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STANDARD SPECIFICATIONS

ForCIVIL WORKS

August 1999 of 10

August 99

SHIRE OF YARRA RANGES

STANDARD SPECIFICATIONS

SECTION 1 GENERAL CLAUSE (ID 6001)

SECTION 2 SPECIFICATION FOR PUBLIC UTILITIES (ID 6002)

SECTION 3 SPECIFICATION FOR CLEARING AND GRUBBING (ID 6003)

SECTION 4 SPECIFICATION FOR EARTHWORKS (ID 6004)

SECTION 5 SPECIFICATIONS FOR INSITU CEMENT & LIME STABILISATION OR SUBGRADE (ID 6005)

SECTION 6 SPECIFICATIONS FOR ROAD PAVEMENT CONSTRUCTION OF BASE AND SUB-BASE COURSES (ID 6006)

SECTION 7 SPECIFICATIONS FOR CONCRETE FOR CIVIL WORKS (ID 6007)

SECTION 8 SPECIFICATIONS FOR CONCRETE KERB & CHANNEL (ID 6008)

SECTION 9 SPECIFICATIONS FOR CONCRETE PAVING (ID 6009)

SECTION 10 SPECIFICATIONS FOR UNDERGROUND STORMWATER DRAINS (ID 60010)

SECTION 11 SPECIFICATIONS FOR ASPHALT (ID 60011)

SECTION 12 SPECIFICATIONS FOR CONSTRUCTION OF ASPHALT PAVING (ID 60012)

SECTION 13 SPECIFICATIONS FOR PRIMING AND PRIMER SEALING (ID 60013)

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SECTION 14 SPECIFICATIONS FOR SEGMENTAL PAVING (ID 60014)

SECTION 15 SPECIFICATIONS FOR LINEMARKING (ID 60015)

SECTION 16 SPECIFICATIONS FOR REMOVAL BY COLD PLANNING (ID 60016)

SECTION 17 SPECIFICATIONS FOR CONCRETE ROAD PAVEMENT (ID 60017)

SECTION 18 SPECIFICATIONS FOR LANDSCAPE (ID 60018)

SECTION 19 SPECIFICATIONS FOR BEACHING (ID 60019)

SECTION 20 SPECIFICATIONS FOR BITUMEN SCRAP RUBBER SEALS (ID 60020)

SECTION 21 SPECIFICATIONS FOR POLYMER MODIFIED COLD OVERLAY (ID 60021)

SECTION 22 SPECIFICATIONS FOR ERECTION OF SIGNS (ID 60022)

SECTION 23 SPECIFICATIONS FOR FENCING (ID 60023)

SECTION 24 SPECIFICATIONS FOR INSITU STABILISATION OF EXISTING PAVEMENT MATERIALS (ID 60024)

SECTION 25 SPECIFICATION FOR GRASSING AND MAINTENANCE (ID 60025)

SECTION 26 SPECIFICATIONS FOR ENVIRONMENTAL PRACTICES (ID 60026)

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SECTION 1 - GENERAL CLAUSES

1.1 Nature of Contract

1.2 General Conditions

1.3 Contractor’s Responsibility

1.4 Time of Commencement

1.5 Rise and Fall Provisions

1.6 Construction Program

1.7 Discrepancies

1.8 Wet Weather

1.9 Defects Liability Period

1.10 Overtime Worked

1.11 Setting Out

1.12 Construction through Private Property

1.13 Protection of Boundary Fences

1.14 Sanitary Accommodation

1.15 Permanent Survey Marks

1.16 Explosives

1.17 Maintaining Access

1.18 Safety of Traffic

1.19 Make Good

1.20 Statutory Responsibilities

1.21 Damage to Roads, etc

1.22 Hours of Work

1.23 Fire Precautions for Constructional Equipment

1.24 Field Assistance

1.25 “As Constructed” Notes

1.26 Payment

1.27 Emergency Call Out

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1.1 NATURE OF CONTRACT: QUANTITIES

This contract shall be a Lump Sum Contract, where the contract sum includes the completion of all items contained in the “Schedule of Prices” to effect completion of the works as intended by or described herein and on the drawings which form part of this contract.

The Bill of Quantities shall not form part of this contract except that scheduled prices and rates will be used to determine the value of any Variation Order issued during the currency of the contract.

The Contractor shall have made their own assessment of quantities at the time of tendering and where their quantities are at variance with those shown in the Bill of Quantities the contractor shall be deemed to have made allowance for such discrepancies and other omitted items, within their Tender. Payments to the Contractor will only be made on the quantities stipulated in the Schedule of Prices at the tendered rates. Clause 3.3 of the General Conditions of Contract has been deleted. Refer to Annexure Part B.

The provisions of Clause 3.2 of the General Conditions of Contract have been amended as detailed in Annexure Part B. Variations to the contract shall only result from a change to the nature of the work or its extent as defined by the drawings and specification at the time of tendering.

1.2 GENERAL CONDITIONS

The General Conditions of Contract applicable shall be the Australian Standard 2124-1992. A copy of the General Conditions is not included in the Tender Documents, but may be inspected in the Market Testing Unit at the Shire’s Lilydale Office. Alternatively, Tenderers if they are not familiar with the document, should obtain a copy for themselves. Annexure Part A and B as they relate to this Contract are attached.

1.3 CONTRACTOR’S RESPONSIBILITY

The Contractor shall be entirely responsible for ensuring that all operations and methods of construction, set out, materials and workmanship are safe, sufficient and in accord with the contract documents. No inspection by the Superintendent and no instruction given or certificate issued by the Superintendent shall be deemed to imply that the Superintendent has assumed or taken over any part of the contractor’s responsibility or liability.

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1.4 TIME OF COMMENCEMENT

The contractor shall commence the works of this contract within four weeks of the date of the Letter of Acceptance of the contract. Failure to commence within the specified time may be treated as a breach of contract. The contractor shall give 14 days clear notice in writing to the Superintendent's Representative before commencing the work.

1.5 RISE AND FALL PROVISIONS

The works to be executed under this contract shall not be subject to rise and fall of costs.

1.6 CONSTRUCTION PROGRAM

The contractor will be required to submit for the approval of the Superintendent a construction program within 14 days of acceptance of tender in accordance with Clause 33.2 of the General Conditions of Contract.

The program is to allow for installation and alterations of all services.

The period for practical completion of works, as shown in Annexure A, includes the time required for the installation of services, including those to be installed by other contractors or authorities, statutory public holidays, industry paid days and rostered days off.

No claims for extensions of time resulting from the above will be considered.

The contractor shall be deemed to have made his own assessment of the period required to complete the works and where this is at variance with Annexure A shall state the period of completion at the time of tendering.

1.7 DISCREPANCIES

Where discrepancies exist between this section of the specification and the requirements of the General Conditions of Contract, the provisions of this section shall apply.

Where discrepancies exist between this section of the specification and requirements of the Municipal or standard technical specifications, the provisions of this section shall apply. The General Conditions of Contract shall have precedence over the Municipal or technical specifications.

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1.8 WET WEATHER

The contractor shall allow in his construction program and in the period for practical completion, an amount for wet weather. The contractor shall be entitled to extensions of time for wet weather in excess of one day or longer for the period of time during and after rainfall where work on site is unable to proceed.

1.9 DEFECTS LIABILITY PERIOD, CLEARANCES AND FINAL CERTIFICATE

The defects liability period as referred to in Clause 37 of the General Conditions of Contract shall be for the period stated in Annexure A. The defects liability period shall commence from the date of issue of the certificate of practical completion. The contractor will be required to repair all defects occurring during this period.

On completion of the work and prior to the issue of the final payment certificate, the contractor shall produce written clearances from all landowners and public authorities whose properties have been trespassed on or damaged in any way by the contractor or his employees.

1.10 OVERTIME WORKED

Where approval has been given by the Superintendent's Representative for work to be carried out other than during normal working hours, any expense incurred by the Superintendent's Representative for payment of overtime supervision resulting from such approval shall be deducted from the contract payments.

In this regard, the contractor will be required to give Council 48 hours notice of his intention to work so that the necessary arrangements of staff may be carried out.

1.11 SETTING OUT

The Superintendent's Representative has furnished basic reference lines and bench marks from which the contractor shall establish such other points as may be necessary for the proper completion of the contract.

The contractor shall take every care to preserve all Engineering reference and title survey pegs. Any pegs which are to be covered by the work must be kept marked with stakes and the location of any pegs which must be removed in order to complete the works must be accurately preserved to the satisfaction of the Superintendent's Representative. In the event of failure by the contractor to preserve the position of any survey pegs, which will necessitate a re-survey, the cost of this survey will be deducted from the contract payments.

1.12 CONSTRUCTION THROUGH PRIVATE PROPERTY

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Where the works under this contract are constructed through private property the contractor shall take whatever precautions are necessary to protect the property, buildings, occupiers or livestock from any damage or risk. This may include temporary fencing, shoring, drainage or other works as deemed necessary. The contractor shall not enter any land or remove any fence until he has given at least one weeks notice to the owner or occupier of his intention to do so.

On completion of the works, including all reinstatement, a clearance in writing shall be obtained from the property owner stating that the owner is satisfied with the reinstatement and does not have any claims for compensation or damages against the contractor.

1.13 PROTECTION OF BOUNDARY FENCES

The contractor must take care to ensure that the fences along the boundaries adjacent to private property be protected during progress of the works and any damage caused shall be repaired by the contractor to the satisfaction of the abutting owner, from whom a written clearance will be required.

1.14 SANITARY ACCOMMODATION

The contractor shall provide, to the satisfaction of the Superintendent's Representative, suitable sanitary accommodation for all persons employed on the works in accordance with relevant industrial awards.

1.15 PERMANENT SURVEY MARKS

Before commencing construction, the contractor shall ascertain from the Department of Lands and Survey the location of all permanent survey marks in the area.

The contractor shall ensure that all permanent survey marks are clearly indicated throughout the period of the contract and shall ensure that no permanent survey mark is interfered with in any way.

In the event of any interference with a permanent survey mark, the contractor shall be liable to a penalty as provided in the relevant Act and shall pay all costs and charges involved in the resetting of the permanent survey mark by a Licensed Surveyor as provided in that Act.

The contractor shall set standard covers over all permanent survey marks where shown on drawings or where directed by the Superintendent's Representative. Covers will be supplied by the Superintendent's Representative.

1.16 EXPLOSIVES

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In excavation in or through hard materials, the contractor shall not, unless authorised by the Superintendent in writing, use any explosives. Where explosives are to be used, the contractor shall provide himself with the necessary licences from the appropriate authorities and shall conform to all Government Regulations and instructions relating to the transport, storage, handling and use of explosives. The contractor shall be liable for any damage, accident, or injury to any person or property resulting from the use of explosives.

1.17 MAINTAINING ACCESS

The contractor shall program all works in such a manner so as to offer the least possible obstruction and inconvenience to the public, and he shall have under construction no greater length or amount of work than he can properly manage with due regard to the rights of the public.

Unless otherwise specified, all traffic shall be permitted to pass through the works with as little inconvenience and delay as possible.

All sections of existing formations and side tracks which are being used by traffic or pedestrians shall be maintained in a safe and trafficable condition throughout the period of the contract. Material falling on any carriageway as a result of carting operations shall be removed immediately by the contractor at his expense.

In the event of the failure of the contractor to provide adequate access, the Superintendent's Representative may provide such access as he may deem necessary and deduct the cost thereof from contract payments.

1.18 SAFETY OF TRAFFIC

The contractor shall be held responsible for the safety of traffic and the public and shall erect and maintain all warning signs, lights and barriers, necessary for the adequate control and safety of traffic and pedestrians. Adequate illumination of these signs and barriers shall be provided and maintained by the contractor and kept alight from sunset to sunrise. All signing and lighting must be in accordance with the Vic Roads Roadworks Signing Code of Practice AS1742.3.

If the arrangements as provided by the contractor are not considered satisfactory by the Superintendent's Representative, the contractor shall remedy the defects immediately, and in default thereof, the Superintendent's Representative may provide such barriers, warning signs and lights as he may consider necessary and deduct the cost thereof from contract payments. The contractor will be required to supply, at his own expense, all necessary barriers, warning signs and lights.

1.19 MAKE GOOD

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On completion of the work, the contractor shall make good all footpaths, naturestrips, easements and other surfaces disturbed by the works, do all other necessary repairs, properly clean up and leave the site in a condition satisfactory to the Superintendent's Representative.

The contractor shall also re-erect and/or repair, to the satisfaction of the Superintendent's Representative, all fences, signs, gates and buildings removed or damaged during the progress of the works.

1.20 STATUTORY RESPONSIBILITIES

Before commencing any excavation in which the depth of face exceeds 1.5 m, or any tunnelling operation, the contractor shall notify in writing the Department of Labour, Building and Construction Industry Division, Construction/Excavation Section and shall comply with the requirements of the Department and the instructions of any authorised Inspector.

A copy of the Notice of Intention to Commence Operations shall be forwarded to the Superintendent's Representative prior to commencing work.

The contractor shall comply with the provision of the Extractive Industries Act (if the material is extracted from more than 2 m below the natural surface) or Section 17A of the Soil Conservation and Land Utilisation Act (if extraction is from less than 2 m below the natural surface and covers more than 0.2 ha in extent). Non-compliance with this clause shall render this contract void, at the Superintendent's Representative's discretion.

1.21 DAMAGE TO ROADS, ETC

Any damage caused to any roads, footpaths, bridges or other structures by carting materials associated with works included in this contract shall be thoroughly repaired to the satisfaction of the Superintendent's Representative.

The contractor shall only cart along such roads or portions thereof as the Superintendent's Representative may from time to time direct and he shall submit clearances from any local authorities concerned.

1.22 HOURS OF WORK

No works or deliveries shall be carried out outside the hours of 7.00am to 5.00pm Monday to Friday, inclusive, or any public or municipal holiday, unless approval in writing is given by the Superintendent's Representative.

1.23 FIRE PRECAUTIONS FOR CONSTRUCTIONAL EQUIPMENT

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The Contractor's construction plant operating during declared fire danger shall:-

(a) be free from mechanical faults and defects likely to cause fire,(b) be equipped with an efficient spark arrestor,(c) be equipped with a knapsack fire - fighting outfit in working order, with the

container fully charged with water ( or equivalent ).

1.24 FIELD ASSISTANCE

The contractor shall provide a person to assist with the checking and surveying of as constructed works during the course of the contract, as may be required by the Superintendent's Representative.

1.25 “AS CONSTRUCTED” NOTES

The contractor must provide on or before practical completion of the contract one set of construction plans noting any changes made during the course of construction ( “as constructed notes”), to the Superintendents Representatives. The as constructed notes must be made on a clean set of plans in red pen, and detail anything that has deviated from the design and/ or is outside the specified tolerances.

1.26 PAYMENTS

The contractor must make all claims for payments in accordance with Council’s standard format as detailed in Appendix 1 of the Specification

1.27 AFTER HOURS CALL OUT FOR CONSTRUCTION PROJECTS

In the case of an emergency the contractor must be available to respond the initial phone call within 10 minutes to acknowledge receipt of the call out. If the contractor has not acknowledged within 10 minutes, Council will respond to the emergency including engaging another contractor to act on behalf Council. All associate costs including a 20% administration fee will be charged to the Contractor.

Prior to commencing works the Contractor must provided to Council a list of its staff which can be contacted in case of an emergency as detailed in Appendix 2 of the Specification. If during the term of the contract it becomes necessary to change contact details then Council must be informed of the new details prior to the proposed changes occurring.

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APPENDIX 1COUNCIL’S STANDARD PAYMENT CLAIMS FORM ( Clause 1.21 of the Specification )

Item No: Description Quantity Unit Rate Amount % Claimed Amount Claimed1 $

2

3

4 $

Sub-Total $

VariationsItem No: Description Quantity Unit Rate Amount % Claimed Amount Claimed

1

2

3

4

Sub-Total $

Less previous payments

1 $

2 $

Sub-Total ($ )

Amount Claimed Total $

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APPENDIX 2After Hours Call Out for Construction Projects( Clause 1.22 of the Specification )

Contract No: ................ Date Works Commenced: ......./........./......

Melway Ref: ................. Anticipated Completion Date: ....../........../......

Project: ......................................................................................................

Contractor: ......................................................................................................

Location of Works .....................................................................................................

Office Hours

Name Phone Mobile Pager Fax

After Hours

Name Phone Mobile Pager Fax

If any of the phone numbers are changed throughout the contract, the contractor must inform Council in writing before the number has changed.

Signature :...................................................................................

...................................................................................(Please print name )

Date ........../............../ 19..........

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SECTION 2 - SPECIFICATION FOR PUBLIC UTILITIES

2.1 Public Utilities

2.2 Services

2.3 House and Sewer Drains

2.4 Service Conduits

ID 6002

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2.1 PUBLIC UTILITIES

Prior to commencing any of the works of this contract, the contractor shall obtain all relevant information from the appropriate authorities concerning the location of any water, sewerage or gas mains, underground pipes or cables which may be affected by the works of this contract. Any alterations to authorities plant (other than services to households) will be altered and costs borne by the Shire of Yarra Ranges. The contractor shall have no claims against the Superintendents Representative for any delay, loss or inconvenience which may occur through the necessity of such alteration. The contractor shall notify the Superintendent’s Representative as soon as possible of any required alterations.

The contractor shall be responsible for any damage which in the opinion of the Superintendent’s Representative has been caused to any of the authorities services by any works or operations under his control. Where any damage is caused, the contractor shall notify the appropriate authority immediately of the damage.

The contractor shall at all times keep all water main cocks and fire fighting appliances free from obstruction.

Should it be necessary to temporarily dump spoil or other material over authorities surface fittings, the position of these fittings shall be conspicuously marked by the contractor.

2.2 EXISTING SERVICES

All gas and water services shall be lowered to a minimum of 150 mm below the finished subgrade level of the road and to 450 mm below the finished levels in the naturestrip. All such alterations to services shall be carried out by the contractor at his own expense and he will be held responsible for making good any services damaged during the execution of the contract work.

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2.3 HOUSE & SEWER DRAINS

The contractor shall supply and lay house drains to each allotment where shown on the drawings or where directed by the Superintendent’s Representative. Pipes shall be 100 mm PVC laid from the building line to the channel in a straight line with a uniform fall of not less than 1 in 60, generally 5m from the low side boundary.

OR

The contractor shall assess the integrity of each existing house drain within the road reservation and replace conduits where necessary or where directed by the Superintendent’s Representative and also allow for connection of existing house drains that are within 2 metres away from the construction zone.

Where it is necessary to lower or relocate any sewerage connection from a house or building to the sewer, the appropriate sewerage authority shall be notified and the alterations carried out by the contractor at his expense under the supervision of that authority’s representative.

Where house drains connect directly to a piped drain behind the kerb, the kerb shall be marked with a 50 mm high “H” to indicate the location of the house drain. The location of all house drains shall be marked with a 50 mm high “H” on the back of the footpath.

2.4 SERVICE CONDUITS

Service conduits shall be provided under the road pavement where shown on the plans or where directed by the Superintendents Representative. The pipes shall be laid 375 mm below the edge of the low wing and have a rise of 75 mm to the high side, and shall extend at least 600 mm behind the back of kerb. Where conduits cross agricultural pipes, the bottom of the service pipe shall be not less than 75 mm above the top of the agricultural pipe.

Service conduits shall be 50 mm diameter GI pipe, Class 12 UPVC or other type of pipe approved by the Superintendents Representative and shall be laid on a straight line and grade. All pipe ends shall be securely plugged.

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The kerb shall be marked over each conduit with a 50 mm high letter indicating the type of conduit, “W” to indicate water, “G” to indicate gas, “T” to indicate Telecommunications and “E” to indicate Electricity conduits

Conduits should be laid square to the road, however, if necessary to lay skewed, letter marks on the kerbs should also be angled.

Trenches shall not be backfilled until the pipe line has been inspected and approved by the Superintendent’s Representative. The pipe trenches shall be backfilled with 20mm nominal size class 2 fine crushed rock unless otherwise directed by the Superintendents Representative.

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SECTION 3 - SPECIFICATION FOR CLEARING AND GRUBBING

3.1 Description

3.2 Removal of Trees & Vegetation

3.3 Area

3.4 Clearing

3.5 Grubbing

3.6 Removal and Disposal of Materials

3.7 Survey Marks

3.8 Damage to Property

ID 6003

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3.1 DESCRIPTION

Clearing and grubbing shall consist of the removal and proper disposal of all trees, brush, stumps, logs, grass weeds, blackberries, roots and all decayed vegetable matter, pole stumps, refuse dumps, and all other objectionable matter resting on or protruding through the surface of the original ground from the specified area except as hereinafter set out. It shall also include the removal of concrete paving and foundations from all areas, and the removal and proper disposal of all obstructions including kerbs, kerbs and channel, drainage pits, fences and any old or incidental structures within the specified area which will conflict or interfere with construction.

The method of clearing, grubbing and disposal of the material cleared and grubbed from the specified area shall be in accordance with the provisions and requirements of this specification and in conformity with the requirements indicated on the plans or as directed by the Superintendent's Representative.

The price for clearing and grubbing shall be included in the cost of the earthworks unless allowed for in a separate item in the schedule.

3.2 REMOVAL OF TREES & VEGETATION

Only those trees which are marked on the plans, to be removed, shall be removed as part of this contract.

Reserves or roadways are not to be used as depots or dump sites.

Removal of any trees, other than those shown on the plans, shall only be carried out by the Contractor after Council approval in writing has been granted.

In the event of unauthorised removal of trees and natural vegetation being carried out by the Contractor, the appropriate reinstatement including planting, soil preparation and mulching shall be effected to a standard as directed by the Superintendent's Representative and in accordance with the “Shire of Yarra Ranges Code of Environmental Practice for Works on Council Controlled Land”.

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3.3 AREA

The area to be cleared and grubbed shall comprise the minimum area required for completion of all works included in this contract.

3.4 CLEARING

The surface within the specified area shall be completely cleared of all perishable or objectionable vegetable matter and all obstructions as hereinbefore specified. No trees shall be removed or trimmed without prior approval of the Superintendent's Representative. Trees shall be felled within the area to be cleared in such a manner as to avoid damage to vegetation or any property outside this area.

Separate planning permits for tree removal may be required.

Trees shall be felled one at a time, and except for those actually engaged in felling no other persons shall work nearer to any other trees being felled at a distance less than 6m plus the estimated height of the tree.

Where possible, trees shall be felled towards the centre of the area being cleared, and where they cannot be felled without danger to traffic or damage to other trees, shrubs, structures or property, they shall be cut in sections from the top down. Tree branches extending over the roadway which hang within 5 m of the finished road level shall be cut off close to the boles in a workmanlike manner.

All cuts on trees shall be made flush with the trunk so as to leave no stubs. All branches or long stubs 50 mm or more in diameter shall be under cut so that the branches or stubs will not tear down the trunk when falling. All timber, scrub and debris shall become the property of the Contractor, and shall be disposed of as specified in Clause 3.6. If so desired the Contractor may stack surplus timber in such a manner as to be convenient for removal as firewood by others. Royalties to be paid if wood sold.

On no account shall logs be placed near the toes of embankments to act as retaining walls. No timber shall be allowed to fall on private property. The Contractor shall remove at his cost any timber so fallen before final payment is made.

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3.5 GRUBBING

The entire specified area shall be grubbed free from heavy grass, vegetation, decayed stumps, roots other perishable matter, foundations, concrete works, pits, tanks and other structures. All matter and material to be grubbed shall be removed to a depth of not less than 600 mm below the existing surface. All holes shall be backfilled with approved material in accordance with the requirements of the earthworks specification.

3.6 REMOVAL AND DISPOSAL OF MATERIALS

All tree trunks, rubbish, concrete and other debris collected in clearing and grubbing shall be removed from the site of the work in advance of construction operations. The roadway and adjacent areas shall be left with a neat and tidy finished appearance free from unsightly debris. No accumulation of inflammable material shall be permitted to remain on or adjacent to the road reserve. Cleared and grubbed material shall not be stacked or burned on private property without the written consent of the owners and/or occupiers. All permits must be obtained from the relevant authorities prior to burning taking place.

3.7 SURVEY MARKS

During clearing and grubbing, care shall be taken not to disturb any benchmarks, survey or level pegs. Any survey pegs lost as a result of the contractors carelessness shall be replaced at the Contractor's costs.

3.8 DAMAGE TO PROPERTY

In all circumstances the Contractor will be held responsible and liable for any damage to fences, buildings, grass cultivation or other property caused by or arising from the execution of work under this section.

Any damage to fences shall be repaired immediately to the satisfaction of the Superintendent's Representative at the Contractor's expense.

Any trees outside the specified area, which are damaged by the Contractor’s action, directly or indirectly, shall be removed or rendered safe as determined by the Superintendent's Representative.

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SECTION 4 - SPECIFICATION FOR EARTHWORKS

4.1 General

4.2 Conformity with Drawings

4.3 Topsoil

4.4 Excavation

4.5 Rock Excavation

4.6 Filling

4.7 Moisture Content and Filling

4.8 Minimum Subgrade CBR

4.9 Soft Spots

4.10 Compaction Plant

4.11 Compaction of Earthworks

4.12 Vehicle Access

4.13 Test Rolling

4.14 Dust Nuisance

4.15 Runoff and Soil Erosion Control

ID 6004

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4.1 GENERAL

This specification covers the requirements for stripping topsoil, forming and grading of earthworks including excavation, placement and compaction of filling, disposal of surplus and unsuitable materials and the trimming and shaping to alignments, grades, levels and cross sections shown on the drawings or as directed by the Superintendent.

4.2 CONFORMITY WITH DRAWINGS

The Contractor shall set out and execute the works in strict accordance with the alignments, levels, grades and cross sections shown on the drawings, or on any detail sections, drawings, etc., supplied by the Superintendent during the course of the Contract, or as directed by the Superintendent.

In particular, deviation in line and level from dimensions and levels on the drawings outside the limits of the table below for the stated sections of the works will not be permitted.

4.2.1 Level and Shape

Plus MinusPavement subgrade for roads and car

10mm 40mm

parks (and no deviation greater than25mm below a 3m straight edge, except across a crown).

Topsoil areas 20mm 40mm

Cut and Fill Batters (and no 50mm 75mmdeviation greater than 75mm belowa 3m straight edge).

4.2.2 Width and Alignment

The edges of the subgrade shall not lie inside and not more than 100mm outside, the designed offset from centreline or design line.

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4.3 TOPSOIL

In cut and fill areas, the Contractor shall remove a sufficient quantity of the best topsoil available from the site before commencing excavation. The topsoil shall be stockpiled on the job and used as topsoil for the naturestrips, batters, easements and disturbed areas.The Contractor shall be responsible for ensuring that there is sufficient topsoil to reinstate and topsoil all areas as required. If sufficient topsoil is not available on-site, the Contractor shall allow to import topsoil from his own sources.

Topsoil shall be fertile, dark coloured loam, friable soil containing organic matter and shall be free from subsoil, refuse, tree roots, noxious weeds, clay lumps and stones.

On completion of the works, fill areas, easements and naturestrips shall be surfaced with a 75 mm minimum depth of topsoil. Naturestrips shall be neatly raked and trimmed on an even grade from footpath to back of kerb.

4.4 EXCAVATION

Excavation shall consist of excavation, removal and satisfactory disposal of all materials from within the limits of the work. Where specified, pavement materials shall be salvaged from existing pavements and spread or stockpiled as directed.

Excavation operations shall be so conducted that the material outside the limits of the batters is not disturbed. Any slips or falls of material outside the specified batters due to lack of precaution on the part of the Contractor shall be made good at his expense to the satisfaction of the Superintendent’s Representative.

On no account shall any surplus spoil be deposited on private land, without the written permission of the landowner. Should any such spoil be placed on property not owned by the Contractor, then the Superintendent's Representative shall require the Contractor to obtain a clearance in writing from the owner of the property on which the spoil has been placed before making the final payment. No spoil shall be dumped on reserves or roadsides without prior permission from the Council.

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The Superintendent's Representative may direct the Contractor to dispose of any or all surplus spoil within a lead of 4 km from the site of the works. Where not directed by the Superintendent's Representative, the Contractor will be required to dispose of any surplus spoil off the site of the works. The Contractor shall comply with all regulations and by-laws of all authorities relating to the transport and placement of the surplus material.

Should excavations not remain free draining during the currency of the work or where material has, in the opinion of the Engineer, become unsuitable to any depth due to the Contractor's negligence or use of inappropriate methods, shall be treated in situ or excavated and replaced and no additional payment will be made for this work.

4.5 ROCK EXCAVATION

No claim will be considered on the account of any rock or other materials met within the excavation as the contract amount for excavation shall be binding.

All rock or boulders encountered shall be excavated at least down to the finished surface of the subgrade. Any resulting depressions shall be backfilled with approved material properly compacted and drained to suitable outfalls to the satisfaction of the Superintendent's Representative.

No additional payment will be made for this work.

4.6 FILLING

Material to be used for fill construction shall consist of approved materials free from logs, stumps, weeds or other perishable matter. Areas upon which fills are to be constructed shall first be grubbed, cleared and stripped as specified.

After completion of clearing, grubbing and stripping of areas upon which filling is to be placed, the Superintendent may direct or authorise that any unsuitable material immediately below these areas shall be treated in situ or excavated to depths as directed or authorised and replaced with approved material which shall be spread and compacted as specified.

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Prior to filling the surface of the prepared areas shall be test rolled. Any unstable area detected by test rolling shall, unless otherwise specified or directed by the Engineer, be rectified by the Contractor using methods agreed to by the Superintendent and shall be re-presented for test rolling.

All filled areas shall be constructed in layers of uniform thickness not exceeding 200 mm loose depth. Each layer shall be compacted as specified in Clause 4.11 and 4.13. The maximum size of fill material shall be 150 mm.

Filling over and around pipes, culverts, bridges and other structures shall be placed in such a manner that will avoid unbalanced loading and that will not cause movement or place undue strain on any structure. Any rocky material present in the filling for any layer shall be uniformly distributed within the layer and the whole shall be compacted as specified.

During the filling operation, the surface of each layer shall be kept generally parallel to the surface of the subgrade, except that where necessary the outer 1 m of the fill shall be raised so as to prevent uncontrolled flow of water down the batter. Prior to the cessation of work each day, the top of the fill shall be shaped and compacted to minimise damage resulting from wet weather.

Densities shall be checked in situ and fill not meeting the required density shall be re-excavated and recompacted at the Contractor's cost.

Fill material shall be derived from on-site excavation or from external sources. It shall be the responsibility of the Contractor to provide all of the filling required for all purposes necessary to achieve the lines and levels of finished work shown on the drawings.

Unless otherwise specified, all embankments shall have side slopes not steeper than 3 to 1.

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4.7 MOISTURE CONTENT OF FILLING

Unless otherwise specified, filling shall have during compaction a moisture content within the range 85% to 115% of the optimum moisture content as determined in the standard compaction test for the fraction of the filling that passes the 37.5 mm AS sieve. After completion of compaction of a layer, the moisture content of the material in the layer shall be maintained within the range specified until the layer has been test rolled.

Fill materials which have been satisfactorily compacted, but which become wetted beyond 130% of optimum moisture content, shall be removed, dried and recompacted.

4.8 MINIMUM SUBGRADE CBR

Unless otherwise stated on the approved plans, pavement design is based on a subgrade CBR of 8.0.

Where the subgrade CBR is less than 8.0, the subgrade shall be improved by stabilisation or replaced with imported material to obtain a CBR of 8.0 as directed by the Superintendent's Representative.

4.9 SOFT SPOTS

Where directed by the Superintendent's Representative, any soft, wet or unstable areas of depths exceeding 150 mm below the designed levels of the subgrade which exists or develop during construction shall be excavated and replaced with approved material in layers not exceeding 150 mm loose thickness compacted, as hereinafter specified. The depth to which soft spots shall be dug out shall be determined on-site by the Superintendent's Representative.

As an alternative to excavation, the Superintendent's Representative may instruct the Contractor to treat the soft areas in situ by stabilisation or other methods, as determined by the Superintendent's Representative.

Payment for excavation of soft spots and backfilling materials will be made in accordance with the relevant item in the schedule.

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Should excavations not remain free draining during the currency of the work or where material has, in the opinion of the Engineer, become unsuitable to any depth due to the Contractor's negligence or use of inappropriate methods, shall be treated in situ or excavated and replaced and no additional payment will be made for this work.

4.10 EARTHWORKS PLANT & EQUIPMENT

The Contractor shall provide and operate sufficient earthworks plant and equipment of suitable type and mass to carry out the works in accordance with the specification.

4.11 COMPACTION OF EARTHWORKS

Compaction of earthworks shall include the compaction of the subgrade in cuttings, the compaction of areas upon which fill is to be placed and the compaction of all fill material to the standard indicated hereunder.

All compaction shall be carried out using approved rollers.

(a) The top 150 mm of the subgrade shall be compacted to a dry density not less than 100% of the maximum value obtained in the standard compaction test carried out in accordance with AS 1289.

(b) Areas upon which fill is to be placed shall be compacted to produce a dry density not less than 98% of the minimum density required under (a) above in the top 150 mm of the area.

(c) All fill material shall be compacted to a dry density not less than 98% of the minimum density required under (a) above, except for the top 150mm of any subgrade which shall be compacted in accordance with (a) above.

Construction equipment and traffic shall not be allowed on the subgrade 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.

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4.12 VEHICLE ACCESS

Vehicle access is to be provided to all properties as directed by the Superintendent's Representative.

All allotments must be accessible at the title boundary at a maximum grade of 1 in 5.

Where the grade of such access is unobtainable within the road reserve, the construction work is required to be extended into the property concerned for a maximum distance of 7.5m, in order to achieve an acceptable grade or as described on the plans.

4.13 TEST ROLLING

All layers areas shall be test rolled prior to the placement of any subsequent pavement materials. The finished surface of filled areas shall likewise be test rolled. Any unstable area detected shall be rectified by the Contractor using methods agreed to by the Superintendent's Representative.

All layers shall be compacted such that no visible deformation or springing is visible under the action of test rolling. Test Rolling shall be carried out by the contractor in the presence of and to the satisfaction of the Superintendent’s Representative by using; six (6) cubic metre truck fully loaded with approved material or a vehicle of equivalent weight as agreed by the Superintendent’s Representative.

4.14 DUST NUISANCE

Under no circumstances shall a dust nuisance be allowed to develop during construction works. Any dust problems determined by the Superintendent’s Representative shall be contained by watering or any other methods approved by the Superintendent’s Representative.

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4.15 RUNOFF & SOIL EROSION CONTROL

The Contractor shall take whatever necessary measures may be required during construction to control runoff from the land. Such measures may include the use of contour and cutoff drains, and sediment traps and shall ensure that polluted or sediment laden runoff does not enter directly or indirectly any drainage systems, creek or water course. Runoff control plans shall be submitted to the Superintendent for examination and approval prior to the commencement of earthworks.

Accepted turbid runoff control practice can be found within the publications Guidelines for Minimising Soil Erosion and Sedimentation from Construction Sites (1979) and Control of Erosion on Construction Sites published by the Department of Conservation Forests and Lands (NRE).

When directed by the Superintendent, temporary control works shall be removed and the area reinstated to the satisfaction of the Superintendent.

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SECTION 5 - SPECIFICATION FOR INSITU CEMENT AND LIME STABILISATION OF SUBGRADE

5.1 General

5.2 Definitions


5.4 Materials

5.5 Construction Plant

5.6 Construction Method

5.7 Requirements for Testing and Acceptance

5.8 Test Rolling

5.9 Curing and Protection of Compacted Layers

ID 6005

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5.1 GENERAL

This section covers the requirements for materials and construction for insitu cement and lime stabilisation of the subgrade. The requirements relate to preparation of soil, quality of lime and cement, mixing and compaction plant, and spreading, mixing and compaction procedures.

5.2 DEFINITIONS

Quicklime

Quicklime is a granular form of lime consisting primarily of calcium oxide and can be readily slaked.

Hydrated Lime

Hydrated lime is a powdered form of lime consisting primarily of calcium hydroxide.

Equivalent Calcium Oxide Content

Equivalent calcium oxide content is the amount of calcium oxide, expressed as a percentage by mass, which:-

(a) in quicklime produces calcium hydroxide after slaking;

(b) in hydrated lime is chemically proportional to the amount of calcium hydroxide available after slaking.


The stabilised subgrade shall be finished to reasonably smooth and uniform surfaces and after compaction shall conform within the following limits to the levels, lines, grades, thicknesses and cross sections shown on the drawings, or specified, or directed by the Superintendent's Representative.

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5.3.1 Level and Shape

The level at any point in the stabilised layer shall not differ by more than 20mm from the specified level. The Superintendent's Representative may require that the shape be checked by means of a 3m straightedge laid parallel to the centreline of the road or, except on crowned sections, laid at right angles to the centreline, in which case no point on the surface shall lie more than 20mm below the straightedge.

5.3.2 Thickness

The average thickness of the stabilised layer at any point shall be not less than the thickness specified on the drawings. At no point shall the thickness of the stabilised layer be more than 20mm below the required depth.

5.3.3 Width and Alignment

The edges of the stabilised layer shall not lie inside, and not more than 100mm outside, the designed offset from centreline or design line.

5.4 MATERIALS

5.4.1 Lime Properties

(i) Quicklime

The equivalent calcium oxide content of quicklime shall be not less than 60%.

When slaked in accordance with AS 1672 testing procedures the residue of quicklime shall not exceed 30%.

At the time of spreading, quicklime shall comply with the grading requirements specified in Table 1.

Table 1Sieve SizeAS (mm)

Test Value(% Passing)

9.5 1004.75 95-1002.36 85-100

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(ii) Hydrated Lime

The equivalent calcium oxide of hydrated lime shall be not less than 60%.

Hydrated lime shall be dry and shall have been produced not more than 14 days before delivery.

At the time of spreading, hydrated lime shall comply with the grading requirements specified in Table 2.



