Works Specification Civil - 2005 · A(BS)101M Standard Kerbs and Gutters A(BS)102S Standard Residential Footway and Layback Crossing A(BS)103S Standard Industrial and Commercial Footway

Works Specification

Civil

- 2005 -

Growing With Pride

BLACKTOWN CITY COUNCIL WORKS SPECIFICATION CIVIL – 2005

UPDATES REGISTRATION

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CO-ORDINATOR ENGINEERING APPROVALS

BLACKTOWN CITY COUNCIL

PO Box 63

BLACKTOWN NSW 2148

Fax registrations can be sent to: (02) 9831 1961

Name: …………………………………………………………………………..

Organisation: …………………………………………………………………………..

Address: …………………………………………………………………………..

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ENGSPEC Revision 1 - February 2005

Amendment Date

Original issue February 2005

Plans 101M,106M,113M,124M,131M,134S June 2009

Certified stockpiles (Glossary, S8.1 to 8.4) June 2017

Amended 15. standard drawings A(BS) 113M

standard street signs and post October 2018


ENGSPEC Revision 1 - February 2005

TABLE OF CONTENTS

SUMMARY 1. GENERAL SPECIFICATION OF WORKS

2. TRAFFIC CONTROL FOR WORKS IN PUBLIC ROADS

3. EROSION AND SEDIMENT CONTROL

4. SITE CLEARING AND/OR GRUBBING

5. EARTHWORKS AND FORMATION

6. STORMWATER DRAINAGE

7. CONCRETE STRUCTURES

8. FLEXIBLE ROAD PAVEMENTS

9. SPRAYED BITUMINOUS SURFACING

10. SUPPLY AND LAYING OF ASPHALTIC CONCRETE

11. CONCRETE AND SEGMENTAL PAVEMENTS

12. STREET FURNITURE

13. GRASSING

14. DEFECTS LIABILITY PERIOD

15. STANDARD DRAWINGS


ENGSPEC Revision 1 - February 2005 - i -

TABLE OF CONTENTS CONTENTS PAGE NO.

GLOSSARY ......................................................................................................... viii

1 GENERAL SPECIFICATION OF WORKS

1.1 General ........................................................................................................ 1 - 1

1.2 Responsibilities of the Parties ..................................................................... 1 - 2

1.3 Prior to Commencement .............................................................................. 1 - 4

1.4 General Requirements ................................................................................. 1 - 6

1.5 Inspection of the Works and Materials ........................................................ 1 - 8

1.6 Inspection of Materials ................................................................................ 1 - 12

1.7 Tolerances ................................................................................................... 1 - 15

1.8 Site Facilities and Amenities ....................................................................... 1 - 18

1.9 Alignment and Setting Out of Works .......................................................... 1 - 19

1.10 Care of Survey Marks ................................................................................. 1 - 19

1.11 Service Conduits ......................................................................................... 1 - 19

1.12 Environment ................................................................................................ 1 - 21

1.13 Reinstatement of Damaged Infrastructure ................................................... 1 - 22

1.14 Cleaning and Reinstatement of External Areas ........................................... 1 - 22

1.15 Carrying Out Work in Public Roads or Footways ....................................... 1 - 22

2 TRAFFIC CONTROL FOR WORKS IN PUBLIC ROADS

2.1 Description .................................................................................................. 2 - 1

2.2 Road Occupation Licence ........................................................................... 2 - 1

3 EROSION AND SEDIMENT CONTROL

3.1 Description .................................................................................................. 3 - 1

3.2 General ........................................................................................................ 3 - 1

3.3 Sediment and Erosion Control Devices ....................................................... 3 - 1

3.4 Maintenance ................................................................................................ 3 - 4

3.5 Stabilisation of Disturbed Areas.................................................................. 3 - 5

3.6 Dust Control ................................................................................................ 3 - 5

3.7 Diverting Water and De-watering ............................................................... 3 - 6

3.8 Turfing/Grassing at Completion of Civil Works ......................................... 3 - 6

4 SITE CLEARING AND/OR GRUBBING

4.1 Description .................................................................................................. 4 - 1

4.2 Notice of Commencement ........................................................................... 4 - 1

4.3 Clearing and Grubbing ................................................................................ 4 - 1



CONTENTS PAGE NO.

4.4 Trees to be Retained .................................................................................... 4 - 1

4.5 Removal of Trees Left in Filled Areas ........................................................ 4 - 2

4.6 Disposal of Material .................................................................................... 4 - 2

4.7 Restoration of Site ....................................................................................... 4 - 2

4.8 Private Property ........................................................................................... 4 - 2

4.9 Damage ........................................................................................................ 4 - 3

5 EARTHWORKS AND FORMATION

5.1 Description .................................................................................................. 5 - 1

5.2 Removal of Topsoil ..................................................................................... 5 - 1

5.3 Removal of Unsuitable Materials ................................................................ 5 - 1

5.4 Compaction Prior to Placing of Fill ............................................................ 5 - 2

5.5 Excavation ................................................................................................... 5 - 2

5.6 Surplus Spoil ............................................................................................... 5 - 2

5.7 Imported Filling ........................................................................................... 5 - 2

5.8 Embankments .............................................................................................. 5 - 3

5.9 Placement and Compaction of Fill .............................................................. 5 - 3

5.10 Boxing Out .................................................................................................. 5 - 4

5.11 Trimming and Compaction of Earthworks and Subgrades ......................... 5 - 4

5.12 Batters .......................................................................................................... 5 - 5

5.13 Site Regrading ............................................................................................. 5 - 5

5.14 Replacement of Topsoil............................................................................... 5 - 5

5.15 Progress Inspections .................................................................................... 5 - 6

5.16 Entrance To Side Roads And Adjacent Property ........................................ 5 - 6

6 STORMWATER DRAINAGE

6.1 Description .................................................................................................. 6 - 1

6.2 Drainage Line Location ............................................................................... 6 - 1

6.3 Types of Pipes and Box Culverts ................................................................ 6 - 1

6.4 Excavation ................................................................................................... 6 - 3

6.5 Allowances In Excavation Quantities ......................................................... 6 - 4

6.6 Pipe Bedding Material ................................................................................. 6 - 4

6.7 Pipe Laying ................................................................................................. 6 - 4

6.8 CCTV Inspections of Drainage Structures .................................................. 6 - 5

6.9 Subsoil Pipes in Stormwater Drainage Trenches ........................................ 6 - 6

6.10 Method of Jointing ...................................................................................... 6 - 6

6.11 Concrete Encasing ....................................................................................... 6 - 6

6.12 Concrete Bulkheads ..................................................................................... 6 - 7

6.13 Direct Connections ...................................................................................... 6 - 7

6.14 Precast Concrete Box Culverts .................................................................... 6 - 7

6.15 Drainage Pits ............................................................................................... 6 - 7

6.16 Inspection Prior to Backfilling .................................................................... 6 - 7



CONTENTS PAGE NO.

6.17 Backfilling ................................................................................................... 6 - 8

6.18 Inter-allotment Drainage ............................................................................. 6 - 8

6.19 Sub-soil Drains ............................................................................................ 6 - 9

7 CONCRETE STRUCTURES

7.1 Description .................................................................................................. 7 - 1

7.2 Concrete Materials and Slump .................................................................... 7 - 1

7.3 Concrete Testing and Strength .................................................................... 7 - 2

7.4 Reinforcement ............................................................................................. 7 - 3

7.5 Formwork .................................................................................................... 7 - 4

7.6 Concrete Placing ......................................................................................... 7 - 5

7.7 Construction Joints ...................................................................................... 7 - 5

7.8 Removal of Forms ....................................................................................... 7 - 5

7.9 Concrete Finishing ...................................................................................... 7 - 6

7.10 Curing .......................................................................................................... 7 - 6

7.11 Foundations ................................................................................................. 7 - 6

7.12 Kerb and Gutter ........................................................................................... 7 - 7

7.13 Concrete Footway, Pathway and Driveway Pavements .............................. 7 - 9

7.14 Drainage Pits ............................................................................................... 7 - 10

7.15 Precast Concrete Sections (Box Culverts and Pre-formed Bends). ............. 7 - 11

7.16 Cast Iron and Steel Fittings ......................................................................... 7 - 11

7.17 Pattern Stencilled Concrete Pavement for

Median Islands and Roundabout ................................................................. 7 - 11

8 FLEXIBLE ROAD PAVEMENTS

8.1 Description .................................................................................................. 8 - 1

8.2 Crushed or Ripped Hawkesbury Sandstone ................................................ 8 - 3 8.3 Crushed Rock (DGB 20, DGS 20 and DGS 40) ......................................... 8 - 4

8.4 Recycled Material........................................................................................ 8 - 4

8.5 Formation Fill Material ............................................................................... 8 - 5

8.6 Delivery ....................................................................................................... 8 - 5

8.7 Spreading ..................................................................................................... 8 - 5

8.8 Compacting and Trimming ......................................................................... 8 - 6

8.9 Pavement and Density Testing .................................................................... 8 - 7

8.10 Proof Testing ............................................................................................... 8 - 7

8.11 Progress Inspections .................................................................................... 8 - 8

8.12 Inspection, Sampling and Testing ............................................................... 8 - 8

8.13 Defective Material ....................................................................................... 8 - 8

8.14 Completed Pavement Surface ..................................................................... 8 - 8

8.15 Opening Pavement To Traffic ..................................................................... 8 - 8

8.16 Maintenance ................................................................................................ 8 - 9



Contents Page No.

