendent

may take samples for testing or require the production of test certificates issued by a NATA

registered laboratory.

Reflective pavement markers

Reflective pavement markers shall comprise UNILITE (OWIC) white pavement markers or

approved equivalent attached with RME 11004 epoxy mixed with and applied in accordance with

the manufacturer’s directions.


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12.3 SIGNPOSTING

This section of the Specification covers the supply and erection of sign posts, including street

signs, as detailed on the drawings and at locations specified or directed by the Superintendent.

Standards

Work in this section shall comply with provisions of relevant Australian Standards. In particular the

following standards will apply:

AS 1742 Manual of Uniform Traffic Control Devices, Parts 1-15

AS 1743 Road Signs

AS 1744 Forms of Letters and Numerals for Road Signs

AS 1906 Retroreflective Materials and Devices for Road Traffic Control Purposes,

Parts 1-6

Signboards and posts

All signboards shall be manufactured from 1.6 mm (minimum thickness) aluminium sheet.

All reflectorised material shall be class 1 retroreflective material in accordance with Australian

Standard AS 1906 - Part 1.

Posts for signs shall be hot dipped galvanised RHS or CHS sections as detailed in the drawings

with galvanised steel caps to the tops of all posts.

Sign types

All signs shall comply with Australian Standard AS 1743 and AS 1742, and shall be manufactured

by an approved supplier. Where signs are shown on the drawing as being a standard type of sign

in accordance with Australian Standard AS 1742 then the sign shall be similar in all respects to

that type except for the legend which shall be as shown on the drawing.

Installation

Erect signs on posts, with aluminium backing sections where applicable, to details shown in the

drawings. The location of signs shall be as shown in the drawings but lateral placement shall be

confirmed on site prior to installation.

All sign posts shall be set truly vertical in concrete foundations in firm ground. Signs shall be

erected with their faces vertical and their top and bottom edges horizontal.

Street nameplates

Street nameplates shall be erected at ALL newly created intersections and shall indicate the

names of both streets.


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Nameplates shall generally be in accordance with Australian Standard AS 1742.5-1986 and shall

incorporate any special feature which may be required by Council (eg. City logo, colours of legend

and background).

Depth of nameplate shall be 150 mm with 100 mm lettering except on major roads where a depth

of 200 mm with 150 mm lettering shall be used.

Nameplates shall be mounted at a height of three metres above finished ground level. If two or

more nameplates are to be erected on the same pole they shall be erected at differing levels.

Nameplates shall be mounted on a 50 mm nominal bore galvanised steel pole concreted a

minimum of 600 mm into the ground. The pole shall be erected on the 2.7 m alignment.

12.4 STREET LIGHTING

This section of the Specifications covers the supply and installation of street lighting as detailed on

the drawings and at locations specified or directed by the Superintendent.

Reference: Country Energy Procedure

General Terms and Conditions for the Supply of Electricity to New Subdivisions and Site

Developments CEP2015

Works

All works are to be performed by Country Energy Level 1 Accredited Service Providers in

accordance to the attached certified design in accordance to Country energy’s ‘Overhead

Construction Manual CEM7099’ and ‘Underground Construction Manual CEM 7199’. In addition to

this all works must also comply with the relevant Australian Standards and codes of practice.

‘As Installed’ Plan

The Contractor shall be responsible for all ‘As Installed’ details being accurately captured as they

occur. These details shall be accurately marked up on the ’As Installed’ drawing and presented to

Country Energy on the completion of the works and prior to connection and/or commissioning.

Such ‘As Installed’ information should comprise accurate details of where poles, streetlights,

cables, cinductors, conduits, pillars/pits etc are actually installed and offer correct labelling of all

assets and operational devices including the final system configuration.

All ‘As Installed’ details shall be presented to Country Energy by electronic copy.

Should the Contractor be unable to full fill this requirement a digitising fee at the commercial rate

will apply. Country Energy will advise the Contractor if this fee is applicable.


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12.5 GENERAL CONCRETE PAVING

This section of the Specification covers the supply of materials and construction of concrete works

as detailed on the drawings and at locations specified or directed by the Superintendent.

Footpaths and perambulator ramps

• Footpath widths as indicated on the drawings.

• Footpath Thicknesses shall be a minimum of 100 mm.

• Concrete is to be 20MPa concrete with maximum 20 mm aggregate size, with 80 mm slump.

• All pathway areas are to be excavated to a minimum depth of 100 mm unless otherwise

approved.

• Sub-base minimum of 50 mm compacted crushed or recycled granular material.

• Sub base shall be thoroughly moistened prior to placing concrete.

• Finish shall be achieved via either by wood float or by brooming. All perimeter extremities,

including contraction and expansion joints, are to be edged with an appropriate tool.

• Curing by either wet hessian; well secured plastic sheeting or by applied curing compound at

rate of 3 litres per m2.

• Footpaths shall have a crossfall of 2.5% and shall be not lower than the adjacent back of

kerb unless approved otherwise

• Footpaths shall be graded to tie in with existing driveways. Maximum grade shall not exceed

5%.

• Contraction joints shall be 2.0m apart. Expansion Joints shall be 20m apart and have pre-

moulded expansion joint filler.

• Perambulator Ramps shall be constructed as per AlburyCity standard design STD-R-20.

• Tactile Tiles shall be Guardian Tactile Ground Surface Indicator TM as approved by the

superintendent.

• Backfilling of path edges shall be with approved topsoil material and seeded.

• All excess excavated material shall be removed to an approved disposal area off site at the

contractors expense.

• The contractor is to provide Traffic Control in accordance with the Traffic Control Plan.

• As a minimum the contractor shall secure the site to restrict unauthorised access with

barricades.

• Existing infrastructure encounted along the proposed alignments requiring adjustment shall

be adjusted in accordance with the Service Authorities requirements. Allowances should be

made for liaison and co-ordination. Any adjustment must be approved by the Superintendent

prior to pouring of concrete.

• Any adjustments of existing private irrigation and stormwater systems encounted along the

proposed alignments shall be carried out by an appropriately qualified person and approved

by the Superintendent prior to the pouring of concrete.

• The designated alignment is to be confirmed on-site by the Superintendent. Any deviation

from the designated alignment must be approved by Superintendent.

General

• The Tenderer shall remove all rubbish and debris from the site as it accumulates and keep

the site tidy at all times. All excess materials are to be disposed of at contractor’s expense.


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• No concrete shall be poured before the sub-grade and formwork have been inspected and

approved.

• All concrete work shall be properly protected and cured for a minimum of three days. The

Tenderer shall meet with the community Arborist to discuss alignment of paths, in regard to

trees, before work commences. Fill or construction material shall not be placed within the drip

lines of any nearby trees.

• The Tenderer is responsible for the security of the concrete works. Any damage or vandalism

to the works, during the contract period, will be rectified by the Contractor at the Contractor’s

expense.

12.6 VEGETATION

This section of the Specification covers the provision and spreading of topsoil, grassing,

hydroseeding and hydromulching and the consolidation of completed landscape treatments as

detailed on the drawings and at locations specified or directed by the Superintendent.

Topsoiling

Spread topsoil to the depth as indicated on the drawings or specified.

Where site topsoil has been stripped and stockpiled, that topsoil shall be placed in locations

shown on the drawings or described in the Bill of Quantities. Site topsoil shall be used in the

Contract.

Prior to spreading, stockpiled site topsoil shall be inspected and approved by the Superintendent.

Where indicated in the Drawings and Bill of Quantities or where directed, supply and place

imported topsoil to supplement stockpiled topsoil stripped from the site.

Any surplus of either stockpiled site topsoil or imported topsoil shall be disposed of by spreading

and evenly grading over areas to be grassed as directed on site or as otherwise specified.

Where diesel oil, cement or other harmful material has been spilt on the sub-grade or topsoil, the

affected areas are to be excavated and the contaminated soil disposed of as directed. Any such

contaminated soil shall be replaced with site soil or imported topsoil as directed to make up to the

design levels at no extra cost.

Quality

The texture of imported topsoil shall be light to medium, i.e. capable of being handled when moist,

but lacking cohesion so that it will fall apart easily when dry. Particle size distribution shall comply

with the grading prescribed in Table 12.1 for the soil type specified.

pH shall be in the range 6.0 to 7.0.


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Table 12.1

AS Sieve Size( mm) Percentage Passing by Mass

Type A Type B Type C

19.0 100 100 100

2.36 98-100 98-100 98-100

1018 93-100 93-100 93-100

0.600 50-100 50-100 50-100

0.300 24-90 24-90 24-90

0.150 12-55 12-55 12-60

0.075 5-25 5-25 5-30

0.002 5-8 5-15

Acceptance

General

Prior to delivery of topsoil of the various types, submit representative samples to a minimum

weight of 3 kg to the Superintendent for approval. Samples should be submitted at least five

working days in advance of carting.

Topsoil delivered shall have similar properties to those of the approved samples. Further samples

may be taken on delivery.

Sampling and testing

The Superintendent shall make arrangements for all acceptance testing and select sampling

locations.

In general the procedures are those laid down in Australian Standard AS 1289. However, other

methods may be adopted for tests not adequately covered by the Standard. The Superintendent

shall, if requested, provide details of test procedures not covered by Australian Standard AS 1289.

Topsoiling on nature strips

Unless otherwise shown, topsoil shall be placed or replaced 100 mm thick in the area between the

edge of the pavement or the back of the kerb and the limits of earthworks adjacent to all roads,

and in all other areas subject to earthworks which are free of paving or other structures.

All areas to be topsoiled shall be finished 100 mm below surrounding ground level and topsoil

shall be placed and firmed with a light roller so that the finished surface of the topsoil conforms to

the surrounding natural ground level.

Topsoiled areas, when finished, shall present smooth surfaces free of stones and lumps of soil

and gradually blending into adjoining undisturbed ground, and left ready for grassing.

Any surplus of stockpiled topsoil shall be disposed of by spreading and evenly grading as and

where directed on the site.


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Landscape treatment of floodways

Sub-grade preparation

Prepare sub-grades prior to the spreading as specified below.

Where specified, any materials that are to be incorporated into the in-situ soil shall be applied at

this stage of soil preparation. Lime, if specified on Drawings, shall be thoroughly cultivated into the

in-situ soil prior to application of topsoil.

Allow for clearing to specified shape after cultivation.

Cultivate areas to a minimum depth of 100 mm. The Superintendent may relax this requirement in

areas disturbed by earthworks operations.

Spreading

After preparation of the sub-grade surface, place topsoil as appropriate for the specified landscape

treatments.

The finished surface of the topsoil shall be smooth, free of lumps of soil and left ready for

cultivating and planting.

The route of vehicles and plant passing over newly scarified or topsoiled areas shall be varied to

avoid developing areas of excess compaction.

Spread 100 mm of topsoil over the areas to the hydroseeded as shown on the drawings. On steep

batters the spreading may be by means of chain drag, provided there is no danger of batter

disturbance, to achieve a reasonable even finish on as much of the surface as possible.

Grass Seed

All grass seed shall be pre-packed and certified commercially prepared mix. It shall be delivered

to the site in standard sized bags showing weight, seed species and vendor's name and be

available for inspection on site.

Seed mixes for various applications are specified in Table 12.2.

Table 12.2

Mix Type Mix Details Application Rate *

by Weight (%)

Floodway grass Altal Tall Fescur 58

Kentucky Blue 16

Harlandbent 6

White Clover 3

Hulled Couch Grass 7

* Application Rate assumed to be 250 kg/ha


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Cultivation and Surface Preparation

Cultivate surface soil for the whole area to a fine tilth for an even depth of 100 mm.

During this cultivation, the surface shall be brought to smooth even grades, free from mounds and

hollows such that the whole surface drains freely in accordance with the finished design surface

contours and levels. Avoid removing excess topsoil and ensure that at least the specified depth of

the best available topsoil remains on the surface upon completion of the surface preparation.

A prepared mix of lawn seed started fertiliser, ratio N:P:K, 5:12:5 shall be spread evenly over the

prepared seed bed at a rate of 285 kg per hectare (28.5 gm/sq.metre). The fertiliser shall be lightly

raked into the surface of the seed bed and applied at the time of sowing or not more than 48 hours

before the seed is sown.

Sowing and Subsequent Treatment

Grass seeding may be carried out only as directed by the Superintendent.

Approval will generally be given during spring when the influence of frost is unlikely and in autumn

when the grass can reach an established state before frost influence may be expected.

The seed shall be sown on a calm day and applied in two equal sowings, in a transverse direction.

A machine designed for the purpose may be used. The surface is to be lightly raked to cover the

seed. If directed, the seed bed shall be rolled immediately after sowing with a roller weighing not

more than 90 kg per metre of width for clay soils (or any soils having a tendency to pack) and not

more than 300 kg per metre of width for sandy or light soils.