9.5 1004.75 95-1002.36 85-100

5.4.2 Cement Properties

Cement shall comply with either AS1315 - Portland Cement or AS1317 - Blended Cement.

5.4.3 Water

Water shall be clear and free from detrimental impurities such as oils, salts, acids, alkalis and vegetable substances.

5.4.4 Supply, Delivery and Storage of Lime and Cement

The Contractor shall nominate the supplier of lime and cement at least 7 days prior to the commencement of delivery. The Contractor shall supply, on request, a certificate from the supplier stating the minimum equivalent calcium oxide content of the lime. The Contractor shall also supply, on request, a certificate from the supplier stating that the cement complies with AS1315 or AS1317 as appropriate.

If at any time the Contractor proposes to obtain lime or cement from another source or of a different quality the Superintendent's Representative shall be notified in time to allow the Superintendent's Representative to perform such inspections, tests and evaluations as required.

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Lime and cement may be delivered to the site either in bulk or in bags and shall be stored in weatherproof structures. Lime or cement which is damaged by moisture shall not be used and shall be removed from the site by the Contractor.

5.5 CONSTRUCTION PLANT

5.5.1 General

The Contractor shall provide and operate sufficient spreading, mixing, watering and compacting plant to carry out the work specified.

5.5.2 Spreading Plant

Plant for spreading both the lime and the cement shall be capable of distributing the material evenly over the area at the required spreading rate. The spreading rate shall be capable of being varied within the range 3 kg/sq.m to 22 kg/sq.m.

5.5.3 Mixing Plant

The mixing plant shall be capable of pulverising the soil as specified and uniformly mixing the pulverised soil, lime, cement and added water to a depth at least equal to the specified thickness of the stabilised layer.

The plant shall be fitted with an adjustable screed plate and cover flaps.

5.5.4 Watering Plant

Watering plant shall have spray bars capable of uniformly distributing water in a mist and shall be fitted with rapid-acting positive shut-off valves controlled from the operator's cabin.

Watering plant shall be fitted with constant head devices or pumps capable of delivering a uniform rate of flow regardless of the quantity of water in the tanks.

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5.6 CONSTRUCTION METHOD

5.6.1 General

Construction includes the preparation of soil, spreading of lime, spreading of cement, slaking of quicklime, mixing of lime, cement and soil, and compaction, trimming and curing of stabilised soil.

Unless otherwise approved by the Superintendent's Representative, construction carried out each day shall be completed across the full specified width.

The Contractor shall ensure that his employees are instructed concerning the hazards of working with lime and that safe working practices are observed. Personnel engaged in handling, spreading and mixing of lime shall wear suitable protective clothing such as overalls, boots, gloves, goggles and respirator and shall have access to skin protection cream, hand cleanser, clean water and towels.

5.6.2 Preparation of Soil

The soil to be stabilised shall be scarified to a depth equal to the specified thickness of the stabilised layer. Any stones larger than 75mm shall be removed from the scarified soil and the scarified soil shall be compacted sufficiently to provide a reasonably even surface.

5.6.3 Spreading of Lime and/or Cement

Spreading of lime and/or cement shall not commence without the consent of the Superintendent’s Representative. Spreading shall not be carried out during windy periods if, in the opinion of the Superintendent's Representative, lime or cement could be dispersed or become a nuisance or a hazard to persons, property or livestock.

(i) Lime shall be spread uniformly over the prepared surface at a rate determined as follows:

Specified distribution rate x 100Spreading rate = Equivalent calcium oxide content

(ii) Cement shall be spread uniformly at a controlled rate (kg/sq.m) across the material to be stabilised.

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The Superintendent's Representative may direct a light watering of the spread cement to be carried out, to prevent loss of cement by wind action.

The distribution rate of the stabilising additive is that rate specified on the drawings or as directed by the Superintendent's Representative.

Only plant used in the spreading, slaking or mixing operations shall be allowed to pass over the spread lime.

5.6.4 Slaking of Quicklime

Slaking of quicklime shall not commence without the consent of the Superintendent's Representative. Slaking shall be effected by spraying water over the quicklime at a uniform rate just sufficient to allow complete hydration.

5.6.5 Mixing of Lime with Sub-grade.

Mixing shall not commence without the consent of the Superintendent's Representative. Where quicklime is used, mixing shall not commence until slaking is complete unless otherwise consented to by the Superintendent’s Representative.

All lime spread shall be mixed into the soil to a depth equal to the specified thickness of the stabilised layer within 6 hours of spreading, unless otherwise consented to by the Superintendent's Representative. Mixing shall proceed until all material other than stones can pass a 37.5mm AS sieve and at least 60% of such material can pass a 9.5mm AS sieve and the lime is uniformly mixed throughout the soil.

Where the required degree of breakdown of the soil is not achieved on the day of commencement of mixing the Contractor shall allow the soil-lime mixture to stand for a conditioning period of up to 3 days. If at the end of the conditioning period the required breakdown of the soil is not achieved after further mixing the Superintendent's Representative may direct the Contractor to add further lime to the soil and mix the material until the required degree of breakdown has been achieved.

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The moisture content shall be adjusted as necessary during the mixing process to maintain the moisture content within the range 85% to 115% of the standard optimum moisture content of the stabilised material.

Where lime has been spread, but not mixed into the soil and windy conditions develop, the Contractor shall water the lime as necessary to minimise loss, nuisance or hazard, and in the case of quicklime to effect slaking, and mixing shall proceed without delay.

5.6.6 Cement Content

The cement content (%) is expressed as a percentage of the dry mass of the material to be stabilised. The cement content shall be maintained within +/- 10% by mass of the rate specified on the drawings or as directed by the Superintendent's Representative throughout the stabilised subgrade area and depth.

5.6.7 Mixing of Cement with Sub-grade

Mixing shall be conducted as soon as practicable after spreading to enable compaction to be completed within two hours of spreading or within the period directed by the Superintendent's Representative. The cement shall be mixed throughout the specified depth to within a cement content of +/-10% of that specified. The paving material shall be pulverised to the degree that excluding solid particles, 100% of the material shall pass a 37.5mm AS sieve and 80% of the material shall pass a 4.75mm AS sieve.

After pulverisation, any individual particles larger than 50mm shall be removed from the subgrade.

5.6.8 Compaction of Lime and/or Cement Stabilised Material

Compaction shall commence at the earliest practicable time. It shall be completed within two hours of water being added to the mixed material.

The amount of water added shall be sufficient to permit the specified compaction to be achieved. The moisture content of the pavement, immediately after compaction, shall be within the range 80% to 100% of the modified optimum moisture content.

The stabilised subgrade shall be compacted to a dry density of not less than 100% of the maximum value obtained in the standard compaction test carried out in accordance with AS 1289 E1.1.

Watering and compaction plant shall not be allowed to remain standing on material being compacted or on newly compacted material.

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5.6.9 Trimming

After compaction, the surface shall be trimmed, to the required levels, grades and cross sections. The finished surface shall be smooth riding and free from loose material.

5.7 REQUIREMENTS FOR TESTING AND ACCEPTANCE OF LIME AND CEMENT CONTENT

The Superintendent's Representative may ascertain the average spreading rate of the stabilising additive by dividing the mass of the additive spread by the area over which the additive has been spread.

Where the average spreading rate is less than the specified rate, additional additive shall be spread to bring the average rate up to at least the specified rate.

When directed by the Superintendent's Representative, the Contractor shall check the uniformity of spreading of additive by placing mats with a plan area not less than 1sq.m. in the path of the spreading vehicle and dividing the mass of additive deposited on each mat by the plan area of the mat. Where the spreading rate so determined for any mat is greater or less than the specified rate by more than 10%, the Superintendent's Representative may require that additional additive be spread over part or all of the area over which the additive has been spread.

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5.8 TEST ROLLING

All layers shall be test rolled prior to the placement of any subsequent pavement materials. The finished surface of filled areas shall likewise be test rolled. Any unstable area detected shall be rectified by the Contractor using methods agreed to by the Superintendent’s Representative.

All layers shall be compacted such that no visible deformation or springing is visible under the action of test rolling. Test rolling shall be carried out by the contractor in the presence of and to the satisfaction of the Superintendent’s Representative by using; six (6) cubic metre truck fully loaded with approved material or a vehicle of equivalent weight as agreed by the Superintendent’s Representative.

5.9 CURING AND PROTECTION OF COMPACTED LAYERS

The surface of the compacted layer shall be kept sufficiently moist to make good any moisture loss, to lay, test and to maintain about the standard optimum moisture content until the succeeding layer is placed or until any subsequent pavement work under the Contract is commenced or until the Superintendent’s Representative accepts and take responsibility for that area.

Construction or other traffic shall not use a compacted layer without the approval of the Superintendent's Representative. The surface shall be kept in good order and condition and be kept free from contamination. Unless otherwise consented to by the Superintendent's Representative, placing and compacting of any subsequent layer under the Contract shall be carried out within 48 hours of notification of acceptance of the stabilised layer.

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SECTION 6 - SPECIFICATION FOR ROAD PAVEMENT CONSTRUCTION OF BASE AND SUBBASE COURSES

6.1 General

6.2 Standards


6.4 Spreading and Finishing Plant

6.5 Watering Plant

6.6 Compaction Plant

6.7 Spreading of Material

6.8 Compaction of Material

6.9 Test Rolling

6.10 Approval of Pavement Construction

6.11 Salamander/Soft Rock Fill Course

6.12 Crushed Rock for Subbase Pavement Courses and Road Shoulders

6.13 Crushed Rock and Plant-mixed Wet-mixed Crushed Rock Pavement Courses

6.14 Cement Treated Crushed Rock Pavement Courses

6.15 Testing

ID 6006

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6.1 GENERAL

This section covers the requirements for the delivery, spreading and compaction of various quarry materials, construction plant, and methods and finished properties for the construction of pavement courses. Other items and types of plant may be used subject to the agreement of the Superintendent’s Representative.

6.2 STANDARDS

The following Australian Standards shall apply to these works:

AS 1141 Methods for Sampling and Testing AggregatesAS 1315 Portland CementAS 1317 Blended Cement


The pavement courses shall be finished to give a reasonably smooth and uniform surface and after compaction shall conform to the levels, lines, grades, thicknesses and cross sections shown on the drawings or specified or directed by the Superintendent's Representative.

6.4 SPREADING AND FINISHING PLANT

The Contractor shall provide and operate sufficient spreading and finishing plant and equipment of suitable type and mass to carry out the works in accordance with the specification.

6.5 WATERING PLANT

Watering plant shall have spray bars capable of uniformly distributing water on the road and shall be fitted with rapid acting positive shut-off valves controlled from the operator's cabin. Watering plant used for construction of plant mixed wet-mix and cement treated crushed rock courses shall be fitted with constant head devices or pumps, capable of delivering a uniform rate of flow regardless of the quantity of water remaining in the tank.

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6.6 COMPACTION PLANT

The Contractor shall provide and operate sufficient compaction plant and equipment of suitable type and mass to carry out the works in accordance with the specification.

6.7 SPREADING

Spreading of any layer of material shall not commence without the prior consent of the Superintendent or his representative.

Each layer shall be spread and compacted as soon as practical after the previous layer has been compacted and the consent of the Superintendent's Representative has been given. The previous layer shall be kept in good condition during spreading of the layer. Until compaction has been completed and the consent of the Superintendent’s Representative has been given, no further material shall be spread.

Plant mixed wet-mix crushed rock shall be spread with a self-propelled paver unless otherwise approved by the Superintendent’s Representative. Care shall be taken to minimise segregation of material. If segregation occurs in plant mixed wet-mix crushed rock, the segregated material shall be replaced at the Contractor's expense.

If segregation occurs in crushed rock, the segregated material shall be mixed and respread using methods agreed to by the Superintendent’s Representative.

Unless otherwise specified or shown on the drawings, the compacted thickness of any layer of any course shall not exceed 150mm or be less than 3 times the nominal size of material.

The Superintendent’s Representative may consent to a greater thickness.

6.8 COMPACTION

Compaction shall commence promptly after spreading and all material spread each day shall be compacted sufficiently to provide a dense surface to minimise the entry of water in the event of rain.

Watering and compaction plant shall not be allowed to remain standing on pavement being compacted or on newly compacted pavement.

Where the work of the contract includes preparation of the surface for sealing, the top of the base course shall be rolled with a suitable roller to provide a hard dense surface capable of being swept with a rotary broom to leave a tight surface free from loose material.

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Fine crushed rock pavements shall be placed and compacted in layers to obtain a final density of not less than 98% Australian Modified Maximum Density as determined by the Australian Modified Compaction Test. All tests shall be carried out in accordance with Australian Standard AS 1289.

The Contractor shall be required to provide compaction test results to the Superintendent and shall allow, in the amount tendered for pavements, to engage a Soils Consultant ( or independent N.A.T.A. laboratory ) approved by the Superintendent to carry out compaction testing on all layers of pavement, based on the following criteria :-

Pavements in siteworks or roadways shall be tested at 30m centres or a 30m grid of testing over the site. Tests shall be taken on each layer of pavement. It will be an expressed condition of this contract that the contractor allows for the cost of compaction testing in accordance with this Clause in the tendered price for the works.

The Superintendent's Representative may require additional testing over and above the nominated testing interval set out above. The Contractor shall be reimbursed from the prime cost sum for materials and compaction testing for these tests. The costs for testing pavement which is found to be faulty together with the cost of replacing and recompaction of the faulty pavement material shall be borne by the contractor. Material not meeting the required density specification will be reworked and recompacted until the specified density is achieved.

6.9 TEST ROLLING

All layers shall be test rolled prior to the placement of any subsequent pavement materials. The finished surface of filled areas shall likewise be test rolled. Any unstable area detected shall be rectified by the Contractor using methods agreed to by the Superintendent’s Representative.

All layers shall be compacted such that no visible deformation or springing is visible under the action of test rolling. Test rolling shall be carried out by the contractor in the presence of and to the satisfaction of the Superintendent’s Representative by using; six (6) cubic metre truck fully loaded with approved material or a vehicle of equivalent weight as agreed by the Superintendent’s Representative.

6.10 APPROVAL OF PAVEMENT CONSTRUCTION

The base and each course of road pavement shall be approved in writing by the Superintendent’s Representative before any further works are carried out on a subsequent course. The Contractor shall be responsible for making good any damage to, and maintaining to the satisfaction of the Superintendent’s Representative the pavement course on which he is carrying out works for the

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construction of a subsequent course, not withstanding that approval has been previously given for further works to proceed.

The surface of any compacted layer shall be kept sufficiently moist to maintain approximately the appropriate optimum moisture content in that layer until any succeeding layer is placed or until any subsequent pavement works under the Contract are commenced or the Superintendent’s Representative accepts and takes responsibility for that area. Except where a pavement is being constructed under traffic, construction or other traffic shall not use a compacted layer of pavement without the approval of the Superintendent’s Representative. The pavement shall be kept in good order and condition by grading and rolling and kept free of contamination.

6.11 SALAMANDER/SOFT ROCK FILL COURSE

All materials to be used in this course shall be free from decayed vegetable matter, tree roots and grass etc. No stone larger than 150mm in diameter will be tolerated.

Salamander shall comply with the following specifications.

TOLERANCE OF SIZINGPercentage by Weight Passing Sieves Designated (mm)

Sieves 150 106 53 26.50

13.20 2.36 1.18 425um

300um

% Passing

100 84-88

64-72

50-58

38-45

22-28

17-22 8-14 7-12

TOLERANCE ON PHYSICAL PROPERTIESProperties of Material Passing

No. 36 SievePlasticity Index: Minimum 0 Maximum 9

6.11.1 Conformity with Drawings

The salamander course shall be finished to a smooth and uniform surface and shall conform to the limits of the levels, lines, grades, thicknesses, and cross-sections shown on the drawings and spread and compacted as specified in accordance with Clause 6.2 to Clause 6.9 inclusive.

(i) Level and Shape

The level at any point on the salamander course shall not differ by more than 20mm from the specified level. The Superintendent’s Representative may require that the shape be checked by means of a 3m straightedge laid parallel to the centreline of the road or, except on crowned sections, laid at right angles to the centreline, in

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which case no point on the surface shall lie more than 20mm below the straightedge.

(ii) Thickness

The average thickness of the salamander course at any point shall be not less than the thickness specified on the drawings. At no point shall the thickness of the salamander layer be more than 20mm below the required depth.

(iii) Width and Alignment

The edges of the salamander course shall not lie inside, and not more than 100mm outside, the designed offset from the centreline or design line.

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6.12 CRUSHED ROCK FOR SUBBASE PAVEMENT COURSES AND ROAD SHOULDERS

Class 3 crushed rock shall be used for subbase pavement courses and road shoulders as defined on the drawings or specified on the accompanying schedules.

The coarse crushed rock and fine crushed rock shall have maximum stone sizes of 40mm and 20mm respectively and shall comply with the tolerance on physical properties set out below.

Permitted Grading before CompactionSieve SizeAS (mm)

(% Passing)Nominal Size Nominal Size

20mm 40mm53.0 10037.5 95-10026.5 100 75-9519.0 95-100 64-9013.2 75-95 -9.5 60-90 42-78

4.75 42-76 28-642.36 28-60 20-500.425 10-28 7-230.075 2-10 2-9

TOLERANCE OF PHYSICAL PROPERTIESProperties of MaterialsPassing 425um Sieve

Plasticity Index Los Angeles Abrasion Loss

Lower Liquid Limit

Min. Max. Max. Max.0 10 30 35

6.13 CRUSHED ROCK AND PLANT-MIXED WET-MIX CRUSHED ROCK PAVEMENT COURSES

Class 2 crushed rock shall be used for pavement courses as defined on the drawings or specified on the accompanying schedules.

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The coarse crushed rock and fine crushed rock shall have maximum stone sizes of 40mm and 20mm respectively and shall comply with the tolerance on physical properties set out below.

Sieve Size (mm)Permitted Grading before Compaction

(% Passing)Nominal Size

20 mmNominal Size

40mm53.0 10037.5 95-10026.5 100 80-9019.0 95-100 66-8213.2 78-92 -9.5 63-83 44-64

4.75 44-64 29-492.36 30-49 21-380.425 14-23 10-180.075 6-11 5-9

TOLERANCE OF PHYSICAL PROPERTIESProperties of MaterialsPassing 425um Sieve

Plasticity Index Los Angeles Abrasion Loss

Lower Liquid Limit

Min. Max. Max. Max.0 6 25 30


The crushed rock pavement courses, each consisting of one or more layers, shall be finished to reasonably smooth and uniform surfaces and after compaction shall conform to the limits of the levels, lines, grades, thicknesses and cross-sections shown on the drawings, and spread and compacted as specified in accordance with Clauses 6.2 to 6.9 inclusive.

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(i) Level and shape

The level at any point on the crushed rock course shall not differ by more than 10mm from the specified level. The Superintendent’s Representative may require that the shape be checked by means of a 3m straightedge laid parallel to the centreline of the road or, except on crowned sections, laid at right angles to the centreline, in which case no point on the surface shall lie more than 10mm below the straightedge.

(ii) Thickness

The average thickness of each crushed rock layer at any point shall be not less than the thickness specified on the drawings. At no point shall the thickness of the crushed rock layer be more than 10mm below the required depth.


The edges of the crushed rock layers shall not lie inside, and not more than 100mm outside, the designed offset from the centreline or design line.

6.14 CEMENT TREATED CRUSHED ROCK PAVEMENT COURSES

This section covers the requirements for cement treated Class 2 crushed rock subbase of 20mm and 40mm nominal size which shall conform to the material gradings and physical properties as specified in Clause 6.11. Cement treated crushed rock is a mixture of crushed rock fragments, cement and water or crushed rock fragments, sand, cement and water produced at a controlled mixing plant to tolerances of grading, moisture content and cement content.

6.14.1 Moisture Content

The moisture content of the materials at the time of spreading, expressed as a percentage by mass, shall not differ from the modified optimum moisture content, as appropriate, by plus or minus 10%.

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6.14.2 Cement Content

Cement shall be added and mixed into the crushed rock in such a manner as to produce a uniform cement content. After mixing, the cement content of the moisture, expressed as a percentage by mass of the dry crushed rock, shall be within plus or minus 0.3 of the value as specified on the drawings or elsewhere.

(a) Delivery

The methods of loading and unloading material shall be such that segregation will be minimised.

Material shall be delivered to the site within 75 minutes from the time of completion of mixing. Material delivered to the site more than 75 minutes from the time of completion of mixing or at a time of day which in the opinion of the Superintendent’s Representative would not allow the specified spreading and compaction procedure to be completed may be rejected by the Superintendent’s Representative.

Material which does not comply with the Specification shall be removed from the site at the Contractor's expense.

(b) Delivery Vehicles

Delivery vehicles shall have bodies approved by the Superintendent’s Representative and be fitted with covers of canvas or other approved material to prevent loss of moisture during transport. Vehicles used for delivery of material to the hoppers of pavers shall have bodies or discharge equipment which will enable the load to be discharged direct into the hopper without spillage and in such a way that segregation will be minimised.

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6.14.3 Curing and Protection of Compacted Layers

The surface of each compacted layer shall be kept moist for a period of 7 days unless sooner covered with the succeeding layer or with a curing membrane approved by the Superintendent’s Representative. Construction or other traffic shall not use a compacted layer without the approval of the Superintendent’s Representative. The subbase shall be kept in good order and condition and free from contamination.


The cement treated pavement courses each consisting of one or more layers, shall be finished to reasonably smooth and uniform surfaces and after compaction shall conform to the limits of the levels, lines, grades, thicknesses and spread and compacted as specified in accordance with Clause 6.2 to Clause 6.9 inclusive.

(i) Level and shape

The level at any point on the cement treated crushed rock course shall not differ by more than 10mm from the specified level. The superintendent’s representative may require that the shape be checked by means of a 3m straightedge laid parallel to the centreline of the road or, except on crowned sections, laid at right angles to the centreline, in which case no point on the surface shall lie more than 10mm below the straightedge.

(ii) Thickness

The average thickness of each cement treated crushed rock layer at any point shall be not less than the thickness specified on the drawings. At no point shall the thickness of each layer be more than 10mm below the required depth.


The edges of the cement treated crushed rock course shall not lie inside, and not more than 100mm outside, the designed offset from the centreline or design line.

6.15 TESTING

The Contractor shall provide test results including Sieve Analysis, Plasticity Index, Los Angeles Abrasion Loss, and Lower Liquid Limit prepared in accordance with AS 1141 on a quarterly basis throughout the duration of the contract period demonstrating compliance with each type of material defined in this specification. The Contractor shall allow for the cost of this testing in his tender price.

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Quarterly test results produced by the Contractor shall not take away the right of the Superintendent's Representative to reject material delivered to job sites that does not comply with this specification.

The Superintendent's Representative may require additional testing to be undertaken by an independent laboratory on a random sampling basis. The Contractor shall provide access to material at the quarry site during normal working hours to enable samples to be taken by Council's nominated testing officer.

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SECTION 7 - SPECIFICATION FOR CONCRETE FOR CIVIL WORKS

7.1 Australian Standards

7.2 Description

7.3 Cement Content

7.4 Storage of Cement

7.5 Water

7.6 Steel Reinforcement

7.7 Fine Aggregate for Concrete

7.8 Coarse Aggregate

7.9 Mixture

7.10 Mixing

7.11 Transportation of Concrete

7.12 Cement Mortar

7.13 High Early Strength Concrete

7.14 Measuring

7.15 Placing

7.16 Compacting

7.17 Curing

7.18 Construction Joints

7.19 Concreting

7.20 Forms

7.21 Arrangement of Formworks

7.22 Removal of Forms

7.23 Surface Finish

7.24 Defective Concrete

7.25 Concrete Testing and Analysis

ID 6007

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7.1 STANDARDS


AS 1302 Steel Reinforcing Bars for ConcreteAS 1303 Hard - Drawn Steel Reinforcing Wire for ConcreteAS 1304 Hard - Drawn Steel Wire Reinforcing Fabric for ConcreteAS 1315 Portland CementAS 1317 Blended CementAS 1379 Ready - Mixed ConcreteAS 1465 Dense Natural Aggregates for ConcreteAS 1478 Chemical Admixtures for Use in ConcreteAS 1479 Code of Practice for the Use of Chemical Admixtures in

ConcreteAS 3600 Concrete Structures

7.2 DESCRIPTION

The concrete shall consist of a mixture of cement, fine aggregates, coarse aggregate, and water proportioned so that there will be the quantity of cement in each cubic metre of finished concrete as set out in clause “Cement Content” of this specification. The proportion of fine aggregate to coarse aggregate will depend on the grading of the materials, but the amount of fine aggregate shall always be the minimum which, combined with cement, will produce only sufficient mortar to fill the voids in the coarse aggregate and leave a slight excess for finishing. The proportions will be determined by the Superintendent’s Representative and shall be strictly adhered to by the Contractor.

7.3 CEMENT CONTENT

The proportions of cement to aggregate for the various parts of the work, will be determined by the Superintendent’s Representative. The Contractor shall at all times when ordering concrete ensure that the order is for a minimum 25 mPa mix.

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7.4 STORAGE OF CEMENT

Cement shall be stored in a shed so that it is kept thoroughly dry. Any that becomes wet or otherwise defective will be condemned, and shall be removed from the works immediately.

7.5 WATER

All water used in concrete shall be subject to the approval of the Superintendent’s Representative, and shall be reasonably clear, free from oil, alkali, or vegetable substance and neither brackish or salty.

7.6 STEEL REINFORCEMENT

Reinforcement shall be thoroughly cleaned of all loose scale, rust, and other detrimental coatings and shall be accurately placed, secured and maintained in position until incorporated in the concrete to the satisfaction of the Superintendent.

Where shown on plans, steel reinforcement shall be left protruding for the purpose of bonding on future work. Care shall be taken to avoid damage to the dowels after they have set and any dowels damaged in any way shall be cut out and replaced by the Contractor at his own expense.

7.7 FINE AGGREGATE FOR CONCRETE

The fine aggregate for concrete shall conform to the following requirements:

(a) Description

Fine aggregate shall consist of clean, hard durable naturally occurring uncoated grains of silica free from lumps, dust, soft or flaky particles, shale, salt, alkali, organic matter, loam, or other deleterious substances.

(b) Grading

Fine aggregate shall be uniformly graded from coarse to fine material and shall, when tested with laboratory sieves comply to the following limits:

Sieve Sizes AS (mm) Percentage of totalSample Passing

4.75 Not less than 1002.35 761.18 56

600um 40300um 20

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150um 5

(c) Strength

Mortar composed of one part by weight of Portland Cement, two and half parts by weight of fine aggregate and one half by weight of water mixed and tested by the laboratory of an authority approved by the Superintendent, shall develop compressive strength at the age of seven days of not less than 25 mPa.

(d) Organic Impurities

Fine aggregate when tested in standard manner with 3% Sodium Hydroxide solution, shall not after 24 hours show a colour darker than a pale yellow. If aggregates which are defective in this respect are satisfactorily washed, permission may be given to use them.

7.8 COARSE AGGREGATE

The coarse aggregate shall conform to the following requirements:-

(a) Description

Coarse aggregate shall consist of crushed stone or gravel having clean, hard, strong, durable, uncoated particle, free from soft friable, thin elongated or laminated pieces, disintegrated stone, salt, alkali, organic matter, or other deleterious substance.

(b) Prevention of Segregation

To avoid segregation in supply delivery and stacking, coarse aggregate shall be delivered on to the site in the following sizes:

(i) 5mm minimum to 13mm maximum

(ii) 10mm minimum to 20mm maximum

(iii) 20mm minimum to the largest allowable size.

(c) Grading

Coarse aggregate shall be well graded from the largest to the smallest pieces, and when tested by means of laboratory sieves shall comply with the following limits:

Sieve Sizes Percentage of WholeSample Passing

19.00mm Not less than 100

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13.2mm 809.50mm 606.70mm 394.75mm 142.36mm 0

The actual grading shall be such that the sum of the maximum divergence above the curve of the specified grading plotted and the sum of the maximum divergence below the curve of the specified grading plotted shall not exceed 10%. The divergence shall be considered as a percentage of the amount passing each sieve.

(d) Abrasion

When tested in the Los Angeles machine in the standard manner, the loss shall not exceed 22%.

The various grades of stone and sand shall be stored in such a manner and place that they will be kept clean and not become mixed. Materials condemned by the Superintendent’s Representative shall be forthwith removed from the works.

7.9 MIXTURE

Unless otherwise specified, all concrete used on the works shall consist of:-

One (1) part cementTwo (2) parts sand (half part fine sand, 1.5 parts coarse sand)Three (3) parts bluestone screenings (20mm)One (1) part bluestone toppings (10mm)

‘Limil’ shall be added to the mortar mixture in such proportion as the Superintendent’s Representative shall determine.

The ratio of fine to coarse aggregate may be varied by the Superintendent’s Representative, but the ratio of cement to the total aggregate shall remain unaltered. The quantity of water used shall be as directed by the Superintendent’s Representative, and shall be the minimum required to give a workable mixture. Concrete shall have a maximum slump of 50mm when the standard slump test is applied. The measured concrete slump at the point of placement shall be within 10mm of the approved design value when measured in accordance with requirements of AS 1012 Part 3. Any concrete that does not comply with this requirement shall not be used.

All concrete shall have 28 days compressive strength of not less than 25 mPa for general concrete work and shall be a minimum of 30 mPa for road pavement. Test cylinders will be prepared on the job by the Contractor’s representative when directed by the Superintendent’s Representative.

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Cylinders to be prepared in presence of Contractor or his representative, and shall be numbered and marked with date. The Superintendent's Representative will keep a register of such test cylinders which shall also show the dimensions and chainages of the various concrete works executed on every day and in particular those executed on the days upon which samples were taken. Samples will be tested at an approved laboratory. Two cylinders will be prepared for each nominated site as follows:

No 1 Tested for 7 days strength.No 2 Tested for 28 days strength.

In the event of No 2 not reaching the required standard, the remains will be analysed. The result of this test will be binding and final on the Contractor and the Superintendent's Representative. The Contractor is to take immediate steps to remove and reconstruct any work condemned by reason of this section of the specifications.

The cost of all testing shall be borne by the Contractor.

The maximum shrinkage when tested in accordance with AS 1012 Part 13 shall not exceed 650 microstrain.

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7.10 MIXING

The concrete shall be mixed in such quantities as are required for immediate use. The use of partly hardened concrete or remixing of such concrete, with or without additional cement, aggregate or water, will not be permitted. Hand mixing will only be carried out with the approval of the Superintendent.

Machine mixing may be completed at site or at a central mixing plant. The mixing of concrete shall be done in a batch mixer of an approved type which will ensure the uniform distribution of materials throughout the mass, so that the mixture is uniform in colour and consistency and is homogenous. The entire contents of the mixer are to be discharged before recharging. The mixer shall be cleaned at frequent intervals while in use. The volume of material mixed in each batch shall not exceed the manufacturers rated capacity of the mixer. The order of placing materials in the mixer shall be coarse aggregate, water, sand, cement or such order as may be approved by the Superintendent's Representative. The mixing period shall not be less than 1.5 minutes after all ingredients have been placed in the mixer.

7.11 TRANSPORTATION OF CONCRETE

Concrete mixed at a central mixing plant shall be transported either in an approved water tight agitator in which segregation will not take place and from which the concrete can be discharged freely, or in a truck mixer operating at agitator speed. Agitation shall be maintained from the time the concrete is placed in the agitator until delivered to the works. In the case of truck mixed concrete the mixer on completion of mixing shall continue to operate at agitating speed until the concrete is delivered to the work.

Concrete shall be discharged at the work from the truck mixer or agitator and placed in its final position in the forms within 1.5 hours from the addition of cement to the aggregates.

7.12 CEMENT MORTAR

All cement mortar shall consist of:

One (1) part cementTwo (2) parts sand, (to include 1/2 part of fine finished sand)One (1) part screened bluestone dust

7.13 HIGH EARLY STRENGTH CONCRETE

Rapid hardening cement may be used provided that the Contractor is prepared to pay the extra cost and approval is obtained from the Superintendent.

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7.14 MEASURING

All aggregate shall be proportioned on a gravumetric or by weight basis but where suitable apparatus is not available, volumetric measurement will be permitted on the following basis:

Cement shall be measured as packed by the manufacturers and a sack of cement containing a known weight shall be considered the unit of measurement in proportioning measures. Batches shall be proportioned on the basis of integral sacks of cement.

The measures for the aggregate shall be approximately rectangular, and the maximum dimensions shall not be greater than twice the minimum dimension. They shall be of such dimensions as will give, when struck, the exact volumes required.

7.15 PLACING

After mixing, concrete shall be conveyed to the place of final deposit without delay, and shall be placed immediately. The methods of handling shall be such as will prevent the segregation or loss of the ingredients and avoid rehandling. Dropping the concrete a greater height than 1m, depositing large quantities at any point and moving or working it along the forms will not be permitted. A plastic surface shall be maintained until the completion of the unit.

Concrete shall be placed in a spreading platform as specified hereinafter after transport from the mixer. It shall be turned over to ensure that consistency is constant and shall then be shovelled into place. Under no circumstances shall concrete be thrown from the shovels. No concrete is to be placed under water.

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7.16 COMPACTING

During and immediately after placing, the concrete shall be thoroughly compacted by means of continuous tamping, spading, slicing and vibration as specified.

Care shall be taken to fill every part of the forms to force the concrete under and around the reinforcement without displacing it, to work back coarse aggregate from the face, and to remove all air bubbles and voids. The men employed on compacting shall have had experience in concrete work, and shall be under the control of the Superintendent's Representative during the period of compacting concrete.

7.17 CURING

7.17.1 Cold Weather

During colder weather (as determined by the Superintendent's Representative), no form work may be stripped until the concrete is at least seven days old so that the insulating properties of the boards will be available. Any top or exposed surfaces of newly placed concrete which are not protected by timber formboards shall be covered within six hours and for at least seven days by a layer of sand or other approved heat insulating materials.

7.17.2 Hot Weather

The forms shall be removed as specified under the clauses “Removal of Forms”.

In both cases, concrete shall be protected from premature drying.

Surfaces exposed to the sun shall be shaded by means of canvas, hessian or sand, placed as soon as the concrete has taken hard set. All exposed surfaces, formwork, hessian, canvas, or sand shall be kept continuously wetted for a period of at least seven days.

New surfaces shall be effectively protected from rain until hard set has occurred.

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If requested by the Contractor, consideration will be given to the use of a curing compound for curing purposes but, in general, moisture curing shall be adopted.

Full details of any curing compound to be used shall be submitted for the approval of the Superintendent's Representative and shall include the time and rate of application and the effectiveness of the curing compound as a curing agent.

7.18 CONSTRUCTION JOINTS

Whenever the work of placing concrete is delayed; until the concrete placed shall have taken its initial set; the point of stopping shall be deemed a construction joint. The location of construction joints shall be planned in advance, and shall be made only when approved by the Superintendent's Representative. The placing of concrete shall be carried continuously from joint to joint. These joints shall be perpendicular to the principal lines of stress, and in general shall be located at points of minimum shear.Before placing new concrete on or against concrete which has set, the form shall be re-tightened and the surface of the set shall be roughened as required by the Superintendent's Representative, thoroughly cleaned of foreign matter, laitance and loose or porous material, and saturated with water. The surface shall then be covered with a thin coat of neat cement and water to ensure bond, and concreting shall then proceed immediately.

No work shall be stopped or temporarily discontinued within 375mm of the top of any finished surface, unless such work is finished with a coping having a thickness less than 375mm in which case the joint shall be made at the under line of the coping.

7.19 CONCRETING

The Contractor shall pour the whole of each monolithic section of the work in one continuous operation excepting when permission to use construction joints is given by the Superintendent's Representative.

No construction joints will be permitted on exposed faces excepting where moulds or other features enable the joints to be effectively masked.

Concreting of the superstructure shall commence at one end of the monolithic section to be poured and shall then be proceeded with simultaneously and uniformly for the full structure width.

The concrete shall be wheeled on a substantial gangway. The gangway shall be supported above the reinforcement by means of trestles resting on the formwork. A further similar gangway shall be provided transversely to the aforementioned gangway for distribution at the working face. For a width of 2m on both sides of the centre lines of the gangway, the formwork and reinforcement shall be

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protected from dropping material by a layer of hessian or canvas. The gangways shall be kept back a distance of 2-3m from the working face by continuous adjustment to the trestles and planks.

A series of square board platforms supported above the formwork by means of trestles shall be provided to receive the concrete from the barrows or buggies. One man shall be employed on each platform. Concrete shall be actually placed in such order as will be directed by the Superintendent's Representative, but the guiding consideration will be that the new concrete is continually being placed against concrete which is still fresh and unset so that a perfectly monolithic structure will result.

7.20 FIXED-FORM PAVING

17.4.1 Fixed-Form Paving

Sideforms shall consist of steel, timber, or steel-shod-timber forms. Excepting for small or irregular-shaped pavement areas, the face of the form against which concrete is to be placed shall not be made of built-up elements.

Forms shall be of such cross section and strength and so secured as to resist the pressures of the concrete when paced, and the impact and vibration of any equipment they support, without springing or settlement. The method of connection between adjacent form units shall be such that the joints are braced against movement, and continuity of gradient across the joint is maintained. For curves of radius 30 m or less flexible or curved forms shall be used. Where required forming strips for keyways shall be accurately dimensioned, located and securely fastened against the form face.

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Forms shall be pinned or staked into place with not less than three pins in each 3m length and with a pin placed at each side of every form joint. The pins shall be of sufficient length to hold the forms securely in position during construction. The top surface of an individual form unit or a completed length of formwork shall not deviate by more than 3mm from a 3m straightedge supported at its ends. The inside face of the form shall be vertical.

Forms shall be fully and continuously supported over the entire length of paving runs by either one or both of the following methods:

(a) The sub-base under sideforms shall be trimmed and compacted to ensure that the forms when set are uniformly supported over their entire length at the correct level and gradient.