9 SPRAYED BITUMINOUS SURFACING

9.1 Description .................................................................................................. 9 - 1

9.2 Supply of Materials ..................................................................................... 9 - 1

9.3 Measurement of Materials ........................................................................... 9 - 1

9.4 Quality of Materials..................................................................................... 9 - 2

9.5 Sampling of Materials ................................................................................. 9 - 2

9.6 Plant ............................................................................................................. 9 - 3

9.7 Preparation of Pavement ............................................................................. 9 - 3

9.8 Control of Work .......................................................................................... 9 - 3

9.9 Operation of Sprayer ................................................................................... 9 - 4

9.10 Heating of Binder ........................................................................................ 9 - 4

9.11 Cutting Back Bitumen Binder ..................................................................... 9 - 5

9.12 Application of Binder .................................................................................. 9 - 5

9.13 Pre-coating of Aggregate............................................................................. 9 - 7

9.14 Application, Distribution and Incorporation of Aggregate ......................... 9 - 7

9.15 Compaction ................................................................................................. 9 - 8

9.16 Traffic .......................................................................................................... 9 - 8

9.17 Defective Work or Materials ....................................................................... 9 - 8

9.18 Waste Materials ........................................................................................... 9 - 8

9.19 Maintenance ................................................................................................ 9 - 9

10 SUPPLY AND LAYING OF ASPHALTIC CONCRETE

10.1 Description .................................................................................................. 10 - 1

10.2 Mineral Aggregates ..................................................................................... 10 - 1

10.3 Mineral Filler ............................................................................................... 10 - 1

10.4 Binder .......................................................................................................... 10 - 1

10.5 Additives ..................................................................................................... 10 - 1

10.6 Rejuvenating Agent ..................................................................................... 10 - 1

10.7 Proportioning of Mixes ............................................................................... 10 - 1

10.8 Mixing Procedure ........................................................................................ 10 - 4

10.9 Transport ..................................................................................................... 10 - 4

10.10 Preparation of Pavement ............................................................................. 10 - 5

10.11 Tack Coat .................................................................................................... 10 - 5

10.12 Spreading ..................................................................................................... 10 - 6

10.13 Joints ............................................................................................................ 10 - 7

10.14 Compaction ................................................................................................. 10 - 9

10.15 Finished Pavement Properties ..................................................................... 10 - 11

10.16 Weighbridge Dockets .................................................................................. 10 - 11

10.17 Provision For Traffic ................................................................................... 10 - 11

10.18 Cleaning Of Gutters And Gully Pits............................................................ 10 - 11

10.19 Maintenance ................................................................................................ 10 - 11



Contents Page No.

11 CONCRETE AND CLAY SEGMENTAL PAVEMENTS

11.1 Description .................................................................................................. 11 - 1

11.2 Paving Units ................................................................................................ 11 - 1

11.3 Subgrade ...................................................................................................... 11 - 1

11.4 Base Course For Roads, Driveways, Pedestrian Plazas

and Community Title Roads........................................................................ 11 - 1

11.5 Edge Restraints ............................................................................................ 11 - 2

11.6 Bedding Sand .............................................................................................. 11 - 2

11.7 Placement of Paving Units in Roads and Footways .................................... 11 - 3

11.8 Specifications for the Selection of Clay and Concrete Pavers

for Use in Public Areas ............................................................................... 11 - 5

12 STREET FURNITURE

12.1 Street Name Signs ....................................................................................... 12 - 1

12.2 Posts ............................................................................................................ 12 - 1

12.3 Fixing of Plates ............................................................................................ 12 - 1

12.4 Guide Posts .................................................................................................. 12 - 2

12.5 Service Conduit Signs ................................................................................. 12 - 2

13 GRASSING

13.1 Description .................................................................................................. 13 - 1

13.2 Preparation .................................................................................................. 13 - 1

13.3 Grassing by Seeding .................................................................................... 13 - 1

13.4 Fertilisers ..................................................................................................... 13 - 2

13.5 Sowing ......................................................................................................... 13 - 2

13.6 Hydroseeding .............................................................................................. 13 - 2

13.7 Grassing by Turfing..................................................................................... 13 - 2

13.8 Care of Grassed Areas ................................................................................. 13 - 3

13.9 Mowing ....................................................................................................... 13 - 3

13.10 Establishment .............................................................................................. 13 - 3

13.11 Maintenance ................................................................................................ 13 - 4

14 DEFECTS LIABILITY/MAINTENANCE PERIOD

14.1 Description .................................................................................................. 14 - 1

14.2 Subdivisions ................................................................................................ 14 - 1

14.3 All other developments ............................................................................... 14 - 1


ENGSPEC Revision 1 - February 2005 - 4 -

15 STANDARD DRAWINGS

A(BS)101M Standard Kerbs and Gutters

A(BS)102S Standard Residential Footway and Layback Crossing

A(BS)103S Standard Industrial and Commercial Footway Crossing

A(BS)104M Path Paving at Intersections and Kerb Ramp Details

A(BS)105S Standard Pathway Barrier

A(BS)106M Standard Grated Gully Pit

A(BS)107M Standard Junction Pit

A(BS)108M Minor Drainage Collections

A(BS)109M Standard Surface Inlet Pits

A(BS)110S Accessway Detail

A(BS)111 Step Irons

A(BS)112M Typical Arrangement of Threshold Pavements at Intersections

A(BS)113M Standard Street Signs and Posts

A(BS)114S Standard Floodway Warning Signs and Mounting Bracket

A(BS)115M Construction of Traffic "Shake-Down"

A(BS)116S Channel Check Dams and Culvert Inlet Protection

A(BS)117S Sedimentation Basin

A(BS)118 Not Allocated

A(BS)119S Sediment Traps for Surface Inlet Pits


A(BS)121M Sediment Fence and Filters



A(BS)122S Siltation Traps for Kerb Inlets

A(BS)123M Perimeter and Diversion Banks

A(BS)124M Typical Locations for Signs and Markings Associated with Wombat Crossings

A(BS)125M Standard Indented Bus Bay

A(BS)126S Typical Calming Device for Residential Roads

A(BS)127S Rural Vehicular Crossing

A(BS)128S Specification for Bus Shelter Concrete Base/Apron - with Path Paving

A(BS)129S Specification for Bus Shelter Concrete Base/Apron - without Path Paving

A(BS)131M Standard Wombat Crossing, All Roads

A(BS)134S Standard Bicycle Path

A(BS)136S Typical OSD Discharge Control Pit

A(BS)137S Special Pathway Barrier for Electric Mobility Scooter



GLOSSARY

Accredited Certifier Person qualified to issue certificates and operate as Principal Certifying Authority (PCA) under the Environmental Planning and

Assessment Act.

ACRS Australian Certification Authority for Reinforcing Steel.

Applicant Any person/s, company or entity representing the Applicant for the purpose of constructing the Works. This may also include Council.

AR&R (1998) IEAust Australian Rainfall and Run-off Manual (1998).

ARI Average Recurrence Interval.

AS Australian Standards published by the Standards Association of Australia current at the time of application.

BPN British Pendulum Number (unit used to measure slip/skid resistance)

Certified Stockpile A stockpile that has been certified by a NATA registered laboratory as complying with Council's specification

Council Blacktown City Council as represented by its Employees.

Council Engineer Person approving or inspecting works on behalf of Council.

DC or Consent Notice of Determination giving Subdivision or Development Consent.

Development Supervisor Person carrying out the day to day inspections on behalf of Council.

Documents All expressed and implied; Specifications, Standards, Drawings and Correspondence, which are related to the works and referred to by

Council or issued by Council.

Engineer or Registered Engineer

Person who is a practising engineer registered on the Institution of Engineers Australia, National Professional Engineers Register

(NPER) in the relevant field of work.

EPA Environment Protection Authority.

EP&A Act Environmental Planning and Assessment Act 1979, as amended.

Excavation This shall mean excavation in all classes of material.

FRC pipe Fibre Reinforced Cement pipe.

Maintenance Period Period of a minimum of six (6) months after release of the Plan of Subdivision or Development Completion, or such time as Council

deems reasonable for the Final Certificate of Completion.

NATA National Association of Testing Authorities, Australia.

NATA registered Laboratory

A laboratory accredited with NATA to undertake the specific test referred to in the body of the text.

OH&S Occupational Health and Safety.

OSD On-site Stormwater Detention.

PSD Permissible Site Discharge.

RCP Reinforced Concrete Pipe.

RHS Rectangular Hollow Section.

RTA Roads and Traffic Authority, New South Wales.



GLOSSARY (Cont'd)

Site Area of land being developed by Subdivision or Development Approval.

SSV Site Storage Volume.

Supervisor The person appointed by the Applicant to supervise the construction Works and who shall be his representative.

Surveyor Registered Surveyor.

UCS Unconfined Compressive Strength.

UPVC pipe Unplasticised Polyvinyl Chloride (referring to pipes).

VCP Vitrified Clay Pipe.

WAE Works-As-Executed Plan.

Works The development of land as described by the Drawings and

Specifications (the Documents) as proposed by the Applicant and as

cited and approved by Council "For Construction" including all the

area of the land being developed.

1:5 (V:H) Slope of 1 vertical to 5 horizontal.


ENGSPEC Revision 1 - February 2005 1 - 1

1 GENERAL SPECIFICATION OF WORKS

1.1 GENERAL

1.1.1 This Specification, which is the accompanying document to Council's

Engineering Guide for Development, has been compiled to outline Council's

general procedures and practices in respect of all the associated construction

requirements for drainage, roads, erosion control, and ancillary details within

the City of Blacktown.

1.1.2 Council's basic objective is to preserve, enhance and develop the amenity of

the City with specific reference to safety, convenience and long term cost

effectiveness. This Specification has been prepared to assist the Applicant to

proceed with development by fully informing him of Council's requirements

with respect to the construction of assets which will eventually be vested in,

and maintained by Council, to ensure that such works are constructed to a

high standard.

1.1.3 The Documents referred to in this Specification shall include but not be

limited to Engineering Plans, approved by the Council, Blacktown City

Council's, "Engineering Guide for Development", Australian Standards,

"Australian Rainfall and Runoff, Institution of Engineers, 1998" and the

Statutes, Acts and By-Laws of the Governments of New South Wales and

Australia. All of these documents compliment each other and shall be

referenced in conjunction with this Specification.

1.1.4 In this specification, whenever the term "Engineering Plan" is used, this is

deemed to also be a reference to engineering plans associated with

Construction Certificates issued by Council or Private Accredited Certifiers

under the EP&A Act 1979, and Engineering Approvals issued by Council

under the Roads Act 1993 and Local Government Act 1993.

1.1.5 This Document is the Specification defining Construction Details and the

Obligations of Council and the Applicant.

It provides details relevant to the Development and is binding on all works

carried out. Obligations between Council and the Applicant are inherent and

binding once the Engineering Plans have been approved and issued by

Council.

1.1.6 Council's "Engineering Guide for Development", gives guidance to defining

the Engineering Design details required by Council and which must be

followed by the Applicant or his Representative in order to obtain approval of

Engineering Plans.



1.1.7 No departure or change will be permitted from approved Engineering Plans

during construction except by written consent from Council, or as may be

approved by Council's Representative in the field.

1.1.8 Variations to this specification may only be authorised by Council employees.

Persons accredited or acting under the Environmental Planning and

Assessment Act as private accredited certifiers are specifically excluded from

altering, adjusting or changing this specification in any way.