The seed bed shall be thoroughly watered with a fined spray immediately after sowing and then as

necessary to keep it moist until germination and to produce a satisfactory sward.

Protect the newly sown areas against trespass and traffic until the grass is well established.

Reseed all areas where the grass seed fails to germinate within one month from the date of

original seeding. Reseeding shall be done only at times approved by the Superintendent.

The first cut and any subsequent mowing shall be carried out when directed and at intervals to

maintain grass at a height in the range of 40-75 mm at all times during the Contract period.

Water the grass areas whenever needed to maintain them in a healthy condition.

Spray grass areas with a selective weedicide against broad-leaved weeds as directed and in

accordance with the manufacturer's directions.

Fertilise the grass area six weeks after the germination period or as directed with fertiliser N:P:K

ratio 10:4:6 (equivalent to ‘Multigro’) at a rate of 400 kg per hectare. The fertiliser shall not be

applied to wet grass and shall be evenly spread over the entire grass area and thoroughly watered

in after application. When consolidation of grassed areas carried through the summer months, a


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further fertilisation may be necessary. This shall be carried out at the tenth week of consolidation

using pelleted sulphate of ammonia at a rate of 250 kg per hectare or as directed.

Irrespective of the time of year of sowing, all grass areas shall be maintained until a healthy, dense

continuous sward is achieved. Floodway grass areas are to be kept green and actively growing

until continuous healthy grass cover has been achieved; then the watering programme shall be

gradually adjusted until the grass is hardened off to natural climatic conditions. Fully established

floodway grass shall reflect, in appearance, the weather conditions prevailing at the time.

Hydroseeding and Hydromulching

Unless otherwise specified, the technique to be employed for hydroseeding and hydromulching

shall be the application by suitable equipment of a vegetative/bitumen emulsion mulch over a

slurry of fertiliser and seed. Materials

Fertiliser to be used shall be N:P:K ratio 5:12:5 or suitable alternative. Fertiliser may be spread as

part of the seeding operation, as a separate operation, or combined with the seeding and

vegetative mulching.

Vegetative mulch shall consist of chopped cereal straw, wood fibre or suitable alternative over the

entire seeded area. Under no circumstances will meadow hay be accepted.

Bituminous emulsion shall comply with the requirements of Australian Standard AS 1660 - 1976

and shall contain no petroleum solvents or other components toxic to plant life. Emulsion shall be

suitable for cold spray application. Equipment

Any mechanical devices used in the application of seed, bitumen emulsion, fertiliser and

vegetative mulch shall be approved prior to use. Advise the Superintendent of commencement of

work so that operations can be directed by the Superintendent and a satisfactory working

technique developed. Application

Materials for use in the hydroseeding and mulching operations shall be applied at the following

rates:

Grass Seed 250 kg of mixture per ha

Fertiliser 250 kg of 5:12:5 per ha

Vegetative Mulch 250 bales per ha (5 tonne)

Bitumen Emulsion 6,000L per ha

All hydroseeding shall be carried out on a front and the slurry shall be sprayed evenly over the

area to ensure an even distribution of the seed mixture. Each front shall be completed before the

next area is commenced.


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All hydroseeding and hydromulching shall be carried out on calm days and may be carried out in

any of the following sequences:

• hydroseeding and fertilising

• straw mulching

• bitumen spraying

• hydroseeding, fertilising, straw mulching

• bitumen spraying

• hydroseeding and fertilising

• bitumen/straw mulching

Sufficient seed shall be placed in a suitable hydroseeding machine to provide a seeding rate at

least equal to that specified. The seed, water, fertiliser and vegetative mulch or combinations

thereof shall be kept constantly agitated during the seeding operation.

Vegetative mulch shall be applied as a separate operation either wet or dry, combined with the

seeding and fertilising or combined with the bitumen emulsion.

Diluted bitumen emulsion shall be applied to the whole are, vegetatively mulched at the rate of

6000 litres per hectare. The emulsion shall be diluted by the addition of an equal volume of water

prior to spraying. The emulsion shall be applied as a separate operation or combined with the

vegetative mulching. Maintenance during construction period

All areas of hydroseeding shall be maintained in a moist condition until satisfactory germination

has occurred. This shall be achieved by applying the equivalent of a minimum of 6 mm of rain in

any period of seven days. Satisfactory germination shall be determined by the Superintendent by

random sampling throughout the area.

After a satisfactory germination has been achieved, the seedlings shall be hardened off. This shall

be done primarily, be progressively decreasing the frequency and quality of watering. This will

depend to a large extent on seasonal conditions. However, a programme shall be developed for

the purpose in discussion with the Superintendent.

Allow for re-application of hydroseeding and hydromulching all areas where grass fails to

germinate within two weeks of any application or re-application. Small areas, on the approval of

the Superintendent, may be re-seeded.

Consolidation

Consolidation shall mean the continuing care and maintenance of the Contract areas by accepted

horticulture practices, as well as rectifying any defects that become apparent in the works under

normal use.


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The consolidation period for landscape works shall be 52 weeks and shall commence at

acceptance of the completed grassing.

Confer with the Superintendent at the time of acceptance and, within three days provide written

details of the agreed consolidation programme.

This programme shall include, but shall not be limited to, the following items where and as

required:

• Watering • Cultivation

• Mowing • Aerating

• Fertilising • Renovating

• Re-seeding • Top Dressing

• Weeding • Maintaining Site Neat and Tidy

• Pest and Disease Control

Placing of Works on Consolidation

Give 14 days notice that the works are ready to be placed on consolidation. The Superintendent

shall inspect the works and, if any defects or deficiencies are found, they shall be rectified within

seven days.

Before requesting the works to be placed on consolidation, ensure that all works of the Contract

are complete and that all grassed areas in the Contract have a complete germination cover with a

satisfactory stocking of grasses so that a continuous grass sward can be established with normal

consolidation practices and without the need for re-seeding.

Completion

Grass areas shall have a healthy and vigorous grass sward appropriate to the area.

12.7 CONDUITS

This section of the Specification covers the supply and installation of conduits under roads and

paved surfaces as detailed on drawings and at locations specified or directed by the

Superintendent.

General

Conduits for electricity, telephone and gas services shall be installed in the required position and in


Before commencing installation of conduits the Contractor shall advise the local Manager of the

Authority.


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Trenches shall be excavated to the dimensions necessary for proper installation of the conduits.

Any over excavation below the conduit shall be brought up to the correct level by filling with a fine

grained granular material compacted to the same degree as the adjacent undisturbed ground.

Backfilling of trenches below existing or proposed roads, driveways, kerbs and footpaths must be

carried out in a manner that will prevent settlement. The material used shall be approved river

gravel with a maximum size stone of 50 mm (Refer Annexure 2) or fine crushed rock (FCR) and

shall be compacted with a mechanical rammer in layers not exceeding 150 mm loose depth to the

same degree as the adjacent undisturbed ground. The gravel filling of trenches shall extend to a

vertical plane 1m behind the back of all kerbs or the outer edge of the road shoulders.

Elsewhere trenches shall be backfilled with a fine grained granular material thoroughly compacted

with a mechanical rammer in layers not exceeding 250 mm loose depth.

Conduits shall not be covered until inspection by the Superintendent and relevant service authority

personnel.

Conduit construction shall be carried out in all classes of material, and no extra payment shall be

made for construction in difficult materials.

Telephone conduits

Pipes for telephone conduits will be supplied and installed by Telecommunication Australia.

The kerb on both sides of the street and immediately above the conduits shall be permanently

inscribed with the letter ‘T’ by chiselling or punching the letter into the concrete face of the kerb by

the Contractor.

Electricity conduits

Ducts of conduits installed under roadways and designed to carry electrical conductors shall be

supplied by the Contractor and be Category ‘A’ electrical conduit, to be bedded on fine soil free of

protrusions or rubble, or a bed of 50 mm of sand. Conduit is then to be encased with sand,

minimum thickness 50 mm.

This conduit coloured orange is normally available through trade outlets, eg. Cablemakers

Australia Pty Ltd.

The installed conduits should extend to 80 mm from the building line. The depth of cover

measured from the kerb invert level to the top of the conduit should be not less than 750 mm.

Open ends of conduits should be capped. All conduits shall be installed with a ‘draw wire’.

The kerb on both sides of the street and immediately above the conduits should be permanently

inscribed with the letter ‘E’ at least 75 mm high, by chiselling or punching the letter onto the

concrete face of the kerb.


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Where the depth of cover at either side of a crossing varies from 750 mm the exact cover should

be recorded. This information is MOST IMPORTANT and will be required by Council Inspectors.

Prior to backfilling, a plastic marker tape 150 mm wide, red in colour with black lettering 50 mm

high forming the words ‘CAUTION - CAUTION - CAUTION - ELECTRIC CABLES BELOW’ along

its length, is to be installed in the trench on the concrete or sand cover.

Gas conduits

Conduits for gas services shall be excavated for, supplied, installed and backfilled by the

Contractor. Conduits are to be inspected by the local gas authority prior to backfilling. The conduits

shall comply with Specification Australian Standard AS 1477 Class 4.5.

Conduits are to be laid to provide a minimum of 0.90 m of cover (or as otherwise specified) over

the top of the conduits. They shall be bedded in 50 mm of fine sand and covered with a minimum

of 50 mm fine sand before backfill is applied.

PVC conduits are to be jointed by a solvent weld technique, with an approved joint adhesive.

Conduits are to be laid so as to project beyond the back of the kerb at least 0.5m.

Conduits are to be kept clean internally and tapered rubber duct sealing plugs are to be fitted to

both ends of all conduits, before backfilling.

Conduits are to be laid straight and at a uniform depth and at right angles to the centre line of the

road they under-cross in the locations shown on the drawings.

The kerb on both sides of the street and immediately above the conduits shall be permanently

inscribed with the letter ‘G’ by chiselling or punching the letter onto the concrete face of the kerb.

Approval of service authorities

The Contractor shall provide satisfactory proof that all service conduits have been approved by the

relevant Authority. The Superintendent will not certify payment for any conditions until this proof is

submitted to him.

Such proof shall be in the form of the following proforma for each road crossing.


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PROOF OF SERVICE AUTHORITY APPROVAL OF CONDUITS

Location

Service Authority

Conduits

Type

Size

Number

Depth of cover

Service Authority Inspection

Date

Inspectors Name

Inspectors Signature

Clerk of Works Inspection

Date

Name

Signature


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13 SEWERAGE

13.1 GENERAL

This section of the Specification is for the supply of all labour, materials (unless noted

otherwise) and equipment for the construction of a 600 mm nominal diameter Sewer trunk main

complete with manholes from Manhole S16 to Manhole S20 on the eastern side of Elizabeth

Mitchell Drive and associated works as shown on the drawings and included in this

Specification.

13.2 GENERAL REQUIREMENTS FOR THE SUPPLY OF MATERIALS

The Contractor shall supply all materials required for the construction of the works unless noted

otherwise.

All materials supplied by the Contractor for incorporation in the works shall be approved

materials obtained from an approved source of supply; and shall comply with the requirements

of this Specification, the Drawings, and/or the relevant standards and codes.

13.3 GENERAL SPECIFICATION

Throughout the progress of the works maintain records of any change to working drawings or

shop drawings which may have been approved for construction purposes such that on

completion of the works accurate ‘as constructed’ information is available.

Prior to the issue of the Certificate of Practical Completion, submit a complete set of record

drawings duly signed certifying their completeness and accuracy. For construction drawings not

prepared by the Contractor, Record Drawings shall be in the form of marked up prints. The

Certificate of Practical Completion will not be issued until all Works-As-Constructed drawings

and relevant information are submitted and accepted.

13.4 PROJECT SPECIFICATION

Unless otherwise specified, use manufactured items in the work under the Contract in

accordance with current published recommendations of the manufacturer relevant to such use.

Standards

Water Services Association of Australia (WSAA) CODES: All work carried out in respect to this

project shall be in accordance with the following WSAA codes unless otherwise specified:

• WSA 03-2002 – Water Supply Code of Australia, hereafter referred to as the Water Code;

or

• WSA 02-2002 – Sewerage Code of Australia; hereafter referred to as the Sewerage Code.

Unless the Sewerage Code (generally for gravity sewers) applies, the Water Code shall apply to

the supply, installation and commissioning of the Rising Main.


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Order of work

Construction of the sewer trunk main shall be from the downstream manhole.

Proprietary items

A proprietary item shall be any item identified by graphic representation on the Drawings, or by

naming one or more of the following: manufacture, supplier, installer, tradename, brand name,

catalogue or reference number, and the like. The identification of a proprietary time shall not

necessarily imply exclusive preference for the item so identified, but shall be deemed to indicate

the required properties of the item, such as type, quality, appearance, finish, method of

construction, performance and the like.