(b) Forms shall be adjusted to the correct level by the use of steel shims or wedges. In this case the space between the sub-base and the form shall be filled solid and trimmed flush with the inside face of the form.Forms shall be set sufficiently in advance of concrete placing to permit inspection. Where any form or the sub-base has been disturbed, the sub-base shall be corrected if necessary and the forms reset and rechecked. Forms shall be cleaned and coated with a suitable form-oil before each use.

Forms shall remain in place for at least one day unless joints are to be sawn, in which case forms shall remain in place from the time of concreting until the concrete is ready for sawcutting. Forms shall be carefully removed to avoid damage to the pavement and any projecting tie-bars or dowels.

7.21 ARRANGEMENT OF FORMWORKS

The whole of the formwork for each monolithic section of the work shall be wholly constructed before concreting of that section is commenced.If so directed by the Superintendent's Representative, the Contractor shall submit details of the proposed arrangement of formworks, and no formwork shall be erected until such details have been approved by the Superintendent's Representative.

Placing of the concrete will not be permitted to proceed until the formwork has been checked by the Superintendent's Representative.

7.22 REMOVAL OF FORMS

Unless adequate supports are provided, forms shall not be disturbed until the concrete has adequately hardened. While the temperature of the air remains

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above 10oC forms supporting slabs shall remain in place at least seven days and forms supporting beams and girders at least 21 days; and if the temperature of the air drops below 10oC supporting forms shall remain in place for longer periods. No forms or falsework whatever shall be removed at any time without the approval of the Superintendent's Representative.

In order to obtain a satisfactory surface finish on ornamental work, parapets, and on exposed faces of the structure, forms unless directly supporting the concrete shall be removed as soon as the concrete has hardened, but in not less than 12 nor more than 48 hours after placing of the concrete, except in cold weather as specified under “Curing”. The form-work of adjacent parts of the structure shall be designed to facilitate this early removal.

7.23 SURFACE FINISH

All concrete surfaces shall be true and even, free from stone pockets, excessive depression, or projections. Surfaces shall not be plastered or cement washed, and shall be in accordance with the finish as specified or noted on the drawings.

7.24 DEFECTIVE CONCRETE

The Contractor shall be fully responsible for employing effective methods of mixing, placing, protecting and curing concrete, and for the adequacy of falsework and forms. Approval of any such work or methods by the Superintendent's Representative will be tentative only, shall not relieve the Contractor of his responsibility.

Concrete which is not placed and completed in accordance with this specification or which is, in the opinion of the Superintendent's Representative, defective, shall be removed within the limits assigned by the Superintendent's Representative, and replaced to his satisfaction.

7.25 CONCRETE TESTING AND ANALYSIS

The Contractor shall carry out all required sampling and testing of concrete at his own cost. Testing shall be carried out by an independent Testing Laboratory registered by NATA and shall follow the standard procedure set out in AS3600 - 1988. Not less than three (3) specimens shall be made and tested from each placement of concrete in excess of one (1) cubic metre. Where more than fifteen (15) cubic metres of concrete is placed on one day, three cylinders shall be made for each 15 cubic metre or part thereof. Specimens shall be spread so as to obtain a representative result.

One test cylinder of each set of two specimens shall be tested at seven days, one other at 28 days and the third when required the Superintendent’s Representative. Should any two test cylinders of a set fail to fulfil the compressive strength requirements specified, the Superintendent may reject the whole or part

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of the concrete represented by these specimens in which case it shall be removed and replaced to comply with the specification at the Contractor’s expense.

The test results, certified by the Laboratory, shall be made available to the Superintendent within 24 hours of the completion of each test. The report shall clearly state the location from which the specimen was taken.

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SECTION 8 - SPECIFICATION FOR CONCRETE KERB & CHANNEL


8.2 General


8.4 Bedding Preparation

8.5 Kerb Extrusion Machines

8.6 Concrete

8.7 Finishing of Kerb and Channel

8.8 Compaction

8.9 Joints

8.10 Drainage Openings

8.11 Household Drains

8.12 Perambulator Crossings

8.13 Vehicle Access - Concrete Open Invert Sections (Lay-Back)

ID 6008

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8.1 AUSTRALIAN STANDARDS

AS 1379 Ready Mixed ConcreteAS 2876 Concrete Kerbs and Channel (Gutters) - Manually or Machine

PlacedAS 3610 Formwork for ConcreteAS 3799 Liquid Membrane forming Curing Compounds for Concrete

8.2 GENERAL

This work shall consist of the construction of cast in-situ concrete kerb and/or kerb and channel, and vehicle and pram crossings, together with the necessary excavation, in the locations shown on the drawings.


The kerb and/or kerb and channel shall be finished in conformity to the levels, lines, grades and cross sections shown on the drawings, or specified, or directed by the Superintendent's Representative within the following limits:

(a) The level of the kerb and/or kerb and channel shall not differ from the specified level by more than 20mm. Grades shall be constructed in accordance with the drawings and the kerb and channel shall at no point hold water.

(b) Alignment of the kerb and channel shall not differ from the specified line by more than plus or minus 50mm providing that the minimum pavement width is achieved at all points throughout the construction.

8.4 BEDDING PREPARATION

A minimum 50mm layer of bedding material consisting of 20mm class 2 crushed rock, toppings or other approved granular material shall be spread on the boxing with the surface flat perpendicular to the alignment and true to levels and grades. The bedding shall be firmly compacted to the satisfaction of the Superintendent's Representative.

The cost of all works specified above, including the supply of bedding material shall be deemed to be included in the scheduled price for the construction of kerb and channel.

8.5 KERB EXTRUSION MACHINES

Kerb extrusion machines may be used subject to approval by the Superintendent's Representative.

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Concrete used shall be of such consistency that after extrusion it will have the moisture content to maintain the shape of the kerb section without support.

Where it is intended to form a vehicular or pram crossing opening in machine placed kerb and channel, all concrete shall be thoroughly compacted by rodding and ramming to produce a dense and water tight structure, free from honeycombed or porous patches. Additional water may be required to achieve this.

Joints shall be constructed at regular intervals not exceeding 2.5m by a method approved by the Superintendent's Representative.

8.6 CONCRETE

Concrete, the material and methods of mixing, placing and curing shall comply with the requirements set out in Section 7, “Concrete”.

8.7 FINISHING OF KERB AND CHANNEL

The concrete after screeding to template shall be left rough and receive a rendering of cement mortar consisting of one part cement, two parts fine aggregate, mixed with sufficient water to produce a mix of suitable consistency as approved by the Superintendent's Representative. The mortar shall be placed within 30 minutes after placing the concrete and trowelled to a smooth uniform surface.

The whole of the work shall present a smooth, neat appearance. The surface shall be consistently smooth and of uniform colour, and all discoloured concrete shall be cleaned by the Contractor at his expense.

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8.8 COMPACTION

All concrete placed in kerb and channels shall be compacted both manually and by use of vibrators immersed in the concrete to the satisfaction of the Superintendent's Representative.

The internal, or immersion, vibrating tool shall have a frequency of not less than 4000 per minute and shall have a rotating eccentric of at least 1 kg with an eccentricity of 12mm.

At least one hand tamper shall be used for every 4 cubic metres of concrete placed per hour. Two internal vibrators shall be used for the first 4 cubic metres of concrete placed per hour and one additional internal vibrator shall be used for every additional 4 cubic metres of concrete placed per hour.

8.9 JOINTS

Steel templates cut to the cross sectional dimensions shown on the standard drawings shall be used on all joints. Joints shall be at regular intervals and the spacing between joints shall not exceed 2.5m without the approval of the Superintendent's Representative.

Joints shall be 3mm in width and clean for the full area of the plates with edges neatly rounded by jointing tool.

8.10 DRAINAGE OPENINGS

In order to provide for drainage from vacant allotments, and for natural drainage where necessary from built on allotments, a House Drain Connection shall be left in the kerb opposite each allotment in the position as directed by the Superintendent's Representative, generally 5m from low side boundary.

The contractor shall supply and lay house drains to each allotment where shown on the drawings or where directed by the Superintendent’s Representative. Pipes shall be 100 mm PVC laid from the building line to the channel in a straight line with a uniform fall of not less than 1 in 60, generally 5m from the low side boundary.

OR

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The contractor shall assess the integrity of each existing house drain within the road reservation and replace conduits where necessary or where directed by the Superintendent’s Representative and also allow for connection of existing house drains that are within 2 metres away from the construction zone.

Where it is necessary to lower or relocate any sewerage connection from a house or building to the sewer, the appropriate sewerage authority shall be notified and the alterations carried out by the contractor at his expense under the supervision of that authority’s representative.

Where house drains connect directly to a piped drain behind the kerb, the kerb shall be marked with a 50 mm high “H” to indicate the location of the house drain. The location of all house drains shall be marked with a 50 mm high “H” on the back of the footpath.

8.11 HOUSEHOLD DRAINS

Existing house drains across naturestrips shall be relaid and/or extended if necessary, and neatly connected to the concrete channel in accordance with standard drawings and with approved adaptors. Actual length of pipes required to connect existing drains to new channel shall be paid for at scheduled rate.

House drainage shall be kept unobstructed during the progress of the Contract.

8.12 PERAMBULATOR CROSSINGS

Where shown on the plans, perambulator crossings shall be constructed in accordance with the detailed drawings for disabled perambulator crossing. For the purposes of tendering and payments the cost or perambulator crossings shall be treated as the same as the scheduled price for concrete kerb and channel.

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8.13 VEHICLE ACCESS - CONCRETE OPEN INVERT SECTIONS (LAY-BACK)

On vacant allotments where directed by the Superintendent's Representative and at a driveway on tenanted allotments, unless otherwise directed, the Contractor shall construct open invert sections in accordance with the standard drawings.

The Contractor shall make approved provision for vehicle access to properties during the progress of the work by way of temporary bridging of new concrete work and by trimming and surfacing of entrances adjacent to open crossings after same are open to traffic.

For purposes of tendering and payments the cost of open invert sections including temporary bridging if necessary, shall be treated as the same as the scheduled price for concrete kerb and channel.

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SECTION 9 - SPECIFICATION FOR CONCRETE PAVING

9.1 Formation


9.3 Bedding

9.4 Plinths

9.5 Concrete

9.6 Placing

9.7 Compaction of Concrete

9.8 Finishing

9.9 Curing

9.10 Expansion Joints

ID 6009

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9.1 FORMATION

The Contractor shall excavate to the full depth of paving plus approved granular material bed below the finished levels of the pavement. All formation shall be neatly trimmed true to line, level and cross slope so as to give the full thickness of concrete and bedding material at all places.

Soft spots in the formation shall be excavated , filled with approved material and compacted to the satisfaction of the Superintendent's Representative.


All surfaces shall be finished in conformity to the levels, lines, grades, thicknesses and cross sections shown on the drawings, or specified, or directed by the Superintendent's Representative within the following limits:

(a) Footpaths and surfacing shall be shaped to match existing fixtures, eg. pit covers, edgings and driveways, within 5mm.

(b) The level of the concrete paving shall not differ from the specified level by more than 20mm. Grades shall be constructed in accordance with the drawings and the concrete paving shall at no point hold water.

(c) Alignment of the concrete paving shall not differ from the specified line by more than plus or minus 50mm providing that the minimum pavement width is achieved at all points throughout the construction.

9.3 BEDDING

Upon the trimmed formation a minimum 50mm consolidated thickness of 20mm class 2 crushed rock, toppings, or other approved granular material shall be laid as a bed for the concrete pavement. The bedding shall be compacted by an approved method to the satisfaction of the Superintendent's Representative.

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9.4 PLINTHS

Unless otherwise ordered by the Superintendent's Representative, the Contractor shall lay temporary 75mm x 40mm hardwood plinths on both sides of the path. Plinths shall be in long lengths and shall be true to line and level and shall be securely pinned in position. Plinths shall extend an adequate distance in advance of concreting. Pavement at street corners shall be laid as directed by the Superintendent's Representative, and all plinths at street intersection shall be set out in full before any concrete is placed. Approved steel forms (76mm x 5mm equal angle) may be used in lieu of hardwood plinths.

9.5 CONCRETE

Shall comply with the requirements set out in Section 7.

9.6 PLACING

After mixing, concrete shall be conveyed to the place of final deposit without delay and shall be placed immediately. The methods of handling shall be such as will prevent the segregation or loss of the ingredients and will avoid rehandling.

During and immediately after placing, the concrete shall be thoroughly compacted by means of tamping, spading and vibrating to ensure that all concrete is thoroughly consolidated and fills all space between forms.

The concrete shall be screeded off on the plinths or adjacent finished slabs until a true surface is obtained. Slabs shall be cut through at intervals of 1.4m or as specified and the joint ruled with a jointing tool.

No concrete shall be poured until the formation, bedding and placing of formwork has been approved by the Superintendent's Representative.

9.7 COMPACTION OF CONCRETE

All concrete shall be compacted both manually and by the use of a mechanical vibrating screed of approved type to the satisfaction of the Superintendent's Representative.

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9.8 FINISHING

After screeding off all slabs shall be floated to a smooth even surface with wooden floats and steel trowels and then flat trowelled with a steel float. To give a non skid surface the Contractor shall, if necessary, after trowelling lightly broom the surface with a hair broom. All joints shall be finished with an approved grooving tool and the edge of the footways shall be finished with an approved edging tool. The use of driers or rendering will not be permitted.

9.9 CURING

Refer Section 7.17.

9.10 EXPANSION JOINTS

Expansion joints shall be constructed at approximately 10m intervals as directed by the Superintendent's Representative. See Section 7.18. An expansion joint shall be constructed at each joint between 75mm thick and 150mm thick concrete which occurs one thickened bay either side of driveways.

These expansion joints shall be constructed by placing strips of an approved jointing material in accordance with the manufacturer's specifications. Unless otherwise directed jointing strips shall be 13mm thick and the width of the strips shall equal the thickness of concrete.

Expansion joints shall be constructed both sides of sewer manhole covers and driveways or as directed by the Superintendent's Representative.

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SECTION 10 - SPECIFICATION FOR UNDERGROUND STORMWATER DRAINS


10.2 General

10.3 Pipes and Box Culverts

10.4 Age of Pipes

10.5 Handling of Pipe Sections


10.7 Diversion of Water

10.8 Excavation

10.9 Timbering

10.10 Pipe Bedding and Laying

10.11 Jointing of Pipes

10.12 Household Drains

10.13 F.C.R. Bedding around Pipes

10.14 Backfilling

10.15 Pipe Drains under Paved Areas

10.16 Construction Loads on Pipe Culverts

10.17 Notice of Inspection

10.18 Drainage Pits

10.19 Step Irons

10.20 Blasting

10.21 Disposal of Spoil

10.22 Subsoil DrainsID 60010

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10.1 AUSTRALIAN STANDARDS

The following Australian Standards apply to these works:

AS 1741 Vitrified Clay PipesAS 1693 Rubber Ring Joints for Vitrified Clay PipesAS 2032 Code of Practice for Installation of uPVC Pipe SystemsAS 2033 Installation of Polyethylene Pipe SystemsAS 1597 Precast Reinforced Concrete Box CulvertsAS 1646 Rubber Ring Joints for Water Supply, Sewerage and Drainage

PurposesAS 4058 Precast Concrete Drainage PipesCA 56 Code of Recommended Practice for the Construction of Vitrified

Clay Pipelines (up to and including 300mm diameter with flexible or rigid joint systems)

AS 4139 for Fibre Reinforced PipesAS 2566 Buried Flexible Pipes; Part 1 Structural Design

10.2 GENERAL

This specification covers the materials, procedures, workmanship and installation of underground stormwater drainage pipes, pits, manholes and drainage connections shown on the drawings as specified, or as directed by the Superintendent.

10.3 PIPES & BOX CULVERTS

Pipes & Box Culverts shall be in accordance with the appropriate standard.

Pipes to be laid in easements and road reserve shall be:

(a) Fibre reinforced cement pipes - as specified on the plans.(b) Precast, reinforced concrete pipes, as specified on the plans.(c) uPVC Pipe conforming to AS 1260-1974 (sewer quality), as specified on

the plans.(d) Other types of pipe covered by AS2566: Buried Flexible Pipes

All pipes up to and including 600mm in diameter shall be spigot and socket, rubber ring jointed pipes.

In road reserves, pipes greater than 600mm diameter shall be spigot and socket rubber ring jointed.

Pipes in other locations and greater than 600mm diameter where not under head may have interlocking joints.

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Solvent welding of joints in uPVC pipe works may be permitted subject to the prior approval of the Superintendent’s Representative.

Pipe Types/Class to be used

For Roadways and heavy trafficed areasDepths in millimetres0-400 400 - 600 600-1500 1500-2500 2500-3800 3800-

greaterFRC pipe TBA Class 2 Class 2 Class 2 Class 3 TBARC pipe TBA Class 2 Class 2 Class 2 Class 3 TBAHigh Density Polyethylene Pipe

Not to be used

Not to be used

3000 N/m/m *

3000 N/m/m *

4000 N/m/m *

TBA

Polyethylene/steel composite pipe (300dia to 600dia)

Not to be used

Not to be used

Class 10 Class 10 Class 15 TBA


Not to be used

Not to be used


uPVC Pipe Not to be used

SEH * SH * SH * SH * TBA

* Only with approval of the contract manager

For areas not under traffic loadingsDepths in millimetres0-400 400 - 600 600-1500 1500-2500 2500-3800 3800-

greaterFRC pipe TBA Class 2 Class1 Class 2 Class 3 TBARC pipe TBA Class 2 Class 2 Class 2 Class 3 TBABlack Brute Pipe Not to be

usedNot to be

used1250N/m/m

*1250N/m/m

*3500N/m/m

*TBA


Not to be used

Not to be used



Not to be used

Not to be used

Class15 Class 15 Class 40 TBA

uPVC Pipe Not to be used

SH * SH * SH * SH * TBA

SH = Sewer heavy * Only with approval of the contract manager

SEH = Sewer extra heavy

10.4 AGE OF PIPES

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No concrete pipe shall be transported from the place of manufacture until the minimum 28 days strength has been attained, or without the approval of the Superintendent’s Representative.

10.5 HANDLING OF PIPE SECTIONS

The Contractor shall employ adequate means of handling pipe sections, and shall be responsible for all damage done to these in unloading from delivery trucks, cartage to the site and laying in position. All pipe sections damaged in these operations will be replaced, or repaired as directed by the Superintendent's Representative, at the Contractor's expense.


The Contractor shall set out the drainage works in accordance with the drawings or as specified or as directed by the Superintendent.

10.7 DIVERSION OF WATER

During the progress of these works, the Contractor shall provide for the effective diversion and disposal of surface water to the approval of the Superintendent's Representative. The Contractor shall provide at his expense, equipment for effective de-watering of excavations during the period of the works, and shall be solely responsible for all damage to any portion of the works or surrounding properties due to inadequate drainage diversion or de-watering equipment.

10.8 EXCAVATION

Excavation for installation of pipes shall include all excavation necessary to prepare the pipe foundation, and to provide the full specified depth of pipe bedding.

Trenches shall be excavated to a minimum width (external diameter of the pipes + 300mm) sufficient to allow for proper jointing of the pipe sections and thorough compaction of the bedding and backfill material under and around the pipe. Where practicable trench walls shall be vertical. Excavations shall be supported by satisfactory means to ensure the safety of workmen and traffic.

The base of the completed trench shall be firm and uniform for its full length so as to avoid any unequal settlement along the length of a pipe.Excess excavation below the required level shall be backfilled at the Contractor's expense with sand, gravel or other material as directed by the Superintendent's Representative, and thoroughly compacted.

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No claim will be considered on the account of any rock or other materials met within the trench excavation.

Where directed and authorised in writing by the Superintendent's Representative, soft, wet or unstable areas below the level of the minimum required thickness of pipe bedding shall be excavated and backfilled with gravel or other approved stable material spread in layers not exceeding 150mm loose thickness and thoroughly compacted to ensure an unyielding foundation.

Payment for authorised excavation and replacement of unsuitable material below the level of the minimum required thickness of pipe bedding shall be made at the schedule rate applicable for this work.

Wet or unstable areas of any depths which, in the opinion of the Superintendent's Representative, have been caused by the Contractor's negligence or improper methods shall be excavated and replaced with gravel or other approved stable material spread and compacted as above by the Contractor at his own expense.

10.9 TIMBERING

The Contractor shall supply and fix at his own expense strong and sufficient timber, when necessary, to support the sides and/or bottom of the excavations in open cut or trench in accordance with the relevant codes of practice and to the satisfaction of the Superintendent’s Representative.

The Superintendent's Representative may order the ground to be close timbered wherever it may appear to him to be necessary, and no extra charge shall be made for this by the Contractor.

Notwithstanding the above requirements, procedures and precautions as set out in the Department of Minerals and Energy publication Safety Precautions in Trenching Operations are to be adhered to.

The Contractor shall be responsible for any injury to workers, and any consequential damage caused or arising out of the removal of timbering, and advice, permission or approval given by the Superintendent's Representative relative to the removal of timbering shall not relieve the Contractor from the responsibility here defined.Before commencing any excavation in which the depth of face exceeds 1.5 metres, or any tunnelling operation, the Contractor shall notify in writing the Department of Labour, Building and Construction Industry Division, Construction/Excavation Section and shall comply with the requirements of the Department and the instructions of any authorised Inspector.

10.10 PIPE BEDDING AND LAYING

The Contractor shall lay and joint accurately all pipes to line, level and grade and shall be particularly careful to lay all pipes with the top as indicated by the

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manufacturer in its correct position. Care must be taken to see that the invert of each pipe length at the joints fit accurately with the next.

Pipes shall only be laid in a dry trench. All pipes shall be bedded so as to bear evenly for the full length on a 50mm compacted bed of 20mm crushed rock class 3 or 5 to7mm aggregate.

Pipe laying shall commence at the outlet unless otherwise directed by the Superintendent’s Representative.

Pipes shall not be laid before the trench and bed has been inspected and approved by the Superintendent’s Representative.

10.11 JOINTING OF PIPES

Spigot and socket pipes and interlocking joint pipes shall be properly jointed with cement mortar. Rubber ring jointed pipes shall be jointed with a neatly fitting rubber ring. In the case of internally jointed pipes, the mortar shall be struck off flush with the bore of the pipe.

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10.12 HOUSEHOLD DRAINS

The Contractor shall supply and lay house drains associated with easement drainage to each allotment where shown on the drawings or where directed by the Superintendent’s Representative and shall allow for connection of existing house drains that are within 2 metres away from the easement drainage line.

Property Inlet Pits are to be located at low points of each allotment in accordance with the standard drawings or where directed by the Superintendent’s Representative.

Where connections are to be made to existing drainage pipes the use of manufactured “T” piece subject to approval by the Superintendent’s Representative or as per standard drawings.

10.13 FINE CRUSHED ROCK BEDDING AROUND PIPES

After pipe laying and jointing has been approved by the Superintendent’s Representative, the Contractor shall place a layer of either 20mm crushed rock class 3 or 5 to 7mm aggregate and or other material around the pipe and up to a level equal to half the diameter of the pipe. Such material shall be mechanically rammed in layers so as to ensure that it is compacted to a density of not less than 95% A.S. Standard Maximum Dry Density under and around the pipes. If necessary water may be added to the fine crushed rock to achieve the desired compaction.

Before any backfilling is commenced the material around the pipes shall be approved by the Superintendent’s Representative.

10.14 BACKFILLING

No joints are to be covered or trench backfilled until pipe laying and jointing has been approved by the Superintendent’s Representative.

It shall be the Contractor's responsibility to ensure the inspection and approval of the pipe drain prior to the backfilling.

The Contractor shall backfill the pipe trench with approved material of uniform composition as specified and without organic material. The maximum size of backfill material shall be 150mm.

Each trench shall be backfilled in layers not more than 150mm loose thickness. Each layer shall be rammed with an approved type of mechanical rammer to the following densities and with a uniform moisture content in the range 85% to 115% of the optimum moisture content determined in the Standard Compaction Test :-

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(a) Within paved areas - not less than 100% of A.S. Standard Maximum Dry Density.

(b) Within other areas - not less than 95% of A.S. Standard Maximum Dry Density.

The Contractor shall be required to provide Compaction Test results to the Superintendent’s Representative and shall allow in the amount tendered for drainage, to engage a Soils Consultant or independent N.A.T.A. laboratory ( approved by the Superintendent’s Representative) to carry out compaction testing on trench backfill.

Within paved areas, the tests shall be carried out (where the depth of backfilling exceeds 1.00m ) at 15m intervals along the length of the trench and at 1.00m depth intervals and subgrade level. At least one set of tests shall be taken between pits on each pipeline.

Within other areas, the tests shall be carried out (where the depth of backfilling exceeds 1.00m) at 20m intervals along the length of the trench and at 1.00m depth intervals and subgrade level. At least one set of tests shall be taken between pits on each pipeline.

It will be an expressed Condition of this Contract that the Contractor allows for the cost of compaction testing in accordance with this Clause in the tendered price for the works.

The Superintendent’s Representative may require additional testing over and above the nominated testing interval set out above. The Contractor shall be reimbursed from the prime cost sum for material and compaction testing for these tests. The costs for testing backfill which is found to be faulty together with the cost of replacing and recompaction of the faulty backfill material shall be borne by the Contractor.

When high density polyethylene or uPVC pipe is being used the contractor shall cover the pipe to a depth of 150mm above the pipe with bedding material.

10.15 PIPE DRAINS UNDER PAVED AREAS

Backfilling of pipe trenches under areas to be paved for roadways, drive-ways, directly behind kerb and channel, or car parks shall consist of either 20mm Class 2 crushed rock or 5 to 7mm Aggregate for the full depth of the trench extending to the subgrade level, unless otherwise noted on the drawings.

10.16 CONSTRUCTION LOADING ON PIPES AND PIPE CULVERTS

Care must be taken to ensure that at least the minium compacted thickness of cover has been provided over any pipe or pipe culvert before allowing

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construction traffic to cross the drainage line. Temporary embankments may be required to provide the necessary cover and to protect the works.

10.17 NOTICE OF INSPECTION

The Contractor shall notify the Superintendent's Representative of the commencement and completion of the operations listed below, and shall submit the work for inspection and approval before proceeding to the next stage:

(a) Trench excavation(b) Laying and jointing or assembly(c) Backfilling

10.18 DRAINAGE PITS

Pits shall be constructed at the locations shown on the drawings and to the dimensions and requirements shown on the relevant Standard Drawings. Provision shall be made for the connection of all stormwater drainage pipes and subsurface drains as shown on the drawings. The ends of pipes entering or leaving pits shall be neatly trimmed off flush with the inside walls and pointed up with cement mortar and at exit pipe from pit, rounded with a minimum radius of 50mm.

Pit walls may be poured against free standing excavation, provided there is no possibility of earth being dislodged onto freshly deposited concrete. However, the uppermost section of the outside of pits walls shall be formed for a depth of 150mm.

All forms shall be fixed and rigidly braced and shall be approved by the Superintendent’s Representative prior to concrete placement.

Where possibility of earth dislodgement exists, the whole of the outside of pit walls shall be formed.

Pit floors shall be benched/haunched by smoothly shaping from the inlets to the outlets to the height of the outlet pipe to allow smooth transition and flow through pits and to be self cleaning. Holes for subsurface drains shall be 100mm diameter, unless otherwise specified or shown on the drawings. 70mm diameter weepholes shall be provided in all pits and shall be placed between the springline and top of the pipe in those walls which have openings for pipes.

Where construction joints are employed in pit construction, the old concrete surface shall be thoroughly wired brushed and air blasted to remove all debris prior to placement of fresh concrete. All concrete shall be properly compacted by the use of hand held concrete vibrator approved by the Superintendent’s Representative.

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Frames for pit covers shall be cast into the top of the pit or bedded on fresh mortar, 5mm thick, consisting of two parts of sand, one part of cement and sufficient water to produce a mix of suitable consistency.

10.19 STEP IRONS

Pits greater than 1.00m deep shall be fitted with step irons. The top step shall be not more than 300mm below the bottom of the lid. Steps shall be located that they do not obstruct openings other than subsoil drain pipe openings and that water does not discharge onto them. Unless otherwise directed by the Superintendent’s Representative, steps shall be set into a wall which has no openings.

10.20 BLASTING

The Contractor, in excavation through hard materials shall not use any explosives without the written permission of the Superintendent’s Representative.

The Contractor shall hold and obtain all necessary licenses and permits from the Authorities concerned including the Department of Labour (Hazardous Materials Division ) and the local Municipal Council. The Contractor shall conform to all Regulations and By-laws relating to transport, storage, handling and use of explosives. Blasting mats shall be used to prevent fly rock leaving the excavation and care shall be taken to protect adjacent property, services and mains.

The Contractor shall be solely responsible for any accidents, damage or injury and shall make good at his own expense any claims or demands arising from blasting activity.

10.21 DISPOSAL OF SPOIL

Excavated materials not required for fill or backfilling shall be removed from the site of the works by the Contractor.

The Superintendent's Representative may direct the dumping of excess spoil at any point within 4km of the site of the work.

10.22 SUBSOIL DRAINS

10.22.1 Description

This work shall consist of the supply and installation of perforated subsoil drainage pipes and filter material where shown on the drawings or directed by the Superintendent's Representative.

10.22.2 Materials

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(i) Pipes

Pipes supplied for this work shall be of minimum size of 90mm and the type shown on the drawings and shall comply with all relevant provisions of the standard shown hereunder:

Type of Pipe Standard

Perforated Plastics AS 2439Other types of pipe not listed

Approved sample

Where required, the Contractor shall submit one sample length of pipe for the approval of the Superintendent's Representative before work is commenced. This sample when approved shall be retained as a standard, and all pipes supplied shall be at least equal in all respects to such standard.

Perforated plastics pipes supplied in coils shall have been cooled before coiling and when uncoiled shall be free from any permanent curved set.

(ii) Filter Material

Filter material for use in backfilling trenches, under, around and over pipes shall be 20mm screenings free from clay balls and organic matter.

10.22.3 Subsoil Pipe Installation

Trenches shall be excavated to the dimensions and grade required by the drawings or directed by the Superintendent's Representative. Pipes shall be a minimum of 750mm below the top of the kerb.

The minimum trench width shall be the pipe diameter plus 100mm with the maximum width of trench of 300mm and the pipes shall be laid true to line and grade to discharge into pits or in accordance with the drawings.

The pipes of the type and size specified shall be laid firmly embedded in the bedding material with adjacent lengths butted together or connected where necessary. Open joints shall be suitably wrapped to permit entry of water. Perforated or slotted pipes shall be laid preferably without the openings facing down.

Subsoil drain shall not be layed more than 150mm below any stabilised subgrades unless otherwise directed by the Superintendent’s Representative.

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After the pipe installation has been inspected and approved, 20mm screenings shall be placed to within 150mm of the top of the kerb, care being taken not to displace the pipe or the covering at open joints

The final 150mm shall be filled with approved top soil material, except in paved areas where the top of the screenings is level with the sub-base of the pavement.

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SECTION 11 - SPECIFICATION FOR ASPHALT

11.1 Australian Standards11.2 Description11.3 Definitions11.4 Aggregates11.5 Filler11.6 Bituminous Materials11.7 Mix Design Procedures11.8 Mix Design Requirements11.9 Tolerances11.10 Mixing Plant11.11 Stockpiles11.12 Preparation of Aggregates11.13 Temperatures of Bitumen, Aggregates and Asphalt11.14 Mixing11.15 Inspection and Testing at the Mixing Plant11.16 Commencement and Completion11.17 Rate of Delivery11.18 Possession of Paving Site11.19 Provision for Traffic11.20 Damage11.21 Removal of Debris11.22 Delivery11.23 Construction Plant11.24 Preliminary Work11.25 Ambient Conditions for Placing11.26 Tack Coat11.27 Regulating Course11.28 Spreading11.29 Joints and Junctures11.30 Compaction Procedures11.31 Requirements for Testing and Acceptance of

Compaction11.32 Equipment for Setting Out and Checking11.33 Surface Finish, Shape and Thickness11.34 Tests11.35 Schedule of Details

ID 6011

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11.1 STANDARDS


AS 1160 Bitumen Emulsions for Construction and Maintenance of Pavements

AS 2008 Residual Bitumen for PavementsAS 2150 Asphalt (Hot-Mixed)AS 2157 Cutback BitumenAS 2341 Methods of Testing Bitumen and Related Roadmaking

ProductsAS 2357 Mineral Fillers for AsphaltAS 2734 Asphalt (Hot-Mixed) Paving - Guide to Good PracticeAS 2809 Road Tank Vehicles for Dangerous GoodsAS 2891 Methods of Sampling and Testing Asphalt

11.2 DESCRIPTION

This section covers the requirements for the manufacture and placing of asphalt of Types V, H, N, L and R and of Sizes 7, 10, 14 and 20. The requirements relate to quality of aggregates and bituminous materials, mix design criteria, mixing plant and manufacturing procedure and properties, supplying and placing of the asphalt. The types and sizes of asphalt to be supplied shall be as specified in Clause 11.35(a) .

11.3 DEFINITIONS

Asphalt (Asphaltic Concrete)

Asphalt is a designed and controlled, dense graded mixture of coarse and fine aggregates, filler and bitumen binder which is mixed, spread and compacted while hot to a uniform dense mass. For the purpose of this section asphalt types will be designated by the symbols V, H, N, L or R.

Asphalt Base Course

Asphalt base course is that part of an asphalt pavement supporting the intermediate and wearing courses.

Asphalt Intermediate Course

Asphalt intermediate course is that part of the pavement which rests on the base and is immediately under the wearing course.

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Asphalt Regulating Course

Asphalt regulating course is an asphalt course of variable thickness applied to the road surface to adjust the shape preparatory to surfacing or re-surfacing.

Asphalt Wearing Course

Asphalt wearing course is that part of the pavement upon which the traffic travels.

Binder

Binder is that material used to hold a mixture of aggregates together as a cohesive mass.

Bulk Density

Bulk density is the mass per unit volume of the compacted mix (expressed in tonnes per cubic metre) where the volume is the gross volume including the total air voids.

Coarse Aggregates

Coarse aggregates are aggregates retained on a 4.75 mm AS sieve.

Fine Aggregates

Fine aggregates are aggregates passing a 4.75 mm AS sieve.

Mineral Matter

Includes coarse and fine aggregates, plus filler.

Placing

Placing is the spreading and compacting of asphalt, including operations necessary for preparation of the surface.

Unsound Rock

Unsound rock is material, whether in the source or as spalls or as crushed particles, which is soft, friable, or composed of clay or weathered rock, or which contains matter which breaks up when alternately wetted and dried or which fails to meet one or more of the relevant requirements for marginal rock specified in Clause 11.4.2.

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Voids in Mineral Aggregates (VMA)

Voids in mineral aggregates are the intergranular void spaces in the compacted mix.

11.4 AGGREGATES

11.4.1 General

The combined aggregate mixture shall consist of crushed rock or crushed gravel, or a mixture of crushed rock with sand or crushed gravel with sand.

When aggregates are crushed rock, each aggregate shall consist of clean, hard, durable, angular rock fragments of uniform quality, produced by crushing sound unweathered rock quarried from a source acceptable to the Superintendent’s Representative. Unless otherwise approved by the Superintendent’s Representative, only metamorphic or igneous rocks shall be used.

Aggregate produced from source rock which does not comply with the specified requirements but which has been proven to have satisfactory durability may be accepted for use subject to the written approval of the Superintendent’s Representative. When aggregates are crushed gravel, not less than 75% by mass of all particles shall have two or more faces produced by crushing.

When aggregates are sands, they shall consist of clean, hard, durable grains free from lumps, clay, mica and foreign matter.

11.4.2 Source Rock

Source rock shall comply with the relevant durability and hardness requirements specified in Tables 1 and 2. If the contractor proposes to use a source rock type other than those listed in the tables the Superintendent’s Representative will determine if the rock type is acceptable and the appropriate test values are achieved.

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Table 1Test Value

Sound Rock Marginal RockRock Degradation Secondary Degradation SecondaryType Factor for Mineral Factor for Mineral

Source Rock Content % Source Rock Content %(min) (max) (min) (max)

ACID IGNEOUSGranite 50 - 35-49 -Adamellite 50 - 35-49 -Grandiorite 50 - 35-49 -Granophyre 45 - 35-44 -Rhyolite 45 - 35-44 -Rhyodacite 45 - 35-44 -INTERMEDIATE IGNEOUSDiorite 45 - 35-44 -Porphyry 45 - 35-44 -Trachyte 50 - 30-44 -BASIC IGNEOUSBasaltic Rocks

50 25 30-49 26-30

METAMORPHICHornfels 40 - 20-39 -Quartzite 45 - 30-44 -Schist 45 - 30-44 -Phyllite 45 - 30-44 -Gneiss 45 - 30-44 -Greenstone 45 - 30-44 -

Table 2ROCK TYPE ASSIGNED LOS ANGELES

ABRASION LOSS (MAX)ACID IGNEOUSGranite 30Adamellite 30Grandiorite 30Granophyre 20Rhyolite 20Rhyodacite 20INTERMEDIATE IGNEOUSDiorite 20Porphyry 20Trachyte 25BASIC IGNEOUSBasalticRocks 25METAMORPHICHornfels 20Quartzite 25Schist 25Phyllite 25Gneiss 25Greenstone 25

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The Contractor shall nominate the source and the location within the source from which the rock will be obtained. If at any time the Contractor proposes to change the source or the location within the source, the Superintendent’s Representative shall be notified in time to allow the Superintendent’s Representative to perform such inspections, tests and evaluations as may be required to establish whether rock from the proposed new source or new location within the source complies with the specified requirements.

11.4.3 Crushed Aggregate Products

(a) The Flakiness Index of each separate sized coarse aggregate, 10 mm or larger, shall be as specified in Table 3.