1.1.9 The Documents, including any written directions issued by Council to the

Applicant, are binding on the Applicant. Council neither accepts

responsibility nor implies or guarantees any directions given to the Applicant

for any subsequent physical or contractual damages received by the

Applicant.

1.1.10 Where in the Documents reference is made to testing and/or sampling by a

NATA registered laboratory, it shall be understood that the laboratory must

be registered by NATA to undertake the specific tests being referred to.

1.1.11 Non Council Specifications

Where within this specification reference is made to a specification from an external

source such as the RTA and there arises conflict between some part of councils

specification and the external referenced specification then councils specification shall

have priority insofar as the resolution of the point of conflict is concerned.

Where this specification makes reference to an Australian Standard that has been

superseded by a new or updated version, then the new current version shall be deemed to

apply.

1.2 RESPONSIBILITIES OF THE PARTIES

1.2.1 Council's Responsibilities

1.2.1.1 Council Inspections

Council will provide Supervisors to progressively review the work of the Applicant. The

provision of Supervisors in no way limits the Applicant's full responsibility for

completing the works in accordance with sound Engineering Practice and Principles and in

accordance with the intent and purpose of the Documents. Nor does the provision of such

supervisors and the various inspections carried out by them relieve the applicant of any

responsibility to comply with all OH&S responsibilities encumberant upon them by such

works.



1.2.1.2 Final Approval

Final approval of the works will be issued by Council after inspections and receipt of

relevant documents from the Applicant showing compliance of the Works with the

Documents and once all Bonds, Fees, Contributions and other Monies required by Council

have been paid.

1.2.1.3 Notices to be in Writing

All notices, applications and requests given to the Applicant by Council during the Works

will be given in writing. The Applicant will not be entitled to rely upon any verbal notice,

application or request, notwithstanding any arrangement to the contrary at any time.

1.2.2 Applicant's Responsibilities

1.2.2.1 The Documents

The Works shall be completed in accordance with the intent and purpose of the

Documents. The approved copies of the Documents must be kept on-site at all times and

be available for inspection by Council.

1.2.2.2 Access by Council

The Applicant must allow complete and unhindered access of Council to the site of works

for the purpose of inspecting materials and the Works in Progress.

1.2.2.3 Work by Service Supply Authorities and/or other Contractors

The applicant must permit and maintain trafficable access for Service supply authorities,

their workers and subcontractors at all times. The applicant must not do anything to

hinder such access or to endanger the works being undertaken or the workers undertaking

such works.

1.2.2.4 Written Approval

The Applicant must not proceed with any part of the works until written approval has been

received from Council.



1.2.2.5 Completion of Works

It is the Applicant's responsibility to complete or to cause the completion of the Works in

accordance with the Documents and in a workmanlike manner. Inspection by Council

does not relieve the Applicant of his responsibility to supervise or to arrange the

supervision of the Works. Inspections are for the purpose of enabling Council to satisfy

itself that the Works are being carried out in accordance with the Documents and that the

Works are in a suitable state for Council's acceptance. Consequently, any defects that

develop before the Works are accepted by Council will be required to be made good even

though the defective work may have previously been approved.

1.2.2.6 Cleaning of Gutters and Gully Pits

All gutters and gully pits located within the boundaries of the work shall be cleaned and

kept clean during the period of contract, including the maintenance period, of all silt,

debris, rubbish and surplus aggregate arising out of the execution of the works of the

contract. All requirements of the P&EO Act shall be complied with.

1.2.2.7 Maintenance

All works undertaken within the road reserve shall be fully maintained by the applicant for

the duration of the specified maintenance period.

1.2.3 Private Accredited Certifiers' Responsibilities

Private Accredited Certifiers may issue Construction and Compliance Certificates for

subdivision and development works in accordance with the requirements of the EP&A Act

1979.

Private Accredited Certificates do not have any authority to issue Engineering Approvals

or carry out inspections for works on Public Roads under the Roads Act 1993.

1.3 PRIOR TO COMMENCEMENT

1.3.1 General

1.3.1.1 Council must approve for construction all Documents prepared for the Works.

The Applicant must obtain consents from all relevant Statutory Authorities as

required by Council prior to any works being commenced.



Where necessary, approval from adjoining landholders for access and/or right

of way must be obtained prior to approval of the Documents.

1.3.1.2 Council must be given 7 days written notice before any works begin on site.

1.3.1.3 A site meeting between the Council and Applicant shall take place before

construction activities commence.

1.3.2 Insurance

1.3.2.1 Copies of Insurance Documents

The Applicant shall provide certified copies proving the currency of Public

Liability Insurance for $10 million and full Workers Compensation insurance

on all Works, as required by NSW Statute. Insurances must be kept current

for the duration of the Works.

1.3.3 Adequacy of the Applicant's Site Representative

Before construction is commenced the Applicant shall ensure that suitably Qualified

Supervisory Staff are available to control the Works.

The Applicant shall advise Council prior to commencement in writing of the name of the

person(s) appointed as his representative for the Works (hereinafter known as the

Supervisor).

1.3.4 Permits and Licences Issued by Council

The Applicant must determine, by consultation with Council, whether any Road Opening

Permit, Work Zone Permit or Road Occupation Licence is required.



1.4 GENERAL REQUIREMENTS

1.4.1 Provision for Traffic (Public Roads)

The Applicant shall not obstruct, and shall be held responsible for, the safety of traffic,

vehicular and pedestrian, and must provide all security, lights, barriers, signs and fences

necessary to prevent any accident or public or private damage or loss, and shall regulate

traffic during the progress of the Work, in accordance with the requirements of AS 1742-

3(2002). If necessary, he shall provide for traffic by its diversion to an alternative route

approved by Council or by the formation of side tracks alongside the Works, or by the

construction of one half of the road at a time leaving the other half available for traffic.

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

he break down any fences, or damage public or private utilities, services nor obstruct any

drain or watercourse. When such obstructions or breakages cannot be avoided the

Applicant shall at once remove such obstructions and make adequate provision for traffic

and immediately repair such breakages. This Section shall also be read in conjunction

with Section 2 of this specification.

Worksite safety audits may be undertaken, without prior notice, by authorised Council

Officers on all works involving any Council asset. Any non conformance highlighted by

such audits shall be rectified within 24 hours or as otherwise directed by the audit

officer/s.

In the event of his failing to rectify any of the abovementioned causes, the Council

reserves the right to do so after giving the Applicant 24 hours' notice in writing, except in

cases of emergency, of its intention, and the whole of the cost of such work incurred by

the Council will be a legitimate charge payable by the Applicant.

The Applicant shall provide Council with 24 hour contact name and telephone number for

emergency reference.

1.4.2 Working Hours

Unless otherwise approved, the Works shall be carried out in daylight hours between 7.00

a.m. and 5.00 p.m. Monday to Friday inclusive, and 8.00am to 1.00pm Saturdays, subject

to legislative requirements. No construction work is to take place on Sundays and public

holidays without prior approval. All routine inspections must be carried out Monday to

Friday unless other arrangements have been made.

1.4.3 Delivery Hours

No plant, equipment or materials shall be delivery to the work site outside the hours of

7.00am – 5.00pm, Monday to Friday and 8.00am – 1.00pm Saturdays, without prior

approval. No deliveries shall take place on Sundays.



1.4.4 Damage to or Alterations of Existing Services

Prior to commencing any works the applicant shall confirm the location of all existing and

proposed services with the relevant authorities.

The greatest care shall be exercised during the progress of the Works to avoid damage to

any utility service and the applicant shall be responsible for any damage caused by him or

his agents directly or indirectly. Where existing services are known to impact on the

proposed works, these shall be located by hand prior to the adjacent works commencing.

If, as a result of the Works, any alterations to existing utility service are considered

necessary by Council or the relevant service authority, it shall be the responsibility of the

Applicant to make the necessary arrangements with the appropriate Authority(s) prior to

approval of the engineering plans and to accept full responsibility for any and all costs

associated with such utility adjustments.

1.4.5 Entry Upon Adjoining Property

The Applicant or his Representative shall not commit any act of trespass and shall

effectively protect all adjoining properties and owners against any loss, damage or injury

that may occur or be occasioned by the Works. If instructed by Council, the Applicant

shall remove from the site any employee offending against the provisions of this Section.

All property which has been disturbed as a result of the Applicant's activities shall be

reinstated. The reinstated property, as in surface finishes or fences or other property, shall

be reinstated to a finish similar to that which existed prior to disturbance or to an

alternative material/surface as agreed to in writing by the affected property owner.

1.4.6 Debris Disposal

Burning off by open fire is prohibited by the provisions of the Protection of the

Environment Operations Act 1997, as amended. Disposal of all debris shall be to an

appropriate registered waste facility. Records of disposal dockets are to be made available

to Council upon request.

1.4.7 Use of Appropriate Standards for Construction

It is the responsibility of the Applicant to complete all works in accordance with Council's

Works Specification – Civil.



1.5 INSPECTION OF THE WORKS AND MATERIALS

1.5.1 Inspection of Works

The Applicant shall at all and at any time, give uninterrupted access, and afford every

facility for the inspection and examination by Council of the Works or materials that may

be required, at any place where the said work or materials are being prepared. The

Applicant, when required by Council, shall provide all particulars as to the mode and place

of manufacture and source of supply of any of the materials to be used. Australian made

goods and materials should be used in preference to imported goods.

1.5.2 Schedule of Mandatory Inspections

The Applicant must ensure that mandatory inspections are carried out at the following

stages:

1.5.3 Mandatory Construction Inspections

(i) Soil Erosion and Sediment Control

(a) Implementation of erosion and sediment control,

(b) Revegetation of disturbed areas,

(c) Construction of major controls (i.e. gabions, mattresses, shot-

creting etc), (d) Removal of sediment basins/fencing etc, (e) Internal sediment/pollution control devices, and

(f) Final inspection.

(ii) Traffic Control

(a) Implementation of traffic control,

(b) Maintenance of traffic control during works, and

(c) Removal of traffic control.

(iii) Construction of Drainage Works (including inter-allotment)

(a) Pipes before backfilling, including trench excavation and bedding,

(b) Sand backfilling,

(c) Final pipe inspection,

(d) Pit bases and headwall aprons,

(e) Pit walls/wing walls/head walls,

(f) Concrete pit tops,

(g) Connection to existing system,

(h) Tailout works, and

(i) Final inspection.