A similar alternative time having the required properties may be offered by the Contractor. The

Superintendent may in his absolute discretion adopt or reject the alternative. When offering an

alternative for approval, provide all available technical information, and any other relevant

information requested by the Superintendent. If so requested, obtain and submit reports on

relevant tests by an independent testing authority. State whether the use of the alternative will

require alteration to any other part of the Works. If the alternative is adopted, carry out any such

alteration without extra charge.

No claim shall arise from any rejection, nor, unless otherwise agreed, shall adoption of an

alternative be ground for any claim for variation to cost or time.

13.5 RESTORATION

All bitumen, concrete and paved surfaces and lawns and gardens shall be restored and

maintained to the levels and conditions existing prior to commencement of the work, including

where necessary, the placement of garden topsoil and sowing of grasses.

Restoration work is to be included in the excavation rates for sewer mains.

13.6 FENCING

The Contractor shall not remove or take down any fences unless specifically permitted by the

Superintendent and only after receipt in writing of such permission from the Superintendent.

Before cutting fences, the Contractor shall brace and reinforce the fences each side of the gap

to be opened, in order to prevent damage to such fences. Temporary gates or gaps shall be

constructed so that they can be securely closed.

Upon completion of construction of each section of pipeline, or as directed by the

Superintendent, all fencing which has been disturbed by the Contractor other than permanent

gates shall be restored by the Contractor to the satisfaction of the owner and the

Superintendent.


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13.7 PIPES, FITTINGS AND VALVES

Locations, levels and dimensions

Construct the pipework to the locations levels and trench depths specified and/or shown on the

Drawings. The Drawings show the scope and required general location of the pipework. They

are not intended to be detailed fabrication or installation Drawings.

It shall be the Contractor’s responsibility to ensure proper fit of all pipework. Dimensions and

levels shown on the Contract Drawings are to be retained unless such dimensions or levels

result in a misfit or interference of the pipework with other pipework, structures or objects in

which case the Contractor shall advise the Superintendent of the changes he wishes to make to

ensure proper fit and seek the Superintendent’s approval to such changes.

Approval to modify such dimensions or pipework arrangements shall not constitute a Contract

variation and such modifications shall be deemed to be part of the work of this Contract.

13.8 CONSTRUCTION OF PIPEWORK

Excavation

Trenches shall be excavated to a depth of 100 mm below the underside of the pipe and to a

minimum width sufficient to allow for proper jointing of the sections and thorough compaction of

the bedding and backfill material under and around the pipe.

All excavation shall be made to the lines, grades and forms shown on the Drawings.

Trench walls shall be vertical unless otherwise directed by the Superintendent. Where the

Contractor over-excavates and trenches are of excessive width, the Superintendent may require

the Contractor at his own expense to bed, haunch or surround pipes with concrete to strengthen

the pipeline.

When weather or soil conditions are unfavourable, the Superintendent may limit the length of

trench which may excavated ahead of pipe laying. No greater length of trench shall be

excavated for each day than that with which the pipelayer can normally keep pace.

Where, in the opinion of the Superintendent, the construction of any works under this Contract

by mechanical equipment could cause damage to any adjacent building, works or services, the

Contractor shall carry out such operations by hand. No additional payment will be made for this

handwork outside the rates allowed for in the Schedule of Prices.

No backfill material shall be placed until the installation of the pipeline has been inspected and

approved by the Superintendent.


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Disposal of material

All material except topsoil and grass cleared and grubbed in accordance with this Specification

shall become the property of the Contractor. All such material except topsoil and grass shall be

removed from the site.

Trenchless technology

Where indicated on the Drawings to underbore, trenchless techniques are to be used.

Handling of pipes

Handling of pipes during storage and delivery shall be done with slings or forks supporting the

barrel of the pipes. Lifting hooks, slings or forks shall be kept clear of joint surfaces at pipe

ends. Pipes shall be handled in a manner which prevents contact with each other or hard parts

of equipment. Suitable packing shall be placed between pipes placed to other pipes or where

stacked more than one pipe high. Pipes shall not be dropped, or pushed with mechanical

equipment.

Cranes or fork lift trucks shall be used in unloading and stacking pipes and fittings. Under no

circumstances shall pipes or fittings be unloaded by rolling or dropping. All pipes and fittings so

treated shall be rejected immediately and shall be removed from site whether damage is

obvious or not.

Coated fittings shall be supported on padded supports approved by the Superintendent to

prevent damage to the pipe or fittings or their coating. Damage to the pipes or fittings, coating

or lining which occurs shall be made good or replaced by the Contractor at his own expense.

Laying pipes and fittings

The methods of handling pipes and special fittings shall be in accordance with the

manufacturer’s recommendations. Slings, skids or other approved devices shall be provided

and used to ensure that pipes are not dropped or bumped during loading, cartage, unloading or

while being laid in the trench.

If the external coating or the internal lining of any pipe or special fitting is damaged in any way

before or during the course of the work, that pipe or special fitting shall be removed from the

works and replaced at the Contractor’s expense. Alternatively, the Contractor may repair the

damage and restore the external coating or the internal lining as the case may be, to a condition

equivalent, in the opinion of the Superintendent, to that of the original conditions thereof.

Before laying, all pipes and fittings shall be thoroughly cleaned of all dirt on the inside and care

must be exercised to prevent dirt or any foreign matter entering the pipes during the operation of

laying and jointing.

Excavation and the preparation of bedding is to be such that pipes are laid to the grades and

alignments shown on the Drawings or as directed by the Superintendent. The Superintendent


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may direct the relocation or regrading of any part of the pipeline and the variation to the contract

shall be assessed in accordance with the tendered rates. The divergence of any pipe from the

horizontal alignment shall not exceed 20mm and divergence from vertical alignment shall not

exceed 10mm.

Special care is to be taken in bedding the pipes in order to ensure solid and uniform support for

the pipe over its whole length. Hand holes shall be excavated beneath sockets and collars to

enable jointing to be properly carried out.

Where it is necessary to cut a pipe or fitting before jointing, the pipe shall be cut with an

approved cutter perpendicular to the longitudinal axis of the pipe. Any machining required shall

be carried out using the tools and methods specified by the manufacturer.

All pipes shall be laid in such a manner that their sockets are entirely free from pressure in the

joint holes and such that they shall be flush internally over the whole of the lower halves of their

circumference.

Tolerances for Pipelines

Gravitation pipelines shall be constructed to the tolerances specified hereafter:

a. The maximum horizontal deviations to either side from the design axis of a pipeline

shall be 25mm for all sizes of pipes.

b. For vertical deviations from the design grade of pipelines of any diameter and grade the

following requirements shall be the governing criteria:

• Notwithstanding the requirements specified below in “Pipelines at Manholes and

Structures”, any one pipe in a length between two manholes or a dead end and

a manhole, shall be placed so as to have a fall from the higher to the lower

manhole or from the dead end to the manhole or may be placed horizontally.

• No horizontal section shall be more than 6m long.

• The invert level of any one pipe shall not deviate from the design grade line by

more than 10mm.

c. Notwithstanding items previously, the maximum angular deviation in any plane, allowed

at any one joint, shall be 3mm per 1000mm length.

Flexibility jointed pipelines for rising mains with gradual changes in alignment or grade shall be

laid with the joint being deflected after it has been made. The manufacturer’s recommendations

in respect of maximum deflection for each joint shall be complied with provided that no joint

shall be deflected to such an extent as to impair its effectiveness.

Unless otherwise directed by the Superintendent, pipes for rising mains shall be laid on

continuously rising grades from scour valve to air release valve, notwithstanding any minor

irregularities in the ground surface.


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Pipelines at Manholes and Structures

Pipelines shall be connected to manholes or other structures my means of 600mm long pipes

such that two flexible joints are provided, the first joint being at or within 150mm of the face of

the structure. Where flexible joints cannot be made with cut pipes the Contractor shall select

pipes from the various lengths provided in order to make the second joint within 300mm of the

position shown on the drawings. For the purpose of this paragraph pipes and fittings embedded

in concrete shall be considered as structures.

The positions of manholes shown on the drawings are subject to final review by the

Superintendent immediately prior to construction. They may be varied to suit changes, such as

erection of structures, growth of flora and installation of services. One the final position of a

manhole has been directed, construction shall be subject to the following requirements:

a. For deviations from the design levels of manholes as shown on the drawings or as

directed by the Superintendent during construction, the following tolerances shall apply:

b. Where the differences in levels between the inlet pipe and the outlet pipe in a manhole

is 100mm or less:

Pipe Tolerances: Inlet – nil, +25mm Outlet – 25mm + nil

c. Where the differences in levels as above, is greater than 100mm:

Pipe Tolerances: Inlet – 25mm, +25mm Outlet – 25mm + 25mm

d. Allowable lateral deviations from the final design position of manholes shall be in

accordance with the tolerances for horizontal deviations of pipelines as specified in

“Tolerances for Pipeline”´ above. Longitudinal deviations from that position shall not

exceed 300mm.

13.9 JOINTING OF PIPES AND FITTINGS

General

The making of all joints, whatever description, shall be carried out with the greatest care. All

pipes and castings shall be in their correct position, alignment and grade before the joints are

made. The laying and jointing of the pipelines shall include fixing in position in accordance with

the details shown, of all fittings and valves. The relative positions of all fittings are shown on the

Drawings.

Rubber Ring Joints

Rubber ring joints for pipes shall be made strictly in accordance with the pipe manufacturer’s

instructions for that form of joint. Only that lubricant specified by the manufacturer shall be used

for a particular joint, and quantity recommended.


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Gibault Joints

Care shall be taken in tightening Gibault Joints to ensure that the bolts are tightened evenly and

to a tightness no more than can be obtained by using a 250mm long spanner.

13.10 CUTTING OF PIPES

Avoidance of waste

The Contractor shall as far as possible select the lengths of pipes to avoid cutting to waste,

particularly with regard to short pipes prior to/following a fitting/piece of infrastructure at

specified locations (eg bends, tees, manholes, etc).

Proper tools for cutting pipes

If and where necessary, the Contractor shall accurately and cleanly cut the pipes to the required

length and shall provide and use approved tools for the purpose.

13.11 PROTECTIVE COATINGS

In addition to the requirements of all ductile iron pipes being externally wrapped in polyethylene

film (sleeving) in accordance with the manufacturer’s instructions, all bolts and nuts (in addition

to being galvanised), all flanges, small parts and fittings are to be covered with ‘Denso’ or other

approved protective material and covered with polyethylene sheeting in accordance with the

directions of the manufacturer and/or as directed by the Superintendent.

13.12 BACKFILLING AND COMPACTION

Trench Fill Depths

Unless otherwise specified or shown on the Drawings, the depth of trench fill shall meet the

requirements of the Sewerage Code (refer Standard Drawings SEW-1201 and SEW-1202).

General

For the purpose of the trench backfill material the following definitions for trafficable and non-

trafficable areas should be adopted

Trafficable areas are defined as:

• The full width of any road carriageway plus shoulders, and extending to one metre

beyond the shoulder/kerb.

• The full width of any property access driveway.

• The full length of any constructed footpath.

Non-trafficable areas are defined as:

• Any other areas.


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Trafficable areas

Trench backfill material for all trafficable areas shall be approved river gravel with a maximum

stone of 30mm (refer Annexure 2: Specification – River Gravel), and shall be compacted with a

mechanical rammer in layers not exceeding 150mm loose depth to the subject grade level.

Non-Trafficable areas

The trench shall be backfilled to the existing surface with “select fill” and shall be consolidated

by rolling thoroughly with the wheels of a front end loader or similar machine. The trench shall

be left slightly moulded to prevent water lying or running along the line of the trench.

Where imported fill is used it should have the following properties; no organic material, a

plasticity index of greater than 7, maximum particle size of 75mm and contain at least 12% fines

(particles less than 0.075mm).

If rock is encountered during excavations, care should be taken to removing oversize rock

material (exceeding 75mm) prior to backfilling.

Backfilling shall be placed uniformly on each side and over the pipe and compacted in such a

manner that the pipe is not disturbed or damaged. Backfilling shall not be started until all tests

and inspections have been carried out and the Superintendent has given written approval.

The material to be used for backfilling shall be placed in 200mm loose layers and mechanically

compacted to the specified requirement before placing further layers of backfill. If necessary

water shall be used to facilitate compaction and to assist in achieving the degree of compaction

specified. Backfill material shall be placed and compacted at a moisture content in the range of

85% to 115% of optimum moisture content.

The Contractor shall ensure that normal drainage is not interfered with after completing the

backfill and shall make good at the Contractor’s own expense any subsidences that occur in the

backfill before the end of the maintenance period and any damage caused by subsidences.

Compaction Requirements

Compaction of both backfill material and embedment material is required to ensure that the pipe

is provided with adequate side support and excessive surface settlement does not occur.