(b) Unsound rock and marginal rock in that portion of the combined mixture retained on a 4.75 mm AS sieve shall not exceed the relevant percentages specified in Table 3. If no facilities exist at the mixing plant to sample the combined mixture, the unsound rock and marginal rock in that portion of each aggregate retained on a 4.75 mm AS sieve shall not exceed the relevant percentages specified in Table 3.

Table 3Type of Asphalt

FlakinessIndex

% (max)

Total of Marginal & UnsoundRock %

(mass max)

Unsound Rock % (mass max)

V & H 35 8 3N & R 35 10 5

L 35 15 5

11.4.4 Crusher Fines

Crusher fines shall:

(a) consist of a uniformly graded product of separate particles from the crushing of rock which complies with the requirements of Clause 11.4.2 appropriate to the asphalt type being produced;

(b) be free from lumps and aggregations;

(c) comply with the grading limits specified in Table 4.


Percentage Passing(by mass)

6.70 1004.75 70-100

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0.600 20-550.075 5-20

(d) comply with the relevant requirements specified in Table 5.

Table 5Test Value

Degradation Factor-Crusher Fines

(minimum)

Plasticity Index(maximum)

60 3

11.4.5 Aggregates for Asphalt Used as Wearing Course

(a) Coarse aggregates shall be a mixture of separate one-sized aggregates.

(b) Coarse aggregates shall be produced from source rock having a polished stone value not less than that specified in Clause 11.35 (a) (if any).

(c) Fine aggregates shall be a mixture of one or more natural sands and crusher fines such that the fraction of the job mix passing a 4.75 mm AS sieve shall contain not less than 20% and not more than 65% by mass of natural sands unless otherwise approved by the Superintendent’s Representative.

11.4.6 Aggregates for Asphalt Used as Intermediate or Base Course

The combined aggregates shall consist either wholly of crushed material or of a mixture of crushed material and natural sands provided that the fraction of the job mix passing the 4.75 mm AS sieve shall contain not more than 50% by mass of natural sands unless otherwise approved by the Superintendent’s Representative.

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11.5 FILLER

Filler shall comply with the requirements of Australian Standard 2357, Mineral Fillers for Asphalt.

The filler required by Clause 11.8 to be included in wearing course mixes shall be hydrated lime, Portland cement or cement works flue dust.

11.6 BITUMINOUS MATERIALS

11.6.1 The class of bitumen for each course shall be as specified in Clause 11.35(a).

Bitumen shall comply with the requirements of AS 2008, Residual Bitumen for Pavements and with the additional requirement specified in Table 6.

Table 6

Class ofBitumen

Durability*Minimum time to reach the

specified apparent viscosity

level (SAVL) (days)170320

97

*AS 2341.13 Determination of Durability of Bitumen

Bitumen shall be sampled in accordance with the appropriate test method of Vic. Roads.

11.6.2 Bitumen recovered from mixed asphalt sampled either at the plant or at the roadbed shall comply with the requirement specified in Table 7.

Table 7Class ofBitumen

Viscosity at25oC (kPa)

170320

100-350300-1000

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11.6.3 Bitumen emulsion shall be a cationic rapid setting type manufactured from Class 170 bitumen and complying with AS 1160, Bitumen Emulsions for Construction and Maintenance of Pavements.

11.6.4 Where requested by the Superintendent’s Representative the Contractor shall provide test certificates as to the quality of bitumen used. Such certificates shall be issued by a laboratory registered by the National Association of Testing Authorities for the performance of such tests.

11.7 MIX DESIGN PROCEDURES

The mix to be used will be as approved or directed by the Superintendent’s Representative after consideration of mix details submitted by the Contractor and/or after the testing of samples and the preparation of trial mixes. Such mix will re designated the job mix for which the Superintendent’s Representative will nominate a grading aim and bitumen content. The components listed in the designated job mix design shall not be changed or the proportions substantially altered without the approval of the Superintendent’s Representative.

When directed by the Superintendent’s Representative the Contractor shall submit 100 kg samples of each of the proposed aggregates and 10 kg samples of the filler to be used to a testing laboratory nominated or approved by the Superintendent’s Representative, for mix design purposes. Submitted samples shall be labelled with the following information:

(a) Contractor;

(b) quarry or source;

(c) material;

(d) size;

(e) proposed use;

(f) Contract number.

Grading test results shall accompany the submitted samples.

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The Contractor may submit a mix design to the Superintendent’s Representative. In this case the Contractor shall submit samples representative of the aggregates and filler used in this mix design, labelled as specified, together with the following information:

(a) grading test results for each component;

(b) proportion of each component in the mix;

(c) grading of the mix;

(d) properties, as listed below, determined from tests performed on Marshall cylinders compacted at three different bitumen contents within the range specified in Table 9.

(i) stability (kN);(ii) flow (mm);(iii) air voids (%);(iv) voids in mineral aggregates (%);(v) bulk density (t/m3);(vi) bitumen film thickness (microns).

(e) graphs showing the properties listed in (d), plotted against the respective bitumen contents.

A period of at least four weeks will be required from the date of samples for the design or checking of design of a mix.

Design or checking of design of asphalt mixes by the nominated laboratory shall be at the expense of the Contractor unless otherwise specified.

Where the Contractor proposes to use a mix design previously approved for use on other Council works to satisfy the requirements of this specification, details of such mix and current gradings of the components shall be submitted to the Superintendent’s Representative at least seven days before commencement of work. Mixes for which testing was completed more than two years previously will not be approved.

Where the Superintendent’s Representative determines that the job mix should be redesigned due to changes of source, grading or nature of any of the constituent materials, the mix will be redesigned at the Contractor's expense. Alternatively, the Contractor may submit a mix design for checking by the nominated laboratory at the expense of the Contractor.

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11.8 MIX DESIGN REQUIREMENTS

The grading of mineral matter and the proportions of mineral matter and bitumen in the job mix after mixing but before compaction, shall lie within the limits specified in Table 8 and 9 for each size of asphalt specified in Clause 11.35(a), unless otherwise approved by the Superintendent’s Representative.

The bitumen content shall be expressed as a percentage by mass of the total mix.

Table 8 - Grading of Mineral Matter (including any filler)Sieve SizeAS (mm)

Percentage Passing (by mass)

Mix Size7 10 14 20

26.5 10019.0 100 95-10013.2 100 85-100 77-909.5 100 90-100 70-85 63-80

6.70 80-100 70-90 60-75 52-654.75 70-90 58-76 50-70 45-552.36 45-65 40-58 35-52 30-431.18 34-55 27-48 24-40 20-350.600 22-45 17-38 15-30 14-270.300 14-33 11-26 10-24 9-2100.150 8-18 7-18 7-16 7-150.075 5-8 4-7 4-7 3.6Total

MineralMatter

100 100 100 100

*Asphalt Type V, H and N used for wearing course

Table 9 - Proportions of Mineral Matter and BitumenPercentage Passing (by mass)

Material Mix Size7 10 14 20

MineralMatter

95.0-92.5 95.5-93.0 95.5-93.5 96.0-93.5

Bitumen 5.0-7.5 4.5-7.0 4.5-6.5 4.0-6.5Total Mix 100 100 100 100

The Marshall cylinder test properties of the job mix for asphalt Types V, H, N and L shall comply with the requirements of Tables 10 and 11.

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Table 10 - Asphalt Type V, H and N

Size Stability(kN/min)

Flow(mm)

Air Voids%

Type

Voids in Mineral

Aggregates

(minimum)

Bitumen Film

Thickness (micro/min)

V H & N7 5.5 1.5-3.5 5-5.5 17 7.5

10 6.5 1.5-3.5 6-6.5 5.5.5 17 7.514 6.5 1.5-3.5 6-6.5 5-5.5 16 7.520 6.5 1.5-3.5 5-5.5 15 7.5

Asphalt Type R (Size 20)

The properties of the job mix for asphalt Type R shall be established from the relevant Size 20 Type N mix with an increase in bitumen content of 1.0% by mass of the total mix.

Table 11 - Asphalt Type LSize Stability

(kN/min)Flow (mm) Air Voids

%Voids in Mineral

Aggregates

(minimum)

Bitumen Film

Thickness (micro/mm)

7 4.5 1.5-3.5 3.2-4.2 16 7.510 5.5 1.5-3.5 3.2-4.2 16 7.5

Asphalt used for wearing course and asphalt containing aggregates of coarse or medium grained acidic rocks (eg. granite, adamellite, granodiorite, quartz porphyry) shall contain not less than 1% filler as specified in Clause 11.5 but the actual type and amount will be determined by the Superintendent’s Representative for the job mix having due regard to the nature of the aggregate to be used.

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11.9 TOLERANCES

Unless otherwise approved by the Superintendent’s Representative, the tolerances on the job mix grading aim before compaction shall be as specified in Table 12.


Tolerance on Percentage Passing (by mass)

Mix Size7 10 14 20

26.5 Nil Nil Nil Nil19.0 Nil Nil Nil +/-613.2 Nil Nil +/-6 +/-69.5 Nil +/-6 +/-6 +/-6

6.70-4.75 +/-6 +/-6 +/-6 +/-62.36-0.600 +/-5 +/-5 +/-5 +/-50.300-0.150 +/-3 +/-3 +/-3 +/-3

0.075 +/-1.0 +/-1.0 +/-1.0 +/-1.0

Unless otherwise approved by the Superintendent’s Representative, the tolerances on the job mix grading aim after compaction shall be as specified in Table 12 except that the positive tolerance shall be increased by one unit.

The tolerance on the job mix bitumen content shall be +0.3% of the total mix by mass.

11.10 MIXING PLANT

The mixing plant shall comply with the following basic requirements, together with the additional requirements specified for the particular type of plant. Details of plants which do not comply with this Specification may be submitted for separate consideration but such plants shall not be used unless approved by the Superintendent’s Representative.

11.10.1 Basic Requirements for all Plants

(a) The plant shall produce a uniform mixture within the tolerances specified.

(b) Filler shall be stored and handled in a system separate from that which handles aggregates and capable of accurately measuring and adding the quantity required.

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(c) The bitumen storage tanks shall be capable of holding at least sufficient bitumen for one day's production based on the specified daily rate of delivery shown in Clause 11.35(c). All tanks used for storage and preparation of bitumen shall be fitted with thermometers and circulating and heating equipment.

The bitumen storage and handling shall be so arranged that contamination of the bitumen by flushing liquids or other classes of bitumen cannot occur.

The means for controlling the addition of bitumen shall at least have sufficient capacity to deliver bitumen in quantities not less than 10% of the mass of the combined aggregate. It shall be capable of measuring to in accuracy within 2% of the mass of bitumen required.

The bitumen shall be introduced into the mixer in such a way as to produce a uniform distribution.

(d) Where a bin for storage of hot asphalt is provided it shall be constructed and operated in such a way that segregation is minimised, negligible heat is lost, localised heating is avoided and the asphalt within the bin does not compact and so block the outlet. The bin shall befitted with an indicator to show when the bin is filled to at least half capacity.Supply of asphalt from the bin shall not commence until the bin is filled to at least half capacity. If the level in the bin drops below this level once discharge has commenced, the bin shall be emptied before further asphalt is stored.

Asphalt which has been stored for more than 32 hours or produced at temperatures not in accordance with those shown in Clause 11.13 shall not be used.

Inspection and testing procedures in accordance with Clause 11.15 shall apply to asphalt which has been stored in hot storage bins.

(e) Discharge from the plant shall be so arranged as to minimise segregation.

(f) The feeders on the cold storage bins for fine aggregates and added filler shall be equipped with warning devices to indicate any interruption to material flow.

11.10.2 Additional Requirements for Particular Types of Plant

(a) Additional requirements applicable to batch pugmill and continuous pugmill mixing plant.

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The mixing plant shall be provided with accurate mechanical means for uniformly feeding into the dryer each of the several sizes of aggregates and sand.

Vibratory type feeders may be used on coarse aggregate bins but variable speed belt feeders shall be used on all bins dispensing material of maximum size 4.75 mm or less.

The dryer shall be capable of uniformly drying and heating the aggregates and shall be fitted with temperature reading equipment.

Plant screens shall be maintained in good order and shall be of capacity in excess of the rated capacity of the mixer.

The pugmill shall be equipped with a dust hood.

(b) Further requirements for batch pugmill mixing plant:

The mass of each size of dried and heated aggregate shall be determined by a weighing hopper which shall be of sufficient size to hold a full batch without overflowing.

Discharge gates, bins and hoppers shall be so constructed as to prevent leakage when they are closed.

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The plant shall include a batch mixer of an approved twin shaft pugmill type with a batch capacity of not less than 450 kg. The clearance of the pugmill blades from all fixed and moving parts shall not exceed 20 mm. The mixer shall be so constructed as to prevent leakage of contents until the batch is to be discharged. The discharging equipment shall be so arranged that the whole batch of asphalt is discharged with minimal segregation on each occasion.

Where an automatic timing device is incorporated, it shall be capable of controlling both wet and dry mixing periods up to a total mixing period of at least three minutes, with increments not greater than five seconds.

11.10.3 Further requirements for continuous pugmill mixing plant

The plant shall be capable of accurately proportioning each size of dried and heated aggregate by means of hot bin gate openings which have been calibrated by measurements of the mass per unit time passing each opening at different settings. Each hot bin gate opening shall be adjustable by positive mechanical means.

The plant shall include a continuous twin shaft pugmill having paddles which can be adjusted for angular position and clearance.

11.10.4 Additional requirements for drum mixing plant

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.

Either individual belt scales shall be incorporated in the feeders from each bin or a single belt scale shall be incorporated in the feed to the mixing drum to indicate the mass of aggregates being fed to the drum per unit time.

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The mixing drum shall be so constructed as to produce complete mixing of aggregates, filler and bitumen and to prevent contact between the burner flame and the bitumen.

The burner unit shall be of sufficient capacity to dry the aggregates and to heat the asphalt to the specified temperature. Temperature sensing equipment shall be located at the discharge point and linked to the burner to automatically prevent overheating of the asphalt.

The Contractor shall nominate in the tender the type and location of mixing plant or plants from which it is intended to supply the asphalt.

If at any time the Contractor desires to change the type or location of mixing plant from which the asphalt is being supplied, the approval of the Superintendent’s Representative shall be obtained.

11.11 STOCKPILES

The Contractor shall provide separate stockpiles of each component aggregate and filler of sufficient size for at least three days production based on the specified daily rate of delivery shown in Clause 11.35(c).

11.11.1 Aggregates

All stockpiled aggregates shall be stockpiled on a clean, hard paved and properly drained area.

Adjoining stockpiles shall be separated to prevent mixing of different materials and each stockpile shall be clearly labelled to indicate the size and source of the material and the type of asphalt for which it is intended.

Stockpiles of one-sized aggregates shall be constructed by either tipping into tightly joined heaps from trucks or by delivery from a chute, conveyor belt or fixed screen into a cone or surge pile.

Stockpiles of graded aggregates, including crusher fines and sands, shall be constructed by:

(a) tipping into tightly joined heaps from trucks or spreading in thin layers using appropriate equipment, or

(b) delivery from a chute, conveyor belt or fixed screen assembly into a fixed bin or surge pile equipped with suitable baffles to minimise segregation.

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Where stockpiles are formed by tipping from trucks, the material shall be reclaimed by working the full depth of stockpile on a face.

Where surge piles are constructed material shall be reclaimed from the surge pile by conveyor belt. If fixed bins are used for storage, reciprocating, vibratory or variable speed belt feeders shall be used to deliver the material directly onto a conveyor belt. All materials shall be handled in such a manner as to minimise segregation.

11.11.2 Filler

Filler shall be stored and handled under a weather-proof cover.

11.12 PREPARATION OF AGGREGATES

11.12.1 Basic Requirements for all Plant

Each separate size or type of coarse aggregate, sand and crusher fines shall be proportioned correctly before feeding to the dryer or mixer.

The coarse and fine aggregates shall be heated at the plant to a temperature not greater than that specified in Clause 11.13. Heating shall continue for a time sufficient to reduce the moisture content so that the requirement of Clause 11.14 will be met.

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Uncoated material, partially coated material or material remaining in hot bins resulting from plant shut down, trials or changed in the mix may be returned to a separate cold feed storage bin. Before recommencing production of asphalt all material shall be emptied from hot bins and either returned to the separate cold feed storage bin or put to waste. If the material returned to the separate cold feed storage bin is of the quality specified in Clause 11.4, then such material may be used in the proportion of not more than 5% by mass of the total aggregates.

11.12.2 Additional Requirements for Particular Types of Plant

(a) Batch Pugmill and Continuous Pugmill Mixing Plant

Coarse and fine aggregates of all sizes shall be fed simultaneously to the aggregate dryer. Immediately after heating, the combined aggregates shall be screened into bins. The fractions of the combined aggregates shall be correctly proportioned before passing to the mixer. One of the screens on which the combined aggregates are separated shall have an aperture size not greater than 4.75 mm.

(b) Drum Mixing Plant

The moisture content of the aggregates being fed to the drum mixer shall be determined and adjustments shall be made to the rates at which the various constituents are fed to the mixer so that the resultant mix is correctly proportioned and contains the required amount of bitumen.

11.13 TEMPERATURES OF BITUMEN, AGGREGATES AND ASPHALT

The temperature of bitumen and aggregates at the mixing plant and the temperature of the asphalt as it is discharged from the mixing plant shall not exceed the limits specified in Table 13.

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Table 13Material Temperatur

eoC (max)

Bitumen delivered into plant storage 185Bitumen delivered into mixer 165Aggregates on leaving dryer 200Asphalt at discharge from mixing plant 175

The temperature of the asphalt at the spreading site shall be suitable for placing the asphalt in accordance with the Specification.

Where acceptance of compaction is not based on density testing of the work in accordance with Clause 11.31, asphalt shall not be placed if the temperature of asphalt at the spreading site is less than that specified in Table 14.

Where suitable equipment for measurement of the temperature of the surface on which asphalt is to be placed is not available, air temperature shall be used as an approximation of road surface temperature.

Where placing of the asphalt is not part of the Contract, the Superintendent’s Representative may fix a range of temperature of the asphalt at discharge from the mixing plant or at the point of delivery. Such range will be not narrower than 10oC.

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Table 14Compacted

Layer Thickness

Road Surface

Temperature (oC)

Asphalt Temperature oC (min)

Bitumen Class50 170 320

Less than 40

Less than 10

Refer Clause 11.25

More than 10

140 145 150

40-100 5-10 140 145 15010-15 135 140 14515-25 130 135 140

More than 25

125 130 135

More than 5-10 125 130 135100 10-15 120 125 130

15-25 115 120 125More than

25110 115 120

11.14 MIXING

The mixing period shall be such that at least 95% of the coarse aggregate particles are fully coated.

The moisture content of the mix shall not exceed 0.5%.

11.15 INSPECTION AND TESTING AT THE MIXING PLANT

The Superintendent’s Representative reserves the right to station an Inspector at the plant to inspect production and loading of asphalt, to endorse delivery dockets and to carry out assurance testing. When an Inspector is present at the plant, delivery dockets for each load will be endorsed.

Endorsement of dockets shall in no way constitute approval of the asphalt, but loads arriving at the point of delivery without such endorsement may be rejected.

Unless otherwise directed by the Superintendent’s Representative, the Contractor shall carry out the following checks utilising current test methods and procedures in accordance with AS2891.

Table 15Checks Required FrequencyScrutiny for segregation, uncoated particles, separated Each loaded truck

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bitumen, excess bitumen or overheating before dispatch from the plant.Temperature of asphalt before dispatch from plant

Each loaded truck or at intervals of 15 minutes if more than one truck is dispatched in 15 minutes

Unsound rock content At least one per day from the combined aggregate or from each separate coarse aggregate, with one set of counts being performed before production commences on that day

Bitumen content and sieve analysis of asphalt

At least one per day. The bitumen content may be determined using an approved electronic weighing device that gives a printed output for each batch mixed

Sieve analysis of the coarser fraction of asphalt

For each mix at least three per day except that for outputs of less than 400 tonnes per day one test for each 200 tonnes of production

The Superintendent’s Representative or the Inspector shall be advised immediately if any of the results lie outside the specified limits.

The Contractor shall make available for inspection at the plant laboratory all work sheets and results of checks carried out.

The Contractor shall provide a copy of all test results to the Superintendent’s Representative or the Inspector at the completion of each day's work.

Testing at the mixing plant and endorsing of delivery dockets shall not take away the right of the Superintendent’s Representative to subsequently reject the asphalt.

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11.16 COMMENCEMENT AND COMPLETION

The Superintendent’s Representative will consult with the Contractor to establish the date of commencement of the work or of any particular section of the work or of any separable part of the works and will confirm in writing the date so agreed. If agreement as to the date of commencement cannot be reached the Superintendent’s Representative will fix the date and notify the Contractor in writing.

Particular sections of the work, if any, and separable parts of the works, if any, specified in Clause 11.35(b) shall be completed within the number of weeks or consecutive working days specified in Clause 11.35(b) from the respective dates of commencement notified in writing to the Contractor.

11.17 RATE OF DELIVERY

Unless otherwise directed or approved by the Superintendent’s Representative, asphalt shall be supplied at not less than the hourly and daily rates specified in Clause 11.35(c).

Where the rate of delivery is less than that necessary to maintain the agreed daily progress, the Superintendent’s Representative may suspend the work until asphalt can be supplied at the rate specified.

11.18 POSSESSION OF PAVING SITE

When asphalt is to be placed on a road open to traffic, the Contractor will be given possession of all or part of the carriageway during such portions of the day as are specified in Clause 11.35(d). The remainder of the carriageway shall remain clear of obstruction to traffic.

Where a width of possession is shown in Clause 11.35(d) such width shall be measured between the traffic faces of barriers or between the pavement edge and the traffic face of any barriers placed.

Where the Contractor is given possession of the full width of the carriageway, traffic may be diverted only between the hours indicated in Clause 11.35(d) and in such manner as may be specified elsewhere or approved or directed by the Superintendent’s Representative.

11.19 PROVISION FOR TRAFFIC

In addition to other specified requirements the Contractor shall provide traffic controlmen in accordance with the requirements of Clause 11.35(e).

11.20 DAMAGE

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Before the Final Certificate is issued any damage caused by the Contractor to kerbs, channels, structures or private property shall be made good by the Contractor to the satisfaction of the Superintendent’s Representative and at the Contractor's expense.

11.21 REMOVAL OF DEBRIS

During the progress of the work under the Contract the Contractor shall keep all channels and pits free of debris at all times. The Contractor shall remove all sweepings, spoil and excess or rejected material from the site within two weeks of the Date of Practical Completion of the Works or of the date for completion for any particular section of the work specified in Clause 11.35(b) and shall leave the area clean to the satisfaction of the Superintendent’s Representative.

11.22 DELIVERY

11.22.1 General

Delivery shall be made during the hours specified or approved by the Superintendent’s Representative. Asphalt which is segregated, has been overheated, is too cold, contains separated bitumen or uncoated particles or which appears to the Superintendent’s Representative to not comply with the Specification shall be removed from the site at the Contractor's expense. In the latter case if subsequent testing proves that such material complies with the Specification the Superintendent’s Representative may agree that some costs be reimbursed to the Contractor.

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11.22.2 Delivery Vehicles

All delivery vehicles shall be of a type approved by the Superintendent’s Representative. Vehicle bodies shall be such that the asphalt cannot leak or spill, and shall be fitted with covers of such size, thickness, and material as will minimise the loss of heat from the load. Where specified, or where the lead exceeds 100 km, or where the air temperature is below 15oC and the lead exceeds 50 km, vehicle bodies and covers shall be suitably insulated.

The interior or each vehicle body shall be cleaned of all foreign materials and lightly lubricated as necessary with a slightly detergent solution or other approved material. All foreign material and excess lubricant shall be removed prior to loading the vehicle.

11.22.3 Delivery Dockets

A delivery docket shall be handed by the driver of the delivery vehicle to the Superintendent’s Representative or the Superintendent’s Representative's representative at the point of delivery. The docket shall show:

(a) empty and loaded mass of the vehicle;

(b) date and time of loading;

(c) supplier and location of mixing plant;

(d) registration or fleet number of the vehicle;

(e) size and type of asphalt;

(f) class of bitumen;

(g) temperature of load at mixing plant when measured.


Construction plant shall comply with the following requirements except that other items and types of plant may be used subject to the approval of the Superintendent’s Representative:

11.23.1 Sprayers

Sprayers shall be capable of uniformly spraying the tack coat through jets in a spray bar at the desired rate of application. Spray bars shall befitted with end shields. Each sprayer shall be fitted with a hand lance.

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11.23.2 Pavers

Pavers shall be self-propelled. They shall be equipped with hoppers and distributing screws of the counter-rotation type to place the asphalt evenly in front of the screed. Means shall be provided to heat the screed uniformly over its full width. The total paver width provided for the work shall be not less than that specified in Clause 11.35(f), and may comprise any paver combination approved by the Superintendent’s Representative.

Pavers shall be capable of spreading the asphalt without segregation in thicknesses between 12 mm and 150 mm and to widths between 1.8m and 4.3m except in the case of wide or twin pavers which shall be capable of spreading to widths up to 8.0m.

Where automatic level control is specified in Clause 11.35(g), it shall be capable of controlling accurately the longitudinal or the longitudinal and transverse slopes when working from a fixed reference line or a skid type levelling beam of suitable length, or a joint-matching shoe.

11.23.3 Compaction Plant

Rollers shall comply with the following requirements:

(a) All Rollers

Rollers shall be self propelled and capable of reversing without backlash. Rollers shall be fitted with brushes or similar devices to enable the contact surface of each roll or tyre to be kept uniformly damp with a minimum amount of water and free from foreign material. The taps controlling the rate of flow shall be readily accessible to the driver. Water shall not be allowed to run directly from taps on to the asphalt being compacted.

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A wetting agent shall be incorporated into the water applied to pneumatic tyred rollers at all times, and in the water applied to steel wheeled rollers when directed by the Superintendent’s Representative.

(b) Steel Wheeled Rollers

Steel wheeled non-vibrating rollers shall have a mass of not less than 7 tonne and shall have a static load intensity of not less than 3.5 tonne per metre width of drive roll.

Steel wheeled vibrating rollers shall have a total mass of not less than 6 tonne and shall have a static load intensity of not less than 2 tonne per metre width of vibrating roll. The frequency of vibration shall be within the range 33 to 50 Hz. The amplitude of vibration shall be within the range 0.4 mm to 0.8 mm.

(c) Pneumatic Tyred Multi-Wheeled Rollers

Pneumatic tyred multi-wheeled rollers shall have smooth tyres of equal size. Rear wheels shall be offset relative to the front wheels to give overlapping tyre paths and complete coverage for the effective width of the roller. Tyres shall be capable of being inflated to 700 kPa.

Pneumatic tyred multi-wheeled rollers used for initial rolling on layers of compacted thickness 100 mm or more shall have tyres of width not less than 220 mm on rims of diameter not less than 500 mm.

For compacting in confined areas, the Contractor shall use a small vibrating roller and/or a mechanical impact or vibrating type hand-operated compactor of size and mass acceptable to the Superintendent’s Representative.

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11.24 PRELIMINARY WORK

Before commencing each day's work and at such other times during the day as is necessary the Contractor shall remove all deleterious material and sweep clean the area upon which asphalt is to be placed.

Such surface preparation shall be done to the satisfaction of the Superintendent’s Representative.

11.25 AMBIENT CONDITIONS FOR PLACING

The surface on which asphalt is to be placed shall be essentially dry and free from puddles.

Where the compacted thickness of the layer is less than 75 mm, asphalt shall not be placed when the air temperature is less than 10oC or when winds cool the asphalt to such extent that in the opinion of the Superintendent’s Representative placing will be adversely affected. In an emergency, when the air temperature is less than 10oC, approval may be given by the Superintendent’s Representative to place asphalt but only under such conditions as the Superintendent’s Representative may direct.

Asphalt shall not be placed when the air temperature is less than 5oC.

11.26 TACK COAT

Tack coat shall consist of cationic bitumen emulsion and shall be applied only to a clean, essentially dry surface, free from puddles. Subject to the consent of the Superintendent’s Representative, such emulsion may be diluted by the addition of up to 50% of clean water.

The interior of tanks, pipework, spray bars and jets of tack coat sprayers shall be kept clear of foreign materials at all times. Pipework, spray bars and jets shall be empty of tack coat materials before spraying commences.

Tack coat shall be applied through jets in the spray bar at a rate to be determined by the Superintendent’s Representative. This rate shall be between 0.15 and 0.75 litre per square metre. Tack coating shall cease if the sprayer does not spray uniformly at the predetermined rate of application.

The use of a lance or squeegee will be permitted only in those areas inaccessible to a sprayer or where a varying application rate is required.

When spraying the tack coat, shields shall be used and all necessary precautions taken to protect kerbs, channels, adjoining structures, traffic and parked vehicles.

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The Contractor shall arrange the work to a pattern approved by the Superintendent’s Representative so that a reasonable length of tack coat is sprayed in any one operation. Before asphalt is placed a period of time sufficient to allow the tack coat to set up and become tacky shall elapse.

When directed, any tack coat not covered by asphalt shall be covered with material approved by the Superintendent’s Representative and such covering material shall be rolled. Before the road is opened to traffic appropriate measures shall be taken for the safety of traffic.

Where asphalt is to be spread over clean, freshly laid asphalt, or over a clean, dry and cured primed surface, or where the depth of the layer exceeds 50 mm, the Superintendent’s Representative may require the Contractor to omit the tack coat.

11.27 REGULATING COURSE

Where specified in Clause 11.35, a regulating course of asphalt of the type and size specified shall be placed for correction of longitudinal and transverse pavement shape.

Unless otherwise directed by the Superintendent’s Representative, the maximum compacted thickness of any layer of the regulating course shall not exceed five times the size, in millimetres, of asphalt.

11.28 SPREADING

11.28.1 General

The number of layers and the compacted thicknesses are specified in Clause 11.35(h).

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No layer shall be spread until the Superintendent’s Representative gives consent to proceed.Unless otherwise approved by the Superintendent’s Representative, asphalt shall be spread with a paver.

Employees shall not stand or walk on hot spread asphalt except where necessary for correction of the surface.

11.28.2 Level Control

Asphalt shall be spread to such line, level, width, grade and crossfall as specified or directed by the Superintendent’s Representative.

Each layer shall be completed to a surface parallel to the finished surface of the pavement and at a depth below it equal to the compacted thickness of the subsequent layer or layers specified in Clause 11.35(h).

Automatic level control devices specified in Clause 11.35(g) shall be used for the control of paver screed level. Where no automatic level control device is specified, paver screed levels shall be controlled manually or the Superintendent’s Representative may direct that the paver screed level controls remain at a fixed setting.

Where a fixed wire or string-line automatic level control device is specified in Clause 11.35(g), both sides of the paver screed shall be controlled automatically by a sensor referencing from a fixed wire or string-line datum except that the Superintendent’s Representative may direct that one side only of the screed be controlled from the fixed wire or string-line and the other side controlled by levelling beam, joint matching shoe, transverse slope control or another approved means.

Datum lines shall be set from a reference line and level stakes or from permanent marks. The fixed wire or string-line datum lines shall be securely anchored and tensioned across blocks or pegs spaced at not more than 10 m intervals over a maximum length of 250 m between tensioning devices. The top of the datum line shall be set to achieve the thickness of the layer required after compaction.

Fixed wires or string-lines shall be parallel to the centreline of the area in which asphalt is to be placed. The sag in the lines along the unsupported lengths shall not exceed 2 mm.

Wires or string-lines set for automatic level control will be checked by the Superintendent’s Representative in the presence of the Contractor, and the approval of the Superintendent’s Representative shall be obtained before spreading commences.

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Where a levelling beam automatic level control device is specified in Clause 11.35(g), it shall provide an average profile from a minimum of 8 separate contact points evenly spaced over a length of at least 9 m.

11.28.3 Spreading by Paver

Asphalt spreading shall not commence until the Superintendent’s Representative is satisfied that sufficient asphalt is on site to permit continuous spreading operations.

Unless otherwise directed by the Superintendent’s Representative, the day's work shall be organised so that each layer spread covers the full width of the carriageway.

Where the width to be spread, as specified in Clause 11.35(f), requires more than one paver, these shall operate in echelon formation not more than 60 m apart.

At the start of each paver run and at transverse joints, the paver screed shall be supported on blocks or spacers at the height of the uncompacted layer.

Asphalt shall be spread without tearing or gouging and, where necessary, the surface shall be corrected, prior to compaction, using methods approved by the Superintendent’s Representative.

The speed of the paver shall be as uniform as possible and the lowest consistent with the rate of delivery of asphalt. The amount of asphalt in front of the screed shall be kept between one half and the full height of the distributing screws. The number of times the paver stops shall be kept to a minimum.

Unless otherwise approved by the Superintendent’s Representative, asphalt shall not be spread by hand behind the paver.

Immediately after any layer is spread and before compaction is started, the surface shall be checked, any unevenness adjusted, and any sandy, segregated, hungry or dusty asphalt removed and replaced with fresh hot asphalt. Irregularities in alignment and grade along the outside edge shall be corrected by the addition or removal of asphalt before the edge is rolled. Competent employees capable of correcting all pavement irregularities shall be employed. Areas where irregularities have been corrected shall be checked for shape and level with a straight edge immediately following initial rolling. Permission to proceed with spreading operations may be withheld by the Superintendent’s Representative until remedial work is complete.

11.28.4 Spreading by Hand

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Where it is impracticable to spread and finish asphalt by machine methods, hand methods may be approved by the Superintendent’s Representative. Where hand methods are approved, asphalt shall be spread to the correct level without segregation and in a loose layer of uniform density. It shall be spread, without tearing or gouging, to produce a smooth even surface true to line, level, grade and crossfall. Raking shall be done with due care and skill. Asphalt shall not be deposited at a rate greater than can be properly handled.

11.29 JOINTS AND JUNCTIONS

11.29.1 Longitudinal and Transverse Joints

Longitudinal and transverse joints shall be well bonded and sealed and shall provide a smooth riding surface across the joint.

Unless otherwise specified or approved by the Superintendent’s Representative, the layout of joints shall conform to the following requirements:

(a) asphalt shall be spread in such a manner as to minimise the number of joints in the carriageway;

(b) transverse joints in adjoining paver runs shall be offset by not less than 2m;

(c) transverse joints shall be offset from layer to layer by not less than 2 m except that the Superintendent’s Representative may direct that the minimum offset shall be up to 7 m;

(d) longitudinal joints shall be offset from layer to layer by not less than 150 mm. Longitudinal joints shall be parallel to the centreline of the carriageway. Where directed by the Superintendent’s Representative, longitudinal joints in the wearing course shall coincide with lane line positions and the position of joints in lower courses shall be planned accordingly. Longitudinal joints at ramp connections and intersections shall be so positioned as to avoid joint layouts and may misdirect traffic away from designed travel paths.

The exposed edges of each paver run shall be formed while hot to a straightline with a dense face which shall lie between vertical and 45 o to the vertical for the full depth of the layer. When the Superintendent’s Representative directs, the unsupported longitudinal edges of spread asphalt shall be side tamped to slightly raise the level of the asphalt to secure maximum edge compaction from subsequent rolling.

Rollers shall not be permitted to damage the unsupported longitudinal edge except that, on intermediate and base course work, the

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Superintendent’s Representative may permit such edge to be rolled over. Longitudinal edges which contain segregated or open textured asphalt or which have been damaged by traffic or rolling shall be made good by cutting back in a straight line to expose fresh, dense asphalt. The cut face shall lie between vertical and 45o to the vertical.

The screed of the paver shall overlap the adjacent paver run of 25 mm to 50 mm. At joints constructed against cold edges, the overlapping asphalt shall be removed to waste or crowded back at the joint but shall not be thrown on to the layer being spread.

Transverse joints shall be constructed at right angles to the direction of spreading and be cut to a straight vertical face for the full depth of the layer.

Unless otherwise approved by the Superintendent’s Representative, transverse joints shall be constructed where the spreading operation is stopped for longer than 20 minutes.

Before placing asphalt to construct transverse joints, all cold contact surfaces shall be uniformly and thinly tack coated and, where directed by the Superintendent’s Representative, cold longitudinal edges and other contact surfaces shall be treated in the same manner.

Before rolling commences, the Contractor shall check all joints with a 3 m straight edge to ensure compliance with the requirements of Clause 11.33.

11.29.2 Abutting Edges

The placing of asphalt against abutting structures such as kerb, channel, manhole or adjoining pavement shall be carried out in the same manner as for longitudinal and transverse joints. Any spaces left unfilled between the paver run and abutting edges shall be filled with sufficient asphalt to the proper height prior to compaction.

11.29.3 Junctions

Where asphalt is required to match an existing pavement, bridge deck, rail or other fixture, the Contractor shall place the asphalt in such manner as to provide a smooth riding surface across the junction. Where specified, the Contractor shall remove sufficient of the existing pavement to enable a smooth riding surface to be constructed across the junction.

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Where it is necessary to taper the thickness of a layer to provide a smooth riding connection with an existing asphalt surface, the layer shall end at a chase cut into the existing asphalt. The chase shall be about 20 mm deep and 40 mm wide unless otherwise specified or directed by the Superintendent’s Representative. Where necessary, removal of coarse particles from a layer of tapering thickness will be allowed using hand raking.

Where the thickness of the layer tapers to less than twice the size of the asphalt, the area upon which asphalt of such thickness is to be placed shall be uniformly tack coated at an application rate between 0.50 and 0.75 litre per square metre.

11.30 COMPACTION PROCEDURES

11.30.1 General

Asphalt shall be uniformly compacted to the standards specified as soon as the asphalt will support the roller without undue displacement.

The following procedures shall be adopted for compaction unless otherwise approved by the Superintendent’s Representative.

11.30.2 Initial Rolling of Layers of Compacted Thickness Less than 100 mm

Where asphalt is being placed in layers of compacted thickness less than 100 mm, initial rolling shall be performed with a steel wheeled roller with the driving roll nearer the paver except on steep grades or on sharp curves where the steering roll shall be nearer the paver. Transverse and/or longitudinal joints shall be rolled first. Rolling shall continue longitudinally, commencing on the lower side and proceeding to the higher side of the paver run. The roller shall overhang the unsupported edges of the paver run by about 0.1 m. Each longitudinal pass shall overlap the previous pass by about 0.1 m and adjacent passes of the roller shall be of different lengths.