(iv) Construction of Road Pavement

(a) Boxing out,

(b) Subgrade roller test,

(c) Subsoil drainage,

(d) Sandstone roller test layer 1,

(e) Sandstone roller test layer 2,

(f) Kerb pre-laying,

(g) Kerb during laying, including provision of roofwater outlets,

(h) Sandstone depth,

(i) Pavement profiles,

(j) DGB depths and roller tests,

(k) Wearing course,

(l) Kerb final,

(m) Formwork concrete pavements, and

(n) Final inspection.

(v) Provision of Street Furniture

(a) Street furniture (including streetsigns, guideposts, guardrail etc),

and

(b) Erection of fencing adjoining public/drainage reserves.

(vi) Footpaths Works

(a) Footpath trimming and/or turfing (to ensure 4% fall),

(b) Pathway construction (cycle/link pathways),

(c) Pathpaving construction,

(d) Service adjustments, and

(e) Final inspection.

(vii) Construction of On-site Detention System

(a) Steel and formwork for tank/HED control pit,

(b) Completion of HED control pit,

(c) Pit formwork,

(d) Pipes upstream/downstream of HED control pit before backfilling,

and

(e) Completion of OSD system.

(viii) Stormwater Quality Control

(a) Installation of stormwater quality control devices, and

(b) Final inspection.



(ix) Final Inspections

(a) Preliminary overall final inspection, and

(b) Overall final inspection.

Note

■ Additional inspections may be carried out as required.

■ These inspections are required for all Engineering works, including those

approved by Engineering Construction Certificates (under EP&A Act 1979),

Roads Act 1993 and Local Government Act 1993.

1.5.4 Table of Inspection Pre-requisites and Notices

The Applicant shall give the following notices to the relevant Council Engineer or

Development Supervisor during normal business hours or as previously agreed between

the parties.

Pre-requisite work and prior notice for inspections, as listed in Table 1.1, must be

complied with by the Applicant.



TABLE 1.1 TABLE OF INSPECTION PRE-REQUISITES AND NOTICES

INSPECTION

PRE-REQUISITE

PRIOR NOTICE DAYS

BEFORE INSPECTION

Prior to commencement of Work

Erosion and Sediment Controls in place

7 working days

Traffic control to AS 1742- 3(1985)

Prior to opening of roads 1 working day

Prior to backfilling of pipe trenches under roads

Pipes laid, jointed and sand backfilled

1 working day

Pavement Proof roller test Pavement placed, levelled and trimmed

1 working day

Prior to placing of fill Surface ready for filling, fill material inspected

1 working day

Pavement thickness Pavement course placed to finished level, kerbs in place

1 working day

Subgrade Proof roller test Conduits laid, subgrade placed, levelled, compacted

1 working day

Formwork for concrete structures (including On-site

Detention and Stormwater

Quality Control structures)

Prior to pour 1 working day

Placing of seal Road ready for sealing 2 working days

Surface seal spray records Road surfaced Less than 7 days after road sealed

Moving of Survey peg Only if absolutely required for works to proceed

1 working day

Road crossing Service in excavated trench bulkheads in place

1 working day

Preliminary Final Inspection All works practically complete survey pegs placed

7 working days

Final Inspection All works practically complete 7 working days

Acceptance of Works All defects corrected at end of Defects and Liability Period

7 working days

1.5.5 Preliminary Final Inspections

A preliminary final inspection will be arranged upon completion of the Works excluding

deferred Works that are to be bonded. The Works shall be fully in compliance with the

Documents.



Where applicable the following work shall be completed prior to the preliminary

inspection:

(a) Work-as-Executed Plans as required by Sections 1.16 and 2.25 of Council's

Engineering Guide for Development.

(b) All lots pegged.

(c) Lot numbers painted by stencil on kerb.

(d) Street signs erected in approved locations.

1.5.6 Final Inspection

A final inspection shall be arranged upon completion of any defects encountered in the

preliminary inspection.

1.5.7 Acceptance of Works Inspection

An acceptance of works inspection can be requested of Council upon completion of all

works, including rectification of all defects, at the end of the Defects

Liability/Maintenance Period but will only be carried out if all Service Utility Authorities

have completed their installations.

1.6 INSPECTION OF MATERIALS

1.6.1 Availability of Material Testing

The Applicant shall at the direction of Council submit any material or work for testing and

shall "open up" and supply samples of any work which has been covered whether the

work has or has not previously been approved by Council. All expenses incurred in

providing such materials from the Works or in making good the Works after such removal

shall be borne by the Applicant. Such directions must be complied with within 24 hours,

or such time frame as may be agreed by Council. Where Council directs that materials be

tested then such testing shall be done by a NATA registered laboratory, certified to

undertake such testing and at the sole expense of the applicant.

1.6.2 Cost of Testing

The cost of all tests and certifications required by Council shall be borne by the Applicant.

1.6.3 Quality of Materials

All materials incorporated in the Works shall be new with the exception of approved

recycled pavement materials and shall comply with the relevant AS or RTA standard as

listed in Table 2. All materials shall be subject to inspection, testing and approval by

Council, as set out in Table 2 of this Specification.



1.6.4 Representative Sampling

Samples furnished shall be representative of materials to be used. The Council may select

samples or may require samples to be delivered to a Testing Facility nominated by

Council, at no cost to Council. All samples shall be tested to the Standards laid down by

the relevant Australian Standard or where no Australian Standard exists for the material,

to standards as laid down by Council.



TABLE 1.2 SCHEDULE OF MATERIAL TESTS

(Except where specifically overridden by the Documents)

MATERIAL

TO BE TESTED

STANDARD

(NOTES 3 & 4)

TO BE COMPLIED

WITH

PRIOR TO

TYPE OF

WORK

FORM OF

TEST VERIFICATION

Compacted Subgrade AS 1289 AS 3798

Pavement Construction

Proof rolling, NATA Certificate and Plan.

Compacted Sub-Base AS 1289 AS 3798

Placing Base Course

NATA Certificate and Plan, Proof rolling

(Note 1)

Compacted Base Course

AS 1289 AS 3798

Road Surfacing Proof rolling (Note 1) NATA Certificate and

Plan.

Asphaltic Concrete Surfacing

AS 2891 Completion of asphalt works

NATA Certificate

Earth Fill AS 3798 AS 1289

Spreading topsoil

NATA Certificate and Plan.

Supply and ordering ready mixed concrete

AS 1379 Concrete Pour NATA Certificate

Concrete AS 1012 Completion of Part of Work

NATA Certificate

Reinforcing Bars and Wires

AS/NZS 4671 Concrete Pour Manufacturer’s certification

Interlocking concrete paving units

AS 1012 Completion NATA Certificate

Pre-cast reinforced concrete Box Culvert

AS 1597 Taking delivery

Manufacturer’s certification

Pipes As for relevant type of pipe

Taking delivery

Manufacturer’s certification

Concrete AS 3600 Concrete Pour Manufacturer’s certification

Crushed Rock and Recycled Concrete

RTA QA 3051+ RTA T114, T213, T215 and

T221 T276 Council

addendum to 3051

Taking delivery

NATA Certificate

Natural Gravel RTA, T106, T171, T114, T108, T109 and

T215

Taking

delivery

NATA Certificate

Note 1 Proof rolling with 3 point self propelled static roller, or other device approved by the Council Supervisor.

Note 2 Depending on Works some of these Tests and Certificates may not be required.

Note 3 Must comply with the current version of these standards.

Note 4 Copies of all AS are available at Blacktown City Council Central Library,

Blacktown.



1.6.5 Inspection and Rejection of Materials

All compliance certificates shall be handed to Council’s supervisor no later than 48 hours

after delivery of the material to the site. Any materials that fail to comply with the

Documents shall be removed from the site within 24 hours of Council delivering a notice

to do so. The failed material shall be replaced and re-tested for compliance with the

Documents.

1.7 TOLERANCES

1.7.1 General

The work shall be carried out within the tolerance limits set out in Sections 1.7.1 to 1.7.9

inclusive.

1.7.2 Sub-Grade

The tolerance on the Reduced Level of the Sub-grade shall be as follows:

minus, no limit

plus 15mm.

1.7.3 Pavement

1.7.3.1 The tolerances on completed pavement thickness, measured at time of

preparation for bituminous surface treatment, shall be as follows:

Total thickness: Minus 5mm; plus no limit

Pavement thickness: Minus 5mm; plus 5mm

Sub-Base: Minus 5mm; plus 10mm

1.7.3.2 Pavement thicknesses shall be checked by drilling or digging of holes by the

Applicant in the finished sub base at positions determined by Council. Holes

shall be filled after measurement with damp material as specified for the

surface course, well rammed to the satisfaction of Council. The cost of

digging and repairing the test holes shall be borne by the Applicant.

1.7.3.3 Width of pavement (where not in contact with concrete gutter) : minus

75mm, plus 150mm



1.7.4 Bitumen Seal

The tolerances of the finished surface of pavement (neglecting the thickness of the final

25mm layer of bituminous surface treatment) measured at the time of preparation for

surface treatment shall be as follows:

Level

Finished level at any point: minus 10mm, plus 10mm

Grading in any direction in: minus 10mm, plus 10mm

3m or less

Grading in any direction: minus 10mm,

Per 3 metres: plus 10mm

Width of seal

(where not in contact

with concrete gutter): minus 75mm, plus 150mm

1.7.5 Finished Surface of Pavement (Asphaltic Concrete)

1.7.5.1 The tolerances on the finished surface level at any point of the various courses

shall be as follow:

Wearing Course: minus 5mm, plus 5mm

Grading in any direction

in 3m or less: minus 5mm, plus 5mm

1.7.5.2 On vertical curves, similar standards shall apply with an allowance made for

the vertical curvature.

1.7.5.3 Widths

1.7.5.4 Edge of bitumen surface

(where not in contact

with concrete gutter): minus 50mm, plus 50mm

1.7.6 Kerbs, Gutters, Footway and Vehicle Crossings

1.7.6.1 Tolerances on the level of kerb, gutter and footway and vehicle crossings shall

be: plus 10mm, minus 10mm



1.7.6.2 In all cases, variations in level shall not be local and shall be over a length of

15 metres or more.

1.7.6.3 The tolerances on the horizontal shall be as follows:

Lateral position - 15mm in 15 metres, provided that the variations are not

local or unsightly.