Tested layers that do not satisfy the criteria in Table 19.1 of the Water Code shall be

recompacted and retested in accordance with Clauses 19.3.5.3 and 19.3.5.5 of the Water Code

to achieve the minimum compaction specified.

Testing of the compaction density should be undertaken by a suitable qualified geotechnical

testing company. Representative samples of the controlled fill should be regularly tested.


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13.13 MISCELLANEOUS CONSTRUCTION ACTIVITIES

ASSOCIATED WITH THE PIPELINE

Mortar

Unless otherwise directed, use mortar composed of one part of cement and two parts of sand.

Gauge the sand and cement, as specified, by measure and then mix thoroughly, first in a dry

state and then with clean, fresh water, in such quantities as may be directed, until the whole is

well incorporated. Mix the mortar on approved clean, smooth, watertight platforms near to the

positions in which it is required. Use it fresh and remove any mortar that has become hard or

has partially set immediately from the site.

Grout

Unless otherwise directed, use grout composed of one part of cement and two parts of sand,

mixed with clean, fresh water. Mix it in tubs near to the position in which it is required.

Render

To consist of one part of cement and three parts of sand mixed with water.

Stacking excavated material

Leave a clear space as required by the Regulations between the edge of the excavation and the

inner toes of the spoil banks. Do not stack fine or coarse aggregate, cement or materials within

one metre of the edge of any excavation. Keep the topsoil separately and utilise to make good

the surface after refilling.

Permission for stacking

Do not stack excavated materials against the walls of any building or fence without the written

permission of the owner of such building or fence. Upon removal of spoil banks so placed,

restore the wall or fence to a condition equal to that existing prior to the stacking of the spoil

against it.

Trench trimming

Neatly trim the bottom of the trench to slope and grade in long straights and easy vertical curves

and where installed bedding is not required trim to provide a bed for the barrel of the pipe.

Over excavation

Refill to grade any part of the trench or other excavation excavated below grade with approved

material and mechanically compact to approval.


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Hand digging or trenchless methods

Use hand digging or trenchless methods where the use of mechanical excavators may cause

damage to trees, buildings and other structures, above or below ground and at such other

locations as may be considered necessary by the Superintendent.

Blasting

Blasting is not under any circumstances permitted.

Overbreak minimisation

To minimise overbreak cut the wearing course of pavements prior to the commencement of

excavation, using air spades or other approved method. Immediately prior to the reinstatement

of the wearing course cut in a straight line using a power saw or other approved tools. Locate

cuts in the positions determined by the Superintendent in the undisturbed wearing course.

Allowance for shoring

Where shoring is required to secure the sides of the trenches, the standard trench width shall be

taken as the clear distance between faces of the sheeting.

Battering or benching of trenches is not under any circumstances permitted.

13.14 FIELD PRESSURE TESTING OF PIPELINE

General

Supply apparatus and materials necessary for, and carryout the tests required by this

specification, in the presence of the Superintendent.

Do not cover the work until it has been inspected and tested in sections. Prior to the filling with

water or application of the test pressure, backfill the trench adequately and leave joints and

fittings exposed.

Test completed pipework system including fittings designed to withstand the test pressure.

Isolate items or fittings or pipes not designed to withstand the test pressure. Securely anchor

pipes and fittings in position tor prevent movement during tests.

Rising mains

The whole of the rising main shall be tested by hydrostatic testing method.

For hydrostatic pressure testing, the section of pipeline to be tested shall be filled slowly with

water in such a manner that all air is expelled. Air valves are to be checked to ensure that no air

is trapped in the pipe. A test pressure of 600 kPa measured at the highest point of the main


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shall be applied for a minimum of four hours. The water loss must not exceed 0.4 litres per

metre diameter per metre length of the pipe. Any defects which arise during the test must be

repaired and retested at the Contractor’s expense.

Gravity pipes

Either hydrostatic test or air pressure test, as detailed below, shall be used at the Contractor’s

discretion.

The hydrostatic test shall be applied by first plugging the pipeline at all openings, filling slowly

with water and applying a pressure of water equal to a head of two metres at the highest point

on the pipeline.

Testing and ratification of defects shall continue until the loss of water does not exceed one litre

per meter diameter per metre length in 30 minutes for sewer pipes.

Testing and rectification of defects shall continue until the loss of water does not exceed one

litre per meter diameter per metre length in 30 minutes for sewer pipes.

No loss is permitted in the water test for 10 minutes after the initial take up has occurred for

sewer reticulation pipelines.

The air pressure test shall consist of pressurising the pipe to a pressure of 30 kPa and holding

this pressure for three minutes to allow the air temperature to stabilise. The air supply is then

shut off and the time taken for the pressure in the pipe to drop from 25 kPa to 20 kPa is

measured. The sewer is considered to have passed the test if the time taken is greater than

three minutes.

The pressure gauge shall be calibrated and should be accompanied by a calibration certificate

issued by an approved testing authority.

The Schedule of Rates for laying and jointing of pipelines shall include all costs associated with

pipe testing unless there is a specified item in the Schedules for pipe testing.

Mirror test

Upon satisfactory completion of hydrostatic testing, the Superintendent shall mirror test the

pipework for visual evidence of straight alignment and flush internal jointing.

All labour and equipment for the mirror test shall be provided by the Contractor.

Carry out a CCTV survey of the completed pipework and provide results to the Superintendent

see also Clauses 13.18 and 13.19.


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13.15 CONCRETE MANHOLES

General

All manholes shall be formed up to the dimensions shown on the plans. If the floor is poured

separately a construction joint shall be made at the junction of the floor and walls by roughening

the surface of the concrete, removing laitance and wetting the surface prior to pouring the walls.

Unless approval is otherwise granted by the Superintendent, manholes shall be constructed

immediately the section of pipe laying to the manhole site is completed.

Concrete

The concrete shall be as specified in the Section 5 – ‘Concrete’ of the Specification.

Concrete shall be consolidated by vibrating or tamping, while pouring is in progress; the interior

surface of manhole shall present a smooth dense surface upon stripping of the forms. Any

holes or inequalities of surface shall be rendered with mortar.

Channel inverts shall be neatly formed and finished off to conform to the given dimensions.

Channels and benches shall be rendered smoothly with cement and sand mortar of 1:1 mix.

Ring and Cover

The manhole ring and cover shall be pre-cast in an approved casting yard and be truly circular

to the dimensions given.

Reinforcement steel shall be placed in the ring and lid, of the sizes and positions given on the

plan.

Any manhole covers not seating firmly or binding in any position will be rejected.

Manhole rings shall be laid on a bed or mortar (2 parts sand, 1 part cement), on top of the

manhole wall.

Step Irons

Manhole step irons shall be made of 20mm diameter steel bar covered with heavy galvanising.

Step irons shall be placed 75mm apart centre to centre horizontally, and 300mm apart centre to

centre vertically, and shall be embedded 110mm into the wall.

Lifting Staples

Lifting staples shall be made from 12mm diameter round steel bar bent to the dimensions

shown on plans. Lifting stables shall be properly embedded in the covers.


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Finished Level

Manholes shall finish flush with the road or footway surface unless otherwise directed.

Manholes in private property shall finish 50mm above the natural ground surface unless

otherwise directed.

Inlets

Inlet to manholes where required shall be formed by setting portion of the sewer pipe through

the manhole wall so that a complete socket is clear of the outside of the manhole wall and the

spigot is flush with the inside wall. Inlet channels shall be smoothly formed and curved to join

the main channel.

13.16 REPLACEMENT OF DAMAGED OR FAILED

PIPES, FITTINGS, VALVES AND JOINTS

Responsibility

Until the completion of the defects liability period, meet the entire cost of all works necessary for

the replacement and repair of any damaged failed or otherwise defective pipe, fitting, valve or

joint. Where the pipe/fitting was supplied by the Principal, the Principal shall bear the cost for

the replacement item, however the Contractor will be responsible for removing the damaged

item and replacing it.

Excessive Defects

If the defective number of a particular item supplied by the Principal and accepted by the

Contractor exceeds 1% of the total number and the Contractor can prove to the satisfaction of

the Superintendent that the defects are not due to his negligence and/or the negligence of his

employees and sub-contractors the Superintendent may determine the payment of a variation

claim.

13.17 CONNECTIONS AND TERMINATION

Connect to the existing trunk sewer main at Manhole No.S16 as shown on the Drawings.

Terminate the pipeline at the point shown on the drawings with a gibault blank end transferred

from the connection to the existing trunk main and securely chock against the wall of the

excavation.

13.18 CLOSED CIRCUIT TELEVISION (CCTV) PIPELINE INSPECTION SURVEY

Specified in this Clause or Clause 13.19 are requirements for a ‘dry flow’ survey and condition

evaluation of sewer mains using closed circuit television (CCTV) and associated visual

inspection and recording. Defect recordings shall be presented in accordance with the format

laid down in the Australian Conduit Evaluation Manual using the WIN CAN program.


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Scope/Extent of Works

The scope of the works include all sewer mains constructed under this Contract.

The works require a ‘dry flow’ survey. How this is achieved is a decision of the Contractor and

they are required to detail the methodology proposed in the Tender submission and the price

submitted must include all items required to complete the survey/evaluation (ie Council will not

provide any components/assistance to the Contractor to complete the works).

Cleaning of Mains

Prior to any survey, the main shall be cleared of all foreign materials, ie roots, fat, rubble, mud,

metal, rock, broken pipe, or any object likely to result in an obstruction to the successful survey

of the main.

Cleaning of the main shall be by scouring, brushing, jetting, rodding, pigging or any other

recognised technique for the removal of foreign material from sewer mains. Damage to the main

by use of any of these methods will be entirely the Contractor’s responsibility. The Contractor

should take into consideration the structural state of the main by drawing their own conclusions

by conducting their own pre CCTV inspection of the sections to be surveyed. Based on this and

any verbal information from discussions with the Superintendent or their representative, the

Contractor must choose the most appropriate cleaning method which will not cause any failure

of the existing pipe, disruption to any current work, the area serviced by the main, any surface

or sub-surface feature or any structure over the main.

Note: No cleaning method shall proceed without the prior written permission of the

Superintendent.

Works execution – Noise

The Contractor shall conduct his operations such that noise and other objectionable nuisance

associated with the works are minimised. In this regard, the Contractor shall:

• When practical, use electric power for equipment and machinery;

• Provide effective mufflers and sound absorbing enclosures for all engines and compressors;

and

• Keep all equipment properly greased and guarded.

Where, in the opinion of the Superintendent, operations are such as to warrant complaints

because of noise or other nuisances, the Superintendent shall have the power to instruct the

Contractor to cease operations until the defect is rectified.


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Precautions in carrying out works

The Contractor and any engaged, approved sub-Contractor shall comply with all requirements

under Acts, Regulations, Ordinances, By-laws, Orders and Rules and any other special

requirements of proper authorities, concerning storage, transport and use of materials, plant,

equipment, work processes and safety precautions.

Where any current Australian Standard is appropriate to storage, transport and use of materials,

plant, and equipment, to work processes or to safety precautions, the provisions of such

Standard shall be observed except if they conflict with any statutory or special requirements of

proper authorities, in which case, the latter shall apply.

In the absence of any such statutory or special requirements or relevant Australian Standard,

the Contractor and all Sub-Contractors shall ensure that suitable procedures are observed and

all normal and proper care is taken.

UNDER NO CIRCUMSTANCES MUST MANHOLES BE LEFT OPEN OR IN AN UNSAFE

STATE WHILST UNATTENDED.

Avoidance of damage

The Contractor shall take every precaution to ensure minimal damage does not occur to any

structure, land, crops, gardens, fences, walls, gates, pipes, drains, watercourses or other things

which may be encountered or interfered with during the course of the works. On completion of

the works, the Contractor shall immediately restore the same as far as possible to their original

condition and make good and repair or renew.

Safety of personnel

The Contractor shall, at all times, take all necessary precautions for the safety of his employees,

and shall comply with all statutory requirements and with such directions as the Superintendent

may, from time to time, serve on him.

The Contractor shall ensure that all persons employed on the works site are issued with and

wear approved safety clothing, including safety helmets and hearing protections.

The Contractor shall also keep on site at all times a fully stocked first-aid kit and shall provide

and maintain adequate fire fighting equipment and take all precautions to prevent fire during the

execution of the works.

Entering manholes

The Contractor shall ensure that no person enters or works in a manhole or the like, where live

sewage is flowing or sewer gases are likely to be present, without ensuring that the necessary

safety procedures are complied with and employees are issued with appropriate safety

equipment including breathing apparatus.


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Attention is drawn to Australian Standard AS 2865 ‘Safe Working in Confined Space’ and the

need to ensure that personnel employed are trained for entry to any confined space.

Documentary evidence of this training will be required before commencing the work.

All equipment necessary to enter and work within a confined space is to be supplied by the

Contractor, approved by the Superintendent and be on-site at all times.