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11.30.3 Initial Rolling of Layers of Compacted Thickness of 100mm or more

Where asphalt is being placed in layers of compacted thickness of 100mm or more the initial rolling of transverse and longitudinal joints and of unsupported edges shall be performed using a steel wheeled roller.

Elsewhere the initial rolling shall be performed using either a self propelled pneumatic tyred multi-wheeled roller as specified in Clause 11.23.3(c) or a steel wheeled roller. The driving roll or wheels shall be nearer the paver. Tyers of self-propelled pneumatic tyred multi-wheeled rollers may be operated dry. Transverse and/or longitudinal joints shall be rolled first. Rolling shall proceed from the lower side of the paver run to the higher side, but rolling within 0.2m of an unsupported edge shall be delayed to minimise possible displacement of the asphalt.

Initial rolling of the 0.2m strip adjacent to the unsupported edge shall be performed with the steel wheeled roller which may overhang the edge of the asphalt by not more than 0.1m.

Where a steel wheeled roller is used, each longitudinal pass shall overlap the edge of the previous pass by about 0.1m. If a self propelled pneumatic tyred multi-wheeled roller is used, each longitudinal pass shall overlap the previous run by a minimum of about 1m. Adjacent passes of the roller shall be of different lengths.

11.30.4 Secondary Rolling

Secondary rolling shall be performed as soon as possible after initial rolling and shall be performed with a self propelled pneumatic tyred roller with the driving wheels nearer the paver except of steep grades or on sharp curves where the steering wheels shall be nearer the paver. Rolling shall be carried out longitudinally commencing on the lower side and proceeding to the higher side of the paver run. Each roller pass shall substantially overlap the previous pass and adjacent passes shall be of different lengths.

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11.30.5 Final Rolling

Final rolling to eliminate all roller marks shall be performed with a steel wheeled nonvibrating roller.

11.30.6 Echelon Paving

When paving in echelon, the edge of the paver run common to adjacent pavers shall be left unrolled for a width of 0.2m until the longitudinal joint has been constructed. This strip shall be rolled together with the edge of the adjacent paver run. Rolling shall commence before the temperature of the asphalt along the edge of the first paver run has fallen below 95oC.

11.30.7 Avoidance of surface defects

The speed of rollers shall be such as to avoid undue displacement of the asphalt. Any vibratory mechanism of the roller shall be disengaged before stopping or reversing direction of the roller.

Rollers shall not remain stationary on asphalt that is still warm. Roller wheels shall be kept free from any build-up.

Surface defects occurring as a result of rolling shall be corrected immediately.

11.30.8 Areas Inaccessible to Rollers

Asphalt placed in areas inaccessible to rollers shall be thoroughly compacted using plant complying with the requirements of Clause 11.23.3.

11.30.9 Opening to Traffic

Freshly placed layers of asphalt shall not be trafficked without the consent of the Superintendent’s Representative.

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11.31 REQUIREMENTS FOR TESTING AND ACCEPTANCE OF COMPACTION

11.31.1 General

A lot will usually consist of that part of a particular layer of asphalt which is placed and compacted in one day but any work which is cracked or contains bony or fatty material or is otherwise deemed unsuitable by the Superintending Office will be excluded from the lot by the Superintendent’s Representative before testing commences. Excluded areas shall be rectified by the Contractor using methods agreed to by the Superintendent’s Representative and shall be re-presented for testing.

For each lot, density tests will be performed on core samples taken from the layer except that for a layer of nominal thickness 50mm or greater a nuclear gauge may be used to measure density in situ. Sites for density testing will be selected on an essentially random basis provided that no site will be selected within 150mm of a joint constructed against a cold edge.

For core sample tests, the layer thickness is the mean thickness of the core samples and for nuclear gauge tests, the layer thickness is the nominal layer thickness.

For asphalt relative compaction is defined as the ratio between the field bulk density and the bulk density of the job mix when compacted in the laboratory.

Work will be tested for compliance with Scale A or Scale B requirements for testing and acceptance of compaction as specified in Clause 11.35(h) and as provided in Clauses 11.31.2 and 11.31.3 except that if no scale is specified in Clause 11.35(h) work shall be tested for compliance with Scale A requirements where one or more individual core thickness or the mean value of the core thicknesses are less than the relevant values shown in Table 16 these requirements for compliance shall not apply.

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Table 16Size of Aspahlt

IndividualCore Thickness

(mm) (min)

Mean Valueof Core Thickness

7 11 1510 15 2014 21 3020 30 35

11.31.2 Scale A Requirements for Testing and Acceptance of Compaction

The work represented by a lot of six tests shall be accepted or rejected as shown in Table 17.

Table 17For Layers Less Than 50mm

ThicknessFor Layers 50mm Thickness or

GreaterCharacteristic

Value of Relative

Compaction (Rc)

Action to be taken Characteristic Value of Relative

Compaction (Rc)

Action to be taken

93.0% or more Nil - lot will be accepted


90.0% to 92.9%

Lot will be accepted at a reduced rate

calculated by P = 10 Rc - 830

90.0% to 94.9%

Lot will be accepted at a reduced rate calculated by

P = 6 Rc - 470Less than

90.0%Remove and

replace or alternatively the lot may be accepted at a rate fixed by the Superintendent's

Representative not greater than 70% of the scheduled rate

Less than 90.0%

Remove and replace or

alternatively the lot may be

accepted at a rate fixed by the

Superintendent's Representative not greater than

70% of the scheduled rate

(Rc) is the Characteristic Value of Relative Compaction for the lot and (P) is the percentage of the relevant scheduled rate to be paid which shall not be greater than 100%.

Where the Contract is a lump sum Contract the relevant scheduled rate will be that shown in the schedule of prices accompanying the lump sum tender or such other rate or price as the Superintendent’s Representative may fix.

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11.31.3 Scale B Requirements for Testing and Acceptance of Compaction

For work represented by a lot of three tests shall be accepted or rejected as shown in Table 17.

Table 18For Layers Less Than 50mm Thickness

For Layers 50mm Thickness or Greater

Characteristic Value of Relative Compaction (Rm)

Action to be Taken

Characteristic Value of Relative Compaction (Rm)

Action to be Taken



90.0% to 93.9% Lot will be accepted at a reduced rate calculated by P = 75 R - 605

90.0% to 95.9% Lot will be accepted at a reduced rate calculated by P = 5 Rm - 380

Less than 90.0% Remove and replace or alternatively the lot may be accepted at a rate fixed by the Superintendent's Representative not greater than 70% of the scheduled rate

Less than 90.0% Remove and replace or alternatively the lot may be accepted at a rate fixed by the Superintendent's Representative not greater than 70% of the scheduled rate

(Rm) is the mean of the individual relative compaction tests for the lot and (P) is the percentage of the relevant scheduled rate to be paid which shall not be greater than 100%.

Where the Contract is a lump sum Contract the relevant scheduled rate will be that shown in the schedule of prices accompanying the lump sum tender or such other rate or price as the Superintendent’s Representative may fix.

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11.32 EQUIPMENT FOR SETTING OUT AND CHECKING

The contractor shall provide the following equipment at the paving site for setting out, for checking levels and depths of asphalt layers and for measuring asphalt temperature.

(a) measuring tapes and boning rods(b) depth gauges(c) 3m straight edge(d) thermometers for measuring temperatures of asphalt before spreading and

during compaction.

11.33 SURFACE FINISH, SHAPE AND THICKNESS

The finished surface of asphalt wearing course shall be of uniform appearance, free of dragged areas, cracks and open textured patches. Each layer shall, after final compaction, conform within the following limits to the levels, lines, grades, thicknesses and cross-sections specified or shown on the drawings or directed by the Superintendent’s Representative.

11.33.1 Level

The level of the top of each layer shall not differ from the specified level by more than 10mm, except that where asphalt is placed against kerb and channel the surface at the edge of the wearing course shall be flush with or nor more than 5mm above the lip of the channel unless otherwise specified or shown on the drawings.

11.33.2 Shape

No point on the finished surface of the wearing course shall lie more than 4mm below a 3m straight edge laid either parallel to the centreline of the pavement or, except on crowned sections, at right angles to the centreline. For immediate and base course layers, the distance below the straight edge shall not exceed 6mm and 10mm respectively.

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11.33.3 Thickness

Where payment has been scheduled at a rate per square metre, the average compacted thickness of each layer of asphalt shall be not less than the thickness specified in Clause 11.35(h) or shown on the drawings. Where the above tolerances are exceeded, the Superintendent’s Representative will direct that the defective areas of asphalt be:

(a) removed and replaced, or(b) regulated using methods and materials approved by the

Superintendent’s Representative for the purpose, or(c) corrected during the placing of a subsequent layer, or(d) allowed to remain, subject to such conditions as the

Superintendent’s Representative may impose.

No extra payment will be made for any excessive quantity of bituminous concrete used. The Contractor's price for finished asphalt is to be binding. The Contractor shall if requested by the Superintendent, produce delivery dockets for examination to show that the material has been laid at the rate of coverage required. The Superintendent reserves the right to take cores in order to check the actual depth of asphalt laid.

11.34 TESTS

A laboratory shall be provided at the mixing plant by the Contractor for the Contractor or the Superintendent’s Representative or their representatives to carry out tests on the components and the asphalt mix. The laboratory shall comply with the relevant requirements of AS 2341 and AS 2891.

*NOTE: To be filled out for each project

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11.35 SCHEDULE OF DETAILS

***(a) Mix Requirements (Clause 11.2, 11.4, 11.6, 11.8 and 11.27).Table 19

Layer Type of Asphalt Size ofAsphalt

Polished Stone

Value ofSource Rock

Class ofBitumen

*

Wearing

Intermediate 1

Intermediate 2

Base 1

Base 2

Regulation

* Class 170 unless otherwise shown

***(b) Commencement and Completion (Clause 11.16)Table 20

Section Number of Weeks orConsecutive WorkingDays for Completion

***(c) Rate of Delivery (Clause 11.17)The rate of delivery shall be not less than:

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Table 21Layer Main Carriageways Restricted Areas

Tonne perHour

Tonne perDay

Tonne perHour

Tonne perDay

Wearing

Intermediate

1

Intermediate

2

Base 1

Base 2

Regulation

***(d) Possession of Paving Site (Clause 11.18)Table 22

Section Width Hours

***(e) Provision for Traffic (Clause 11.19)Number of traffic controlmen required per paving crew - **.............******(f) Total Paver Width Required Per Run (Clause 11.23.2)

Table 23Total Paver Width (metres)*

Layer Standard (1.8 -4.3m) Width (up to 8.0m) EchelonWearing

Intermediate 1

Intermediate 2

Base 1

Base 2

Regulation

*Insert paver width required per run***(g) Automatic Level Control Device Required [Clauses 11.23.2 and 11.28.2]

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Table 24Layer Fixed Wire Levelling Joint

MatchingTransverse

String Line Beam Shoe Slope Control

Wearing

Intermediate

1

Intermediate

2

Base 1

Base 2

Regulation

***(h) Placing Requirements (Clause 11.28, 11.31 and 11.33)

Table 25

LayerCompactedThickness

(mm)

Requirement forTesting and

Acceptance ofCompaction*

Wearing Scale

Intermediate 1 Scale

Intermediate 2 Scale

Base 1 Scale

Base 2 Scale

Regulation # Scale

# Range or nominal thickness* Scale A unless otherwise shown

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SECTION 12 - SPECIFICATION FOR CONSTRUCTION OF ASPHALT PAVING

12.1 Standards

12.2 General

12.3 Surface Finish, Level, Shape and Thickness

12.4 Approval Prior to Placing Asphalt

12.5 Type of Asphalt and Materials

12.6 Delivery


12.8 Compaction

12.9 Ambient Conditions for Placing

12.10 Tack Coat

12.11 Equipment for Setting Out and Checking

12.12 Final Layer

ID 6012

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12.1 STANDARDS


AS 2734 Asphalt (Hot-Mixed) Paving - Guide to Good PracticeAS 2809 Road Tank Vehicles for Dangerous GoodsAS 2891 Methods of Sampling and Testing Asphalt

12.2 GENERAL

Refer to Section 11 - Specification for Asphalt for manufacture, supply and placing of asphalt. This section covers the requirements for laying and compacting asphalt paving.

12.3 SURFACE FINISH, LEVEL, SHAPE AND THICKNESS

The finished surface of asphalt wearing course shall be of uniform appearance, free of dragged areas, cracks and open textured patches. Each layer shall, after final compaction, conform within the following limits to the levels, lines, grades, thicknesses and cross-sections specified or shown on the drawings or directed by the Superintendent’s Representative.

12.3.1 Level

The level of the top of each layer shall not differ from the specified level by more than 10mm, except that where asphalt is placed against kerb and channel the surface at the edge of the wearing course shall be flush with or nor more than 5mm above the lip of the channel unless otherwise specified or shown on the drawings.

12.3.2 Shape

No point on the finished surface of the wearing course shall lie more than 4mm below a 3m straight edge laid either parallel to the centreline of the pavement or, except on crowned sections, at right angles to the centreline. For immediate and base course layers, the distance below the straight edge shall not exceed 6mm and 10mm respectively.

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12.3.3 Thickness

Where payment has been scheduled at a rate per square metre, the average compacted thickness of each layer of asphalt shall be not less than the thickness specified in Clause 11.35(h) or shown on the drawings. Where the above tolerances are exceeded, the Superintendent’s Representative will direct that the defective areas of asphalt be:

(a) removed and replaced, or(b) regulated using methods and materials approved by the

Superintendent’s Representative for the purpose, or(c) corrected during the placing of a subsequent layer, or(d) allowed to remain, subject to such conditions as the

Superintendent’s Representative may impose.

No extra payment will be made for any excessive quantity of bituminous concrete used. The Contractor's price for finished asphalt is to be binding. The Contractor shall if requested by the Superintendent, produce delivery dockets for examination to show that the material has been laid at the rate of coverage required. The Superintendent reserves the right to take cores in order to check the actual depth of asphalt laid.

12.4 APPROVAL PRIOR TO PLACING ASPHALT

Prior to placing asphalt, the Contractor shall obtain from the Superintendent, written approval to proceed. The Contractor shall be responsible for making good any damage to, and maintaining to the satisfaction of the Superintendent, the pavement course on which he is to place the asphalt course, notwithstanding that approval has been previously given for further works to proceed. Should the placing of the asphalt layer be delayed for any reason whatsoever by more than 14 days, written approval shall again be obtained from the Superintendent before asphalt works can proceed.

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12.5 TYPE OF ASPHALT AND MATERIALS

All materials used in the manufacture of the asphalt shall fully comply with Section 12.1 of this Specification. The asphalt type shall be designated on the drawings or designated on the accompanying schedules.

12.6 DELIVERY

Delivery shall be made during the hours specified or approved by the Superintendent. Asphalt which is segregated, has been overheated, is too cold, contains separate bitumen or uncoated particles or which appears to the Superintendent to not comply with the Specification shall be removed from the site at the Contractor's expense.

All delivery vehicles shall be of a type approved by the Superintendent. Vehicles bodies shall be such that the asphalt cannot leak or spill, and shall be fitted with covers of such size, thickness, and material as will minimise the loss of heat from the load.

The interior of each vehicle body shall be cleaned of all foreign materials and lightly lubricated as necessary with a slightly detergent solution or other approved material. All foreign material and excess lubricate shall be removed prior to loading the vehicle.


Construction plant shall comply with the following requirements except that other items and types of plant may be used subject to the approval of the Superintendent :-

(a) Sprayers

Sprayers shall be capable of uniformly spraying the tack coat through jets in a spray bar at the desired rate of application. Spray bars shall be fitted with end shields. Each sprayer shall be fitted with a hand lance.

(b) Pavers

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Pavers shall be self-propelled. They shall be equipped with hoppers and distributing screws of the counter-rotation type to place the asphalt evenly in front of the screed. Means shall be provided to heat the screed uniformly over its full width.

Pavers shall be capable of spreading the asphalt without segregation in thicknesses between 12mm and 150mm and to widths between 1.8m and 4.3m except in the case of wide or twin pavers which shall be capable of spreading to widths up to 8.0m.

(c) Compaction Plant

Rollers shall comply with the following requirements :-

(i) All rollers

Rollers shall be self-propelled and capable of reversing without backlash. Rollers shall be fitted with brushes or similar devices to enable the contact surface of each roll or type to be kept uniformly damp with a minimum amount of water and free from foreign material. The taps controlling the rate of flow shall be readily accessible to the driver. Water shall not be allowed to run directly from taps on to the asphalt being compacted.

(ii) Steel Wheeled Rollers

Steel wheeled non-vibrating rollers shall have a mass of not less than 7 tonne and shall have a static load intensity of not less than 3.5 tonne per metre width of drive roll.

Steel wheeled vibrating rollers shall have a total mass of not less than 6 tonne and shall have a static load intensity of not less than 2 tonne per metre width of vibrating roll.

(iii) Pneumatic Tyred Multi-Wheeled Rollers

Pneumatic typed multi-wheeled rollers shall have smooth tyres of equal size.

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Rear wheels shall be offset relative to the front wheels to give overlapping tyre paths and complete coverage for the effective width of the roller. Tyres shall be capable of being inflated to 700kPa. For compacting in confined areas, the contractor shall use a small vibrating roller and/or a mechanical impact or vibrating type hand-operated compactor of size and mass acceptable to the Superintendent.

12.8 COMPACTION

Asphalt shall be uniformly compacted to the Standards specified as soon as the asphalt will support the roller without undue displacement. Standard rolling procedures shall be adopted for compaction unless otherwise approved by the Superintendent. The speed of the rollers shall at all times be slow enough to avoid undue displacement of the asphalt. Final rolling with a steel wheeled non-vibrating roller shall give a finish free from all roller marks.

12.9 AMBIENT CONDITIONS FOR PLACING

The surface on which asphalt is to be placed shall be essentially clean, dry and free from puddles.

Where the compacted thickness of the layer is less than 75mm, asphalt shall not be placed when the air temperature is less than 10oC or when winds cool the asphalt to such extent that in the opinion of the Superintendent, placing will be adversely affected. In an emergency, when the air temperature is less than 10oC, approval may be given by the Superintendent to place asphalt but only under such conditions as the Superintendent may direct.

Asphalt shall not be placed when the air temperature is less than 5oC.

12.10 TACK COAT

Tack coat shall consist of cationic bitumen emulsion and shall be applied only to a clean, essentially dry surface, free from puddles. Subject to the consent of the Superintendent, such emulsion may be diluted by the addition of up to 50% of clean water.

The interior of tanks, pipework, spray bars and jets of tack coat sprayers shall be kept clear of foreign materials at all times. Pipework, spray bars and jets shall be empty of tack coat materials before spraying commences. Tack coat shall be applied through jets in the spray bar at a rate to be determined by the Superintendent. This rate shall be between 0.30 and 0.75 litres per square metre. Tack coating shall cease if the sprayer does not spray uniformly at the pre-determined rate of application.

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When spraying the tack coat, shields shall be used and all necessary precautions taken to protect kerbs, channels, adjoining structures, traffic and parked vehicles.

Where asphalt is to be spread over clean, freshly laid asphalt, or over a clean, dry and cured primed surface, or where the depth of the layer exceeds 50mm, the Superintendent may require the Contractor to omit the tack coat.

12.11 EQUIPMENT FOR SETTING OUT AND CHECKING

The Contractor shall provide the following equipment at the paving site for setting out, for checking levels and depths of asphalt layers and for measuring asphalt temperature.

(a) measuring tapes and boning rods(b) depth gauges(c) 3m straight edge(d) thermometers for measuring temperatures of asphalt before spreading and

during compaction.

12.12 FINAL LAYER

The Contractor where applicable shall lay the final asphalt lay no less than three months after the base course asphalt unless otherwise directed by the Superintendent’s Representative.

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SECTION 13 - SPECIFICATION FOR PRIMING AND PRIMERSEALING

13.1 Standards

13.2 General

13.3 Plant

13.4 Materials

13.5 Depot

13.6 Preparation of Bituminous Materials

13.7 Method of Work

13.8 Second Seal

13.9 Weather Limitations

13.10 Protection of the Work and the Travelling Public

13.11 Supervision

ID 6013

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13.1 STANDARDS


AS 1160 Bitumen Emulsions for Construction and Maintenance of Pavements

AS 1742.3 Traffic Control Devices for Works on RoadsAS 1743 Road Signs - SpecificationsAS 2008 Residual Bitumen for PavementsAS 2157 Cutback BitumenAS 2758.2 Aggregate for Sprayed Bitumen SurfacingAS 2341 Methods of Testing Bitumen and Related Roadmaking

Products

13.2 GENERAL

This specification covers the supply of plant, materials, the use of materials, the cleaning of the surface to be treated, the application of primer and/or primerbinder, and the supply and/or lifting, carting, spreading and rolling of aggregate as described hereinafter.

13.3 PLANT

The Contractor shall supply all necessary plant and equipment to the approval of the Superintendent's Representative, in order to carry out the works, the major items of which shall comprise:

(a) Road Broom(s)

Rotary road brooms to be used on the works shall be either drawn or self-propelled with a minimum core width of 1.8m and shall be capable of cleaning the road prior to the application of primer or primer-binder to the satisfaction of the Superintendent's Representative.

(b) Sprayer(s)

The sprayer(s) to be used on the work shall be of not less than 1800 litres capacity and shall be equipped with suitable spray bars and appliances so designed as to distribute evenly, material within the temperature range as set by the Superintendent's Representative.

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The spray(s) shall be fitted with thermometers to indicate the temperature of material in the tank. The sprayer(s) shall be fitted with heating equipment capable of maintaining and/or raising the temperature of the material to within the specified spraying temperature range. The heating equipment shall not be used at a capacity which will raise the temperature of the material at a rate in excess of 16oC per hour.

Each sprayer shall be designed and fitted with controlling devices to constantly maintain a uniform discharge as pre-determined by calibration for each width of spray of material as it passes through the spraying jets which shall be of a type approved by the Superintendent's Representative.

The sprayer(s) shall be equipped with a circulating system capable of thoroughly mixing all of the material in the sprayer tank at a rate of not less than 1000 litres per minute.

Each sprayer shall be fitted with a bitumeter head reading distances in metres and speeds in metres per minute. The sprayer(s) shall be capable of spraying uniformly both transversely and longitudinally primers and/or primerbinders at rates of application as directed, which may be between 0.2 and 2.0 litres per square metre in widths from 0.6m up to not less than 7.5m in increments of 0.1m. If under this Contract it is proposed to use spray bars constructed to imperial dimensions the increments shall then be 4 inches (101.6mm).

Such sprayer(s) shall be calibrated for capacity and fitted with a calibrated dipstick approved by the Superintendent's Representative. Sprayer(s) shall be fitted with adjustable guide rods which project to a point approximately 3m directly in front of the sprayer driver.

The Contractor shall only use a sprayer(s) for which a current spraying table has been issued, indicating the pressures and/or pump shaft speeds to be maintained for various widths of application and the road speed in metres per minute for various rates of application. The spraying table shall be carried on the sprayer so that it can readily be readily inspected by the Superintendent's Representative at any time.

Each sprayer shall, when spraying, be operated by a crew as follows :-

The driver shall control the direction of the sprayer.

One of the crew excluding the sprayer driver, from within the cabin shall control and maintain the forward speed of the sprayer at the speed indicated in the spraying table for the desired rate of application.

The operator shall be at the rear end of the sprayer and shall control the starting and stopping of a uniform discharge of material through the spraying jets.

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In the case of a sprayer fitted with a by-pass valve and pressure gauge the operator shall control and maintain the desired pressure in accordance with the spraying table.

(c) Loading Equipment

Equipment for loading aggregate from quarry or roadside stacks into motor trucks, shall be a Vic Roads type aggregate loader(s) or its equivalent unless approval is granted by the Superintendent's Representative to the use of a front end loader(s).

A Vic Roads type aggregate loader(s) or its equivalent shall be equipped at all times with a full set of screens and mild steel sheets.

(d) Motor Tip Truck(s)

Motor tip truck(s) fitted with metal tipping bodies shall be used to convey the aggregate to the work site. The truck(s) shall have attachments to fit an approved box type spreader. Trucks shall be fitted with pneumatic tyres approved by the Superintendent's Representative.

(e) Aggregate Spreader(s)

Mechanical aggregate spreader(s) capable of uniformly spreading the aggregate shall be used. Aggregate spreader(s) shall be the box type and/or the rotating belt type and/or some other type approved by the Superintendent's Representative.

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(f) Drag Broom(s)

The drag broom(s) shall be constructed so that the pressure on the broom bristles can be controlled. The drag broom(s) shall be capable of distributing aggregate evenly without damaging the work.

(g) Roller(s)

Roller(s) shall be self-propelled multi-wheeled pneumatic tyred roller(s) weighing not less than 8 tonnes and with tyre pressure up to 700 kPa and shall be used as and when directed by the Superintendent's Representative.

(h) Tractor(s)

Tractor(s) fitted with pneumatic tyres approved by the Superintendent's Representative shall be used to tow drawn roller(s), drawn rotary road broom(s) and drawn drag broom(s) and shall be operated in such a manner as to avoid damage to the work.

The Contractor shall submit with his tender a statement indicating the plant and equipment he proposes to use on the works of this Contract.

13.4 MATERIALS

Unless the Superintendent's Representative directs otherwise, the Contractor shall supply all materials required for priming and primersealing in accordance with this specification. The Contractor shall have access to sufficient storage of such materials to enable the ordered work to be done at 24 hours notice.

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Materials for any particular work may be of the following:

DistillateDiesel fuel oilPower keroseneCrude vertical retort tarCrude horizontal retort tarTar oilClass R90 bitumenCutback bitumen primers AMC CO, AMC O and AMC 1Special cutback bitumen primersSpecial cutback bitumen primer bindersPetroleum tarsCoke oven tarAdhesion agentAny mixtures of the above materialsAny other materials which together with full technical details may be offered by the Contractor.

The quality of the materials supplied shall comply with the relevant current Australian Standards, including AS 1160 Bitumen Emulsions for Construction and Maintenance of Pavements, AS 2008 Residual Bitumen for Pavements, AS 2157 Cutback Bitumen and AS 2758.2 Aggregate for Sprayed Bituminous Surfacing.

If there is no specification then any material which the Contractor proposes to supply shall not be used unless it has been approved and accepted by the Superintendent's Representative.

13.5 DEPOT

The Contractor shall nominate the location of the depot or depots from which he proposes to operate during the currency of the Contract.

13.6 PREPARATION OF BITUMINOUS MATERIALS

The heating of materials required for priming and/or primersealing shall be strictly controlled and the following spraying temperatures shall be observed unless otherwise directed by the Superintendent's Representative:

Table 1Type of Material Grade Spraying

Temperature oC

Coal Tar C.V.R. Tar 40 - 50C.H.R. Tar 45-55

Petroleum Tar Very Light 20 - 35

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Light 35 - 45Heavy 55 - 70

Primerbinder 100 - 120

Coke Oven Tar Very Light 15 - 30Light 40 - 50

Heavy 55 - 70

Cutback Bitumen AMC.00 AmbientAMC.0 35 - 55AMC.1 60 - 80

Special Cutback Bitumen

Very Light Ambient

Table 1 (Cont’d)Type of Material Grade Spraying

Temperature oC

Proprietary Grades Light 30 - 45Heavy 55 - 70

Primerbinder 110 - 130

Bitumen Class R90 178 - 185

Unless the Superintendent's Representative directs otherwise the temperatures of the materials at the time of spraying shall be within the limits shown above and the upper limit of temperatures shown shall not be exceeded at any time.

The spraying temperatures for any other material or mixtures of materials shall be as directed by the Superintendent's Representative. Materials shall not be reheated unless approval has been obtained from the Superintendent's Representative.

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13.7 METHOD OF WORK

13.7.1 Preparation of the Road Surface

Prior to the application of a primer or primerbinder, the surface to be covered shall be swept clean and free from dust, dirt, caked clay and loose foreign materials by means of a rotary road broom and/or any other method approved by the Superintendent's Representative. Particular care shall be taken to thoroughly clean the outer edges of the surface to be treated.

Sweeping shall continue until all dust or loose dirt is removed and the top surfaces of the larger sized aggregate on the surface is exposed. Where required, handbrooming shall be used at intersections, bellmouths and other areas as directed by the Superintendent's Representative.

13.7.2 Application of Primer

Primer shall be applied uniformly to the specified areas. Unless otherwise directed by the Superintendent's Representative, primer shall be applied only to one half of the width to be treated at a time. It shall be sprayed 100mm wider than the half width of pavement. The inner edge shall be over the centreline by 25mm (to provide an overlap when the primer is applied to the second half width) and 75mm outside the outer edge. The second half width shall not be primed until the first half has dried and will not be damaged by traffic. If permission to prime full width has been given by the Superintendent's Representative, the primer shall be applied over a width 200mm wider than the width of the proposed seal.

When the primer is applied in half width or in part of the full width as directed by the Superintendent's Representative, the application on each width shall be arranged so as to provide for a lap of 50mm over the adjoining previously sprayed primer in order to provide a uniform film of material over the full width. Primer shall be sprayed at the temperature as directed by the Superintendent's Representative.

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The Contractor shall make good by re-priming any failures or deficiencies in the primed surface caused by faulty spraying, blocked jets, incorrect operation of the plant, use of materials not complying with the specification or other than those ordered, or any reason within the control of the Contractor.

13.7.3 Application of Primerbinder

Primerbinders shall be applied in a manner similar to that specified under Clause 13.7.2 “Application of Primer”. Primerbinders shall be sprayed at a temperature as directed by the Superintendent's Representative.

The Contractor shall make good by re-primersealing any failures or deficiencies in the primersealed surface caused by faulty spraying, blocked jets, incorrect operation of the plant, use of materials not complying with the specification or other than those ordered, or any reason within the control of the Contractor.

Before the spraying of any load of primerbinder commences the Contractor shall ensure that sufficient aggregate to completely cover the load to be sprayed is at the work site in motor tip trucks.

13.7.4 Application of Class R90 Bitumen Binder or Equivalent

The Superintendent's Representative may require that a sprayed seal using Class R90 bitumen, fluxed and cut back as directed, be done under the Contract. This work shall be in accordance with the relevant provisions of clauses 13.7.2 and 13.7.3 under Method of Work.

The temperature of the Class R90 bitumen after loading into the sprayer shall be between 178oC and 185oC.

Fluxing and cutting back shall be done in the sprayer when located near the job site, in the presence and at the direction of the Superintendent's Representative. Fluxing shall be done with diesel fuel oil or distillate and cutting back with power kerosene.

The Superintendent's Representative may direct that an adhesion agent approved by the Superintendent's Representative be added to the binder at a rate of one litre per 200 litres of bitumen. This ratio is based on the volume of bitumen measured at 15oC.

The mixture shall be circulated in the sprayer tank at a rate of approximately 1000 litres per minute for a minimum period of 20 minutes after the addition of the last additive.

The temperature of the fluxed and/or cut back bitumen after the above 20 minute circulating period shall be recorded. If the temperature of this

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material falls by more than 4oC it shall be reheated back to the previously recorded temperature, prior to the commencement of spraying.

13.7.5 Additives

The use of additives such as polymer modified products or rubber in binder may be used subject to prior approval from the Superintendent's Representative and application in accordance with the manufacturer's recommendations.

13.7.6 Papering

In order to ensure that all jets in the spray bar are delivering their proper quantity of material and to ensure clean cut-offs, the Contractor shall lay sufficient paper at the commencement and end of each length of road to be sprayed.

Paper shall be used if the sprayer drips or leaks when standing on the pavement. Papers described above shall be Kraft 215 grammage or an equivalent approved by the Superintendent's Representative.

When spraying operations are adjacent to or in the vicinity of bridge parapets, handrails and kerbs, and in areas where kerbs and channels exist, they shall be protected by papering and/or by an alternative method approved by the Superintendent's Representative.

Unless otherwise directed the Contractor shall remove from the job and dispose of, in accordance with the requirements of the Environment Protection Authority, all papers and other materials placed by him for the above purposes immediately after the work has been completed and to the satisfaction of the Superintendent's Representative.

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13.7.7 Rates of Application - Tolerances

Spraying tables shall include allowances for the expansion of primerbinders and primerbinders being sprayed at elevated temperature. The forward speed of a sprayer shall be in accordance with that given for primers and primerbinders as shown on the current spraying table.

When the actual rate of application of bituminous material exceeds the agreed rates, payment will be made only for the specified rate of application for each load plus up to 0.05 litre per square metre.

When the actual rate of application of bituminous material is less than that specified, payment will be made for the actual litres sprayed.

In the event of a failure occurring due to the actual rate of application of primerbinder being less than that specified, the Contractor shall make good such work to the satisfaction of the Superintendent's Representative, and at no additional cost to the Shire.

All rates of application of primer and primerbinder specified in this specification, or in any instruction issued to the Contractor, refer to residual rates of application at 15oC.

13.7.8 Aggregate Details

(i) Loading Aggregate

The loading of aggregate shall be done with an approved type aggregate loader. A front end loader may be used only when approval is granted by the Superintendent's Representative.

(ii) Spreading Aggregate

The covering aggregate may be either sand, grit, size 5, size 7, size 10 or size 13 screenings. It shall be loaded into pneumatic tyred tip trucks and shall be spread uniformly.

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The spreading of aggregate shall commence immediately after the application of the primerbinder and shall continue without delay until all the primerbinder has been covered. The trucks and spreaders used to apply the aggregate shall be capable of distributing the aggregate uniformly onto the primerbinder without damaging the work. Immediately after spreading and before rolling, the bare areas shall be covered by hand brooming and/or hand spotting up and any spillage or overlapping of aggregate shall be removed. At least two hand brooms shall be used. Hand spreading shall only be permitted for spotting up.

When less than the full width of the pavement is sprayed, the aggregate shall be spread on the primerbinder to which 50mm of the edge of the adjacent section to permit the desired overlap of the primerbinder when spraying that adjacent section. Spreading rates of aggregates shall be as directed by the Superintendent's Representative.

(iii) Gritting

When directed by the Superintendent's Representative primed surfaces shall be gritted to obviate undue delay to traffic. No primer shall be gritted for at least three hours after spraying or until directed by the Superintendent's Representative.

(iv) Precoating of Aggregate

All aggregate for a Class R90 bitumen binder seal coat shall be precoated with diesel fuel oil or distillate or with a solution of one part by volume of adhesion agent for 100 parts of diesel fuel oil or distillate, unless otherwise directed by the Superintendent's Representative.

The precoating shall be such that a thin uniform film of precoating material is applied over each individual piece of aggregate and shall be done while the aggregate is being loaded into the tip trucks used to spread the aggregate on the job.

All aggregate precoating shall be done to the satisfaction of the Superintendent's Representative.

(v) Rolling

Rolling shall be by self propelled pneumatic tyred multi-wheeled rollers. Drawn multi-wheeled pneumatic tyred rollers shall not be used, unless approval has been obtained from the Superintendent's Representative.

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Rolling shall commence as soon as practicable after the aggregate has been spread, including any necessary spotting up and shall continue uniformly over the whole area until initial compaction has been achieved to the satisfaction of the Superintendent's Representative.

(vi) Drag Brooming

Drag brooming shall be carried out in conjunction with rolling to ensure that a uniform distribution of aggregate is achieved. The operation of the drag broom and the duration of drag brooming shall be as directed by the Superintendent's Representative.

13.8 SECOND SEAL

The second seal or reseal shall be placed no less than six months after the previous seal unless otherwise directed by the Superintendent’s Representative.

13.9 WEATHER LIMITATIONS

Unless specifically directed by the Superintendent's Representative no material shall be sprayed onto a surface which is wet or when the air temperature in the shade is less than 15oC.

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13.10 PROTECTION OF THE WORK AND THE TRAVELLING PUBLIC

Immediately prior to and during the progress of the work the Contractor shall at his own expense provide all necessary barriers, warning signs etc. for the protection of the work and the travelling public in accordance with the AS 1742.3 Traffic Control Devices for works on Roads. All signs used shall be constructed in accordance with AS 1743 Road Signs - Specification and shall be in good order and condition.

The Superintendent's Representative may direct the replacement of any signs not in acceptable condition or in accordance with the above standards.

The Superintendent's Representative shall arrange for all necessary barriers, warning signs, lights, etc, when the Contractor's work is completed.

The Contractor may be required to provide two (2) number traffic controlmen per job if directed by the Superintendent's Representative.

Each traffic controlman provided by the Contractor shall be equipped with a STOP-SLOW bat and a high-visibility safety jacket.

Traffic controlmen shall stop all traffic while spraying is in progress.

Where the Contractor is directed by the Superintendent's Representative to provide traffic controlmen a minimum of twelve hours notice shall be given.

13.11 SUPERVISION

The Contractor shall accept direction from the Superintendent's Representative concerning the order of or variations in procedure and the proper carrying out of the work. The Contractor shall afford such officer every facility to check rates of application, temperatures, quantities and for taking samples as required. Such officer shall tally all quantities to assess payment due to the Contractor.

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SECTION 14 -.SPECIFICATION FOR SEGMENTAL PAVING

14.1 General

14.2 Paving Units

14.3 Base Course

14.4 Edge Restraints

14.5 Bedding Sand

14.6 Spreading and Screeding of Bedding Sand

14.7 Laying of Pavers

14.8 Compaction

14.9 Jointing Sand

14.10 Filling of Joints

14.11 Pavement Pre-Loading


ID 6014

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14.1 GENERALSegmental paving shall be constructed in all areas as shown on thedrawings.

The Contractor shall supply and deliver sufficient paving units to satisfactorily complete works under this Contract and stockpile them in a manner that does not interfere with pedestrian or vehicle traffic.