Location of vehicle crossing: 150mm

Dimensions of vehicle crossing: 25mm

1.7.6.4 Cover to Reinforcement

Overall length: minus 15mm, plus zero

Cover: minus 5mm, plus zero

1.7.7 Pipe Lines

The tolerances of the invert level of the pipe lines shall be as follows:-

Finished level of the invert at any point - minus 15mm, plus 15mm, provided that no point

is level or at a higher level than a corresponding point upstream.

Grading - minus 0.2%, plus 0.2% at any point.

1.7.8 Pits and Headwalls

The tolerances for pits and headwalls shall be as follows:

Finished level of inverts,

soffits and upper surfaces : minus 15mm, : plus 15mm

Other dimensions : minus 25mm,

: plus 25mm

Chainage of pit centre line : minus 150mm

of pits : plus 150mm



Deflection of exposed edges : 10mm

Cover to steel reinforcement : minus Zero

: plus 5mm

Longitudinal dimensions of steel reinforcement:

Length overall as bent : minus 15mm, plus zero

Other dimension : minus 15mm, plus 25mm

Cover : minus 5mm, plus

1.7.9 Open Earth Drains

The tolerances for open earth drains shall be:

Depth: minus zero, plus 50mm

Width at all parts of cross-section: minus zero, plus 300mm

1.7.10 Tolerances being Exceeded

In the event of the tolerances being exceeded, Council may at its absolute discretion, order

the Applicant to carry out any reconstruction or remedial measures considered necessary

or desirable.

1.7.11 Smooth Junctions

Smooth junctions will be made with all existing work.

1.8 SITE FACILITIES AND AMENITIES

1.8.1 All site amenities must be provided to comply with WorkCover requirements.

1.8.2 First Aid Equipment

An approved first aid kit shall be provided and maintained by the Applicant on site during

the whole of the period when workers are on the site. The kit shall be kept in a location

readily accessible and its location clearly marked with appropriate sin posting in

accordance with WorkCover requirements.



1.9 ALIGNMENT AND SETTING OUT OF WORKS

The Applicant shall arrange for the setting out of the works by a Surveyor or Engineer.

The centrelines of all roads together with all lot pegs, easements and inter-allotment drainage

lines, where appropriate, shall be marked and recovered by pegs or other marks as shown on the

Documents.

The Applicant shall construct the works in strict conformity with the surveyed centreline and

location approved, except where otherwise shown on the Documents or instructed in writing by

Council.

If at any time during the progress of the work, any error is discovered in the position, level,

dimensions or alignment, the Applicant shall immediately on discovery of the error notify Council

and shall, unless Council otherwise directs, arrange for the error to be corrected by a Surveyor or

Engineer.

1.10 CARE OF SURVEY MARKS

The Applicant shall preserve and maintain in their true position all State Survey Marks (SSM) and

Permanent Marks (PM) whether or not the marks are to be used for the purpose of setting out,

checking or measuring the work.

Should any SSM or PM be disturbed or obliterated, the Applicant shall immediately notify

Council and shall, unless Council otherwise determines, arrange for a Surveyor to rectify such

disturbance or obliteration. The cost of rectification shall be borne by the Applicant.

1.11 SERVICE CONDUITS

All conduit trenches shall be at a grade of not less than (1) one percent in the direction nominated

by the Relevant Service Authority.

Conduits under roads shall be laid prior to the construction of the final base course layer, unless

otherwise approved by Council, and drained in accordance with requirements of the relevant

Authority.

Backfill material under road pavements shall comply with the requirements of pipe bedding for

stormwater drainage. Backfilling and compaction shall generally comply with the relevant

requirements of Specification for Stormwater Drainage.



The position of conduits shall be marked by moulding either "W" (water) painted blue, "T"

(Telstra) painted yellow or "E" (electricity) painted red into the kerb face. Where no kerbs are

laid directly over the end of each conduit, a 50mm x 25mm timber indicator painted white with

the upper 75mm painted red, 375mm long and set 300mm into the ground 600mm from the street

alignment shall be placed within the property and on the line of the conduit.

1.11.1 Electricity Conduits

Electricity service conduits shall be excavated for, supplied unless otherwise specified,

bedded, laid, jointed and backfilled in locations directed by Integral Energy and to that

Authority's requirements.

The ends of the conduits shall be plugged or suitably sealed to preclude entry of soil and

shall be connected with approved fittings.

The Applicant shall arrange for all conduits to be inspected and approved by Integral

Energy or their Agent.

Note: Integral Energy requires certification by a Surveyor or Engineer.

Crossings may comprise single, multiple or multiple layered conduits.

Kerb faces shall be permanently marked at conduit crossings directly above the conduit to

the requirements of Integral Energy and by a peg at the end of a conduit run where kerbing

has not been constructed. Marking shall be to the requirements of Integral Energy.

1.11.2 Water Service Conduits

The Applicant shall supply, excavate for, lay, joint and backfill water service conduits in

carriageways and pathways in accordance with Sydney Water Corporation regulations and

requirements as applicable.

The location of the conduits shall be marked by cutting the letter "W" 75mm in height in

the concrete kerb face or concrete edge at each end of the conduit.

The installation shall be carried out by a person suitably qualified and accredited by the

Sydney Water Corporation.



1.11.3 Telstra Conduits

The Applicant shall liaise direct with Telstra to ensure that the necessary conduits are

installed by Telstra in conjunction with Integral Energy. Kerb faces shall be permanently

marked at crossings directly above the conduit to the requirements of Telstra.

The installation shall be carried out by a person suitably qualified and accredited by

Telstra.

1.11.4 Gas Services

The Applicant shall make arrangements for the laying of conduits with the Natural Gas

Company.

The installation shall be carried out by a person suitably qualified and accredited by the

Australian Gas Light.

1.11.5 Restoration of Trenches

Upon completion of trench excavation for the installation of services and laying of ducts

all surplus material shall be removed from the site of work.

All footways shall be returned to the standard crossfall and any vegetation replaced. Any

concrete kerbs, paths or segmented paving damaged by the works shall be reconstructed to

Council's satisfaction.

Note:

Due care must be taken to ensure that appropriate erosion controls are installed and

maintained during any excavation and backfilling works when ducting and/or installation

of services is carried out.

1.12 ENVIRONMENT

The Applicant shall ensure at all times that the requirements of all the relevant Acts concerning

noise, air, water, dust, and other pollutants are fully observed.

Trucks carting material to or from the site are to have their loads covered to prevent spillage.

In regard to dust nuisance, the Applicant shall regularly water all haul roads, access tracks and

construction areas.



Council may direct that work cease until such time as any particular dust nuisance has been

controlled. All costs associated with control of dust shall be borne by the Applicant.

1.13 REINSTATEMENT OF DAMAGED INFRASTRUCTURE

Prior to final inspection by Council, all surplus material and rubbish shall be removed and the

whole of the site left clean and neat in appearance. Any road pavement, footway or kerb and

gutter disturbed or damaged during construction shall be reinstated in accordance with Council's

Restoration Policy to the satisfaction of Council's Engineer. Similarly, the whole work shall be

left in a neat and tidy condition at the end of the Liability Period.

1.14 CLEANING AND REINSTATEMENT OF EXTERNAL AREAS

The Applicant shall ensure that deleterious material deposited as a result of the works is removed

from external roads, footpaths and public areas. Any damage to external areas of the site as a

result of the works shall be reinstated by the Applicant as directed by Council.

1.15 CARRYING OUT WORK IN PUBLIC ROADS OR FOOTWAYS

Most developments require a drainage connection to a Council gutter or stormwater pipe located

in an adjoining public road. In some cases, full half width road construction may be required for

the full frontage of the site. Consequently, most development involves the carrying out of

excavation or other work within the footway or carriageway of a public road (road reserve).

Work must not be carried out in a public road unless consent has been granted by the Council (or

other relevant roads authority such as the Roads and Traffic Authority) under the Roads Act 1993.

A person wishing to undertake such work must:

1.15.1 Obtain a Road Opening Permit from the Roads Authority, usually Council,

for routine works such as connection to a kerb and gutter across a nature strip

for a single domestic drainage connection; or

1.15.2 Make special application to Council to obtain stamped approved plans issued

by Council under the Roads Act 1993 for more involved works such as

extension to or creation of new piped street drainage systems, or half width

road construction.

Note 1: Accredited certifiers do not have authority to grant consent under

the Roads Act 1993.

Note 2: Approval for carrying out works in a public road or footway is

granted separately to development consent or a complying

development certificate.

Note 3: The conditions of consent imposed on a DA approval will

generally specify what form of approval is required.



2 TRAFFIC CONTROL FOR WORKS IN PUBLIC ROADS

2.1 DESCRIPTION A "Traffic Control Plan" must be prepared by a suitably qualified RTA accredited work site traffic

designer for all works that are carried out in or adjacent to a public road. This Plan must satisfy

all the requirements of AS 1742.3-2002.

It is the sole responsibility of the Applicant to have in place and maintain traffic facilities, i.e.

barricades, signs, lights, etc, at all times, day and night, seven (7) days a week for the duration of

the works in accordance with the Plan.

These traffic facilities must be installed and maintained by appropriately qualified RTA accredited

work site traffic controllers.

All and any responsibility will rest with the Applicant who shall absolve Council and its

Employees from any suit of law which may result from the failure of the Applicant to comply

with the above requirements.

If it comes to the attention of Council that Traffic Control Devices are insufficient or inoperational

(particularly in an after-hours situation), then Council may arrange to reinstate the Traffic Control

Devices and recoup the costs from the Applicant.

Any changes to the approved Traffic Control Plan must be approved by Council before

implementation.

2.2 ROAD OCCUPANCY LICENCE

The applicant shall ensure that a Traffic Control Plan is submitted to Council for approval at least

10 working days before any works are undertaken on any existing public assets owned,

maintained or controlled by Council. No works shall be commenced until such Traffic Control

Plan has been approved by a Council officer authorised to approve such plans for implementation.

In addition, no work shall commence on any Council assets until such time as the appropriate

occupancy permission has been obtained and the appropriate fees and charges pertinent to such

occupancy paid.



3 EROSION AND SEDIMENT CONTROL

3.1 DESCRIPTION

This specification provides for measures for the erosion and sediment control that shall be

undertaken during construction.

The Applicant shall provide and maintain controls where shown on the Drawings or where

directed by Council. Such controls shall be in accordance with this Specification.

Erosion and sediment control designs shall address the requirements of Council's Engineering

Guide for Development, this Specification and relevant requirements and recommendations of the

NSW Department of Environment and Conservation (DEC). For works and control measures not

covered by this Section, the Applicant may follow DEC’s "Managing Urban Stormwater - Urban

Design" guidelines, or "Managing Urban Stormwater - Soil and Construction - Volume 1" 4th

Edition produced by Landcom (2004).