The Contractor will maintain plant and equipment in full working order and satisfy the

Superintendent at the commencement of the works that all items of plant and equipment are in

full working order.

The Contractor must maintain its plant and equipment in accordance with the manufacturer’s

recommendation. Records must be maintained by the Contractor to demonstrate regular

maintenance.

The equipment used by the Contractor must be designed to prevent fire, explosion or

electrocution risks in the sewer/underground drain environment.

On no account shall the Contractor open or remove the cover from a manhole without the prior

written consent of the Superintendent.

13.19 CCTV SURVEYS

CCTV Report requirements

Closed Circuit Television (CCTV) Surveys shall be carried out in colour using a camera with the

capacity to pan and tilt unless otherwise agreed to by the Superintendent. The Surveys shall be

conducted in accordance with relevant Codes and Standards and in particular, with the

Australian Conduit Conditions Evaluation Manual and in the format that will allow Council to use

WIN CAN Software. Each report shall consist of a hardcopy print, a video cassette or DVD and

a computer diskette.

• For each completed Sewer Length, the Contractor shall provide the Superintendent with

completed reports within seven working days of the Survey taking place. Submission of such

completed reports, Video Cassette or DVD and computer disks shall be a prerequisite for

payment of progress claims.

• The Superintendent may request that some of the items of the CCTV Survey report be

supplied to the Superintendent as the Survey proceeds. The Contractor shall comply with

reasonable request from the Superintendent to supply the information while the Survey is in

progress.

• The Principal shall have full physical and intellectual rights to all the items of the Survey

Report.

• Notwithstanding the requirements of this Clause, all severe or potentially dangerous defects

shall be reported immediately to the Superintendent within which it was detected.


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• All reports shall make note of all discrepancies between data supplied by the Superintendent

and that actually found on site, i.e. sewer material, sewer lengths, manhole locations, etc.

• The speed of the camera in the sewer length shall be limited to 0.1 m/s for sewer lengths of

diameter, less than 225 mm, 0.15 m/s for diameters equal to or greater than 225 mm, but not

exceeding 300 mm and 0.20 m/s for diameters greater than 300 mm. Speeds other than

those nominated may be used if agreed to in writing by the Superintendent. The camera

speed must enable all details to be extracted from the video tape or DVD recording.

Data display requirements

A data generator shall electronically generate and clearly display on the viewing monitor and

video recording a continuous record of data in alphanumeric form containing the following

minimum information:

• Automatic update of the camera’s meterage position in the main or manhole relative to the

start

• Conduit dimensions

• Manhole reference numbers in accordance with the plans supplied by the Principal. The size

and position of the data display shall be such as not to interfere with the main subject of the

picture.

At the start of each sewer length, the following additional information shall be clearly displayed:

• Date of survey

• Road name/location

• Direction of survey

• Time of start of survey

• Main material and size

• Upstream and downstream manhole numbers.

Report cassette/disk labelling requirements

The label on each videocassette (VHS) tape or DVD used for CCTV surveys of sewers is to

include:

• The sewer lengths as they appear on the video;

• Manhole references as per the plan numbering;

• Date of CCTV of each sewer length;

• If survey abandoned - a note of the fact plus where stopped; and

• Direction of survey (U – upstream, D – downstream).

The tape or DVD may contain as many sewer lengths as practicable.

If two or more sewer lengths are televised with one pass of the camera, then the meterage of

the start of each sewer length after the first is to be recorded on the reports for those lines.


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Abandonment of Survey

Abandonment of the survey may be considered in the following circumstances:

a. Inability to maintain picture quality because of structural defects of the conduit

b. Risk to the Contractor’s equipment

c. Further progress being impossible due to blockage or obstruction

d. Risk to the Contractor’s operations due to the unsafe condition of the manhole or sewer main

e. Risk to the safety of the Contractor’s personnel once the surveying of a sewer length has

commenced.

In the case of (a), (b) or (c), the Contractor shall photograph the problem area and supply the

photographs with the report. Where possible, survey the remainder of the sewer length from the

reverse direction.

Equipment

The Contractor shall provide sufficient survey units, including stand-by units in the event of

breakdown, so that the survey can be completed within the agreed period.

The survey equipment shall be capable of surveying complete sewer lengths. The Contractor

shall maintain this plant in full working order and shall satisfy the Superintendent in writing prior

to the commencement of each working shift that all items of plant have been provided and are in

full working order.

Each survey unit shall contain a means of transporting the CCTV camera in a stable condition

through the sewer length under inspection. Such equipment shall ensure that the CCTV camera

is kept on or near the central axis of the conduit. Hand holding of cameras shall not be permitted

except for the survey of manholes.

Each unit shall carry sufficient number of guides and rollers such that, when surveying, all

cables/lines are supported away from pipe and manhole structures. Also, all CCTV cables

and/or lines used to measure the camera’s location within the sewer length are maintained in a

taut manner and where possible, set at right angles to run through or over the measuring

equipment.

Loss of equipment or materials into the sewer

• If during the course of the works any of the Contractor’s equipment or materials becomes lost

within the sewer length, the Contractor shall report the matter immediately to the

Superintendent who shall direct the Contractor on the action to be taken.

• The Contractor shall note that lost equipment or materials may cause extensive damage to

downstream pumping equipment or cause blockages or spillages. Prompt notification may

enable the Superintendent to instigate protective measures to minimise the impact to

equipment, assets or customers. Even minor items such as lengths of rope can cause

damage so it is important that all losses be reported.


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• If damage to Council’s equipment could have been mitigated by the Contractor promptly

notifying the Superintendent, but the Contractor fails to do so, all costs associated with

damage caused to Council assets shall be borne by the Contractor s.

• Council shall not be liable for any loss to the Contractor’s equipment.

Jamming of equipment

Should any part of the Contractor’s equipment become jammed in the sewer length, the

Contractor shall be responsible for all costs relating to the recovery of, or damage to such

equipment in any part of the sewer forming part of the works and shall be responsible for all

costs and damage incurred by the Superintendent in the recovery of such equipment.

• Council shall not be liable for any damage to the Contractor’s equipment.

• Any work to recover the Contractor’s equipment that may damage the sewer, road or other

service shall be carried out only after the issue of a written instruction from the

Superintendent.

Damage caused to Council assets

Any damage caused to Council assets as a result of the Contractor using inappropriate

equipment, materials, work methods or untrained personnel, or losing equipment or materials

into the sewer, shall be assessed by the Superintendent and shall be at the full cost of the

Contractor.

Linear measurement – accuracy

The CCTV monitor display shall incorporate an automatically updated record in metres and

tenths of a metre of the meterage of the camera position from the set-up point at the start of the

Survey along the line of the conduit.

The Contractor shall use a suitable metering device that enables accurate measuring of the

cable length. This shall be accurate to ± 1%.

The initial point of observation shall be at the start of the sewer length, which shall be chainage

0.00, and in accordance with the requirements of the Australian Conduit Evaluation Manual.

The Contractor shall ensure that the meterage counter reads correctly once the camera is fully

within the sewer length being televised and after making due allowance for the length of the

camera and focus distance.

Once the camera is wholly within the sewer length being televised, the Contractor shall

demonstrate the tolerance requirements of the above are being complied with using one or both

of the following methods:

• Use of cable calibration device

• Tape measurement of the surface between manholes


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If the Contractor fails to meet the required standard of accuracy, the Superintendent shall

instruct the Contractor to provide a new device to measure the meterage. The Superintendent

may at his discretion, instruct in writing, that the Contractor is to re-survey those sewer lengths

first inspected with the original measuring device using the new measuring device. Such re-

survey shall be at the Contractor’s cost.


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14 WATER SUPPLY PIPELINES

14.1 SCOPE

This Section of the Specification covers the construction and field testing of water supply pressure

pipelines including reticulation, and the specific requirements for ductile iron and "Blue Brute"

UPVC pipelines.

14.2 REFERENCE STANDARDS

This Section of the Specification requires reference to the following Standard Specifications:

• AS 1432 - Copper Tubes for Water, Gas and Sanitation.

• AS 2280 - Centrifugally Cast Ductile Iron Pressure Pipes (excluding

pipes with bolted gland joints).

• AS 2544 - Grey Iron pressure Pipes and Fittings

• AS 1724 - Cast Grey Iron Pressure Pipes and Fittings with Bolted Gland

Joints

• AS 1074 - Steel Tubes and Tubular Suitable for Screwing.

• AS 1477 - Unplasticised PVC (UPVC) Pipes and Fittings for Pressure

Applications

Only Council approved pipes are to be used in Construction.

14.3 GENERAL CONSTRUCTION REQUIREMENTS

Handling of Pipes and Other Materials

The methods used for handling, laying and stacking pipes, fittings, valves and other materials

shall be such as to avoid damage to the pipes, pipe coating and lining, and to other material, and

shall comply with any recommendations made by the manufacturer. Cranes, skids or other

approved devices shall be provided and used to ensure that pipes are not dropped or bumped

during loading, cartage, unloading or when being placed in the trench. Pipes shall not be lifted or

suspended from hooks, lifting dogs, or other devices placed at their ends.

Rubber gaskets shall be stored in a cool, dry place out of sunlight. Earthworks

This Sub-Clause shall be read in conjunction with the Description of Works and Preliminary

Clauses.

Pipe trenches shall be excavated so that the requirements for alignment, grade and minimum

cover over the pipes specified can be complied with.

Bedding of all water pipes shall be in accordance with the details shown on the Standard Drawing

AW-St/R.05.

Selected backfill of the trench to a consolidated height of 300mm above the top of the pipe shall

be of sand compacted in layers not more than 150mm thickness.


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Pipes shall be laid with the bottom 120o of the barrels on a bedding of compacted granular

material with a minimum thickness of 75mm below the underside of the pipe barrel. They shall be

laid in such a manner that their barrels bear evenly and firmly on the bedding material, the sockets

being entirely free from bearing.

Where fill is placed under the bottom of a pipe, it shall be thoroughly compacted to the satisfaction

of the Superintendent.

Backfilling of the pipe trench shall be carried out as soon as practicable after the pipes, fittings and

valves have been laid, jointed, inspected, and approved and before carrying out the field pressure

testing specified, except that some or all of the joints may be left uncovered until the testing is

satisfactorily completed.

Trenches opened across or along the line of roads, kerbs, paved footpaths and driveways either

existing or to be constructed shall be backfilled with river gravel for the full depth of the trench

above the bedding and placed in layers not exceeding 150mm loose thickness and consolidated

by ramming or watering as ordered to the same degree as the surrounding material. The

moisture content shall be adjusted to facilitate compaction as directed by the Superintendent. The

gravel filling of trenches shall extend to a vertical plane 1m behind back of all kerbs.

Council’s Superintendent, if required, may direct that trench backfill on road carriageways will be

cement stabilised sand (5%).

When required to restore surfaces in improved pasture areas, or wherever directed by the

Superintendent, the Contractor shall stockpile topsoil separately and replace it in its original

position when backfilling the trench. Excavation

The minimum width of the pipe trench for UPVC of Ductile Iron pipelines shall be equal to the

nominal size of the pipe plus 200mm. Unless otherwise approved by the Superintendent, the

maximum width of trench shall be the nominal size of the pipe plus 400mm.

The depth of the trench shall be sufficient to allow a minimum cover of 600mm over the pipe. Laying and Jointing Pipes, Fittings and Valves

Except where otherwise specified laying and jointing of pipes, fittings and valves shall be carried

out in accordance with the manufacturer's instruction.

Before being laid in the trenches all pipes, fittings and valves shall be cleaned and examined and,

if required by the Superintendent, the Contractor shall suspend each or any one in a sling to

enable the Superintendent to sound and examine them. If directed by the Superintendent, the

Contractor shall oil valves and repack valve glands.

The Contractor shall take care to ensure that the correct class of wall thickness is always used,

particularly where pipes, fittings or valves of various classes or wall thicknesses are used on the

same work.


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The Contractor shall provide and use approved drag scrapers or "detectors" to ensure that the

interior of the pipeline is clean and free from obstructions. Timber or other approved plugs shall

be provided and used to prevent any material from entering sections of the pipeline which are left

incomplete overnight.

The Contractor shall take all precautions necessary to prevent floating of pipes in flooded

trenches.

The Contractor shall use all sound cut pipes delivered to him and shall cut pipes as needed or

directed to suit closing lengths, to removed damaged parts, or to remove sockets if necessary

when jointing to a socketed fitting.

Pipes shall be laid to the grades and alignments shown on the Drawings, except where deviations

have been directed or approved by the Superintendent in order to eliminate bends, to avoid

cutting pipes, or for any other reason. In the case of pipelines with flexible joints, gradual changes

in grade or alignment shall be formed by deflecting at joints after they have been made. The

manufacturer's recommendations in respect of maximum deflection for each joint shall be

complied with provided that no joint shall be angled to such an extent as to impair its effectiveness

and tightness.