14.2 PAVING UNITS

14.2.1 Clay Pavers

Clay pavers shall be manufactured from clay, shale or other argillacious materials which may be mixed with additives.

They shall be pressed or extruded and cut or moulded to the required shape then dried and fired.

The pavers will be of first quality and must comply with the requirements specified herein.

Testing shall be initiated by taking a random sample of pavers from a consignment in accordance with AS 1226.1 (1984) from which sub-samples are taken at random for specific tests.

Manufacturers Standards

. Minimum Nominal Thickness = 65 mm

. Dimensional Tolerances for a sampleof 20 pavers as specified inAS 1226.2 (1984) = +/- 4 mm

. Edge Treatment

(a) Bevelled Edge = 5 mm ( max. plan width)

(b) Rounded Edge = 7 mm ( max radius)

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. Compressive Strength based on = 45 mPaAS 1226.1 (1984) test methodand measured in accordancewith AS 1226.4 (1984)

. Transverse Breaking Load when = 5 KN (min.) sampled in accordance with

AS 1226.1 (1984) and measuredin accordance with methodprescribed in Brick Development Research Institute Design Note 13(c),January 1988, revised addition.

. Durability

Pavers shall have a durability classof exposure to resist salt attack as defined in AS 1225 - 1984.

. Pitting

Pavers shall conform to a 'moderate' standard as defined in AS 1225 - 1984.

. Slip/Skid Resistance

The slip/skid resistance of a paver shallbe determined by using British PendulumSkid Resistance Tester as defined in BrickDevelopment Research Institute,Design Note 13(c), ie. BPN = 60 (Minimum).

. Abrasion Resistance

Pavers shall have a high abrasion resistanceto satisfy current A.R.R.B. standards.

14.2.2 Concrete Pavers

Concrete paving units shall comply with the Concrete Masonry Association of Australia Manufacturing Specification MA20 (Specification for Concrete Segmental Paving Units issued by the Concrete Masonry Association of Australia ).

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Manufacturing Standards

. Minimum Nominal Thickness = 80 mm

. Dimensional Tolerance relative to = +/- 2 mm in the Manufacturers' specified the horizontal

dimensions plane= +/- 3 mm in thickness

. Edge Treatment - Bevelled Edge = 8 mm (Max. plan width)

. Compressive Strength = 45 mPa (Appendix C )

. Abrasion Index =1.5 ( Appendix 0)

14.3 BASE COURSE

The crushed rock base course shall be 3% cement treated and constructed in accordance with Section 6 of Council's specifications to a standard normally required for bituminous surfacing treatment.

For paving subject to traffic base course shall be 150mm concrete normally reinforced (25 mpa) in accordance with Section 7.

14.4 EDGE RESTRAINTS

Edge restraints shall be provided along the perimeter of all paving in the form of integral kerb and gutter, concrete kerb, or edge strip or established structure. The face of the edge restraint, where it abuts the paving units, shall be vertical down to the sub-base.

Edge restraints shall be constructed to the dimensions and levels shown on the drawings and shall be supported on a compacted sub-base not less than 75 mm thick.

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14.5 BEDDING SAND

The bedding sand shall be a naturally occurring angular sand having a grading within the range given below:

Sieve Size % Passing9.52mm 1004.75mm 90-1002.36mm 75-1001.18mm 55-90600umm 35-59300umm 8-30150umm 0-10

14.6 SPREADING AND SCREEDING OF BEDDING SAND

14.6.1 Spreading Bedding Sand

Bedding sand shall be spread in a uniform layer of a depth such that when compacted shall be within the range 20-30mm thick.

14.6.2 Screeding of Bedding Sand

The bedding sand shall be screeded in a loose condition to the nominated design profile and levels, plus the necessary allowance for compaction. The screeded sand shall be carefully maintained in a loose condition and protected against pre-compaction, both before and after screeding.

Spreading and screeding shall be carried out only to the extent of proposed laying of paving units for one days work. Screeded sand must be fully protected against pre-compaction, including rain. Any screeded sand which has been pre-compacted prior to the laying of paving units, or which has been left overnight, shall be removed and brought back to profile in a loose condition.

14.7 LAYING OF PAVERS

Paving units shall be placed onto the screeded uncompacted bedding sand in a 90 degree herringbone pattern unless otherwise approved. The paving units shall bear evenly on the sand. The units shall be placed to achieve a gap 2-4mm wide between units, such that all joints are correctly aligned.

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The first row of paving units shall abut an edge restraint with a gap of 2-4mm and shall be laid at a suitable angle to the restraint to achieve the required visual orientation of the completed pavement.

In each row, all complete paving units shall be laid first. Closure units shall be cut and fitted subsequently. Closure units shall not be less than 25% of the complete paving unit. Paving units shall be cut using an approved method, such as guillotine, bolster or power saw.

Concrete with 10 mm aggregate shall be used to infill gaps between 25 and 50mm after the paving units have been laid. Smaller gaps shall be filled with cement mortar. The colour shall match that of the paving units.

Paving units shall not be hammered into position, unless it is necessary to correct minor variations to the laying bond.

Care shall be taken to prevent pre-compaction of the bedding sand.

Prior to compaction, no construction traffic is to be allowed onto the laid paving units. Boards shall be provided for foot and barrow traffic.

14.8 COMPACTION

Paving units shall be compacted as soon as practicable after laying and prior to traffic usage. Compaction shall achieve consolidation of the bedding sand and bring the paving units to design levels and profiles with three passes of a suitable plate compactor.

Compaction shall not be carried out within 1 m of the laying face. Compaction shall continue until lipping has been eliminated between adjoining units.

Compaction shall be carried out using a high frequency, low amplitude mechanical, flat-plate vibrator. The plate area shall be sufficient to cover a minimum of 12 paving units.

All work to within 1 m of the laying face shall be compacted at the completion of a days work.

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14.9 JOINTING SAND

Both bedding and jointing sand shall be free of deleterious soluble salts or other contaminants likely to cause efflorescence or lead to the reduction of skid resistance.

The sand shall be of a uniform moisture content when spread and shall be protected against rain when stockpiled on site prior to spreading. The moisture content shall be in the range 4-8% at the time of placement.

Sieve Size % Passing2.36mm 1001.18mm 90-100600umm 60-90300umm 30-60150umm 15-3070umm 5-10

14.10 FILLING OF JOINTS

Joint filling shall be carried out immediately after compaction and prior to traffic being allowed on the paved area.

The sand shall be spread over the pavement and broomed into the joints. The pavement area shall then be further compacted by at least one pass of the vibrator.

14.11 PAVEMENT PRE-LOADING

As soon as practicable after the filling of joints, construction traffic shall be allowed to use the pavement area.

Where a pavement is required to carry heavy loads, the pavement area shall be further compacted by a pneumatic tyred roller of not less than 10 tonnes in weight and giving 5 to 10 passes.

Prior to the completion of construction, the pavement area shall be broomed to remove excess sand.

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All surfaces and pavement structures shall be true to line and levels, grades, thicknesses and cross sections shown on drawings.

Maximum permitted deviation from true surface level shall +/- 10mm with a maximum variation of 3mm between adjacent pavers at any point.

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SECTION 15 -.SPECIFICATION FOR LINEMARKING

15.1 Standards

15.2 General

15.3 Roadmarking Materials

15.4 Samples and Testing

15.5 Site Preparation

15.6 Noise - EPA

15.7 Health Act

15.8 Layout of Markings

15.9 Application of Markings

15.10 Raised Pavement Markers

15.11 Removal of Old Markings

15.12 Protection of Work

15.13 Information To B eSupplied With Quotations

ID 6015

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15.1 STANDARDS

The following Australian Standards shall apply to these works

AS 1742 Manual of Uniform Traffic Control DevicesAS 1743 Road Signs-SpecificationAS 1744 Forms of Letters and Numberals for Road Signs

(Known as Standard Alphabets for Road Signs)AS 1580 Paints and Related Materials-Methods of TestAS 2009 Glass Beads for Traffic MarkingsAS 2709 Paints for Road Signs-Low Gloss Polyurethane

(Two Pack)AS 4049.1 Paints and Related Materials

15.2 GENERAL

This section covers the requirements for installation and/or removal of pavement markings in roadmarking paint, thermoplastic roadmarking material, cold-applied plastic material or pliant polymer roadmarking tape carried out under period quotation. It also covers the installation and/or removal of raised pavement markers under period quotations.

15.3 ROADMARKING MATERIALS

(a) Roadmarking Paint

Paints shall comply with the requirements of Australian Standard AS4049.1 “Paints and related materials-Road marking materials, part 1: Solvent-borne paint - For use with drop-on beads”, or shall be a water-borne paint approved for use by VicRoads. The following paints are approved for use under this quotation:

(i) DULUX A1 Longlife 860 3300Alkyd roadmarking paint 841 63245Alkyd roadmarking paint 841 50995Alkyd roadmarking paint 841 62008Chlorinated rubber paint 809 50335Chlorinated rubber paint 809 50991Chlorinated rubber paint 809 36 851

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(ii) ANZOL White roadmarking paint, Product No. 236-8944White roadmarking paint, Product No. 860-8011White roadmarking paint, Product No. 252-8949White roadmarking paint, Product No. 202320 (L6953) Chlorinated rubber paint, Product No.L 6956

(iii) WATTYL Alkyd roadmarking paint, Product No. 581-39400 Water-borne roadmarking paint, Product No. FX 4851

(iv) SUPALUX M60 Alkyd White Product No 143001 Roadmarking Paint.

Approval to use other materials may be given on application to the Superintendent’s Representative.

(b) Thermoplastic Roadmarking Material

Thermoplastic roadmarking material used under this Contract shall comply with the requirements of Australian Standard AS4049.2 “Paints and related materials-Road marking materials, part 2: Thermoplastic road marking materials.”

The thermoplastic material shall be white in colour, except that yellow is required for tram land lines (fairways). The thermoplastic materials shall be suitable for use on roads surfaced with stone bound in a sprayed application of bitumen (sprayed seal), hot or cold mixed asphalt and Portland cement concrete, and shall resist deterioration by oil or fuel droppings from traffic. When in the plastic state the material shall not generate fumes which are toxic or otherwise injurious to persons or property.

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The precise product to be used from the range available shall be approved by the Superintendent’s Representative. Approval to use materials from other manufacturers may be given by the Engineer subject to the Contractor submitting satisfactory evidence that the material conforms to AS 4049.2 or BS 3262 with softening point range as specified in AS 4049.2 and that the material has been proved in service elsewhere at the thicknesses specified herein.

(c) Cold-applied Plastic Roadmarking Material

Cold-applied plastic roadmarking material shall be a PMMA resin based roadmarking material conforming with the colour, luminance and bead content requirements of AS 4049.2 Part 2 and which is approved by VicRoads.

The precise product to be used from the range available shall be approved by the Superintendent’s Representative. Approval to use other materials may be given by the Superintendent’s Representative subject to the Contractor submitting satisfactory evidence that the material conforms with the colour, luminance and bead content requirements of BS 3262 and has been proved in service elsewhere at the thicknesses specified herein.

(d) Pliant Polymer Roadmarking Tape

Pliant Polymer Roadmarking Tape shall be either “Stamark” or “Scotchlane” manufactured by 3M Corporation, or other commercially available tape approved by VicRoads.

Approval to use other materials may be given by the Superintendent’s Representative subject to the Contractor submitting satisfactory evidence that the material is equivalent in colour, luminance and thickness to the equivalent 3M product and that it has been proved in service elsewhere.

(e) Glass Beads

Drop-on glass beads shall be used on all roadmarkings except tape. They shall conform with Australian Standard 2009 Glass Beads for Traffic Markings.

Materials (b), (c) and (d) above are collectively defined as longlife materials.

(f) Raised Pavement Markers

Raised Pavement Markers shall comply with the requirements of AS1906, Retroreflective Materials and Devices for Road Traffic Control Purposes, Part 3 - Raised Pavement Markers (Retroreflective and Non Retroreflective).

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Approved suppliers are: Ray-O-Lite Australia Hardman Stimsonite Australia

Documents showing the product line complied with Australian Standard must be produced on request.

15.4 SAMPLES AND TESTING

It shall be the responsibility of the Contractor to ensure that the materials intended for use under this quotation comply with the above requirements and that documentary evidence of compliance be available for inspection by the Superintendent’s Representative.

While undertaking the work on site the Contractor shall, when requested by the Superintendent’s Representative and at no extra cost, apply samples of material to metal panels for appropriate testing.

The size of the samples shall be:

(a) Roadmarking Paint 500ml;(b) Glass Beads 500gm;

15.5 SITE PREPARATION

(a) Cleaning

The Contractor is to ensure that the area to be marked is dry and free from dirt, gravel, oil or other loose or deleterious material. Sweepings shall be collected and removed from the site to prevent contamination of the completed marking. Legal disposal of such sweepings shall be the responsibility of the Contractor. The cost of cleaning shall be included in the relevant schedule item for the work.

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(b) Surface Preparation - Stripping

Where the existing paint or other material is flaking, chipping or is in such a condition that adhesion of the new material to the road surface cannot be guaranteed for the required life of the marking, the Contractor shall obtain the agreement of the Superintendent’s Representative to the proposed method of surface preparation and its extent. Paint flakes or any grindings produced by surface preparation shall be collected and removed from the site to prevent contamination of the completed marking or the road environment. Legal disposal of material so collected shall be the responsibility of the Contractor. Surface preparation - Stripping will be paid for at the relevant schedule rate.

(c) Priming

Where the new marking is to be in longlife a tack coat or primer shall be used on the cleaned surface in accordance with the manufacturer’s recommendation. Where the Contractor believes a tack coat or primer is unnecessary, for example on new asphalt, he shall seek the approval of the Superintendent’s Representative to the omission of such tack coat or primer. The cost of tack coat or primer shall be included in the relevant schedule item for the work.

15.6 NOISE - EPA

The Environment Protection Authority do not appear to have direct control over noise emanating from road work sites.

It is Council policy to comply as far as practicable with the intent of the EPA’s regulations and policies and the following is provided for information.

The Special Gazette No 31 of 15 June 1989 being the State Environment Protection Policy (Control of Noise from Commerce Industry and Trade) is the means by which the Environment Protection Authority prescribes noise limits for “commercial, industrial or trade premises” (Clause 9). The day is split into a day period from 0700 hours to 1800hrs (6pm), an “Evening period” from 1800hrs to 2200hrs (10pm) and a “Night period” from 2200hrs to 0700hrs.

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The EPA have issued guidelines for ROAD REPAIR AND TRACK MAINTENANCE Clause D being:“If routine work is planned outside the hours specified by the schedule all affected premises in the residential area should be notified of the intended work, its duration and times of occurrence.” The hours in the schedule are 7am to 6pm Monday to Saturday and 9am to 6pm Sunday and Public Holidays.

15.7 HEALTH ACT

The Health Act 1958 Part 39A “applies to nuisances which are, or liable to be, dangerous to health or offensive and in particular to nuisances arising from or constituted by - ...”

...”(e) any noise or emission: or ...”

Part “41. “A council must remedy as far as is reasonably possible all nuisances in its municipal district.”

Part “42. A person must not-(a) cause a nuisance; or(b) knowingly allow or suffer a nuisance to exist on or emanate from any land

owned or occupied by or in the charge of that person.”

Part “435 (1) Any authorised officer of the Department or of any council or any authorised member of the police force may prosecute for any breach of or offence against this Act.”

Clearly it is the Court’s discretion as to what noise constitutes a nuisance.

A complainant’s medical condition may cause a noise to be dangerous to health in which case a prosecution may be successful.

Therefore the Contractor shall be responsible for minimising the noise of these stripping operations to comply with the spirit of the EPA’s Noise Regulations. Each job shall be assessed as to the likely impact of the proposed stripping and the Contractor shall carry out such stripping at a time which balances the affect of the noise on residents with the disruption caused to traffic.

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15.8 LAYOUT OF MARKINGS

(a) Standards

The position and dimensions of the roadmarking shall conform with the standard drawings attached, or with AS 1742, or with site drawings supplied with the job requisition or as otherwise directed by the Superintendent’s Representative on site.

Where these references are in conflict the Superintendent’s Representative shall direct which to comply with. Standard drawings attached include:

References: Traffic Eng, Manual Vol. 2 1896Australian Standard 1742Vic Roads Linemarking Guide

(b) Tolerances

At locations where the existing markings are badly worn or where new markings are required, these shall be first set out using a chalk string line or similar method to achieve correct alignment of the markings.

Where it becomes evident that the position of an existing marking is not in accordance with the standard drawings, the Contractor shall not proceed with the work but shall contact the Superintendent’s Representative who will direct what action to take.

The Contractor shall place markings so that:

(i) the distance between the centreline of the marking and the centreline of the spotting out mark is less than 30 mm; and/or

(ii) the “apparent line” of the marking is a smooth, continuousalignment when viewed in the direction of travel; and

(iii) the width of completed markings is within + 10mm of thespecified dimensions; and

(iv) the length of completed stripes and blocks is within + 10%,- 0% of the specified length; and

(v) the gap between double lines is within + 10mm of the specified gap.

The acceptance of markings outside the above tolerances will be at the sole discretion of the Superintendent’s Representative who will determine the extent of reduced payment or other remedial action for our of tolerance markings.

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15.9 APPLICATION OF MARKINGS

(a) Markings in Thermoplastic or Cold-applied Plastic

Thermoplastic material shall be prepared in accordance with the requirements of the manufacturer. Over-heating and excessive periods in the molten state should be avoided to ensure that discolouration and embrittlement due to such factors does not occur.

Cold-applied plastic material shall be prepared in accordance with the requirements of the manufacturer. Material which has cured to the extent that adhesion to the road or of the drop-on glass beads to the plastic will be affected shall not be used.

Where a primer has been used it shall be properly (touch) dry before the marking is laid. The plastic material shall be applied to the road surface by machine using extrusion, screeding, spraying or other techniques or by hand trowelling and within the material, pavement and atmospheric temperature limits recommended by the manufacturer. The marking produced shall be uniform in texture, width and thickness and the surface shall be substantially free from blisters, streaks, lumps, unbeaded areas, tyre marks or other defects. Edges and cut-offs should be neat and sharp, and care should be taken to ensure minimal spatter to the surrounding area.

Glass beads shall be sprinkled or sprayed on to the plastic material while it is in a molten state immediately after it has been applied to the pavement. The method of application should ensure retention of the beads in the surface of the plastic material. The beads shall be distributed to give a uniform coverage over the whole surface of the plastic material.

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Thickness (unbeaded, measured by micrometer on cured material laid on a metal plate placed in front of the applicator):

(i) Thermoplastic roadmarking material shall be laid to the following thicknesses:

(a) sprayed markings - 2.0 + 0.2mm(b) extruded markings - 2.5 + 0.5mm(c) screeded markings - 3.0 + 0.5mm

(ii) Cold-applied plastic roadmarking material shall be laid to the following thickness - 2.0 + 0.2mm.

In each case drop-on glass beads shall be applied to achieve a minimum rate of 250 g/m²(-0 g/m²) retained by the paint.

(b) Pliant Polymer Roadmarking Tape

Pliant polymer roadmarking tape shall be laid in accordance with the manufacturer’s instructions and within the atmospheric and pavement temperature limits recommended by the manufacturer. Where a primer has been used it shall be properly (touch) dry before the tape is laid, otherwise it will act as a lubricant and the tape will be lost. The precise position of the marking shall be marked in chalk or by other means before the backing paper is removed from the tape. When the backing is removed the end of the tape shall be quickly positioned on the chalk mark so that when unrolled no further movement is necessary. When all tape in the closed-off area is in place the whole shall be rolled into the pavement by at least two passes of a high contact pressure, non-vibrating roller before the area is opened to traffic.

The completed marking shall be free from blisters, air bubbles, tears or other defects. All backing paper and tape offcuts shall be removed from the site and disposed of by the Contractor.

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(c) Painted Markings

Completed markings shall be uniform in appearance, texture, width and thickness and the surface shall be substantially free from streaks, overlaps, unbeaded areas, tyre marks or other defects. Edges and cut-offs should be neat and sharp, and care should be taken to ensure minimal spatter to the surrounding area.

Glass beads shall be sprinkled or sprayed on to the painted surface while it is still wet immediately after spraying. The beads shall be uniformly distributed over the whole marking.

Thickness (unbeaded, measured by laboratory assessment of the mass and density of the paint sprayed on a metal plate placed in front of the applicator):

(i) Roadmarking (Stop/Give Way lines, Pedestrian lines, arrows, legends etc.)NEW WORK - 0.3mm minimum dry film (or 0.4 - 0.7 L/m² wet film, depending on type of paint used)MAINTENANCE WORK - 0.2mm minimum dry film (or 0.33 -0.47 L/m² wet film, depending on type of paint used)

(ii) Linemarking (centre, lane, edge, turn, continuity)NEW WORK - 0.2mm minimum dry film (or 0.26 - 0.46 L/m² wet film, depending on type of paint used)MAINTENANCE WORK - 0.15 mm minimum dry film (or 0.25 - 0.35 L/m² wet film, depending on type of paint used)

In each case drop-on glass beads shall be applied to achieve a minimum rate of 250 g/m² retained by the paint.

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15.10 RAISED PAVEMENT MARKERS

Raised pavement markers shall be supplied and installed by the Contractor in accordance with VicRoads’ Standard Specification for Roadworks Section 710, AS 1906, Part 3 Raised Pavement Markers and AS 3554 Adhesives for Raised Pavement Markers - Epoxy. Hot-melt bitumen adhesive supplied by Stimsonite Australia, Zaganite Industries or Emoleum New Zealand may also be used, in accordance with the respective manufacturers recommendations.

15.11 REMOVAL OF OLD MARKINGS

Existing markings which are to be covered by new markings shall be treated in accordance with Section 15.5, Site Preparation. Existing markings which are no longer appropriate to their intended function shall be removed or blacked out as ordered by the Superintendent’s Representative.

Sweepings, grindings or other debris shall be collected and removed from the site to prevent contamination of any new marking or the road environment. Legal disposal of material so collected shall be the responsibility of the Contractor.

Stripping shall be carried out by methods which substantially remove the old marking with minimal damage to the pavement. Damage to the pavement which in the opinion of the Superintendent’s Representative is excessive shall be either repaired by the Contractor to the Superintendent’s Representative satisfaction or shall be repaired by Superintendent’s Representative and the cost of such repair shall be deducted from moneys due to the Contractor.

Blacking out with paint will be only permitted for short term situations.

Blacking out with longlife materials is to include the supply and application of aggregate to the surface of the longlife to give it a texture similar to the surrounding pavement.

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15.12 PROTECTION OF WORK

The Contractor shall be fully responsible for protecting his work using traffic cones or other means, and ensuring that wet paint is not picked up and spread by tyres of passing traffic. If pick-up does occur, the Superintendent’s Representative may direct that the spread paint be removed at the Contractor’s cost. In such cases the method of removal shall have the agreement of the Superintendent’s Representative on site.

15.13 INFORMATION TO BE SUPPLIED WITH QUOTATIONS

Tenderers shall submit with their tenders the following information where relevant:

(a) Brand name or Product Name and the name of the supplier of the following:-

(i) Paint

(ii) Thermoplastic

(iii) Cold Applied Plastic

(iv) Tape

(v) Glass Beads

which are proposed for use in the work.

(b) Details of plant and equipment proposed for use in the work.

(c) A list of previous works of a similar nature performed for other authorities including dates of that work. It should be noted that tenderers may be requested at any time prior to acceptance of quotation or during the course of the work to undertake a sample marking to give an indication of the tenderer’s ability to carry out the works of the Contract.

It should be also noted that the acceptance of a tender shall not be taken to imply that the materials, plant or equipment are sufficient or satisfactory and shall not relieve the Contractor from the necessity for compliance with the specified conditions.

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SECTION 16 - SPECIFICATION FOR REMOVAL BY COLD PLANING

16.1 General

16.2 Cold Planing

16.3 Disposal of Planed Material

16.4 Application Asphalt Replacement

16.5 Schedule of Details

ID 6016

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16.1 GENERAL

This section covers the requirements for the cold planing of existing pavements including the cleaning up, removal and disposal of the excavated materials.

16.2 COLD PLANING

Cold planing shall be carried out in such a manner as to leave a uniform surface on a plane parallel with the ultimate finished surface of the pavement as shown on the drawing or fixed by the kerb and channel or as directed by the Engineer.

The nominal depth and width of pavement to be removed shall be as specified in Section 16.5. After planing, no point on the planed surface shall lie more than 15mm below a 3m straight-edge placed on the planed surface in any direction.

For contracts requiring both removal and replacement of asphalt, the production rate of the cold planing operation including clean up shall match the production rate of the asphalt replacement operation.

The Contractor shall make his own arrangements for the supply water required for the work.

16.3 CLEANING UP AND DISPOSAL OF PLANED MATERIAL

The planed area shall be swept clean of all loose material prior to either diverting traffic onto the planed surface or placing asphalt.

The planed material removed from the road shall either become the property of the Council, or the property of the contractor as specified in Section 16.5(d) and (e).

If the material becomes the property of the Council the Contractor shall load, transport and stockpile the material into a neat pile at the nominated stockpile area.

If the material becomes the property of the Contractor the Contractor shall remove all such material from the site.

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16.4 ASPHALT REPLACEMENT

Where work under the Contract includes replacement of planed material with asphalt, unless otherwise specified or directed, the following requirements shall apply:

(a) exposed granular pavement material shall be watered, recompacted and if directed, primed with cutback bitumen primer prior to placing asphalt;

(b) prior to opening to traffic, excavated areas shall be filled with hotmix asphalt;

(c) in the event of a breakdown in the supply or placing of asphalt, arrangements shall be made by the Contractor to temporarily backfill or “ramp down” the cold planed area with cold mixed asphalt or such other material approved by the Superintendent's Representative. Material so placed shall be removed prior to placing new asphalt as specified. Placing and removal of temporary backfilling shall be at the expense of the Contractor.

*NOTE: To be filled out for each project.

16.5 SCHEDULE OF DETAILS(strike out items which are not applicable)

(a) Type of work:

(i) removal of wearing course

(ii) removal of unstable asphalt/patching

(iii) cutting of tapered longitudinal chases, eg against kerb and channel

(iv) cutting of tapered transverse chases.

(b) Nominal area and depth of removal: Sq.m. mm.

(c) Nominal width of removal: m.

(d) Planed material shall become the property of Council and stockpiled at

(e) Planed material shall become the property of Contractor and shall be removed from the site.

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SECTION 17 - SPECIFICATION FOR CONCRETE ROAD PAVEMENT

17.1 Compliance with Section 7 - Concrete

17.2 Sub-base preparation

17.3 Gutters, manholes and gullies

17.4 Forms and guide wires

17.5 Reinforcement, dowels and tie bars

17.6 Transporting, placing and compaction of concrete

17.7 Initial finishing

17.8 Final finishing

17.9 Curing

17.10 Joints

17.11 Tolerances

17.12 Protection of pavement and opening to traffic

ID 6017

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17.1 CONCRETE

Concrete road pavement works should also comply with Section 7 of this Specification, unless otherwise specified in this section.

17.2 SUB-BASE PREPARATION

A crushed rock sub-base shall be placed to the thickness specified on the drawings in accordance with the following requirements. The crushed rock sub-base shall be Class 3 fine crushed rock. The sub-base shall extend to the rear face of side forms. Longitudinal and transverse construction joints in cement-bound sub-bases shall be offset at least 300mm from joint locations in the concrete base.

The sub-base shall be compacted to 100% standard compaction as defined in AS 1289.

The sub-base shall be trimmed to within +0/-10mm of nominated design levels. The surface of the prepared sub-base shall not deviate by more than 10mm from a 2m straightedge supported at its ends and laid in any direction.

The sub-base shall be inspected and approved by the Superintendent's Representative before subsequent operations proceed.

Prior to placing of the concrete the sub-base shall be thoroughly moistened, but no puddles shall be allowed to form.

17.3 KERBS, GUTTERS, MANHOLES AND GULLIES

17.2.1 Kerbs and Gutters

Kerbs, gutters, dish drains and edge strips including provision for footpath crossovers for access to adjacent properties, shall be constructed as specified.

17.2.2 Manholes and Gullies

Manholes, gullies and their frames shall be isolated from the pavement and housed within separate slabs to details shown in the drawings.

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Openings for manholes or gullies shall be formed by casting the main slab against formwork boxes. The forms shall be removed and a preformed 10mm thick (nominal) joint-filler fixed to the exposed slab edges for their full depth before the pit surround is constructed.

17.4 FORMS AND GUIDE WIRES

17.4.1 Fixed-Form Paving

Sideforms shall consist of steel, timber, or steel-shod-timber forms. Excepting for small or irregular-shaped pavement areas, the face of the form against which concrete is to be placed shall not be made of built-up elements.

Forms shall be of such cross section and strength and so secured as to resist the pressures of the concrete when paced, and the impact and vibration of any equipment they support, without springing or settlement. The method of connection between adjacent form units shall be such that the joints are braced against movement, and continuity of gradient across the joint is maintained. For curves of radius 30 m or less flexible or curved forms shall be used. Where required forming strips for keyways shall be accurately dimensioned, located and securely fastened against the form face.

Forms shall be pinned or staked into place with not less than three pins in each 3m length and with a pin placed at each side of every form joint. The pins shall be of sufficient length to hold the forms securely in position during construction. The top surface of an individual form unit or a completed length of formwork shall not deviate by more than 3mm from a 3m straightedge supported at its ends. The inside face of the form shall be vertical.

Forms shall be fully and continuously supported over the entire length of paving runs by either one or both of the following methods:

(a) The sub-base under sideforms shall be trimmed and compacted to ensure that the forms when set are uniformly supported over their entire length at the correct level and gradient.

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(b) Forms shall be adjusted to the correct level by the use of steel shims or wedges. In this case the space between the sub-base and the form shall be filled solid and trimmed flush with the inside face of the form.Forms shall be set sufficiently in advance of concrete placing to permit inspection. Where any form or the sub-base has been disturbed, the sub-base shall be corrected if necessary and the forms reset and rechecked. Forms shall be cleaned and coated with a suitable form-oil before each use.

Forms shall remain in place for at least one day unless joints are to be sawn, in which case forms shall remain in place from the time of concreting until the concrete is ready for sawcutting. Forms shall be carefully removed to avoid damage to the pavement and any projecting tie-bars or dowels.

17.4.2 Guide Wires For Slipform Paving

Guide wires shall be provided at a constant height above, and at a constant horizontal distance from, the edge of the proposed pavement.

The wires shall be supported from steel stakes by connectors capable of fine horizontal and vertical adjustment. The stakes shall be spaced not more than 10 m apart on straights or 5 m apart on curves. The stakes shall be positioned, connectors set, and wires securely fixed and tensioned on the connectors sufficiently in advance of the paver to permit inspection and checking.

17.5 REINFORCEMENT, DOWELS AND TIE BARS

17.5.1 Steel Reinforcement

Reinforcement shall be free from dirt, oil, paint, grease or other organic materials that may adversely affect or reduce bond to the concrete.

The reinforcement shall be located as specified on the Drawings. The tolerance on placing the reinforcement shall be such as to not reduce the cover to less than 50 mm.

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Reinforcement shall be positioned above the prepared sub-base in advance of concrete paving on chairs or other suitable supports. Bar chairs shall be arranged in a regular grid not exceeding 1m and supported so they are prevented from overturning.

The reinforcement shall be supported so that it will not be dislodged from its specified position while concrete is being placed or by the progress of the paving equipment.

Reinforcing fabric sheets shall be handled so that they remain free from distortion. They shall be lapped so that the two outermost wires of one sheet of fabric overlap the outermost wire of the sheet being lapped. Lapped portions shall be tied with wire at a maximum spacing of 500 mm.

Reinforcement shall be terminated 75 mm from contraction joints. Under no circumstances shall reinforcement pass through a contraction joint.

17.5.2 Dowelled Joints

Dowels shall be straight and free from paint, dirt or excessive rust. They shall be smooth, have their free ends sawn and bevelled and be free of burred edges. To ensure that they will be effectively debonded, dowels shall, for at least half their length, have their free ends either coated with a bond-breaking compound or be enclosed by a tight-fitting plastic sheath.

Dowels shall be placed in assemblies at joint locations in advance of paving operations and as specified.

Dowels shall be held rigidly, in both horizontal and vertical alignment, parallel to each other, the pavement centreline, and the surface of the slab by a suitable supporting frame left permanently in place. Individual dowels shall not deviate by more than 3mm in 300mm from their intended alignment.

Dowels shall not be inserted into the fresh concrete either during or after concrete placing.

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17.5.3 Tie Bars

Tie bars shall be deformed reinforcing bars. Bent tie bars may be used.

Tie bars shall be free of any lubricant or coating which may reduce the bond with the concrete. They shall be located at mid-slab depth and installed so that they will not deviate by more than 20mm from their intended alignment.

For fixed-form paving, tie bars at construction joints may be located in openings in the form face. For slipform paving, tie bars may be inserted through temporary sideforms located behind the paver or mechanically inserted into the plastic concrete by approved devices used in conjunction with the paving plant. The means of insertion shall not create voids around the tie bar.

17.6 TRANSPORTING, PLACING AND COMPACTION OF CONCRETE

17.6.1 General

Irrespective of whether the pavement is constructed by fixed-form or slipform paving methods, the paving equipment shall move forward as near continuously as possible. The operations of mixing, delivering and spreading concrete shall be so co-ordinated as to provide a uniform rate of progress with stopping and starting of the paver held to a minimum.

The placing, compacting and finishing of the concrete shall be carried out as rapidly as possible and the operations so arranged that in any traverse cross section of the paving run, all concrete is spread, compacted and finished within 2 hours of mixing.

17.6.2 Transporting, Placing and Compacting

Refer Section 7 - Concrete.

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17.6.3 Addition of Pigment to the Mix

Where applicable a pigment shall be added to the concrete mix either at the central mixing plant or in the agitator truck at the rate of one standard (25kg net) bag of pigment to one (1) cubic metre of concrete containing 330kg of cementitious material.

17.6.4 Colour of Pigment

The colour of the pigment to be added to the mix shall be approved by the Superintendent's Representatives but shall generally be black/charcoal grey. The contractor shall supply samples of the pigment for approval prior to commencing any concrete paving works on site.

17.6.5 Adverse Weather Conditions

No concrete should be placed during rain. When rain appears imminent, paving operations should cease and the necessary steps for complete protection of previously placed concrete commenced. In order that the concrete is protected against the effects of rain before it has sufficiently hardened, waterproof covers for the protection of the surface of the plastic concrete should be available at all times. For slipform paving, protection for the slab edges may also be required.

17.6.6 Control of Plastic Shrinkage Cracking

Suitable precautions shall be taken to avoid or minimise the occurrence of plastic shrinkage cracking which may occur on the surface of the pavement under conditions which result in rapid evaporation. These may include:

(a) Lowering the fresh-concrete temperature during hot weather by using cool aggregates and mixing water.

(b) Protecting the concrete during the period from placing to finishing to minimise evaporation by the application of water or materials such as aliphatic alcohols to the surface, using a fog nozzle.

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17.7 INITIAL FINISHING

The concrete shall be screeded to the required cross section profile. This work shall be completed in conjunction with the placing and compaction of the concrete as specified above. While the concrete is still plastic, depressions shall be filled with fresh plastic concrete, compacted and refinished. High areas shall be cut down by scraping with straightedges or other approved devices, and refinished.

Where slipformed pavements exhibit edge slump in excess of specified tolerances, the Superintendent's Representative may direct that the Contractor use temporary side forms for surface correction. The forms shall be capable of maintaining surface profile during surface correction work. The forms shall be adequately braced and shall remain in place until their removal will not cause damage to the new concrete.

17.8 FINAL FINISHING

17.8.1 General

Final finishing includes floating and texturing the pavement. Final finishing shall commence only as soon as water sheen has left the pavement surface. It shall not be attempted in any area where there is free surface water.

17.8.2 Floating

The concrete surface shall be floated where necessary to remove any surface irregularities, porous areas or depressions. Floating shall be performed by means of mechanical helicopter type floats or long-handled 'bull floats' having a metal blade approximately 1 m long and 150 to 200 mm wide with a pivoting head attached to the handle. These floats shall be operated in a series of continuous overlapping passes transversely across the full width of the pavement.

17.8.3 Hand Finishing

Unless otherwise approved, finishing by small handheld floats shall not be permitted except:

(a) in the event of breakdown of the mechanical equipment (to finish the concrete already in place when the breakdown occurs);

(b) for narrow widths or areas of irregular dimension where the use of the preferred types of equipment is impractical. Edge tooling by hand shall be permitted only where specified.

17.8.4 Surface Texturing

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(a) General

The texturing operation shall not be commenced until the condition of the concrete is such that the surface will not be torn or coarse aggregate particles unduly loosened.

In the case of slipform construction the texturing shall be carried out by means of a machine spanning the pavement and guided by the paver guide wires, or by suitable manually operated equipment.

(b) The broom shall be drawn across the full width of the pavement, in a series of continuous, slightly-overlapping strokes, transversely to the direction of traffic. The broom's angle of contact with the pavement surface shall be constant. The broom shall be cleaned by washing and/or tamping after each pass.

17.9 CURING

17.9.1 General

As soon as practicable after the texturing operations have been completed the entire surface of the pavement, including exposed sides, shall be cured by protecting it against loss of moisture for at least four days. Curing shall be carried out by one or more of the following means. All of the equipment and materials necessary for the curing operations shall be on hand at the location of paving before concrete placement commences.

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17.9.2 Moist Curing

Moist curing shall be carried out by covering the pavement with hessian or similar approved material and keeping it damp. The hessian shall be placed as soon as the condition of the concrete is such that the surface will not be damaged. The hessian shall be thoroughly dampened when placed and kept damp and in continuous contact with the pavement surface for the duration of the curing period. The hessian sheets shall cover all exposed surfaces of the pavement and shall be lapped at least 500mm at joins. They shall be adequately secured to prevent displacement by wind.