3.2 GENERAL

Perimeter control measures shall be placed prior to or in conjunction with the first phase of

earthworks. Construction shall be phased if directed by Council so that land disturbance is

confined to areas of workable size. This limits the duration for which disturbed areas are exposed

to erosion. Stabilisation measures shall be applied on the first disturbed section before the next

section is opened up if possible.

Topsoil stockpiles shall be located outside hazard areas such as drainage depressions.

Where site regrading or filling is to be undertaken, surface water shall be directed away from the

face of batters and stock piles.

All areas not subject to construction works shall be retained free from disturbance or damage

during the currency of the Works. Should these areas become disturbed or damaged they shall be

reinstated by the Applicant.

3.3 SEDIMENT AND EROSION CONTROL DEVICES

Where shown on the Documents or otherwise specified, sediment and erosion control devices

shall be constructed and maintained. Unless the device is a permanent structure, it shall be

removed when the areas upstream of it have been stabilised. The control devices shall be

constructed in the locations shown on the Drawings unless an alternative location is directed by

Council.



Standard drawings of sediment and erosion control devices may be found in Section 15 of this

Specification.

3.3.1 Temporary Construction Exit

The temporary construction exit shall be provided to shake off site material from exiting

vehicles and shall consist of a pad of coarse crushed rock, (75mm to 150mm range)

having a minimum depth of 200mm, a minimum length of 25m and a width as nominated

on the Documents or be of precast or prefabricated steel "cattle grid" type. See also

Standard Drawing A(BS)115.

3.3.2 Diversion Channels/Banks

Diversion channels are earth channels with a minor ridge on their lower side constructed

across the slope. The channel shall have side slopes not steeper than 1 in 3.

Where flows are too large to be contained by a simple channel, a diversion bank shall be

constructed below the channel. The bank shall have a compacted height of at least

500mm with batter slopes no greater than 1 in 2 and a top width of 600mm. The channel

behind the bank shall fall to the outlet point.

Diversions shall be stabilised by the method nominated on the Documents or otherwise

specified and shall be located where directed by Council so that runoff will discharge onto

stable disposal areas without causing erosion.

3.3.3 Level Spreader

Level spreaders shall be used as outlets for diversion channels or at other areas of

concentrated flow of runoff where conversion to sheet flow onto stable areas is required.

The level spreader shall be excavated at zero grade, the length shall be as shown on the

Documents or otherwise specified. The approach grade of the diversion channel shall not

exceed 1 per cent for at least 6 metres before it enters the spreader. Particular attention

shall be paid to the sill to ensure that it remains stable and a vigorous vegetative cover is

maintained below it. The channel behind the sill shall be de-silted on a regular basis and

no traffic shall be allowed to use this area.

3.3.4 Straw Bale Barrier

Straw bale barriers shall consist of wire bound bales laid lengthwise in an excavated

trench nominally 100mm deep. Each bale shall be securely anchored by two stakes or star

pickets skewer driven through its centre into the ground such that the top of the stake or

star picket is level with the top of the bale.



The barrier shall be constructed on that part of the perimeter of the site or at other

locations within the site where shown on the Document or where directed by Council.

3.3.5 Filter Bank

The filter bank, which is an auxiliary structure shall be installed in conjunction with and as

part of a diversion bank or other structure designed to temporarily pond sediment-laden

surface runoff.

The outlet shall be constructed in accordance with the details shown on the Documents.

Aggregate shall be in the 50 to 75mm size range. The crest of the outlet shall be a

minimum of 150mm lower than the top of the associated earth bank and may be either

level or slightly concave. The gravel outlet shall otherwise have a similar cross-section to

that of the adjacent earth bank. The length shall be as shown on the Documents or as

otherwise specified.

3.3.6 Sediment Traps

Temporary de-silting structures shall be constructed at inlets to stormwater systems to trap

sediment runoff. They shall consist of the following types:-

3.3.6.1 Surface Inlet

The surface inlet pit shall be completed to throat level and then topped off

with one or more courses of standard masonry construction blocks, nominal

150mm thickness, laid on side in accordance with the detail shown on the

Documents. Aggregate in the 50 to 75mm size range shall be placed around

the outside of the blocks.

3.3.6.2 Kerb Inlet

Kerb inlet traps shall be provided to pits in areas of high erosion susceptibility

and shall be constructed by modifying the kerb inlet to allow sediment

filtration. A roll of wire netting of a nominal 150mm diameter filled with

aggregate in the 50 to 75mm size range shall be placed across the pit entry in

accordance with the detail shown on the Documents. The netting shall be

lapped approximately 150mm and wired together. At both ends a concrete

spacer block laid on side shall be placed normal to the kerb.



3.3.6.3 Culverts

Existing road embankments with culverts beneath shall be converted to

temporary sediment traps by building around the entrance to the culvert a box

of unmortared standard masonry construction blocks nominal 150mm

thickness, placed on side in accordance with the detail shown on the

Documents. A filter of gravel or coarse aggregate (50 to 75mm size range)

shall be placed against the modified inlet. The filter material shall batter at 3

to 1 from the top of the blockwork. The width and height of the blockwork

shall be as specified in the Documents.

3.3.7 Filter Dams

Filter dams built of pervious materials such as straw bales, washed aggregate, gabions, or

sandbags filled with aggregate shall be placed across minor drainage channels while

ground cover is being established, to steady flow velocity and to trap sediment. In grassed

channels they shall be embedded at least 100mm in the soil to prevent water tunnelling

beneath them.

Aggregate filled sandbags shall be stacked in an interlocking fashion.

The dam shall be checked after each storm for structural damage or clogging by silt and

other debris and the Applicant shall make prompt repairs or replacements to the

satisfaction of Council.

3.3.8 Sediment Basins

Sediment basins, where specified, shall be constructed to the details shown on the

Documents. The basin shall be constructed as the first phase of the earthworks operation.

Basins shall be sized in accordance with Landcom's "Managing Urban Stormwater - Soil

and Construction - Volume 1" - 4th

Edition (2004)

3.4 MAINTENANCE

All sediment and erosion control devices shall be maintained in a satisfactory working order

throughout the Maintenance Period or until such earlier time as the area upstream has been

stabilised and Council directs that the device be removed.

The devices shall be inspected after each storm for structural damage or clogging by silt and other

debris and prompt repairs or replacement shall be made by the Applicant.



All sediment deposited within ponded areas shall be periodically removed to a disposal area as

directed by Council.

Filter materials shall be cleaned and restacked or replaced when directed by Council to maintain

effective performance.

In the case of the temporary construction exit, the contractor shall undertake periodical surface

cleaning by drag broom or equivalent, to remove all build up of foreign material.

To control bank growth and to maintain healthy ground cover in channels and on banks, mowing

shall be undertaken at regular intervals when directed by Council.

3.5 STABILISATION OF DISTURBED AREAS

Stabilisation of disturbed areas shall be carried out in accordance with the Specification for

Grassing (see Section 13).

Where practical the following principles shall be applied for the control of erosion and

sedimentation:-

3.5.1 Stabilisation of denuded areas shall commence within fourteen (14) days of

the works being completed.

3.5.2 Stabilisation of the area over all stormwater drainage lines and sewer mains

not within road reservations shall commence within fourteen (14) days of

backfilling.

3.5.3 All temporary earth diversion channels/banks and sediment basin

embankments shall be seeded within fourteen (14) days of completion of their

earthworks.

3.5.4 Stabilisation of all cut and fill slopes shall be commenced immediately of

completion of formation.

3.6 DUST CONTROL

All reasonable steps shall be taken by the Applicant to limit the creation of any dust nuisance

which might arise during the execution of the works. In this regard all haul roads, access tracks

and construction areas shall be regularly watered.

Council may direct that work cease until such time as any particular dust nuisance has been

controlled. All costs associated with control of dust shall be borne by the Applicant.



3.7 DIVERTING WATER AND DE-WATERING

All necessary action shall be taken by the Applicant to prevent any surface and/or sub-soil water

from interfering with the progress of the works. The work area shall be kept free from such water.

All reasonable measures shall be taken to prevent any damage to the works by water due to flood,

seepage or other causes.

Any work or material damaged by water from any source shall be removed, replaced with fresh

material and reconstructed by the Applicant.

Provision shall be made for the temporary drainage of any road boxing excavation or pavements

in the event of rain. The Applicant shall ensure that this temporary drainage does not cause

erosion or siltation of any existing drainage works.

Appropriate arrangements must be made to provide anti-siltation measurements to prevent any

deleterious matters entering the stormwater system.

3.8 TURFING/GRASSING AT COMPLETION OF CIVIL WORKS

At the completion of Civil Engineering works all land disturbed by earthworks must be

revegetated. The following are minimum requirements:

3.8.1 Subdivision Roads and Footways

Provision of a turf strip minimum 300mm wide immediately behind, and for the full

length of, all kerb constructed in the subdivision.

3.8.2 Footways Adjacent to Other Developments

Footways adjacent to developments in existing areas, or where required by the DC, shall

be fully turfed.

3.8.3 Subdivision Lots

Lots in subdivisions which will be sold individually for dwelling construction must also be

surface stabilised against erosion. In this regard, disturbed areas must be

sown/hydromulched, as per Section 3.5 and Section 13 of this Specification.

Final acceptance of the subdivision/development "civil works" will be dependant on

satisfactory prevention measures being established on site and being maintained during the

Defects Liability/Maintenance Period.



4 SITE CLEARING AND/OR GRUBBING

4.1 DESCRIPTION

This Specification provides for the clearing and grubbing and removal of prescribed materials

from part of the area of the site shown on the documents.

4.2 NOTICE OF COMMENCEMENT

The Applicant shall give seven (7) working days written clear notice of the intention to commence

clearing operation. No work shall be commenced within that period, unless approval to do so has

been given by Council. (See Section 1.3.1.2 of the General Specification of Works).

4.3 CLEARING AND GRUBBING

For the full area of the road reserve, drainage easements or where otherwise shown on the

documents, all materials such as fences, concrete and/or brick foundations and/or floors, structures

of all descriptions, trees, shrubs, scrub, stumps, logs, boulders and roots except those fences,

structures, trees, shrubs and/or items which Council may direct to be retained shall be cleared

and/or wholly grubbed. All lying and fallen timber, rubbish and debris of every description shall

be disposed of off site, in accordance with Section 1.4.5.