Unless otherwise directed or approved by the Superintendent, pipes shall be laid on continuously

rising grades from scour valve, notwithstanding any minor irregularities in the ground surface.

This provision is not applicable to pipes in a reticulation system.

All pipework and fittings must be inspected by Council’s Superintendent prior to any backfilling.

The minimum cover to buried pipes and fittings shall be 600mm.

Valves, flexibility joint bends, tees, dead ends, and the points in the pipeline where there are

unbalanced forces shall be adequately restrained to withstand the forces resulting from the

internal pressure when the pipeline is under test by constructing concrete thrust blocks as shown

on the Drawings and to the approval of the Superintendent provided that, notwithstanding any

such approval, the Contractor shall be responsible for any failure of the pipeline that may be due

to inadequate restraint.

Where pipe lines are to be laid at gradients exceeding 10%, concrete blocks shall be constructed

at intervals of not more than 10 metres. Each block shall be 300mm wide, shall be cut into the

solid sides of the trench by 150mm and shall extend 75mm above and 150mm below the pipe

barrel.

Unless otherwise shown on the Drawings, all valves and hydrants shall be installed at a depth

such that a clear space of not less than 80mm nor more than 150mm is provided between the top

of the valve spindle or hydrant and the underside of the surface box lid. Each valve shall be

installed with its axis vertical. All cast iron stop valves shall have flanged ends and be provided

with flange and spigot and/or flange and socket connectors.


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Connections to existing pipes carrying water shall be made at such times as will cause the least

interference with the supply. The Contractor shall obtain permission from the Superintendent and

made arrangements with the Council or other Authority concerned for the timing of the work. Corrosion Protection of Steel Bolts and Nuts

All bolts and nuts shall be galvanised. The threads of all bolts shall be coated with an approved

anti-rust compound before assembly. Valve Chambers

The Contractor shall construct around each valve and hydrant a chamber of the type and to the

details specified or shown on the Drawings.

Unless otherwise specified, each valve chamber shall be covered by a cast iron surface box cast

into a concrete block as shown on the Drawings. The concrete for such concrete block shall

comply with the Concrete Section of this Specification.

The surface of each concrete block shall be smooth and dense.

The top of each cast iron surface box and surrounding concrete block, when placed over the valve

chamber, shall be flush with the finish surface unless otherwise directed by the Superintendent.

Where the type of valve chamber specified, or directed or approved by the Superintendent, is

such that the body, or part of the body, or the valve is to be backfilled before the valve chamber is

constructed, the Contractor shall apply at least one coat of corrosion preventing material to the

valve body after the valve has been installed but before backfilling. The coating material shall be

acceptable to the Superintendent and shall be compatible with the coating material which has

been applied to the valve prior to delivery. Acceptable alternatives to the field coating include

wrapping of the valve using loose polyethylene sheets as specified above or wrapping the valve

using an approved tape consisting of synthetic fibre open weave cloth impregnated with saturated

hydrocarbons, such as "Denso" tape, applied in accordance with the manufacturer's instructions. Marking Plates

Opposite each stop valve, scour valve, air valve and hydrant the Contractor shall fix a marking

plate in a manner and position as approved by the Superintendent.

Where, in the opinion of the Superintendent, a valve or hydrant is at too great a distance from any

existing wall, fence or post to which the notice plate could be conveniently fixed, the Contractor

shall provide and set firmly in the ground a wooden post and shall fix the relevant marking plate

with four galvanised screws or clout nails at the top of the post, facing the valve or hydrant. The

distance to the valve or hydrant in metres, to an accuracy of 0.1m, shall be permanently die-

stamped on the marking plate with numbers 10mm high.

The wooden post shall conform to the standard drawing and to the following requirements:

a. The post shall be 100mm x 100mm hardwood, dressed and well seasoned.


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b. When installed, the post shall project 600mm above the ground, provided that

where tall grass or crops are likely to obscure the post and where directed by the

Superintendent, its height above the ground shall be increased to 1,500mm.

c. Where soft ground is encountered, the post shall be driven into the ground to a

minimum depth of:

i. 600mm for posts projecting above the ground; and

ii. 900mm for posts projecting 1,500mm above the ground.

Where rock or hard ground is encountered, the post shall be potted to a minimum

depth of 300mm in rock and 500mm in hard ground where the post cannot be

driven in, irrespective of the height of the post above the ground surface.

d. Before a post is installed, it shall receive two coats of tar applied hot, or two coats

of tar paint, on all surfaces from the bottom of the post to a point which would be

approximately 100mm above the ground when the post is installed. The remainder

of the post shall receive one coat of wood primer and two coats of white enamel for

exterior use. All these materials shall be supplied by the Superintendent.

Marking plates shall be fixed as soon as practicable after each valve or hydrant is installed.

However, marking places for hydrants shall be temporarily covered using masking tape or other

approved cover which shall be removed by the Contractor on satisfactory completion of the

pressure testing of the pipeline. Service Connections

The Contractor shall provide service connections to suit the requirements of the individual

premises, as indicated on the Drawings or as directed by the Superintendent.

The whole of the plumbing work shall be carried out by licensed plumbers in accordance with the

local regulations.

Except where otherwise approved or directed by the Superintendent, service connections under

paved carriageways and footpaths and under private concrete driveways shall be installed without

disturbing the pavement other than by excavating access pits and trenches if such are necessary.

The pipes may be placed under the pavement either by boring and jacking or by inserting the

pipes through bored holes. In either case the equipment used shall be acceptable to the

Superintendent.

Except where otherwise specified all material required for making the service connections shall be

supplied by the Contractor. All pipes used shall be Type A as-drawn copper pipes conforming to

Table 1 of AS 1432 (e.g. size 20x1.4mm thick, size 25x1.6mm thick). All fittings used shall be

capillary fittings. Bends in the pipe shall be made carefully so as not to damage the pipe wall or to

reduce the bore of the pipe. Alternatively, elbows may be used.


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14.4 FIELD PRESSURE TESTING OF PIPES

All pipelines except drain lines shall be pressure tested in accordance with this Clause in order to

detect and repair excessive leakage and defects in the pipeline including joints, thrust and anchor

blocks, if any.

Pipelines shall be tested in sections approved by the Superintendent as soon as practicable after

each section has been laid, jointed and backfilled, provided that:

a. If so specified or if the Contractor so desires, some or all of the pipe joints shall be

left uncovered until the whole of the section has been successfully pressure tested

to the satisfaction of the Superintendent; and

b. The pressure testing shall not be commenced earlier than seven days after the

last concrete thrust or anchor block in the section has been cast.

For the purpose of this Clause, a section shall be defined as length of pipeline which can be

effectively isolated for testing.

Unless otherwise approved by the Superintendent, pressure testing shall not be carried out during

wet weather.

During pressure testing all field joints which have not been backfilled shall be clean, dry and

accessible for inspection.

Before testing a pipeline section it shall be cleaned to the satisfaction of the Superintendent and

filled slowly with water, taking care that all air is expelled. Purging of air form reticulation shall be

promoted by opening hydrants. In order to achieve conditions as stable as possible for testing by

allowing for absorption, movement of the pipeline and escape of entrapped air, the section shall

be kept full of water for a period of not less than 24 hours prior to the commencement of the

pressure testing.

All lines of pipes shall be tested in the presence of the Superintendent in an approved manner, to

a pressure equal to 1.4 MPa or twice the working pressure, whichever is the greater, unless a

lesser pressure be permitted by the Superintendent in writing.

The hydrostatic test pressure specified above shall be maintained as long as required by the

Superintendent, while he examines the whole of the section, and in any case not less than eight

hours. For the purpose of determining the actual leakage losses, the quantity of testing shall be

carefully measured and recorded. The pressure testing of a section shall be considered to be satisfactory if:

a. There is no failure of any thrust block, anchor block, pipe, fitting, valve, joint or

any other pipeline component;

b. There is not visible leakage; and


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c. The measured leakage rate does not exceed the permissible leakage rate as

determined by the following formula:

A1 = K x D x L xH0.5

where:

Q1 = permissible leakage rate (litres per hour) K = a co-efficient as specified for the particular pipe material and type of joint, for cast iron pipe where pipe length = 5.5m, K = 0.0105 for UPVC pipe where pipe length = 6.0m, K = 0.100

D = nominal diameter of pipe (mm)

L = length of section tested (km)

H = average test head (m)

Any failure, defect, visible leakage and/or excessive leakage rate, which is detected during the

pressure testing of the pipeline or during the Defects Liability Period, including any failure of thrust

blocks or anchor blocks shall be made good by the Contractor at his expense.

The Contractor shall provide all material, labour and equipment required for the pressure testing,

including approved pumps and pressure gauges. Water for testing will be supplied free of charge

to the Contractor through the pipeline when it is in operation. Should, however, the various works

not be sufficiently completed to enable the supply to be thus provided when the pipeline is ready

for testing, the time for testing shall be postponed until such is the case. Alternatively, the

Contractor may adopt other measures for supplying the water, but shall have no right to claim for

any expenses that may be incurred thereby.

All expenses in connection with testing shall be included in the rates in the Schedule of Prices for

laying and jointing pipes. The Contractor shall have no claim for compensation or damages in

respect of any postponement of the testing, as herein before provided, or in respect of the

retention of the final payment until the completion of the tests.

14.5 DUCTILE IRON PIPELINES

Ductile Iron Pipes

Ductile iron pipes for use in the construction of ductile iron pipelines shall be centrifugally cast

spigot-and-socket pipes, or flanged pipes, or bolted gland pipes, as specified or shown on the

Drawings.

Centrifugally cast spigot-and-socket pipes shall conform to the requirements of AS 2280 for pipes

with slip-on type joints and to the following additional requirements:

a. The pipe class shall be as specified or shown on the Drawings.

b. The socket shall be the patented "Tyton" socket.

c. The spigot shall be provided with a chamfer in accordance with the manufacturer's

recommendations, for the "Tyton" joint.


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Flanged pipes shall be manufactured from class K12 spigot-and-socket pipes described above by

cutting the pipe to length and removing the socket if necessary, threading the pipe barrel and

screwing on one (1) or two (2) cast iron flanges, all this work being carried out at the

manufacturer's works. Such pipes shall be double flanged, or flange-and-spigot, or flange-and-

socket as specified or shown on the Drawings.

Centrifugally cast bolted gland pipes shall conform to the requirements of AS 1724 for pipes with

bolted gland joints and shall be of the class specified or shown on the Drawings.

Ductile iron pipes shall be supplied externally coated and internally lined. Internal lining shall be

cement mortar except where a different lining material is specified.

The method adopted for cutting ductile iron pipes in the field shall be approved by the

Superintendent. A special pipe cutter shall be used and care shall be exercised to produce a

reasonably clean and even cut and to avoid cracking or otherwise damaging the pipe barrel.

Where required, the cut end of a pipe shall be provided with a chamfer, or have the sharp edge

rounded off, in order to avoid damaging the rubber gasket when making the joint.

Fittings of Ductile Iron Pipes

Unless otherwise specified or shown on the Drawings, fittings for use with Ductile iron Pipes shall

be cast grey iron fittings conforming to AS 2544 or Ductile iron fittings conforming to AS 2280 and

to the following additional requirements:

a. Fittings for use with spigot-and-socket cast iron pipes shall be the patented "Tyton"

socket type 2 supplied with rubber rings in accordance with AS 1646.

b. Fittings for use with flanged pipes unless otherwise specified or shown on the

Drawings shall be Table "C" Flanges in accordance with AS 2129.

All fittings shall be supplied externally coated with bitumen or tar and internally lined. Internal lining

shall be cement mortar except where a different lining material is specified. Joints for Ductile Iron Pipelines

a. "Tyton" joints are patented slip-on type rubber gasket joints and shall be made in

accordance with the manufacturers instructions, and in particular with the

following requirements:

i. Only lubricant recommended by the manufacturer shall be used; oil and

grease shall not be used as lubricant.

ii. The edges of cut pipes shall be rounded off or provided with a chamfer so

as to avoid damage to the rubber gasket when making the joint.

iii. Each pipeline shall be pushed into the socket to the correct depth, which is

generally indicated by a painted strip on the barrel at the spigot end. In the

case of cut pipes or any other pipes which are not provided with painted

stripes a clearance of approximately 6mm shall be left between the spigot


126

end of each such pipe and the bottom of the socket of the adjacent pipe or

fitting. Cut pipes shall be marked prior to jointing to ensure that this

clearance is achieved.

b. Flanged joints shall be carefully made with moulded rubber gaskets or with rubber

and duck insertion jointing rings not less than 3mm thick and the nuts shall be

uniformly tightened. The rubber gaskets or jointing rings may be full face gaskets

or jointing rings, or may cover only that part of the flange face which is within the

bolt holes. Gaskets which cover only the flange face within the bolt holes shall be

fixed in position to one of the flanges with an approved adhesive. The Contractor

shall ensure that the bore of the flange is not obstructed by incorrect location of the

rubber gasket or the jointing ring.

c. Gibault joints shall be assembled in accordance with the manufacturer's

connections are to be made to an empty pipeline, the pipeline shall be drilled and

tapped where required and the main cock screwed in; alternatively, tapping bands

may be used as specified herein for empty asbestos cement pipelines.

d. Bolted gland joints shall be assembled in accordance with the manufacturer’s

recommendations.

e. Service connections for ductile iron pipelines.