17.9.3 Plastic Sheeting

Waterproof plastic sheeting, such as clear polyethylene or its equivalent, shall be placed as soon as the condition of the concrete is such that the surface will not be marked or damaged. The plastic sheets shall provide a complete coverage of the concrete surface and sides, be lapped at least 500 mm at joins and secured to prevent displacement by wind.

Tears or holes in the plastic sheets which occur during the curing period shall be immediately repaired.

17.9.4 Sprayed Liquid Membrane

Liquid membrane curing compounds shall comply with the requirements of ASTM C 309 when tested at the rate of coverage to be used on the works. They shall be capable of being sprayed onto a damp surface without loss of stability or performance.

They shall be sprayed at a uniform rate, in accordance with the manufacturer's instructions, over the entire exposed pavement area, before the concrete surface has dried.

Membrane curing compounds shall be applied by hand-operated or power-driven spray equipment. The spray nozzle shall at all times be protected by a suitable hood or screen and shall be operated as closely as practicable to the pavement surface.

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17.10 JOINTS

17.10.1 General

Contraction, longitudinal, isolation and construction joints shall be located as indicated on the Drawings as required by, construction operations or directed by the Superintendent's Representative.

17.10.2 Contraction Joints

(a) General

Sawcutting or forming vertical grooves in the top of the pavement and shall be constructed by either of the following methods. Transverse contraction joints shall extend continuously across the full width of the pavement.

(b) Sawn Grooves

For sawn grooves, joint locations shall be marked on the surface by suitable means in advance of sawing to permit verification of joint locations. Grooves shall be sawn vertically in the concrete to a depth not less than one quarter the concrete thickness, at the nominated joint locations, by experienced operators using power saws and blades specifically suited to the early sawing of concrete. A standby saw and blades shall be available at the location of paving in progress to maintain continuity of work in the event of plant breakdown.

Sawcutting shall commence as early as possible (to avoid uncontrolled shrinkage cracking) but not so early as to cause unacceptable ravelling of joint edges. The joints shall be sawn in sequence. Sufficient saws shall be employed to maintain the necessary rate of sawcutting.

Concurrently with the sawing operations the sawn groove shall be washed or hosed free of fine grit resulting from the sawing. Material hosed from the groove shall be cleaned from the pavement surface. Sawn grooves forming a reservoir for a joint sealant shall be formed either:

(i) In two stages, firstly cutting a narrow groove about 3mm wide to one quarter the concrete thickness, and secondly widening the initial groove by secondary sawing to the required sealant-reservoir dimensions. The second sawcut shall be made within 3 to 4 days of the first.

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(ii) In one operation, using two different diameter blades simultaneously to achieve the same result. Where the sawcutting operations damage a previously applied sprayed liquid curing membrane, the Superintendent's Representative may direct that the damaged coating be made good by a further application of curing compound. As far as practicable the Contractor shall take precautions to prevent the vertical faces of the sawn groove from being coated with the curing compound.

(c) Formed Grooves

Formed grooves shall be made by depressing an approved tool or device vertically into the plastic concrete to one quarter the pavement thickness from a work bridge spanning but not touching the pavement. Steel devices shall be coated with an approved bondbreaking compound and vibrated into the concrete. Other proprietary inserts which may include a parting strip shall be installed and the parting strip later removed in accordance with the supplier's specification. The tool or device should be continuous for the full width of the paving run, and unless fitted with a parting strip, shall remain in place until the concrete is in a condition such that its removal will not disturb adjacent concrete. Parting-strip inserts shall not be depressed below the pavement surface but shall remain flush with the surface and visible after insertion. The concrete surface shall be corrected by floating across the formed groove. The pavement shall be checked longitudinally with a straight-edge to confirm restoration of continuity of the surface across the groove.

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17.10.3 Construction Joints

(a) Planned transverse construction joints shall be provided in accordance with the construction programme at the preferred locations specified or as directed by the Superintendent's Representative.

(b) Unplanned Transverse Construction Joints:

Unplanned transverse construction joints shall be provided, to the details specified, when any delay in paving which results in previously placed concrete having set before the next load can be placed against it. The tools and materials necessary for these joints shall be held at the actual location of paving operations before work commences and shall be moved forward progressively with the paving.

17.10.4 Isolation Joints

Isolation joints shall be provided between the pavement and all abutting and penetrating structures - eg poles, gully pits and public utility manholes - and at pavement intersections where shown on the Drawings. The joint shall be constructed as specified and shall extend for the full depth of the pavement and for the full perimeter or line of the joint as required.

17.10.5 Joint Sealing

Joints specified to be sealed shall be sealed as soon as practicable after completion of the pavement curing period and before the pavement is opened to traffic. The sealing material shall be applied to joints to conform to the details specified.

The sealant shall be installed in accordance with the manufacturer's specification including any special requirements in the preparation of the sealant groove. Joint faces shall be clean, dry and free from defects which could impair bond with field-moulded sealants or prevent the uniform contact required for preformed sealants.

Defects in the joint faces such as spalling, loose aggregate, or embedded foreign material or other blockages shall be repaired, prior to sealing works.

Each joint shall be inspected prior to placing backup materials, priming or sealant installation. Installations at air temperatures above 32 degrees C or below 4 degrees C shall generally be avoided to minimise excessive strains in field-moulded sealants. The pavement shall not be opened to general service traffic until all joints which are to be sealed have been sealed.

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17.11 TOLERANCES

17.11.1 Width and Alignment of Pavement Edges

The width of the completed pavement shall not be less than that specified and the edge of the completed pavement, or individual paving runs, shall not deviate by more than 25mm from the designated alignment.

17.11.2 Joint Position

When measured at the kerbside edge along the pavement, transverse joints shall not deviate by more than 20mm from their designated position. At no point shall they deviate by more than 20 mm from the intended line.

17.11.3 Thickness

As measured, either by taking accurate levels at nominated points before and after construction or by cores drilled in the pavement, the thickness shall not be less than that indicated on the Drawing.

17.11.4 Cross Section and Surface Regularity

The pavement surface shall not deviate by more than 5 mm from a 3m straightedge supported at its ends placed on any part of the pavement and laid in any direction on the surface of the pavement, taking into account either crowned or dished pavement cross sections. The pavement surface shall drain uniformly to drainage inlets without causing water to pond on the surface.

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17.12 PROTECTION OF PAVEMENT AND OPENING TO TRAFFIC

The finished pavement shall be protected against damage until final acceptance. Pavements carrying construction traffic shall be kept clean. Spillages of concrete or other materials shall be removed immediately.

Where it is necessary for the crawler tracks of slipform pavers to run on previously placed concrete, the pavement shall be protected where necessary by suitable pads or planking.

Small vehicles may be permitted to use the pavement after curing operations have been completed subject to the approval of the Superintendent's Representative.

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SECTION 18 - SPECIFICATION FOR LANDSCAPE

18.1 Imported Topsoil

18.2 Mulch

18.3 Weed Mat

18.4 Fertiliser

18.5 Stakes

18.6 Garden Bed Establishment

18.7 Finished Surface Level

18.8 Preparation of Subgrade

18.9 Topsoiling

18.10 Plant Supply

18.11 Setting Out

18.12 Planting Holes

18.13 Planting

18.14 Grassing

18.15 Practical Completion

18.16 Defects Liability Period

18.17 Maintenance

ID 6018

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18.1 IMPORTED TOPSOIL

Where existing topsoil gained from the site is insufficient or unsuitable, imported topsoil from an approved supplier may be used conforming to the following:

(i) pH:

Slightly acid to neutral, ie. 5.5 - 7.0.

(ii) Stone content:

No stone

(iii) Colour:

Dark grey brown to red brown.

(iv) Extraneous matter:

Free from rubbish, petrol, oil, free of lime or other deleterious matter.

(v) Sample:

Provide 0.03 cubic metre sample of topsoil for approval prior to delivery.

Imported topsoil, where required, will be paid by cubic metre substantiated by delivery dockets from supplier.

18.2 MULCH

Areas to be mulched are:

(i) All garden beds.

Supply and place an approved mulch in all garden areas 100mm minimum thickness. Where the toe of a batter coincides with the edge of the garden, dig a 200mm wide x 150mm deep trench along the inside edge of the garden and fill with mulch.

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(ii) Around base of trees.

Mulch to be placed at 100mm deep around base of trees by 800mm square.Approved mulching materials are as follows:

(i) Fine pine bark, pine flake.

(ii) Eucalypt mulch.

18.3 WEED MAT

Where required approved weed mat 600mm x 600mm to be pegged with four wire ties at the corners at each tree planted.

18.4 FERTILISER

“Osmocote” slow after release fertiliser shall be applied to the base of plant to the width of the pot, positioning the plant in the hole, at the manufacturers recommended rate.

18.5 STAKES/GUARDS

(i) Three hardwood stakes per plant to be placed around all plants with 450mm X 400mm clear sleeve to protect the plants. Hardwood stakes to be 25mm X 25mm pointed stake, 750mm long. Stakes to be driven 200mm below surface level and placed so as not to disturb the root ball of the plants.

OR - if directed

(ii) Two stakes per tree to be placed at all trees in lawn areas, to identify and protect the trees. Hardwood stakes 50mm x 50mm x 1800mm high to be used. Stakes to be driven 450mm below surface level and placed not to disturb the root ball of the plants.

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18.6 GARDEN BED ESTABLISHMENT

Where indicated on the drawings, the Contractor shall provide for the establishment of garden beds. Carry out all works in accordance with standard horticultural practices. Work shall only be carried out under suitable soil conditions. The use of machinery or hand tools under adverse conditions that would damage the soil structure will not be permitted.

18.7 FINISHED SURFACE LEVEL

After final settlement, the finished surface level shall match the top of adjoining kerbs, pavements, mower strips, etc. Where there is no edging, the finished level shall be 50mm above the surrounding areas with a suitable V shaped trench 100mm deep to distinguish its edge.Place topsoil to within 75mm below finished level to allow for the placement of mulch.

The Contractor is to note that all dimensions are net and minimum, and it is their responsibility to allow for bulking and corrections as may be necessary due to settlement.

18.8 PREPARATION OF SUBGRADE

Excavate as required to establish subgrade level to allow for addition of topsoil and mulch.

Equipment: Assume excavations can be done with hand tools or power equipment.

All garden areas that are heavily compacted from construction work shall be broken up by an initial cultivation prior to the placement of the topsoil. This shall be carried out by ripping to a depth of 300 mm and shall be along the contours to prevent erosion. The ripping shall leave the ground in a loose and friable condition.

18.9 TOPSOILING

Spread topsoil to an even depth of 250 mm and do not deliver or spread in a muddy condition. Where access is required over established or proposed garden areas, keep the vehicular routes in the smallest possible area and after completion of deliveries, rip to a depth of 300 mm to leave compacted soil in a loose and friable condition.

18.10 PLANT SUPPLY

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All plants shall be healthy, well grown, true to type, disease free and have a well developed root system supplied in 150 mm minimum diameter size pots. (Tubestock may only be supplied with Project Officer’s approval.)

All plants shall be handled at all times in such a manner as to prevent damage in transit.

The Project Officer shall be contacted in the event of difficulties with quality, size or availability of nominated species, and shall approve all plants before planting is to commence. Note that any such substitution may involve a price reduction.

18.11 SETTING OUT

The plants shall be positioned as shown on the plan and to the general satisfaction of the Project Officer who may at his direction request on-site modifications, provided always that such variations are clearly justified and kept to a reasonable minimum.

18.12 PLANTING HOLES

A planting hole for each plant shall be dug at least 300 mm in diameter or twice the diameter of the plant container, whichever is the greater, to a depth of 75-150mm greater than the depth of the container. The sides and base of the hole shall be broken down to facilitate root penetration into the surrounding soil where necessary. Care must be taken to avoid disturbance or damage to underground services.

18.13 PLANTING

The plant shall be removed from its container and, where necessary, the roots shall be loosened and frayed out, with twisted roots either straightened or pruned. The plant shall then be positioned in the hole so that the soil level around the plant is 25mm below that of the surrounding soil.

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The backfill soil shall be free of rubble, clods, etc, greater than 50 mm diameter. Where necessary (where there is too much rubble or clay), an adequate amount of acceptable topsoil shall be added to the backfill soil.

A shallow saucer depression of approximately 500 mm diameter cleared of weeds shall be formed around the plants for watering purposes.

Mulch:

In garden areas the mulch is to be returned to the disturbed area. Keep mulch away from the tree trunk to avoid rotting.

18.14 GRASSING

(a) All areas specified on the detailed landscaping plan to be sown at the rate of 4kg per 100sq m with a seed mix determined by the Project Officer.

(b) Watering shall be carried out when warranted by prevailing climatic conditions. While seed is germinating, moisture is to be kept up to top 25mm depth of soil.

(c) Apply fertiliser and lime as needed.

(d) Minor repairs, including patching up after planting and overseeding any other bare areas found to exist, shall be carried out as required.

(e) At the time of the first grass cut, grass is not to be cut lower than 50mm in height.

(f) Sweep grass cuttings from paths, drives, etc, as directed and trim grass edged at path and drive boundaries, etc, at end of maintenance period.

18.15 PRACTICAL COMPLETION

The date of practical completion for the landscape works is defined as the date upon which all works specified and shown on the drawings are completed and the first cut of the newly sown grassed areas has been carried out.

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18.16 DEFECTS LIABILITY PERIOD

Fully maintain all plant materials and landscape items for the term of the defects liability period as specified in the Contract.

18.17 MAINTENANCE

Includes care of the Contract areas by accepted horticultural practices and the rectification of any defects that become apparent in the works. This includes, but shall not be limited to:

(a) Maintain plants in a healthy condition, pruning and controlling pests and diseases where necessary;

(b) Replace any dead, pest damaged or badly diseased plants during the currency of the maintenance works. Replacing all such plants at the completion of the maintenance period shall not be acceptable unless approved by the Project Officer;

(c) Replace any missing plastic guards or broken stakes when necessary;

(d) Maintain the 800mm diameter mulched area around the plants in a weed free condition;

(e) Watering to be carried out when warranted by prevailing climatic conditions;

(f) Any subsidence to mulched or backfilled areas to be reinstated to original required level.

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SECTION 19 - SPECIFICATION FOR BEACHING

19.1 Description


19.3 Materials

19.4 Preparation of Underlying Surface

19.5 Beaching Placement

19.6 Grouting

19.7 Perimeter Walls

19.8 Cleaning

ID 6019

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19.1 DESCRIPTION

This section covers the requirements for the supply and placing of rock, stone or manufactures block bleaching for the protection of batter slopes, drainage channels and culvert endwalls as shown on the drawings. Four types of beaching are covered by this section.

Type 1: Ungrouted rock beachingType 2: Grouted rock beachingType 3: Grouted flat stone beachingType 4: Butted paving block beaching


The finished surface of the beaching shall conform with the levels, lines and grades as shown on the drawings or as specified.

19.3 MATERIALS

Unless otherwise specified, the Contractor shall supply all materials necessary to construct the beaching as specified, including rock or paving blocks, bedding materials, geotextile, concrete, reinforcement and drainage pipes.

(a) Beaching Material

(i) Type 1 Beaching

Rock for type 1 beaching shall consist of sound, dense field or quarry rock.

Field or quarry rock shall be resistant to weathering action of air and water and shall be free from cracks and other structural defects which may reduce its mechanical strength and resistance to weathering.

All rock, shall have a mass of between 20 and 70 kg and at least 60% by number shall be over 40 kg mass. Rocks shall be of such size that the layer of beaching is not less than 225 mm thick.

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(ii) Type 2 Beaching

Rock for Type 2 beaching shall conform with the same general requirements as for Type 1 beaching except that the rocks shall be of such size that the layers of beaching shall be at least 150 mm thick and of mass between 10 kg and 40 kg with at last 60% by number having a mass over 25 kg. The rocks shall be reasonably uniform in colour.

(iii) Type 3 Beaching

Type 3 beaching shall consist of sound dense flat stone.

Beaching stone shall be free from cracks and other structural defects and reasonably uniform in size, shape and colour. Each piece shall be not less than 65 mm thick and have a face area not less than 0.1 m2. At least 50% of the pieces by number shall have an area of more than 0.2 m².

(iv) Type 4 Beaching

Paving blocks shall be of a type, face size, thickness and colour as specified.

Samples of beaching material shall be reviewed by the Superintendent prior to placement.

(b) Bedding

Type 1 beaching shall not require a granular bedding. However a needle-punched non-woven geotextile, with a mass not less than 250 g/m² and with a robustness (geotextile strength Rating G) of 600 to 900, shall be laid over the trimmed surface where beaching is to be placed. The geotextile shall be buried to a depth of 300 mm at the edges of beaching and wrapped under the toe wall unless otherwise specified. the geotextile shall be laid evenly with no kinks or folds, and joints shall be formed by overlapping the geotextile by not less than 300mm and not more than 500mm.

Type 2 beaching shall not require bedding unless otherwise specified or shown on the drawings.

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Bedding for Type 3 beaching shall consist of at least 30 mm of mortar, comprising one part Portland Cement, and nine parts sand.Bedding for Type 4 beaching consist of a 50 mm minimum layer of bedding sand.

19.4 PREPARATION OF UNDERLYING SURFACE

Areas on which beaching is to be placed shall be trimmed as required to provide a finished surface level of beaching in accordance with the drawings. Any scours of hollows in the surface shall be filled with compacted crushed rock.

Unless otherwise specified trimmed material shall be removed from the site.

19.5 BEACHING PLACEMENT

(a) Beaching materials shall be firmly bedded on the prepared embankment and/or bedding if required and laid in courses commencing from the bottom of any slope. The general surface of the finished beaching shall not vary from a 3 m straight edge laid across the surface of the beaching by more than:

150 mm for Type 1 Beaching 75 mm for Type 2 Beaching 30 mm for Type 3 Beaching 20 mm for Type 4 Beaching

(b) Type 1 Beaching

Gaps between rocks shall be as narrow as practicable. Unless otherwise specified, voids shall be fitted to at least mid-height of the rocks with topsoil.

(c) Type 2 Beaching

Width of joints may vary between 10 mm and 60 mm, with an average not exceeding 40 mm. Level difference between edges of adjacent rocks shall not exceed 40 mm. The joint pattern shall be random and the joints kept free from debris before grouting.

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(d) Type 3 Beaching

Beaching material shall be thoroughly cleaned and saturated with water before being bedded on fresh mortar as specified in clause 19.3(b).

The joint pattern shall be random and the joints kept free from debris prior to grouting. Width of joints may vary between 10mm and 60mm, with an average not exceeding 40mm. Level difference between edges of adjacent stones shall not exceed 25mm.

(e) Type 4 Beaching

The blocks shall be placed on the specified bedding sand and laid in accordance with the manufacturer’s recommendation. Edge blocks shall be neatly cut to establish straight edges. Dry sand shall be broomed into joints on completion and lightly watered. The sand use in mixture shall all pass a 1.18mm AS sieve and 10-20% shall pass a 0.075mm AS sieve.

19.6 GROUTING

Joints shall not be grouted until the Superintendent has reviewed the beaching.

Grouting with mortar shall be carried out when the air temperature is above 5C and work shall be kept moist for 3 days after grouting.

Joint mortar shall consist of one part Portland cement, six parts sand by volume, thoroughly mixed with water to produce grout of suitable consistency.

The joints shall be neatly finished by filling with mortar. Care shall be taken to keep the exposed rock face clean. Brooming of mortar across the face of the rocks will not be permitted.

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19.7 PERIMETER WALLS

Perimeter and toe walls shall be constructed where shown on the drawings.

For Type 1 Beaching, toe walls 600mm wide by 600mm deep shall be constructed. They shall be lined with geotextile fabric and filled with hand packed rock, the larger voids between rocks being filled with smaller stones.

For Type 2, 3 and 4 Beaching, concrete perimeter walls shall be constructed around exposed edges of the beaching.

Toe walls shall be 300mm wide by 400mm deep at the front face and reinforced with 3-8TM trench mesh top and bottom. The upper surface of the toe wall shall slope upwards at either the slope of the rock beaching or the adjacent verge as shown on the drawings. Side walls and top walls shall be 150mm wide by 250mm deep. The top of the walls shall be continuous with the beaching.

19.8 CLEANING

On completion of the work, the beaching shall be cleaned to remove all foreign material and discolouration from the beaching surface. Any joint mortar adhering to the surrounding rock surfaces shall be removed.

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SECTION 20 - SPECIFICATION FOR BITUMEN SCRAP RUBBER SEALS

20.1 General

20.2 Description

20.3 Supply of Granular Scrap Rubber

20.4 Preparation of Bituminous Materials

20.5 Rates of Application

20.6 Conditions for Spraying

20.7 Testing and Acceptance

ID 6020

of 10August 99

20.1 GENERAL

This section should be read in conjunction with the Specification for Priming and Primersealing and covers special requirements for bitumen scrap rubber sealing that override or are in addition to the requirements for Section 13.

20.2 DESCRIPTION

A bitumen scrap rubber seal incorporates granular scrap rubber which is added to modify the characteristics of bitumen. A concentration of 5 parts of added scrap by mass (Nominal 5% Scrap Rubber) can be used to improve aggregate retention characteristics under severe traffic conditions. A concentration of 20 to 25 parts of added scrap rubber by mass (Nominal 20 to 25% Scrap Rubber) will improve the elastic recovery of the binder to aid the waterproofing of moderately cracked surfaces.

20.3 SUPPLY OF GRANULAR SCRAP RUBBER

20.3.1 General Requirements

Granular scrap rubber shall consist of synthetic rubber from car tyres or natural rubber from truck tyres or a mixture of both, and shall be free of cord, wire, fluff and other deleterious material.

20.3.2 Grading and Particle Size

The grading of scrap rubber shall comply with Table 1 and shall not contain particles greater than 3mm in length.

Table 1Sieve Size AS (mm) 2.36 1.18 0.600 0.150

*Grading “16” Percentage Passing (by

mass)

100 80-100 15-40 0-3

Grading “30” Percentage Passing (by

mass)

100 100 70-100 0-5

* For use in bitumen scrap rubber mixtures where only 5 parts of rubber is required.

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20.3.3 Bulk Density

The maximum bulk density shall not exceed 350 kg/m3 and shall be determined by the Australian Road Research Board test method described in AIR 286-3.

20.3.4 Moisture

The moisture content of the scrap rubber shall not exceed one per cent.

20.4 PREPARATION OF BITUMINOUS MATERIALS

20.4.1 Addition of Rubber and Mixing

Scrap rubber shall be added to the bitumen through an approved purpose built mixing box connected in the bitumen supply line between the bitumen supply point or bitumen tanker and the bitumen sprayer. A minimum of 500 litres of bitumen must be in the sprayer prior to any rubber being added. The bitumen scrap rubber mixture shall be heated and circulated at a temperature exceeding 180oC for a minimum period of 30 minutes to ensure proper digestion of rubber into the bitumen.

Alternative means of adding and mixing scrap rubber to bitumen shall be submitted for approval by the Superintendent.

Adhesion agent shall be added to the binder for all bitumen scrap rubber seals as specified in Section 13, Clause 13.7. After addition of cutter and adhesion agent, heating and mixing shall proceed in accordance with Section 13, Clause 13.6 and 13.7.

20.4.2 Quantity of Cutter Required

For bitumen scrap rubber mixtures containing 20-25 parts of added scrap rubber, the quantity of cutter shall be 4 parts greater than the standard additive rates of application.

20.4.3 Spraying Temperatures

The spraying temperatures for bitumen scrap rubber mixtures containing 20-25 parts of added scrap rubber shall be 20oC higher than the temperatures specified in Clause 20.6.

20.4.4 Flux Oil

No flux oil shall be used for bitumen scrap rubber sealing.

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20.5 RATES OF APPLICATION

The design rates of application are the rates of application of residual binder only (Bitumen and any flux oil) and do not include the proportion of rubber, kerosene and adhesion agent in the mixture. The Contractor shall spray such higher rates of application of the mixture to compensate for the effect of rubber kerosene and adhesion agent.

20.6 CONDITIONS FOR SPRAYING

The conditions for spraying shall be as specified in Clause 13.9 except that the minimum air temperatures shall be 20oC.

20.7 TESTING AND ACCEPTANCE

For binder containing 20-25 parts of scrap rubber the variation from the Design Rates of Application may be increased by 0.051/m2 to the limits specified by the Superintendent’s Representative.

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SECTION 21 - SPECIFICATION FOR

POLYMER MODIFIED COLD OVERLAY

21.1 Standards

21.2 Description

21.3 Proportioning

21.4 Mixing

21.5 Spreading Equipment

21.6 Laying

21.7 Measurement (by cubic metre)

21.8 Payment (by cubic metre)

21.9 Mix Design

ID 6021

of 10August 99

21.1 STANDARDS


AS 1160 Bitumen Emulsions for Construction and Maintenance of PavementsAS 2758.2 Aggregate for Sprayed Bitumen SurfacingAS 2357 Mineral Fillers for AsphaltAS 2341 Methods of Testing Bitumen and Related Roadmaking Products

21.2 DESCRIPTION

The Cold Overlay surface shall consist of a mixture of polymer modified bitumen emulsion, aggregate, water, additives and fillers, properly proportioned, mixed and spread evenly on the surface as specified herein and as directed by the Superintendent’s Representative. The cured Cold Overlay shall have a homogenous appearance, fill all cracks, adhere firmly to the surface and have skid resistant texture.

21.3 PROPORTIONING

A job mix design shall be submitted by the Contractor for approval by the Superintendent’s Representative that conforms to the specification limits, and that is suitable for the traffic, climatic conditions, curing conditions and final use.

The Cold Overlay mixture shall be proportioned by the operation of a single start/stop switch or lever which automatically sequences the introduction of aggregate, bitumen emulsion, additives and water to the pugmill. Calibrated sight flowmeters shall be provided to measure both the addition of water and additives to the pugmill.

Water and additive shall be added to ensure proper workability and;

(a) Permit uncontrolled traffic on the Cold Overlay no more than 60 minutes after placement without the occurrence of bleeding, ravelling, separation or other distress;

(b) Prevent development of bleeding, ravelling, separation or other distress within seven (7) days after placing the Cold Overlay.

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If more than one kind of aggregate is used, the correct amount of each kind of aggregate to produce the required grading shall be proportioned separately in a manner that will result in a uniform and homogenous blend.

21.4 MIXING

The Cold Overlay shall be mixed in a self-propelled mixing machine equipped with a continuous flow pugmill capable of accurately delivering and automatically proportioning the aggregate, bitumen emulsion, water and additives to a double shafted, multiblade pugmill mixer capable of minimum speeds of 200 revolutions per minute.

The mixing machine shall have sufficient storage capacity of aggregate, bitumen emulsion and water to maintain an adequate supply to the proportioning controls.

The mixing machine shall be equipped with hydraulic controls for proportioning the materials by volume to the mix. Each material control device shall be calibrated, properly marked, preset and lockable at the direction of the Superintendent’s Representative.

The mixing machine shall be equipped with a water pressure system and nozzle type spray bars to provide a water spray immediately ahead of the spreader box.

The mixing machine shall be equipped with an approved filler feeder that provides a uniform, positive, accurately metered, pre-determined amount of a mineral filler, at the same time and location that the aggregate is fed.

21.5 SPREADING EQUIPMENT

The Cold Overlay mixture shall be uniformly spread by means of a controlled spreader box conforming to the following requirements.

(a) The spreader box shall be capable of spreading a traffic lane width.

(b) The spreader box shall have strips of flexible rubber belting or similar material on each side and in contact with the pavement to prevent loss of Cold Overlay from the box.

(c) The spreader box shall have baffles or other suitable means, to ensure uniform application on super-elevated sections and shoulder slopes.

(d) The rear flexible stike-off blade shall make close contact with the pavement and shall be capable of being adjusted to the various crown shapes so as to apply a uniform seal coat.

Cold Overlay mixture, to be spread in areas inaccessible to the controlled spreader box, may be spread by other approved methods.

21.6 LAYING

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The Cold Overlay shall not be placed if either the pavement or the air temperature is below 13oC and falling. However, it may be laid when both the air and pavement temperature is 10oC or above and rising.

Before laying the Cold Overlay, the pavement surface shall be cleaned by sweeping, flushing or other means necessary to remove all loose particles of paving, all dirt and all other extraneous material.

Before the Cold Overlay operations are commenced, the contractor shall give 24 hours notice to all residents, businesses and agencies by written notice detailing streets and limits of work to be done and the hours of work.

The contractor shall also post in all streets to be worked upon 24 hours before commencement of operations, notices with temporary “no parking” signs. These signs shall also state the day of the week and the hours of no-parking.

Immediately before commencing the Cold Overlay operations, all surface metal utility covers shall be protected by thoroughly covering the surface with an appropriate adhesive and oiled or plastic paper. Covers are to be uncovered and cleaned of Cold Overlay material by the end of the same work day. Hand tools shall be available in order to remove spillage.

The mixture shall be uniform and homogenous after spreading on the surface and shall not show separation of the emulsion and aggregate after setting.

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Adequate means shall be provided to protect the Cold Overlay from traffic until such time that the mixture has cured sufficiently so that the Cold Overlay will not adhere to and be picked up by the tyres of the vehicles.

21.7 MEASUREMENT (BY CUBIC METRE)

The quantities of Cold Overlay to be paid for by the cubic metre will be the combined mixture measured as a single unit.

21.8 PAYMENT (BY CUBIC METRE)

The contract price paid per cubic metre for Cold Overlay includes full compensation for furnishing all labour, materials, tools, equipment and incidentals and for doing all the work involved in the furnishing and placing of the Cold Overlay complete in place, including cleaning the surface and protecting the Cold Overlay until it has set, all as shown on the plans or schedules and in accordance with these specifications and as directed by the Superintendent’s Representative.

21.9 MIX DESIGN

The contractor shall furnish to the Superintendent’s Representative the following mix design tests of Cold Overlay before commencing operations.

(a) Aggregate gradings conforming to the nominated 0-5mm grading shown below:

Sieve Size 0 - 5mm(mm) (% Passing)12.5 1009.5 100

4.75 90-1002.36 65-901.18 45-700.600 30-500.300 18-300.150 10-210.075 5-15

(b) Consistency Test

Indicate water content required in the mix design to enable the Cold Overlay mixture to flow 2.5-3.00cm using an approved test method.

(c) Traffic Time Test

Furnish laboratory test data showing mix design to be trafficable one hour after laying using an approved test method.

(d) Abrasion Test

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Furnish data indicating acceptable abrasion losses of the mix design as defined by an approved test method.

(e) Adhesion Test

Furnish data indicating acceptable adhesion between the aggregate and bitumen using an approved test method.

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SECTION 22 - SPECIFICATION FOR ERECTION OF SIGNS

22.1 Description

22.2 Supply of Materials

22.3 Handling and Storage of Signs Supplied by VicRoads


22.4.1 Foundations

22.4.2 Posts

22.4.3 Signs

22.5 Erection of Posts

22.5.1 Steel and Timber Posts

22.5.2 Foundations

22.5.3 Backfilling of Post Holes

22.6 Erection of Signs

22.7 Masking of Signs

ID 60022

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22.1 DESCRIPTION

This section covers the requirements for the handling, storage and erection of signs and sign supports.

22.2 SUPPLY OF MATERIALS

All signs, posts, fittings and where applicable, masking materials as listed in the Sign and Post Schedule will be supplied at the Council depot compound located at XXX or at some other location agreed with the Superintendent.

Signs will be supplied to the Contractor on at least three week’s notice to the Superintendent by the Contractor. All other materials, equipment and labour necessary to erect the signs, including cement or concrete for post hole backfill shall be supplied by the Contractor.

22.3 HANDLING AND STORAGE OF SIGNS

The Contractor shall be responsible for loading and transporting the signs, posts and fittings to the sign locations as specified and shall be responsible for any damage to the signs from any cause after taking delivery and up to completion of installation.

Where a Contractor stores signs prior to installation they shall be stored in the following manner:

(a) Face to face with a layer of protective material between faces to prevent damage.

(b) Vertically and clear of the ground with adequate care to protect the edges of the signs.

(c) Stacked in numbers small enough to prevent damage to any sign due to the combined weight of the signs.

(d) Adequately protected from ingress of moisture between sign face and packing or other protective material.

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22.4.1 Foundations

Concrete foundations shall be poured such that the finished surface of foundation is flush with the finished surface at the base of the sign.

22.4.2 Posts

(i) Posts are to be straight and plumb to within a tolerance of 1 in 100.

(ii) Post tops are to be 50 10mm below the top edge of the signboard.

22.4.3 Signs

(i) Signs are to be mounted level to within a tolerance of 1 in 100.

(ii) Signs shall be mounted symmetrically on their posts unless shown as offset in the assembly drawings or directed by the Superintendent.

(iii) Where an assembly consists of two or more signs above each other, the signs shall be mounted with the adjacent edges touching unless otherwise shown on the sign assembly drawings.

(iv) The faces of the signs shall present an even surface free from twists, cracks, indentations or any other faults after erection.

22.5 ERECTION OF POSTS

Details of post erection are shown on the Sign and Post Schedule.

Before the erection of posts proceeds, the Superintendent’s Representative will review and confirm the required positions of all posts and signs.

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22.5.1 Steel and Timber Posts

Timber and steel posts supplied by Council will generally be in the standard lengths listed below.

For 32mm Nominal Bore steel posts - 1625mm- 2165mm

For 50mm Nominal Bore steel posts - 2800mm- 3250mm- 2700mm- 4600mm

For 180 X 100mm Frangible Hardwood - 4800mm- 5400mm- 6000mm- 6600mm

The Contractor shall cut posts to the length required so as to minimise wastage and to conform with the requirements of Clause 22.4 and the Sign and Post Schedule.

Where posts are to be mounted in sockets, the Contractor shall drill a hole in the post and bolt the post to the socket to prevent movement or rotation of the post in the socket.

Signs to be mounted on two or more posts shall have posts positioned such that the sign face is rotated away from the approaching traffic to avoid specular reflection. Unless otherwise shown on the drawings, posts shall be positioned such that the sign is rotated away from the normal cross section by an amount equal to one tenth of the width of the sign.

Hardwood posts specified as frangible shall be set such that the centre of the lower hole of each post is between 50mm and 125mm above the finished surface at the base of the post.

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22.5.2 Foundations

All posts shall be set in footings to the depths shown in the Sign and Post Schedule. Foundation hole diameters shall be as follows:

For 32mm & 50mm Nominal Bore steel posts: 225mm diameterFor 80mm to 150mm Nominal Bore steel posts: 300mm diameterFor 180mm X 100mm Frangible Hardwood posts: 300mm diameter

Concrete used in foundations shall conform to the requirements of Section 7.

Where posts are required to be mounted in sockets, the sockets shall be installed to the same depth, as indicated for the parent post with socket sizes as follows:

Post Size Socket Size32mm Nominal Bore

pipe50mm Nominal Bore



pipe

The sockets shall be plugged at the bottom and shall protrude between 20mm and 30mm above the finished surface of the concrete foundation.

22.5.3 Backfilling of Post Holes

Backfilling of post holes shall not proceed until the Superintendent’s Representative has reviewed and confirmed the adequacy of the post holes.

Posts shall be installed to the depths shown in the Sign and Post Schedule.

(i) For 32 and 50mm Nominal Bore Steel Posts, the following shall apply:

* Concrete collars are to be placed at the top and bottom of the post hole.

* Posts carrying up to 0.6m2 of signs area each are to have two

concrete collars each 100mm deep.

* Posts carrying more than 0.6m2 of sign area each are to have

two concrete collars each 150mm deep.

(ii) For 180mm X 100mm Frangible Hardwood Timber Posts, the following shall apply:

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* Frangible Hardwood Posts shall be erected in accordance with the drawings.

* Select backfill with 4% cement added shall be used. If the post is erected in a concrete paved surface, an upper concrete collar 250mm deep shall be provided.

(iii) Slip Base Strutted Aluminium Posts

All foundations shall be 400mm diameter X 1200mm deep.Slip base strutted aluminium sign posts shall be erected in accordance with the drawings.

Footing plates shall be set in concrete such that the top of the footing plate is between 50mm and 125mm above the finished surface at the base of the post or strut as appropriate.

The vertical posts will be supplied cut to correct length and with post base and cap installed. The struts will be supplied overlength with the adjustable base only installed.

The Contractor shall cut the strut to correct length and install the strut to post clamp.

22.6 ERECTION OF SIGNS

Details of sign erection are shown on the Sign and Post Schedule.

22.6.1 Signs shall be attached to the post(s) or structures using the type and number of fittings as specified in the schedule. When a sign is braced it should be attached to the post at every intersection point between a post and a sign bracing member.

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22.6.2 Where a sign assembly consists of two or more signs, the signs shall be mounted in accordance with the sign assembly drawings.

22.6.3 Signs shall be mounted to:

(i) within a tolerance of 40mm of the height specified in the Sign and Post Schedule measured from the bottom of the sign or sign assembly to the lip of the kerb or edge of shoulder nearest the sign unless otherwise indicated in the drawings.

(ii) within a tolerance of 100mm of the pegged sign location or specified location unless otherwise indicated in the drawings.

22.6.4 When a sign is to be mounted on frangible posts on a cut batter having a slope steeper than or equal to 2:1, the mounting height at the shorter post may be reduced providing that:

(i) the uphill corner of the sign is a minimum of 800mm above the ground at that point;

(ii) the sign at the longer post is 2200mm minimum above the ground at that point.

22.6.5 Where a sign is to be mounted on a utility pole with stainless steel straps, the brackets shall be attached to the pole using stainless steel strapping having a minimum width of 12mm and a minimum breaking strain of 6.5kN.

22.6.6 Where the drawings indicate that a sign is to be erected so as to face oncoming traffic directly, it shall be mounted on posts which have been rotated in accordance with the requirements of Clause 22.5.1, with the exception of signs mounted on structures over traffic lanes.