4.4 TREES TO BE RETAINED

Council's Tree Preservation Order, City Environment Plan or any Interim Development Order

must be complied with.

No growing trees and/or shrubs shall be destroyed or damaged other than those specified or

directed to be removed. Council shall mark or otherwise indicate to the Applicant those trees

and/or shrubs that shall be removed and the Applicant shall take particular care during the

operations of clearing not to remove and/or damage any other trees and/or shrubs that shall

remain.

All trees that shall be retained shall be adequately protected at all times and particular care shall

be taken to avoid any damage to the roots, trunks and branches. These trees shall be marked by

Council prior to any works being commenced.

4.4.1 Roots

Before any excavation is carried out near the roots of trees and/or shrubs to be retained,

the Applicant shall obtain a direction from Council as to whether the levels in the vicinity

of the tree can be adjusted to protect the roots.



When any excavation is required in the vicinity of trees to be retained, hand excavation

first shall be used to locate the roots. Roots which are then seen to be affected by the line

of the proposed work shall be cleanly severed, clear of the work, before machine

excavation commences.

4.4.2 Trunks

Certain trees to be retained may have to be protected. This protection shall be provided by

lashing pine or other suitable off-cuts upright around the trunks leaving gaps of no more

than 150mm. The off-cuts shall be 1.5 metres high and shall extend down to ground level

so as to protect the boles. The flat side of the off-cuts shall face outwards and if necessary

shall be painted white.

4.4.3 Damage to Trunks

Where the trunks of trees are damaged by plant and/or equipment, Council may direct the

Applicant to effectively cover the damaged portion of the trunk with approved tree paint.

Alternatively Council may require advanced replacement trees to be provided. Council's

Tree Preservation Order shall be strictly observed.

4.5 REMOVAL OF TREES LEFT IN FILLED AREAS

The Council reserves the right to direct the Applicant to clear, grub and remove any tree and/or

shrub left living and standing in any area filled in the site preparation works if Council is of the

opinion that such tree and/or shrub is dead or dying.

4.6 DISPOSAL OF MATERIAL

All material cleared and/or grubbed in accordance with this Specification shall become the

property of the Applicant, who shall adhere to the provisions of the Protection of the Environment

Operations Act.

4.7 RESTORATION OF SITE

All holes or depressions caused by the clearing and/or grubbing work shall be backfilled with

approved material and the area compacted to the satisfaction of Council. Prior to being back-

filled the holes or depressions shall be inspected by Council.

4.8 PRIVATE PROPERTY

Every precaution shall be taken to prevent timber or other materials falling on and/or being

deposited on private property, and the Applicant shall remove, at their cost, any timber or other

materials so fallen and/or deposited.



4.9 DAMAGE

All damage of any kind, including damage to fencing and private property caused by the

execution of the work shall be made good by the Applicant at their expense, and to the satisfaction

of Council.



5 EARTHWORKS AND FORMATION

5.1 DESCRIPTION

This Specification provides for the formation by cut and/or fill of the earthworks for the

construction of roads, pathways, miscellaneous works and concrete structures.

5.2 REMOVAL OF TOPSOIL

Topsoil shall be stripped from within the formation areas of roads, driveways, parking areas,

pathways, miscellaneous pavements and other works inclusive of batters and shall be placed in

stockpiles shown in the Documents and/or in locations approved by Council for future top

dressing of formed footways, berms, batters and site regrading areas.

The thickness of the topsoil stripping shall be as specified on the Documents. Where not specified

the thickness of topsoil stripping shall be not less than 100mm.

All topsoil stockpiles shall be maintained in a neat and tidy condition during the execution of

formation of earthworks and until replacement of topsoil is carried out. Care shall be taken to

avoid contamination by any other matter. See also Section 3 of this Specification, Erosion and

Sediment Control.

Replacement of topsoil shall be in accordance with the provisions of Section 5.14.

5.3 REMOVAL OF UNSUITABLE MATERIALS

Following the stripping of topsoil as specified in Section 5.2 and before excavation, filling or

other works are commenced, all exposed deleterious materials which, in the opinion of Council,

are unsuitable for the placing of filling shall be removed and disposed of.

If in the opinion of Council unsound or unsuitable material is encountered at the specified

excavation level or embankment base in other than minor pockets, additional excavation and

replacement with compacted approved material may be ordered. All unsound or unsuitable

material excavated in accordance with the provisions of this paragraph shall be disposed of by the

Applicant, to the satisfaction of Council.

If the material below ground surface level on subgrade/foundation is too wet to compact, the

material shall be tyned, drained or otherwise allowed to dry sufficiently to permit the specified

compaction to be achieved in accordance with Sections 5.4, 5.9 and 5.11.



5.4 COMPACTION PRIOR TO PLACING OF FILL

IN AREAS OTHER THAN ROADS AND FOOTPATHS

On areas to be site regraded by filling, and after removal of the materials as described in Sections

5.2 and 5.3 and before any filling material is placed, the stripped surface shall be compacted for a

depth of 200mm to a density not less than 95% of its standard maximum dry density. Such

stripped areas shall be tested and certified by a registered NATA laboratory and results

confirming conformance provided to Council prior to placement of fill.

5.5 EXCAVATION

Excavation shall be carried out to the depths and dimensions shown or implied on the Documents,

or to such greater depths and dimensions, as will ensure sound, permanent foundations. All

excavation shall be approved by Council before any materials or structures are placed thereon.

Any over excavation shall be made good with granular or other approved filling placed in layers

not exceeding 250mm thickness, loose measurement, and compacted to 95% of the standard

maximum dry density in accordance with the relevant Australian Standard.

Excavated material, if deemed suitable by Council, may be used in the formation of embankments

and for site filling.

No excavation shall be commenced until, in the opinion of Council, the necessary plant is on the

site to ensure uninterrupted progress and continuance of the cut to fill operation.

In carrying out excavation work, all reasonable precautions against mishap or accident, whether

arising from insufficient strength of timberings, bad workmanship, breakage of machinery or

plant, inefficient caulking or packing of open joints or spaces, flood, or any other cause

whatsoever shall be taken, and the Applicant shall be held solely responsible for all damage,

injury, or loss that may occur to buildings, structures, bridges, railways, roadways, streets and

other surfaces above and adjacent to the excavations, to all persons whether employed by the

Applicant, by Council or otherwise, and to his own and other works, and the cost of all such

damage, injury and loss and any compensation shall be met by the Applicant.

5.6 SURPLUS SPOIL

Surplus spoil shall be disposed of as specified in Section 4.6 of this Specification.

5.7 IMPORTED FILLING

All imported fill material shall be virgin excavated natural material (VENM) free from chemical

or other contamination. A contamination report on the proposed imported fill material, from a

NATA registered laboratory, shall be provided to Council prior to placement of fill.



5.8 EMBANKMENTS

Placing of filling on the prepared areas shall not commence until approval has been obtained from

Council.

Embankments shall be constructed from approved sound material in accordance with Sections 5.5

and 5.7 of this specification and shall be placed in horizontal layers extending across the full

width of the embankment of not greater than 250mm in thickness, loose measurement, and each

layer shall be compacted in accordance with the provisions of Section 5.11.

Where the cross slope of the natural surface is steeper than 1:3, (that is one vertical in three

horizontal), the base of the entire embankment shall be suitably stepped, scarified or roughened

before construction of the embankment is commenced. Natural ground adjoining an existing

embankment together with the existing batter shall be similarly treated before the embankment is

widened.

5.9 PLACEMENT AND COMPACTION OF FILL

Placement of filling on the prepared areas shall not commence until approval has been obtained

from Council.

Filling shall be carried out in horizontal layers, extending the full width of the fill areas in not

more than 250mm thick loose measurement layers.

The dry density of fill shall satisfy the following requirements:

AS1289 - 5.6.1 Sands -Density index more than 70% where compaction test is in

accordance with the relevant Australian Standard.

AS1289 - 5.4.1 Material other than sand - A minimum dry density ratio of 95%

where the compaction test is in accordance with the relevant

Australian Standard.

The co-ordination of Geotechnical Testing - the placement, supervision, inspection and frequency

of testing - shall be carried out in accordance with AS 3798 Appendix B Level 2 Testing (as a

minimum standard).

All filled areas shall be certified as complying with the requirements of this provision by a

N.A.T.A. registered Geotechnical Laboratory and the testing of such areas shall be carried out in

accordance with the relevant AS provisions.

Where depth of fill is > 250mm, compaction certificates certifying that the relevant density ratio

has been achieved must be submitted to Council upon completion of works.



The moisture content of each layer shall be maintained near optimum during compaction. Where

it is necessary to increase the moisture content, each layer shall be watered by means of an

approved sprayer delivering a uniform distribution of water over the area to be wetted. Adequate

watering equipment shall be available during all compaction operations.

5.10 BOXING OUT

The formation of roads, accessways, parking areas, pathways and miscellaneous pavements shall

be boxed out for the construction of the pavement as shown on the Documents.

The boxing shall extend 150mm behind the back of kerbs, and vehicular crossings, edges of

shoulders or edges for concrete pavements, etc.

Boxing in excavations shall be formed by removal of material from the solid. Boxing in

embankments may be formed by building up and compacting by rolling the footway or shoulder

area and then trimming the inside edges vertically to correct line.

Provision for temporary drainage and diversion of stormwater, where water may tend to

accumulate, shall be made by the Applicant. Care shall be taken to guard against scour on any

part of the construction. All temporary provisions for drainage, unless otherwise directed to be

retained for use as catch or shoulder drains, shall be restored to the satisfaction of Council before

pavement materials are placed.

5.11 TRIMMING AND COMPACTION OF EARTHWORKS AND SUBGRADES

The earthworks and subgrades shall be thoroughly compacted by rolling as close as practical to

optimum moisture content to achieve the specified compaction density. All soft or unstable

patches that may develop during the compaction operation shall be removed, filled with approved

sound material and blended into the surrounding material, moistened and rolled until thoroughly

compacted.

Where rock is encountered at sub grade level, it shall be suitably treated to the satisfaction of

Council.

Compaction of subgrades shall continue until a dry density has been achieved of not less than

100% of the standard maximum dry density when tested in accordance with Australian Standard

AS1289 Tests E.1.1 or E.1.2.

The co-ordination of Geotechnical Testing - the placement, supervision, inspection and frequency

of testing, shall be carried out in accordance with AS 3798.