Where service connections are to be made to an empty pipeline, the pipeline

shall be drilled and tapped where required and the main cock screwed in;

alternatively, tapping bands may be used as specified herein for empty asbestos

cement pipelines.

Where service connections are to be made on a pipeline full of water under

pressure, the Contractor shall use a special machine for drilling, tapping and

screwing the main cocks under pressure, except where the Superintendent

approves emptying the main for the purpose of making the service connections.

All main cocks, fittings and pipes of brass, bronze or copper, which are installed

within 500mm from the point where a service connection is connected to a cast iron

pipe, shall be thoroughly coated, after the service connection has been made, with

tar applied hot, or with a plasticised coal-tar compound applied cold, such as

"Tarnamei TE 50", or approved equivalent. Wrapping of Ductile Iron Pipes and Fittings and Cast Iron Fittings

All Ductile iron Pipes and fittings and cast iron fittings are to be wrapped with loose polyethylene

sleeving in accordance with the manufacturer's specifications.

14.6 BLUE BRUTE UPVC PIPELINES

Blue Brute UPVC pipes shall be used for the construction of UPVC pipelines.

Blue Brute UPVC pipes shall conform to the requirements of AS 1477 - Parts 1 to 6 1988

"Unplasticised PVC (UPVC) Pipes and Fittings for Pressure Applications", except for the following:


127

a. Outside diameter and wall thickness of pipe does not conform to AS 1477.

Outside diameter to meet Specification for Ductile Iron Pipes and Fittings.

All materials shall be manufactured by an approved manufacturer and shall be non-toxic and

suitable for the conveyance of potable water.

The pipe shall be Class 18 minimum or as indicated on the Drawings. Blue Brute UPVC pipes

shall be cut by means of a wheeled pipe cutter, or high speed abrasive wheel pipe cutter or with a

hacksaw or power hacksaw blade. Cast and Ductile Iron Fittings for UPVC Pipes

Fittings shall be in accordance with Section 14.5 for fittings for Ductile Iron Pipes.

The fittings shall be cement mortar lined and shall be bitumen of tar dipped externally and shall be

suitable for jointing with the Blue Brute UPVC pipes. The fittings shall be wrapped with loose

polyethylene sleeving in accordance with the manufacturers specification. Joints for Blue Brute UPVC Pipelines

a. The Blue Brute UPVC pipes shall be supplied with spigot and integral rubber ring

sockets.

The dimensions of the Blue Brute spigot shall be compatible with the dimensions

of the cast iron "Tyton" socket, in order to allow direct connection to socketed

fittings and ductile iron pipes.

Only lubricant recommended by the manufacturer shall be used; oil and grease

shall not be used as lubricant.

The edges of cut pipes shall be provided with a chamfer so as to avoid damage to

the rubber ring when making the joint.

b. Gibault joints and flanged joints shall be made as described for "Joints for Cast

Iron Pipeline" above.

c. Service connections for Blue Brute UPVC pipelines.

Service connections on Blue Brute UPVC pipelines may be made by means of tapping bands or

elongated joints. The maximum size of the tapping in each shall be in accordance with the

manufacturer's recommendations.

Where tapping bands are used for making service connections these shall be fitted not closer than

150mm to the pipe end and with the tapping for the main cock on top of the pipe. In the case of

new or existing empty mains the pipes shall be drilled when required using a drill of the required

size before installing the tapping bands. In the case of existing mains full of water under pressure

the tapping bands shall be first fixed to pipes, a self-inserting main cock shall be screwed into

each tapping band and the boring tool shall be worked through the pipe until the necessary


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opening has been made. In each case the rubber ring shall completely surround, but not obstruct

the hole.

Elongated joints shall be used where the size of the tapping required is larger than the

maximum size recommended for tapping bands. Elongated joints may be installed only in

empty mains.

14.7 POLYETHYLENE PIPELINES

Polyethylene pipelines shall be constructed of Class 15 black polyethylene conforming to AS 1159,

jointed with Class 15 brass or gunmetal mechanical jointing fittings conforming to AS 1460.

Pipes shall be bedded, tested, backfilled and as shown on the Drawings and specified elsewhere

in this section.

14.8 COPPER PIPELINES

The whole of the plumbing work shall be carried out by licensed plumbers in accordance with local

regulations. All pipes used shall be type A as-drawn copper pipes conforming to Table 7 of AS

1432. All fittings used shall be capillary fittings. Bends in the pipe shall be made carefully so as

not to damage the pipe wall or to reduce the bore of the pipe. Alternatively elbows may be used.


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15 LANDSCAPE TREATMENT OF FLOODWAYS

15.1 TOPSOILING

General

Spread topsoil to the depth as specified on Drawings.

Where site topsoil has been stripped and stockpiled, that topsoil shall be placed in locations

shown on the drawings or described in the Bill of Quantities. Site topsoil shall be used in the

Contract.

Prior to spreading, stockpiled site topsoil shall be inspected and approved by the Superintendent.

Where indicated in the Drawings and Bill of Quantities or where directed, supply and place

imported topsoil to supplement stockpiled topsoil stripped from the site.

Any surplus of either stockpiled site topsoil or imported topsoil shall be disposed of by spreading

and evenly grading over areas to be grassed as directed on site or as otherwise specified.

Where diesel oil, cement or other harmful material has been spilt on the SUB-GRADE or topsoil,

the affected areas are to be excavated and the contaminated soil disposed of as directed. Any

such contaminated soil shall be replaced with site soil or imported topsoil as directed to make up

to the design levels at no extra cost. Topsoil Quality

The texture of imported topsoil shall be light to medium, i.e. capable of being handled when moist,

but lacking cohesion so that it will fall apart easily when dry. Particle size distribution shall comply

with the grading prescribed in Table 15.1 for the soil type specified.

pH shall be in the range 6.0 to 7.0.

TABLE 16.1

AS Sieve

(Size mm)

Type A

Percentage

Type B

Passing by Mass

Type C

19.0

2.36

1018

0.600

0.300

0.150

0.075

0.002

100

98-100

93-100

50-100

24-90

12-55

5-25

5-8

100

98-100

93-100

50-100

24-90

12-55

5-25

5-15

100

98-100

93-100

50-100

24-90

12-60

5-30


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Sub-Grade Preparation Prepare sub-grades prior to the spreading as specified below.

Where specified, any materials that are to be incorporated into the in-situ soil shall be applied at

this stage of soil preparation. Lime, if specified on Drawings, shall be thoroughly cultivated into

the in-situ soil prior to application of topsoil.

Allow for clearing to specified shape after cultivation.

Cultivate areas to a minimum depth of 100mm. The Superintendent may relax this requirement in

areas disturbed by earthworks operations. Spreading

After preparation of the SUB-GRADE surface, place topsoil as appropriate for the specified

landscape treatments.

The finished surface of the topsoil shall be smooth, free of lumps of soil and left ready for

cultivating and planting.

The route of vehicles and plant passing over newly scarified or topsoiled areas shall be varied to

avoid developing areas of excess compaction.

Spread 100mm of topsoil over the areas to the hydroseeded as shown on the drawings. On steep

batters the spreading may be by means of chain drag, provided there is no danger of batter

disturbance, to achieve a reasonable even finish on as much of the surface as possible. Acceptance

a. General

Prior to delivery of topsoil of the various types, submit representative samples to a

minimum weight of 3kg to the Superintendent for approval. Samples should be submitted

at least five working days in advance of carting.

Topsoil delivered shall have similar properties to those of the approved samples. Further

samples may be taken on delivery.

b. Sampling and Testing

The Superintendent shall make arrangements for all acceptance testing and select

sampling locations.

In general the procedures are those laid down in AS 1289. However, other methods may

be adopted for tests not adequately covered by the Standard. The Superintendent shall, if

requested, provide details of test procedures not covered by AS 1289.


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15.2 GRASSING

Grass Seed

All grass seed shall be pre-packed and certified commercially prepared mix. It shall be delivered

to the site in standard sized bags showing weight, seed species and vendor's name and be

available for inspection on site.

Seed mixes for various applications are specified in Table 15.2.

TABLE 15.2

Mix Type Mix Details Application Rate

by Weight

Floodway grass Altal Tall Fescur

Kentucky Blue

Harlandbent

White Clover

Hulled Couch Grass

58%

16%

6%

3%

7%

Note: Application Rate 250kg/ha

Cultivation and Surface Preparation

Cultivate surface soil for the whole area to a fine tilth for an even depth of 100mm.

During this cultivation, the surface shall be brought to smooth even grades, free from mounds and

hollows such that the whole surface drains freely in accordance with the finished design surface

contours and levels. Avoid removing excess topsoil and ensure that at least the specified depth of

the best available topsoil remains on the surface upon completion of the surface preparation.

A prepared mix of lawn seed started fertiliser, ratio N:P:K, 5:12:5 shall be spread evenly over the

prepared seed bed at a rate of 285kg per hectare (28.5gm/sq.metre). The fertiliser shall be lightly

raked into the surface of the seed bed and applied at the time of sowing or not more than 48

hours before the seed is sown. Sowing and Subsequent Treatment

Grass seeding may be carried out only as directed by the Superintendent.

Approval will generally be given during spring when the influence of frost is unlikely and in autumn

when the grass can reach an established state before frost influence may be expected.

The seed shall be sown on a calm day and applied in two equal sowings, in a transverse direction.

A machine designed for the purpose may be used. The surface is to be lightly raked to cover the

seed. If directed, the seed bed shall be rolled immediately after sowing with a roller weighing not

more than 90kg per metre of width for clay soils (or any soils having a tendency to pack) and not

more than 300kg per metre of width for sandy or light soils.


132

The seed bed shall be thoroughly watered with a fined spray immediately after sowing and then

as necessary to keep it moist until germination and to produce a satisfactory sward.

Protect the newly sown areas against trespass and traffic until the grass is well established.

Reseed all areas where the grass seed fails to germinate within one month from the date of

original seeding. Reseeding shall be done only at times approved by the Superintendent.

The first cut and any subsequent mowing shall be carried out when directed and at intervals to

maintain grass at a height in the range of 40-75mm at all times during the Contract period.

Water the grass areas whenever needed to maintain them in a healthy condition.

Spray grass areas with a selective weedicide against broad-leaved weeds as directed and in

accordance with the manufacturer's directions.

Fertilise the grass area six weeks after the germination period or as directed with fertiliser N:P:K

ratio 10:4:6 (equivalent to "Multigro") at a rate of 400kg per hectare. The fertiliser shall not be

applied to wet grass and shall be evenly spread over the entire grass area and thoroughly

watered in after application. When consolidation of grassed areas carried through the summer

months, a further fertilisation may be necessary. This shall be carried out at the tenth (10th) week

of consolidation using pelleted sulphate of ammonia at a rate of 250kg per hectare or as directed.

Irrespective of the time of year of sowing, all grass areas shall be maintained until a healthy,

dense continuous sward is achieved. Floodway grass areas are to be kept green and actively

growing until continuous healthy grass cover has been achieved; then the watering programme

shall be gradually adjusted until the grass is hardened off to natural climatic conditions. Fully

established floodway grass shall reflect, in appearance, the weather conditions prevailing at the

time.

15.3 HYDROSEEDING AND HYDROMULCHING

General

Unless otherwise specified, the technique to be employed for hydroseeding and hydromulching

shall be the application by suitable equipment of a vegetative/bitumen emulsion mulch over a

slurry of fertiliser and seed. Materials

Fertiliser to be used shall be N:P:K ratio 5:12:5 or suitable alternative. Fertiliser may be spread as

part of the seeding operation, as a separate operation, or combined with the seeding and


Vegetative mulch shall consist of chopped cereal straw, wood fibre or suitable alternative over the

entire seeded area. Under no circumstances will meadow hay be accepted.


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Bituminous emulsion shall comply with the requirements of AS 1660 - 1976 and shall contain no

petroleum solvents or other components toxic to plant life. Emulsion shall be suitable for cold

spray application. Equipment

Any mechanical devices used in the application of seed, bitumen emulsion, fertiliser and

vegetative mulch shall be approved prior to use. Advise the Superintendent of commencement of

work so that operations can be directed by the Superintendent and a satisfactory working

technique developed. Application

Materials for use in the hydroseeding and mulching operations shall be applied at the following

rates:

Grass Seed 250kg of mixture per ha

Fertiliser 250kg of 5:12:5 per ha

Vegetative Mulch 250 bales per ha (5 tonne)

Bitumen Emulsion 6000L per ha

All hydroseeding shall be carried out on a front and the slurry shall be sprayed evenly over the

area to ensure an even distribution of the seed mixture. Each front shall be completed before the

next area is commenced.