22.6.7 Where signs are to be removed or relocated, as specified in the Schedule, the Contractor shall dismantle the assembly and transport the signs, posts and fittings to the specified new location or to the VIC ROADS Site Compound as appropriate. Post holes shall be backfilled and compacted to the finished surface. Relocated signs shall be erected in their new position as specified.

22.6.8 After erection of each sign all stiffening bars are to be removed.

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22.7 MASKING OF SIGNS

Where indicated in the Schedule the Contractor shall arrange to mask the nominated sign(s) with material supplied by Council.

Masking of signs shall consist of placing a black plastic sheet over the face of the sign which shall be held in position by wire mesh over the sign.

Adhesive material shall only be applied to the plastic and not be applied to either the front or rear face of the signboard.

Signs to be masked are marked “m” in the Sign and Post Schedule.

The size of the masking material and its method of attachment shall be such that the sign is effectively and securely covered, either in whole or in part, as required, at all times and under all conditions.

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SECTION 23 - SPECIFICATION FOR FENCING

23.1 General

23.2 Materials

23.3 Supply of Materials

23.4 Construction

23.5 Gates

23.6 Junctions

23.7 Removal of Existing Fences

ID 60023

of 10August 99

23.1 GENERAL

This section covers the requirements for the construction of fencing at the locations shown on the drawings or described in this specification.

Fences that are to remain in place but have been damaged by the Contractor shall be repaired or replaced to the satisfaction of the Superintendent’s Representative at the Contractor’s expense.

23.2 MATERIALS

Material for fencing shall conform with the following:

(a) Untreated Timber Posts and Stays

Untreated timber posts and stays shall be Class 1 or 2 durability, or as specified on the detailed drawings, and shall be cut from sound timber, stripped of all bark and backed off with ends sawn square and dried to equilibrium moisture content. Posts and stays shall be straight and of dimensions not less than shown on the detailed drawings.

(b) Treated Timber Posts and Stays

Treated timber posts and stays shall be hardwood or pine and be of sound timber treated by a process approved by the Wood Technology Division of the CSIRO. Treated timber posts and stays shall be of round or sawn rectangular shape and be free of any defect making them unsuitable for the purpose intended.

Round posts and stays shall be peeled to remove all bark, except that strips of inner bark may retain if not over 15mm wide or over 75mm long. All knots shall be trimmed flush with the sides, spurs and splinters removed and ends cut square.

The slope of grain in sawn rectangular posts, for the full length, shall not exceed 1 in 10p and knots shall be sound, tight, well spaced, and shall not exceed 40mm in size in any face.

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Treated timber posts and stays shall be straight and of dimensions not less than shown on the detailed drawings. Posts to be driven shall be square ended, or shall be blunt pointed prior to treatment to a bevel angle not exceeding 30 degrees.

(c) Tubular Steel Posts, Rails and Stays

Tubular steel posts, rails and stays shall be of commercial quality hot dipped galvanised steel pipe, free from distortion and with the galvanising intact.

Posts shall be properly adapted, before galvanising, to provide means for attaching the fencing to the posts in a manner that will not damage the posts or fencing material, and shall be fitted with watertight galvanised tops.

Tubular steel posts, rails and stays shall be of the dimensions shown on the detailed drawings, and shall be “Medium” to AS1074 0 Steel Tubes and Tubulars.

(d) Steel Posts other than Tubular Steel Posts

Non-tubular steel posts shall be of “Star” or other specified cross section and shall be of commercial quality of the lengths shown on the detailed drawings.

(e) Concrete Posts

Concrete posts shall be steel reinforced and of good commercial quality of the lengths shown on the drawings.

(f) Droppers

Timber droppers shall be sawn hardwood or pine free from cross grain and large knots and of the length shown on the detailed drawings.

Bored hardwood droppers shall be of 50mm X 38mm nominal size timber. Treated hardwood droppers attached without boring shall be not less than 35mm X 19mm section.

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Pine droppers shall be 42mm X 35mm minimum size timber and be pressure treated with preservative.

Metal droppers shall be of commercial quality of the lengths shown on the drawings.

(g) Wire

Wire shall be galvanised and conform with the appropriate Australian Standards and be of the gauge and type specified in the detailed drawings.

Fabricated wire fencing shall be of a commercial type. The width, mesh and gauge shall be as specified or as shown on the detailed drawings.

(h) Gates

Gates shall be good commercial quality of the type and dimensions specified or shown on the detailed drawings.

(i) Miscellaneous Materials

All ferrous bolts, nuts, ties, staples and fittings for fences and gates shall be galvanised and of commercial quality and design.

Portland cement concrete shall be produced from commercially available aggregates and cement and shall contain not less than 240kg of cement per cubic metre. 1 part cement to 10 parts aggregate.

(j) Electrical Insulation Materials

All fittings shall be good commercial quality of the type and dimensions specified or shown on the drawings.

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23.3 SUPPLY OF MATERIALS

(Strikeout (a) or (b))

(a) All materials shall be supplied by the Contractor.

(b) Posts, stays, galvanised wire, electrical insulation materials and gates required for the Works will be supplied by Council. The Contractor shall obtain these materials from Council at the Council compound located at Nelson Road, Lilydale or some other location agreed with the Superintendent.

All other items such as tie wire, staples, clips etc shall be supplied by the Contractor.

The cost of any material supplied to the Contractor, but not incorporated in the Works or returned to Council will be deducted from moneys due to the Contractor.

23.4 CONSTRUCTION

Fences shall be constructed true to the lines pegged on the ground. All logs, stumps, saplings and undergrowth within 1 metre of the fence line, and all trees which will interfere with proper construction of the fence shall be removed and disposed of by the Contractor. Any high points which interfere with the placing of wire or wire netting shall be cut down to provide the clearance shown on the detailed drawings, any low spots shall be filled.

Fences shall be constructed in accordance with the drawings. All posts shall be set in line so that the tops bone uniformly without sudden dips or irregularities.

Unless otherwise specified, surplus earth from holes and trimming shall be spread within the road reserve and the area shall be left clean and tidy on completion of the work.

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(a) Post and Wire Fences

Timber and concrete posts shall be set in dug or drilled holes, except that posts of treated round timber may be driven provided the method of driving does not damage the post. Posts shall be set solidly and any space left around the posts shall be backfilled and the backfilling compacted. Posts to be driven shall be driven small end down. Other posts shall be placed butt end down.

Steel posts shall be set by driving a method that does not damage the post.

At all grade changes where posts are liable to be lifted by strained wires, posts shall be at least 2.1m long, set at least 0.9m into the ground and tied down.

Strainer assemblies as shown on the detailed drawings shall be provided at all ends, angles, abrupt changes of grade, and intersections of cross fences. Intermediate strainer assemblies shall be provided on straights at intervals not exceeding 200m, and spaced to the best advantage in the circumstances.

Strainer assemblies at ends and gates shall be single strainer except where provision of double strainer assemblies is specified. Intermediate strainer assemblies shall be single strainer assemblies with both diagonals braced. Corner posts shall be braced in two directions and gate posts shall be braced in one direction.

Plain wires shall be reeved through holes drilled in the posts except that where treated round posts are used wires may be attached with staples after straining. The length of staples shall be 50mm for pine posts and 40mm for hardwood posts. Barbed wire shall be secured with galvanised tie wire of not less than 2.5mm diameter passed through holes bored in the posts, and twisted to the barbed wire on each side of the post, or shall be stapled to treated posts with staples. Top and bottom wires shall be firmly attached to droppers by preformed ties or twisted galvanised tie wire of not less than 2.5mm diameter. Intermediate wires shall be similarly attached or shall be threaded through holes bored in the droppers.

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(b) Wire Netting Fences

Posts and wire shall be erected as for post and wire fences. Netting shall be correctly tightened between posts, and shall be fastened to timber posts with 25mm staples at 150mm intervals and to each wire with 2.5mm diameter galvanised wire or clips at intervals not exceeding 1m.

(c) Wire Mesh Fences

Posts and wire shall be erected as for post and wire fences.

Wire mesh shall be attached to posts and droppers by stapling or tying the top and bottom line wires and at least every alternate intermediate wire to each post after straining.

(d) Chain Wire Fences

Posts shall be set in concrete footings of the dimensions shown on the detailed drawings, with the top of the concrete crowned to shed water. End, corner and gate posts shall be braced as shown on the detailed drawings. Line posts shall be braced as shown on the detailed drawings at not more than 120m intervals.

Chain wire shall be tightened and securely fastened to posts and line wires on the side shown on the drawings. Fastening to end, corner and gate posts shall be by lacing through each outer mesh with 2.5mm diameter galvanised tie wire. Chain wire shall be fastened to line posts and line wires with 2.5mm diameter galvanised tie wire or clips. The fastenings shall be spaced at not more than 400mm intervals on line posts and at not more than 500mm intervals on line wires.

(e) Steel Post and Welded Mesh Fences

Posts shall be set in concrete footings of the dimensions shown in the detailed drawings, with the top of the concrete crowned to shed water.

Welded mesh panels shall be attached to posts with good commercial quality galvanised fittings.

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(f) Paling and Timber Post Sound Attenuation Fences

Posts shall be set in concrete and the fence constructed as shown on the detailed drawings.

Palings shall be straight and clean, and free from splits and major defects. They shall be fixed to each rail as shown on the drawings.

(g) Electrical Insulation of Fences

Where specified, insulation panels and fittings shall be incorporated in fences in close proximity to SECV overhead transmission lines, in accordance with the drawings.

23.5 GATES

The Contractor shall install gates of the types and sizes specified, or shown on the drawings. Gate posts shall be of the dimensions shown on the detailed drawings and be firmly set into the ground to the depth specified. Each post shall be fitted with a strut as shown on the detailed drawings. Tubular metal posts shall be set in concrete as detailed. At gateways in wire netting fences, a timber sill shall be set tightly between the posts and flush with the ground.

All gates shall be hung with hinges securely attached to the gate posts. Each gate shall be fitted with a catch. For wire netting fences, gates shall be finished so as to be rabbit proof when closed.

23.6 JUNCTIONS

Existing cross fences shall be connected to the new fences. Corner posts with braces for every direction of strain shall be placed at the junction with existing fences. The wire in existing fences shall be strained and securely fastened to the posts.

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23.7 REMOVAL OF EXISTING FENCES

Where specified, existing fences shall be removed and re-erected to the pattern existing prior to removal.

Fences no longer required shall be removed. All other materials with the exception of gates become the property of the Contractor and shall be removed from the site. All post holes shall be backfilled and the backfilling compacted.

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SECTION 24 - SPECIFICATION FOR INSITU STABILISATION OF EXISTING PAVEMENT MATERIALS

24.1 General

24.2 Definitions


24.4 Materials


24.6 Construction

24.7 Jointing

24.8 Test Rolling

24.9 Maintenance prior to Surfacing or Overlay

24.10 Preliminary Trial

24.11 Requirements for Testing and Acceptance of Compaction

24.12 Requirements for Testing and Acceptance of Additive

24.13 Minimum Testing Requirements

24.14 Schedule of Details

ID 60024

of 10August 99

24.1 GENERAL

This section covers the requirements for insitu stabilisation of existing pavement layers by the addition of cement, blended cement, lime or other specified pozzolanic material. The requirements relate to preparation of existing pavement materials, quality of additive, construction plant, and spreading, mixing and compaction procedures.

24.2 DEFINITIONS:

Quicklime Quicklime is a granular form of lime consisting primarily of calcium oxide and which can be readily slaked.

Hydrated Lime Hydrated lime is a powdered form of lime consisting primarily of calcium hydroxide.

Equivalent Calcium Equivalent calcium oxide content is the amount oxide content of calcium oxide, expressed as a percentage by mass, which:-

(a) in quicklime produces calcium hydroxide after slaking;

(b) in hydrated lime is chemically proportional to the amount of calcium hydroxide available after slaking.


The stabilised base and subbase layers shall be finished to reasonably smooth and uniform surfaces and after compaction shall conform within the following limits to the levels, lines, grades, thicknesses and cross sections shown on the drawings, or specified, or directed by the Superintendent's Representative.

24.3.1 Surface level

The level of the top of the stabilised layer shall not differ from the specified level by more than twenty (20) millimetres.

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24.3.2 Thickness

The thickness of the stabilised layer at any point shall be not less than the thickness specified by more than fifteen (15) millimetres. The average thickness of the layer over any one hundred (100) metre section for the full carriageway width shall be not less than the specified thickness as determined from measurements taken in accordance with the following:

The surface level of each completed pavement layer shall be checked longitudinally and transversely for conformity with the specified requirements at intervals not exceeding twenty (20) metres in the longitudinal direction. At each location which is checked for longitudinal level conformity, the surface level shall be checked in the transverse direction at all of the following locations:

1. at the edges of the pavement layer;

2. at all changes of gradient across the pavement;

3. at intervals not exceeding two (2) metres across the pavement

The thickness of pavement layers constructed under the Contract shall be determined by taking the difference between the surface level measurements recorded for each layer in accordance with the above method.

24.3.3 Alignment

The edges of the stabilised layer shall not be more than fifty (50) millimetres inside, and not more than one hundred (100) millimetres outside, the specified offset from the centreline or design line.

24.3.4 Width

The width of the stabilised layer shall be not less than the specified width by more than fifty (50) millimetres and not greater than the specified width by more than one hundred (100) millimetres. The average width of the layer determined from measurements at six (6) sites selected randomly over any three hundred (300) metres shall be not less than the specified width.

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24.3.5 Shape

No point on the surface of the stabilised layer shall lie more than fifteen (15) millimetres below a three (3) metre straightedge placed in any direction on the surface.

24.4 MATERIALS

24.4.1 Cement

Cement shall be supplied by the Contractor and shall be General Purpose Cement Type GB complying with AS 3972. The Contractor shall nominate the type, brand and source of cement or blended cement.

The use of other pozzolanic additives shall be subject to prior approval in writing by the Superintendent’s Representative

The Superintendent’s Representative’s approval shall be obtained prior to changing the source and quality of the nominated cement.

24.4.2 Quicklime

The equivalent calcium oxide content of quicklime shall be not less than sixty per cent (60%).

The residue of quicklime after slaking shall not exceed thirty per cent (30%).

At the time of spreading, quicklime shall comply with the grading requirements specified in Table 1.



9.5 1004.75 95-1002.36 85-100

24.4.3 Hydrated Lime

The equivalent calcium oxide of hydrated lime shall be not less than sixty per cent (60%).

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Bulk hydrated lime shall be dry and shall have been produced not more than fourteen (14) days before delivery.At the time of spreading, hydrated lime shall comply with the grading requirements specified in Table 2.



4.75 1000.600 95-1000.075 85-100

Prior to use, the Contractor shall confirm to the Superintendent’s Representative the source from which lime will be obtained.

24.4.4 Water

Water shall be clear and free from impurities such as oils, salts, organic substances, acids, alkalis and vegetable substances. The amounts of chloride and sulphate shall be no greater than 0.03%.

24.4.5 Pavement

The material to be stabilised shall be the existing surfacing and pavement material and any additional material placed over the existing pavement for mixing with the layer below.

24.4.6 Curing Agent

Where specified in Clause 24.9 the Contractor shall apply sprayed bituminous surfacing conforming with the requirements of Section 13.


24.5.1 General

The Contractor shall provide and operate sufficient spreading, mixing, watering and compacting plant to carry out the specified work.

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24.5.2 Additive Spreader

Mechanical equipment specifically designed for the spreading of stabilising additives shall be used to spread the additive onto the roadbed. It shall be capable of accurately regulating the discharge of the additive such that the requirements of Clause 24.6.3 are met.

24.5.3 Stabilisation Machine

The pulverisation and mixing of pavement materials, water and additive shall be carried out by a machine specifically designed for stabilisation of road materials. Rotary hoes and other agricultural type machinery shall not be used. The machine shall be capable of uniformly mixing the additive throughout the specified depth. The machine shall be capable of pulverising the pavement such that most of the material shall pass a fifty (50) millimetre sieve after pulverisation.

24.5.4 Watering Plant

Watering plant shall be capable of uniformly distributing water in a fine spray.

24.6 CONSTRUCTION

24.6.1 General

Construction includes the preparation of insitu materials, spreading and mixing of additives and materials, and compaction, trimming and curing of stabilised layer.

Unless otherwise specified, stabilisation work carried out each day shall be completed across the full pavement width.

Stabilisation operations should only continue in the event of rain, if the moisture content of the pavement is kept below modified optimum moisture content.

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24.6.2 Preparation of Pavement

The existing pavement shall be scarified and mechanically mixed prior to spreading of additive in such a manner as not to disturb the material beneath the layer to be stabilised. The scarified pavement shall be compacted sufficiently to provide a reasonably even surface.

The Contractor shall remove any large masses of asphalt patching materials and place additional granular material if necessary to ensure that the requirements of Clause 24.4 are met. The Contractor shall provide sufficient granular material approved by the Superintendent’s Representative for this purpose.

24.6.3 Spreading of Additive

The Contractor shall spread sufficient additive over the prepared pavement to conform with the distribution rate specified in Clause 24.14

Spreading shall not be carried out during windy periods if the additive could be dispersed or become a nuisance or hazard to persons, property or livestock.

Where the additive to be spread is lime, the lime additive shall be spread uniformly over the prepared surface at a rate determined as follows:

Specified distribution rate x 100Spreading rate = Equivalent calcium oxide content

The specified distribution rate is that rate specified in Clause 24.14.

Quicklime shall be slaked with sufficient water to allow complete hydration such that the material remains friable after slaking.

Slaking of quicklime or mixing of hydrated lime shall not commence without review by the Superintendent's Representative

No traffic or construction plant, unless engaged in the stabilisation operations, shall traffic the prepared pavement until the spread additive has been mixed into the underlying layer.

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24.6.4 Mixing

Mixing shall commence as soon as practicable after spreading of additive and sufficient mixing shall be undertaken to ensure that all pavement materials and additives are uniformly blended throughout the full depth of the stabilised layer

The moisture content of the stabilised material at the time of mixing shall be within the range eighty per cent (80%) to one hundred per cent (100%) of the Modified optimum moisture content.

24.6.5 Compaction

Compaction of the mixed material shall commence immediately after mixing and shall be carried out in a continuous operation from initial to final rolling.

Compaction other than that required for surface preparation shall be completed within two (2) hours of mixing cement additive. Unless otherwise specified, compaction of pavement materials stabilised with additives other than cement shall be completed on the same day that mixing occurs.

Where necessary during compaction, the Contractor shall water the material to maintain the moisture content within eighty per cent (80%) to one hundred per cent (100%) Modified optimum moisture content.

24.6.6 Trimming

On completion of initial rolling, the stabilised material shall be trimmed to the specified surface tolerances. Light applications of water may be applied during this operation to replace evaporated moisture and to assist in rapid achievement of a tightly knit surface.

Surface irregularities, deficiencies in level and high areas shall be rectified by the Contractor within thirty (30) minutes of trimming. Within this period, scarification, addition or removal of material, reshaping and recompaction shall be permitted. Rectification after thirty (30) minutes shall be carried out by replacing material with freshly stabilised materials as necessary.

The material trimmed off shall be cut to waste and shall be removed from the site.

24.7 JOINTING

The work shall be organised such that longitudinal joints between compacted and freshly mixed material are avoided. Transverse joints shall be formed where

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stabilisation operations have been halted for more than two (2) hours and at the end of each days work. Longitudinal joints shall be constructed parallel to the centreline of the carriageway and transverse joints at right angles to the centreline.

Joints shall be formed by cutting back into the previously stabilised material to a fully compacted section, over the full depth and width of the layer(s), and continuing stabilisation from that point. The material disturbed during cutting back shall be remixed and incorporated into the new work. Additional stabilising additive shall be spread adjacent to the joint. Placement of additional additive shall be deemed to be part of the joint preparation.

The level and shape of the surface at all joints shall be within the limits specified in Clause 24.3.

24.8 TEST ROLLING

All layers areas shall be test rolled prior to the placement of any pavement materials. The finished surface of filled areas shall likewise be test rolled. Any unstable area detected shall be rectified by the Contractor using methods agreed to by the Superintendent's Representative.

All layers shall be compacted such that no visible deformation or springing is visible under the action of test rolling. Test Rolling shall be carried out by the contractor in the presence of and to the satisfaction of the Superintendent’s Representative by using; six (6) cubic metre truck fully loaded with approved material or a vehicle of equivalent weight as agreed by the Superintendent’s Representative.

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24.9 MAINTENANCE PRIOR TO SURFACING OR OVERLAY

The Contractor shall keep the stabilised pavement surface moist and protected until the areas of work are accepted by the Superintendent’s Representative.

The Contractor shall prepare for bituminous surfacing the lengths, widths and areas specified or shown on the drawings for bituminous surfacing plus an additional three hundred (300) millimetres on sides where there is no concrete edging. The surface of shoulders and verges shall be matched to the finished surface of the prepared pavement.

The pavement shall be prepared to produce a hard dense surface capable of being swept with a rotary road broom to leave a tight surface free of loose and foreign materials.

The surface so prepared shall be free of tearing and scabbing and shall be uniform in texture with no lamination within seventy five (75) millimetres of the finished surface . The surface shall be true to the specified shape and level. The preparation shall be such as to avoid variations in level at the joints of adjacent sealed areas and edgings. Any imperfections shall be corrected.

Unless otherwise specified the total area of the work shall be presented to the Superintendent’s Representative for acceptance for surfacing as one lot.

Should the pavement condition deteriorate before surfacing works are completed the Contractor shall re-prepare the pavement and re-present the pavement for acceptance.

The Contractor shall apply sprayed bituminous surfacing as specified in accordance with Section 13.

24.10 PRELIMINARY TRIAL

If directed by the Superintendent’s Representative the Contractor shall carry out a preliminary trial of the proposed stabilising operation.

The trial shall determine:

(a) the effectiveness of the construction plant;

(b) the number of passes of the stabilisation machine necessary to achieve the specified mixing;

(c) the desirable field moisture content of compaction;

(d) the rolling routine for attainment of compaction.

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The trial section shall be located within the works area.

The length of trial section shall be between fifty (50) and one hundred (100) metres over the full width proposed to be stabilised.

Stabilisation work shall not proceed outside the trial section until the Superintendent’s Representative has reviewed all aspects of the stabilising operation. The Superintendent’s Representative’s review of the stabilising plant and procedures will be provided to the Contractor within twenty four (24) hours of the trial’s completion. If the Specification requirements are not met within this trial section the Superintendent’s Representative may direct that another trial section be stabilised or the rejected section be re-stabilised and re-presented for review.

24.11 REQUIREMENTS FOR TESTING AND ACCEPTANCE OF COMPACTION

24.11.1 General

The work shall be assessed for compliance with Scale A, Scale B, or Scale C requirements for lot acceptance of compaction as specified in Clause 24.14. The calculation of density ratio shall be based on Modified compactive effort. A lot shall consist of a single layer of work.

24.11.2 Scale ‘A’ Requirements for Lot Acceptance of Compaction

Acceptance of compaction will be based upon the characteristic value of density ratio of lots. The number of tests per lot shall be six (6). Acceptance and payment shall be in accordance with Table 3.

Table 3Characteristi

c Density

Ratio (Rc)

Assessment Payment

More than 95.0%

Accept 100%

90.0 to 94.9% Accept (4Rc-280)%

Less than 90 % Reject Nil

24.11.3 Scale ‘B’ Requirements for Lot Acceptance of Compaction

Acceptance of compaction will be based upon the mean value of density ratio of lots. The number of tests per lot shall be three (3). Acceptance and payment shall be in accordance with Table 4.

Table 4

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Mean Value of

Density Ratio (Rm)

Assessment Payment

More than 95.0%

Accept 100%

90.0 to 94.9% Accept (4Rm-280)%

Less than 90 % Reject Nil

24.11.4 Scale ‘C’ Requirements for Acceptance of Compaction

Prior to commencement of stabilisation operations the Contractor shall submit to the Superintendent’s Representative for review details of the proposed compaction equipment and rolling routines to be used to compact the pavement materials. The Superintendent’s Representative may direct the Contractor to construct a trial section of stabilised pavement as specified in Clause 24.10.

Acceptance of work as far as compaction is concerned will be based upon compliance with an approved accepted compaction routine and test rolling carried out in accordance with Clause 24.8.

The Contractor shall periodically test the density of material compacted by the approved routine.

Any unstable areas detected by test rolling shall be rectified by the Contractor and re-presented for test rolling.

24.12 REQUIREMENTS FOR TESTING AND ACCEPTANCE OF ADDITIVE

The average spreading rate of additive shall be ascertained by dividing the mass of additive spreading by the area over which the additive has been spread. Where the average spreading rate is less than the specified rate, additional additive shall be spread to bring the average rate up to at least the specified rate.

The Contractor shall check the uniformity of the spreading of additive by placing mats with a plan area not less than one (1) square metre in the path of the spreading vehicle and dividing the mass of additive deposited on each mat by the plan area of the mat. Where the spreading rate so determined for any mat is less than the specified rate by more than ten per cent (10%), additional additive shall be spread over the part or all of the area over which the additive has been spread.

24.13 MINIMUM TESTING REQUIREMENTS

The Contractor shall test the materials and stabilised pavement layer at a frequency which is sufficient to ensure that the materials under the Contract

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comply with the specified requirements but which is not less than that shown in Table 5.

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Table 5Test Minimum Frequency of Testing

Lime PropertiesEquivalent Calcium Oxide

ContentOne test per day’s production of work

Grading One test per three day’s production of work

Slaked Residue of Quicklime One test per three day’s production of work

Additive ContentUniformity of spreading Three tests for each separate area of

work.

Average Spread Rate Each separate area of works.

CompactionLot size to be within the range

of:Min: 500 m2

Max: one day’s production

100% of lots to be tested.

24.14 SCHEDULE OF DETAILS

Course/Layer ChainageDistribution

Rate (kg/m2)

Compacted

Thickness(mm)

Requirements

for Testingand

Acceptance of

CompactionFrom To

Scale ***

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SECTION 25 - SPECIFICATION FOR TURF ESTABLISHMENT ON SPORTING ARENAS

25.1 Standard of Work

25.2 Grassing

25.3 Post Grassing Maintenance

25.4 Standards Required

ID 60025

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25.1 STANDARD OF WORK

Prior to sowing the area shall be prepared to provide an evenly consolidated seedbed, free of depressions. After sowing the area shall be maintained in a continuing state of growth and good appearance. Growth shall be strong, vigorous and healthy but not necessarily lush. The turf shall have a dense cover with multiple tillering, branching of stolons, and a deep root system. Thatch accumulation is to be minimised. Any bare or damaged areas shall be rectified promptly.

25.2 GRASSING

25.2.1 Amendments and Fertilisers

Agricultural lime is to be applied to the area at a sufficient rate to modify the soil pH to a level of at least 6.5.

The following fertilisers are to be applied at sowing:

NPK (8:11:10) granular fertiliser - 500 kg/haTrace element mix - 250 kg/ha

25.2.2 Seedbed Preparation

The seedbed is to be consolidated to produce a firm surface. The maximum allowable depth of wheel tracks due to compression is 8mm. The general slope of the surface is to be maintained. No localised depressions will be allowed.

The seedbed will be maintained in a moist condition to provide the most favourable conditions for seed germination and establishment, and to prevent loss of surface due to wind erosion.

25.2.3 Grass Types

The following seed mix is to be used:

Duet Fire Leaf Perennial Rye - 20%Express Fire Leaf Perennial Rye - 20%Roper Perennial Rye Grass - 20%Bergan Kentucky Bluegrass - 40%

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Only certified seed is to be used, and bag labels showing purity and germination levels are to be produced on request.

25.2.4 Sowing Method

Two alternative methods of sowing will be permitted.

(a) Drill sowing using specialised turf equipment such as a Brillion seeder. The area is to be covered in at least two directions, with subsequent drill runs to be on the diagonal.

(b) Hydro-seeding with seed, fertiliser and mulch being pumped on to the surface. Heavy vehicles are not permitted on to the surface for this operation. The mulch is not to be allowed to form a dried layer on the surface.

25.2.5 Watering

Following sowing of the seed, the surface is to be kept moist during the germination and establishment phase.

25.3 POST GRASSING MAINTENANCE

The following schedule will commence at sowing and continue for a period of 3 months. At the end of that period the surface will have a full, dense cover of the sown species, capable of providing a high quality cricket outfield.

25.3.1 Watering

With the successful germination of the seed, the frequency of watering will need to be rescheduled to ensure that the young seedlings will develop a strong, deep root system. Watering will be needed at least once a week, or more often in hot weather.

25.3.2 Fertilising

The turf will be maintained in a condition of healthy and consistent growth by fertilising every 4-6 weeks, using a granular fertiliser at the rate of 250 kg/ha. The type of fertiliser depending on nutrient balance as determined by soil test.

25.3.3 Mowing

The area will receive its first cut when the average height of the grass growth is 80mm. At this time it will not be reduced to less than 60mm. Subsequent mowings will be at intervals needed to gradually reduce the mown height to 40mm.

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The mowing height of the mature turf surface will be 40mm with frequency being at least once per week.

With any mowing, no more than one-third of the leaf length is to be removed.

The grass shall be cut in even swathes. The formation of windrows is not permitted. Grass cuttings shall be spread evenly over the mown area without the formation of clumps.

Mowing equipment shall be reel-type mowers, kept in a good and properly adjusted condition at all times.

25.3.4 Disease Control

During the establishment period, strict observation is to be kept to detect the incidence of seedling disease. If evident two applications of Ridomil MZ fungicide is to be applied at the rate of 15 kg/ha, 10 days apart.

Any other potential disease outbreaks are to be identified by an experienced pathologist and correct control procedures carried out as recommended.

25.3.5 General Maintenance

Any areas that are not providing a full grass cover will be either reseeded, or returfed to ensure that a complete cover is developed.

Any depressions which develop will be topdressed out using a sand similar to that used for topsoil rootzone. This is to be determined by soil testing prior to use. A maximum depth of topdressing at any one time is to 10mm. If additional topdressing is required, it shall only be applied when the grass has fully grown through the previous dressing.

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To reduce the build up of thatch, the surface will be lightly dethatched if required. This procedure would not be expected to commence within 9 months of sowing. All debris is to be removed off the oval.

Any significant weed infestation shall be controlled with an approved herbicide. This herbicide will not be applied within three months of the initial sowing or on newly seeded repair areas that are less than three months old.

25.4 STANDARDS REQUIRED

It is expected that after 12 months the oval will have a fully grassed surface, uniform in texture, and botanical composition. Volunteered species are to constitute less than 3% of the sward. All necessary steps will be taken to achieve this.

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SECTION 26 - SPECIFICATION FOR ENVIRONMENTAL PRACTICES

26.1 General

26.2 Protect Plant Roots

26.3 Noxious and Environmental Weeds

26.4 Soil Erosion and Sedimentation Control

26.5 Walking the Route

26.6 Keep Machinery and Stockpiles on Cleared Land

26.7 Stay within the ‘Construction Zone’.

26.8 Vegetation Removal

26.9 Tree Root Damage

26.10 Clean Machinery

26.11 Fire Prevention

26.12 Remove or Prune Trees Carefully

26.13 Rectification Works

ID6026

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26.1 GENERAL

This specification contain the requirements for appropriate approach to the proposed project or works to ensure the environment is protected.

No vegetation shall be removed from site unless shown on the drawings or as directed by the Contract Supervisor.

The contractor shall ensure that all employees and subcontractor are aware of all requirements under this specification.

26.2 PROTECT PLANT ROOTS

The contractor shall ensure protection of existing vegetation on site, this includes the following principles:

Avoid working within the drip line of a tree to reduce damage to the roots, trunk and limbs where possible;

Avoid storing materials and equipment under trees. If possible avoid driving or parking vehicles under trees or over other native plants, such as native herbs and grasses;

Fence off areas where these problems may regularly occur. Woven mesh barrier, wire fencing or large logs can be used;

Keep fill material clear of the drip line of trees and shrubs.. Where filling is unavoidable, try to retain the fill beyond the drip line;

Avoid cutting within the drip line of a tree where possible; This damages the essential fine ‘feeder roots’ of the tree. Damage to roots can also make the tree unstable.

26.3 NOXIOUS AND ENVIRONMENTAL WEEDS

The contractor must reduce the spread of weeds by:

Prior to the commencement of works identify existing noxious and environmental weeds at the site,

Avoid disturbing areas infested with weeds Work from weed free areas toward infested areas.

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26.4 SOIL EROSION AND SEDIMENTATION CONTROL

The contractor must reduce erosion by adopting the following principles:

Protect and encourage as much vegetation as possible. Vegetation protects the ground surface and slows down water runoff;

Minimise soil disturbance. Limit machinery access and earthworks to construction areas only and schedule works to expose the smallest possible area for the shortest possible time;

Stabilise disturbed areas as works proceed. Make provision for stormwater runoff at the beginning of the job. Divert all stormwater away from loose or exposed soil. Avoid steep drainage lines. Install silt traps where necessary; Avoid steep batter slopes. Establish an adequate inspection, maintenance and cleaning program for all

stormwater drainage systems.

Do not direct stormwater from construction sites into high quality native vegetation.

26.5 WALKING THE ROUTE

The contractor shall walk the route in conjunction with the Contract Supervisor prior to commencement of work.

This is to ensure the contractor has a good understanding of the environment.

To minimise the impact of construction on vegetation, they should identify: the limits of vegetation removal. (Tape is to be used to mark trees for removal); significant or protected vegetation, habitat areas and sensitive areas which should be

protected from disturbance using marking tape; identify the location of noxious and environmental weeds; (refer to Clause 26.3) and indicate the exact location of stockpiles, plant compounds and access roads.

26.6 KEEP MACHINERY AND STOCKPILES ON CLEARED LAND

Stockpiles, construction compounds and machinery parking and turnaround sites should be located as approved according to the Environment Management Plan or as directed by the Contract Supervisor and be clear of any vegetation.

This may be permitted on nearby private land, with Council and landholders approval. Do not store materials and machinery under trees as this compacts the soil and may

kill trees and small plants ( refer to Clause 26.2); Delineate extent of stockpile areas using tape, fence or large logs to prevent the

stockpile area from spreading; Do not push stockpiles into surrounding vegetation.

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26.7 STAY WITHIN THE ‘CONSTRUCTION ZONE’

The contractor shall remain within the construction zone and avoid disturbance to any vegetation and embankments.

The ‘Construction Zone’ is the area clearly marked where all construction activities take place (such as the area stripped for road construction, stockpile areas, compounds, access routes, etc.).

Vegetation shall be guarded by a temporary protective fence. The fence shall comprise of paro web mesh fence and star pickets, with a top of support wire. The fence shall be placed as shown on the plan or as directed by the Contract Supervisor. This will be done at no cost to Council. The fence shall not be removed at practical completion unless directed by the Contract Supervisor.

26.8 VEGETATION REMOVAL

The contractor shall clear only the minimum amount of vegetation required for construction (marked vegetation within the ‘construction zone’) and that required for safety. Fell trees into the construction zone, not into undisturbed vegetation.

Removed vegetation shall be chipped for mulch and respread on exposed areas to spread the local seed.

Removed vegetation shall not be burnt.

26.9 TREE ROOT DAMAGE

No tree root equal to or larger than 75mm in diameter is to be severed or damaged mechanically or otherwise by the contractor carrying out the works.

Where it is known that tree roots greater than 75mm are likely to be encountered then works should be altered to protect the roots. This may involve thrust boring or hand digging or as otherwise approved by Contract Supervisor. The approach in this situation must be confirmed with the Contract Supervisor before the works commence.

If damage does occur then the contractor will be required to have the affected tree assessed for health and safety by a suitably qualified arborist, as agreed to by Contract Supervisor. The arborist is to be employed by the contractor at his or her own cost.

If it is found that the resulting damage to the tree requires it to be removed for risk management purposes, then it shall be done so as directed by Contract Supervisor, at the contractors own cost.

Upon removal, the site must be replanted as directed by Contract Supervisor using a minimum of five trees of either the same species or as agreed with Contract Supervisor of works. Where the original site is unsuitable then a preferred site within the vicinity of the original site will be nominated by Contract Supervisor. The

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replanting and a 6 month maintenance period on the planted trees will be carried out at the contractors own cost.

26.10 CLEAN MACHINERY

The contractor shall clean all dirt and weeds from all machinery prior to transporting to site. Work shall start from weed free area and work towards areas with weeds and/or soil disease to prevent their spread.

26.11 FIRE PREVENTION

Contractors should refer to and be familiar with the Country Fire Authority Act 1951.

26.12 REMOVE OR PRUNE TREES CAREFULLY

Trees and other plants on Shire controlled land should be preserved wherever possible. Careful pruning of overhanging branches can often reduce the need for tree removal.

The contractor shall consider the following points before any action is taken.1. Safety of staff, property and road users;2. All staff carrying out the works are adequately trained and competent in the use

of chainsaws and are approved by the Contract Supervisor;3. The effect of the tree removal on the appearance of the roadside;4. The historical and cultural significance of the tree.5. Ensuring that the necessary permits have been obtained

Minimise the dumping of wood. Retain stumps and logs for animal shelter wherever possible. Light material can be chipped for mulch.

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The contractor shall avoid bark injury below the cut, by using the three cut method on all but the smallest branches.

1. The under cut2. The upper cut (to remove the branch)3. The final trim cut: Cut close to, but not flush with the main trunk or limb. Always

cut on the outside of the branch collar - this assists the tree in wound healing (callusing) and provides a protective barrier against decay.

Where possible hollow bearing trees should only have weight reduction of the crown so that minimal loss of tree hollows occurs.

Where a limb 200mm or greater is to be removed this work is to be undertaken by a qualified arborits.

Trees outside the construction zone that require removal shall not be removed by using machinery to push over the tree.

26.13 RECTIFICATION WORKS

In the event of unauthorised removal of vegetation being carried out by the contractor or subcontractor, the appropriate reinstatement including planting, soil preparation and mulching shall be carried out to a standard as directed by the Contract Supervisor.

The cost of rectification work will be borne by the contractor.

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