All hydroseeding and hydromulching shall be carried out on calm days and may be carried out in

any of the following sequences:

a. hydroseeding and fertilising

straw mulching

bitumen spraying

b. hydroseeding, fertilising, straw mulching

bitumen spraying

c. hydroseeding and fertilising

bitumen/straw mulching

Sufficient seed shall be placed in a suitable hydroseeding machine to provide a seeding rate at

least equal to that specified. The seed, water, fertiliser and vegetative mulch or combinations

thereof shall be kept constantly agitated during the seeding operation.

Vegetative mulch shall be applied as a separate operation either wet or dry, combined with the

seeding and fertilising or combined with the bitumen emulsion.

Diluted bitumen emulsion shall be applied to the whole are, vegetatively mulched at the rate of

6000 litres per hectare. The emulsion shall be diluted by the addition of an equal volume of water

prior to spraying. The emulsion shall be applied as a separate operation or combined with the



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Maintenance During Construction Period

All areas of hydroseeding shall be maintained in a moist condition until satisfactory germination

has occurred. This shall be achieved by applying the equivalent of a minimum of 6mm of rain in

any period of 7 days. Satisfactory germination shall be determined by the Superintendent by

random sampling throughout the area.

After a satisfactory germination has been achieved, the seedlings shall be hardened off. This shall

be done primarily, be progressively decreasing the frequency and quality of watering. This will

depend to a large extent on seasonal conditions. However, a programme shall be developed for

the purpose in discussion with the Superintendent.

Allow for re-application of hydroseeding and hydromulching all areas where grass fails to

germinate within two weeks of any application or re-application. Small areas, on the approval of

the Superintendent, may be re-seeded.

15.4 CONSOLIDATION

General

Consolidation shall mean the continuing care and maintenance of the Contract areas by accepted

horticulture practices, as well as rectifying any defects that become apparent in the works under

normal use.

The consolidation period for landscape works shall be 52 weeks and shall commence at

acceptance of the completed grassing.

Confer with the Superintendent at the time of acceptance and, within three days provide written

details of the agreed consolidation programme.

This programme shall include, but shall not be limited to, the following items where and as

required:

• Watering

• Mowing

• Fertilising

• Re-seeding

• Weeding

• Pest and Disease Control

• Cultivation

• Aerating

• Renovating

• Top Dressing

• Maintaining Site Neat and Tidy


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Placing of Works on Consolidation

Give fourteen days notice that the works are ready to be placed on consolidation. The

Superintendent shall inspect the works and, if any defects or deficiencies are found, they shall be

rectified within seven days.

Before requesting the works to be placed on consolidation, ensure that all works of the Contract

are complete and that all grassed areas in the Contract have a complete germination cover with a

satisfactory stocking of grasses so that a continuous grass sward can be established with normal

consolidation practices and without the need for re-seeding.

15.5 COMPLETION

Grass areas shall have a healthy and vigorous grass sward appropriate to the area


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16 EROSION AND SEDIMENT CONTROL

16.1 GENERAL

The Contractor shall plan and carry out the whole of the works to avoid erosion, contamination,

and sedimentation of the site surrounding country, watercourses and streams.

The Contractor shall provide and maintain slopes, crowns and drains on all excavations and

embankments to ensure satisfactory drainage at all times.

The Contractor shall construct and maintain all temporary erosion and sediment control measures

required, which may include the construction of berms, dykes, flumes, graded contour banks and

drains, dams, sediment traps, energy dissipaters, spreader banks and the limiting of the area of

erodable material exposed at any one time.

Temporary erosion and sediment control measure shall be co-ordinated with the construction of

permanent drainage and other permanent control measure and shall be constructed prior to

commencement of the stripping of topsoil, unless otherwise approved by the Superintendent, to

ensure effective and continuous erosion and sediment control.

Prior to the commencement of works, the Contractor shall submit details of all proposed

temporary erosion and sediment control measure and the method and programme of

incorporation into permanent works. No works shall be commenced on any section until

authorised by the Superintendent.

All temporary erosion and sediment control works are to be inspected after each rain, cleaned,

and repaired if required, to the satisfaction of the Superintendent.

Unless otherwise directed by the Superintendent temporary control measures are to be removed

prior to the end of the Contract and all materials used therein removed from the site of the work or

disposed of to the satisfaction of the Superintendent.

Any damage resulting from the Contractor not observing these requirements shall be rectified by

the Contractor at his cost.

The cost of the temporary erosion and sediment control measure is deemed to be included in the

schedule rate for earthworks (general) and no additional payment will be made except where

measures are approved as permanent works.


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17 SIGNIFICANT ENVIRONMENT AREAS

17.1 GENERAL

This section of the Specification provides for all work under this Contract carried out within

Significant Environment Areas. The Contractor shall plan and carry out the whole of works to

avoid unnecessary environmental impacts of construction activities.

The contractor shall implement the Environmental Management Measures as described in

Table 1 for all construction activities within Significant Environment Areas.

Any damage resulting from the Contractor not observing these requirements shall be rectified

by the Contractor at their cost.

Any revegetation (including re-seeding with grasses) of the site is to be carried out according to

the General Native Vegetation Profile for Albury District within the South West Slopes

Revegetation Guide (Table 2).


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Table 1

Activity Potential Impacts Environmental Management Measures

Vegetation

Removal

• Potential damage to vegetation

including root damage

• Loss of habitat

• Possible damage to threatened

species or ecological

communities listed under the

TSC Act 1995 or EPBC Act 1999

� Avoid clearing vegetation unless approved;

� Works areas should be clearly defined with no disturbance beyond the edge of these zones;

� Minimise compaction in the vicinity of trees by avoiding placing stockpiles, or parking heavy equipment/ vehicles

within tree drip lines;

� Use existing access tracks and select a path of least disturbance;

� Where working in roadside areas care should be taken not to impact in areas where “Significant Environment

Roadside Area’ signs are present. These identify areas containing a significant feature such as rare flora or

significant vegetation;

� The site of the works shall be reinstated with native vegetation as close as practicable to its original condition

using the South West Slopes Revegetation Guide.

� All trenching within the canopy of mature trees is to be carried out using under boring machinery in accordance

with the standard industry practice and relevant Australian Standards;

� If any substantial tree roots (diameter >50mm) are damaged during the works, the Council’s Arboriculturist,

Leah Warburton must be contacted on (02) 6023 8197 to inspect and determine appropriate remediation;

� If any vegetation other than what has been approved is to be removed, Council’s Environmental Planner,

Rachel Clancy must be contacted on (02) 6023 8108.

Erosion • Loss of topsoil

• Potential pollution of stormwater

and deposition of sediment to

surrounds

� Ensure works area is defined and minimal area is disturbed;

� Locate stockpiles and/or construction materials away from drainage lines;

� Bunding of disturbed areas and excavations to prevent runoff to waterways or stormwater, stabilisation as soon as possible;

� Provision of sediment control structures to prevent sediment entering drainage systems; particularly where

surfaces are exposed or where soil is stockpiled for extended periods.


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Introduction/

spread of

weeds/ pests

• Introduction of weed seeds/pests

• Spread of existing weeds/ pests

� Ensure any imported fill is weed/pest free;

� Ensure machinery is clean and does not introduce weed seeds not already present at the site;

� Ensure weed control measures are put in place prior to carrying out works.

Generation of waste

• Inappropriate disposal � Waste generation should be minimised and/or recycled wherever possible;

� Waste to be disposed of to licensed facility in compliance with EPA and Council requirements.


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Table 2

Landform Creeks & rivers Low gently undulating country Hilly country & ranges

VEGETATION TYPE

River Red Gum Woodland Box woodland (Yellow Box, Apple Box). Also Blakely’s Red Gum woodland.

White Box woodland & Red Gum woodland (Blakely’s & Tumbledown Red Gum)

GEOLOGY & SOILS

Riverine deposits of clay, silt, sand & gravel. Alluvial loams & clays.

Riverine deposits of clay, silt, sand & gravel. Red & yellow earths.

Mainly high grade phyllite, mica, schist & metamorphosed sediments. Shallow red & yellow sandy soils.

LOCATION EXAMPLE

Murray River Older parts of Albury & Thurgoona area Nail Can Hill; Black Range

TREES >8m Acacia dealbata

Eucalyptus camaldulensis

Silver wattle

River Red Gum

Acacia dealbata

Brachychiton populneus

Callitris glaucophylla

Eucalyptus albens

E. blakelyi

E. bridgesiana

E. melliodora

E. polyanthemos

Silver wattle

Kurrajong

White Cypress Pine

White Box

Blakely’s Red Gum

Apple Box

Yellow Box

Red Box

Acacia dealbata

A. implexa

Allocasuarina verticillata

Brachychiton populneus

Callitris glaucophylla

Eucalyptus albens

E. blakelyi

*E. bridgesiana

#E. dealbata

E. goniocalyx

+E. macrorhyncha

*E. melliodora

E. polyanthemos

Exocarpos cupressiformis

*mainly lower slopes

#mainly N-NW aspect

+mainly S-SE aspect

Silver wattle

Hickory Wattle

Drooping Sheoak

Kurrajong

White Cypress Pine

White Box

Blakely’s Red Gum

Apple Box

Tumble-down Gum

Long-leaf Box

Red Stringybark

Yellow Box

Red Box

Native Cherry

SHRUBS 1.5 –

8m

Bursaria spinosa

Callistemon sieberi

Hymenanthera dentate

Sweet Bursaria

River

Bottlebrush

Tree Violet

Acacia genistifolia

A. gunnii

A. paradoxa

A. rubida

Spreading Wattle

Ploughshare Wattle

Kangaroo Thorn

Red-stemmed Wattle

Acacia gunnii

A. paradoxa

A. rubida

A. verniciflua

Ploughshare Wattle

Kangaroo Thorn

Red-stemmed Wattle

Varnish Wattle


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Leptospermum obovatum River Tea-tree A. verniciflua

Bursaria spinosa

Dodonea viscose

Subsp. angustissima

Grevillea alpine

G. lanigera

+Leptospermum

continentale

Varnish Wattle

Sweet Bursaria

Narrow-leaf Hop-bush

Cat’s Claw

Woolly Grevillea

Prickly Tea-tree

Bursaria spinosa

Correa reflexa var. reflexa

Daviesia latifolia

Dillwynia retorta spp. Complex

Dodonea viscose

Subsp. angustissima

Grevillea alpine

G. lanigera

Indigofera adesmiifolia

I. australis

Platylobium formosum

Pultenaea foliolosa

P. largiflorens

Sweet Bursaria

Common Correa

Hop Bitter-pea

Small-leaf Parrot-pea

Narrow-leaf Hop-bush

Cat’s Claw

Woolly Grevillea

Tick Indigo

Austral Indigo

Handsome Flat-pea

Bush-pea

Twiggy Bush-pea

GROUND

COVERS

Carex breviculmus

C. tereticaulis

Juncus spp.

Microlaena stipoides

Phragmites australis

Poa labillardieri

Typha spp.

Sedge

Sedge

Rush

Weeping Grass

Common Reed

Tussock Grass

Cumbungi

Arthropodium minus

Austrostipa spp.

Brachyloma daphnoides

Bracteantha viscose

Brunonia australis

Bulbine bulbosa

Burchardia umbellate

Carex spp.

Chrysocephalum apiculatum

Danthonia spp.

Dianella revolute

Dichopogon strictus

Dillwynia sericea

Gompholobium huegelii

Small Vanilla-lily

Spear Grass

Daphne Heath

Sticky Everlasting

Blue Pincushion

Bulbine Lily

Milkmaids

Sedge

Yellow Buttons

Wallaby Grass

Spreading Flax-lily

Chocolate Lily

Showy Parrot-pea

Pale Wedge-pea

Glycine clandestine

G. tabacina

Hardenbergia violacea

Hibbertia obtusifolia

H. riparia

Hovea linearis

Leucopogon virgatus

Lomandra spp.

Melichrus urceolatus

Microlaena stipoides

Pimelea linifolia

Poa spp.

Themeda triandra

Wahlenbergia spp.

Wurmbea dioica

Twining Glycine

Variable Glycine

Purple Coral Pea

Grey Guinea-flower

Erect Guinea-flower

Common Hovea

Common Beard-heath

Mat-rush

Urn Heath

Weeping Grass

Slender Rice-flower

Tussock Grass

Kangaroo Grass

Bluebell

Early Nancy

Albury City Council Standard Specification

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