A three (3) wheeled, self propelled roller or other approved device acceptable to Council, shall be

made available to carry out proof rolling those sections of subgrade prepared to be proof loaded.

Unless otherwise acceptable to Council the roller shall have rear rollers of at least 1200mm in

diameter and an intensity of loading of at least 7000 kg per metre width of roller.



After compaction, the subgrade profile shall be prepared parallel to the finished surface at the

specified depth below the detailed cross sectional and grade lines and over the required widths.

The subgrade profile shall be checked by Council. Any irregularities found shall be adjusted by

addition or removal of material followed by further trimming and rolling to achieve the specified

profile, shape and compaction.

All footpaths shall be excavated to a depth of 75mm below designed level then made good with

approved topsoil which shall be compacted and trimmed to provide a suitable crossfall falling

towards the kerb and gutter.

5.12 BATTERS

Unless otherwise specified or directed by Council the sides of cuttings and embankments, shall be

trimmed to a maximum slope of 1 vertical to 5 horizontal.

Where steeper batters have been approved by Council on design drawings, access ramps at a

maximum slope of 1 vertical to 5 horizontal, shall be provided opposite each kerb layback.

5.13 SITE REGRADING

Site regrading work shall be carried out as shown on the Documents by cut and/or fill operations

and/or by utilisation of surplus approved spoil material from site works. Where insufficient

material is available for filling purposes approved imported material shall be used to complete the

site regrading work in accordance with Section 5.7.

The areas specified to be regraded shall be finished to the levels, with allowances for topsoil

replacement, and/or grades, shown on the Documents without abrupt changes of slope and/or

depressions, which may hold surface waters. The regraded surface, after the specified

compaction, shall present a true surface, free from rocks, clods and rubbish of any description.

All areas, not subject to construction works, shall be retained free from disturbance or damage

during the currency of the works. Should these areas become disturbed or damaged they shall be

reinstated by the Applicant to the satisfaction of Council.

Site regrading for residential allotments shall comply with the current version of AS 3798.

5.14 REPLACEMENT OF TOPSOIL

The Applicant shall not commence placing of topsoil on the prepared areas until advised by

Council.

The stockpiled and/or imported topsoil shall be spread to the specified depth, or where no depth is

specified to a minimum depth of 100mm.



The topsoiled area shall then be compacted with a light roller and trimmed so that the finished

surface conforms to the design levels and grades.

Topsoiled areas, when finished, shall present smooth surfaces free of stones and lumps of soil and

blend into adjoining undisturbed ground.

All areas where vegetation has been removed shall be suitably grassed by means approved by

Council. A dense grass cover must be established upon completion of the earthworks and be

maintained during the Defects and Liability period.

Imported topsoil shall be free of stones, sticks, rubbish and other deleterious material and shall not

have more than 3% of the material retained on the 2.36mm sieve and shall be free from chemical

or other contamination. A contamination report shall, if required by Council, be provided by the

applicant from a NATA registered laboratory at no cost to Council.

5.15 PROGRESS INSPECTIONS

Construction of the pavement shall not be commenced on the formation until approval has been

obtained from Council. Where pavement has been constructed or commenced in contravention of

this Section, the Applicant, when ordered by Council, shall remove the pavement so commenced

or constructed.

5.16 ENTRANCE TO SIDE ROADS AND ADJACENT PROPERTY

Should any alteration to levels be made opposite entrances to side roads or opposite vehicular

entrances to adjacent property, arrangements to restore access shall be made in accordance with

the provisions of Section 1.4.4 of the General Specification of Works.



6 STORMWATER DRAINAGE

6.1 DESCRIPTION

This Specification provides for the excavation and backfilling of trenches and the supply, bedding,

laying and jointing of stormwater pipelines, precast reinforced concrete box culverts and

headwalls.

Where indicated in the Document culverts and pipelines shall be constructed complete with

connections, if required, to the required headwalls and/or pits.

6.2 DRAINAGE LINE LOCATION

The location of each drainage line shall be determined from the details in the Document, standard

drainage structure drawings, longitudinal profiles of drainage lines and ancillary special drawings.

The placing of survey marks, showing the location of drainage easements, shall be arranged by a

Surveyor or Engineer.

Drainage lines shall be constructed so that their centreline coincides with the centreline of the

respective internal wall of the drainage structure or as detailed in the documents.

Drainage lines within proposed drainage easements shall be located centrally and no portion of a

pipe, culvert or drainage structure shall be constructed outside the easement boundaries.

Should trees exist along the proposed drainage line, or so close to the trench that damage to trees

would be unavoidable, direction shall be sought from Council prior to excavation commencing.

6.3 TYPES OF PIPES AND BOX CULVERTS

Pipes and box culverts shall not be placed in position in the work until passed by Council either

with, or without testing, at Council's discretion. The fact that pipes are passed by Council shall in

no way limit their subsequent rejection by Council in the event that they do not conform to the

Specification.

All pipes delivered to the site shall carry the manufacturer’s distinguishing mark, nominal size and

class of pipe. For all reinforced concrete items, date of manufacture shall also be indicated.

All pipes/culverts shall be transported, stacked, handled and protected in accordance with the

manufacturer’s recommendations.



6.3.1 Steel/Fibre Reinforced Concrete Pipes

Rubber ring jointed pipes shall be used for construction of all pipelines up to and including

1800mm diameter (See Council's Engineering Guide for Development). Where none

rubber ring jointed pipes are approved by Council, they shall have an external band (EB)

applied to the joint.

Pipes and specials such as bends and off-takes shall conform to AS 4058-1992, AS 4159-

2003 and AS 3725-1989 as applicable. Council reserves the right at any time to call for

any or all of the specified tests, viz. Load, Hydrostatic or Absorption, to be carried out on

each size of consignment of pipes prior to the pipes being used in the work.

6.3.2 Vitrified Clay Pipes

Unless otherwise specified, all pipes shall be stormwater class, rubber ring joint. They are

permitted for inter-allotment drainage and private property drainage only.

All fittings shall be first quality conforming to the requirements of AS 1741-1991

Vitrified Clay Pipes.

6.3.3 uPVC Pipes and Polypropylene Pipes

The use of uPVC pipe, Class SH and polypropylene pipes both with a nominal diameter of

between 100mm and 300mm is permitted for inter-allotment drainage and private property

drainage only. Pipes and fittings shall conform to the requirements of AS 1260-2002,

"Unplasticised PVC (uPVC) Pipes and Fittings for Sewerage Applications" and shall be

rubber ring jointed.

UPVC pipes must always be protected from direct sunlight by stacking in the shade or

under cover, to Manufacturer's Requirements.

6.3.4 Precast Reinforced Concrete Box Culverts

Precast Box Culverts shall conform to the requirements of Section 7.15 as well as load

tests and water absorption tests to AS 4058-1992. If required by Council the Applicant

shall provide documentary evidence that the intended box culverts comply with all aspects

of AS 1597.1/2.

6.3.5 Precast Concrete Headwalls

Precast Concrete Headwalls may only be used for tailout headwalls for small pipes up to

300mm diameter, in low embankments. They may also be used for temporary headwalls,

where approved by Council.



6.4 EXCAVATION

Excavation shall be carried out in accordance with the provisions of Section 5.5 of the

Specification.

The Applicant shall take all precautions against accident, damage to the works or other works and

properties and injury or loss arising from any cause whatsoever to persons employed by him.

Should drainage trenches be excavated to depths greater than that necessary, the excess

excavation shall be made good, to the correct level, with approved bedding material and

compacted to 95% standard max dry density.

Trenches shall be excavated to a sufficient width so that a minimum space of 150mm is created

between the side of the trench and the outside of the pipe. Where necessary to allow the proper

handling, jointing and placing of all types of pipes specified, additional excavation may be

required.

Trenches shall be excavated over their full width to the specified depth to allow a minimum of

75mm bedding below the pipe for all classes of material. All loose material shall be removed

from the bottoms of trenches prior to the placing of approved non-cohesive granular bedding

material.

The bottoms of trenches or excavations in all soil types shall be compacted prior to the placing of

any bedding or concrete materials. Should, in the opinion of Council, the foundation material be

incapable of effective compaction, the material shall be removed to a depth of at least 200mm

below the underside of the collar of the pipe and replaced with approved material.

In wet or unstable ground conditions, where the trench bottom requires further stabilising,

additional approved bedding material in conjunction with an approved filter fabric shall be placed

below the standard bedding as directed by Council.

6.4.1 Shoring and Battering

Subject to any Act of Parliament, Ordinance or Regulation, the Applicant shall satisfy

himself as to the necessity of shoring excavations and shall accept the sole responsibility

as to its being required and to its use in the works.

The execution of any additional excavation by benching or battering to offset the necessity

of shoring may be approved on written request to Council.



6.4.2 Laying in Filled Ground

Where pipes are required to be placed in filled ground, or where the top of the pipe would

be less than 400mm below the natural surface, filling shall first be placed and thoroughly

compacted, the trench being excavated in the normal manner to the required levels, and

after laying and jointing of pipes, the line shall be backfilled in accordance with the

requirements of Section 6.17 of this Specification.

The excavations shall be kept free of water at all times. Sumps formed for the purpose of

dewatering shall be kept outside the line of the trench and away from foundations as far as

possible. When no longer required, they shall be backfilled and compacted as specified in

Section 6.17 of this Specification.

6.5 ALLOWANCES IN EXCAVATION QUANTITIES

The following allowances shall be made for drainage excavation:

Width: (a) Single cell pipelines - In accordance with AS 3725.

(b) Multiple cell pipelines - As per single cell pipeline with a minimum of 300mm spacing between the further most extremity of the pipes.

6.6 PIPE BEDDING MATERIAL

The material used for bedding of pipes shall be approved non-cohesive granular material having

high permeability, high stability when saturated and free of organic material and shall be a single

size material between 2.36mm and 19mm with a maximum plasticity index of 6.

Samples of the types of materials intended to be used shall be approved by Council prior to their

use.

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

Council. After acceptance by Council, bedding material shall be placed and compacted to the

correct level for pipe laying.

6.7 PIPE LAYING

Pipes shall be laid using lifting facilities, if provided, to the top or in accordance with the

manufacturers requirements and shall have their full length in contact with the prepared bedding

as specified, the pipes shall be placed to form drainage lines true to line, level and grade as shown

on the Documents and/or as otherwise detailed and in a straight line. All pipes shall be laid in

accordance with the requirements of AS 3725.



Any pipe which is not laid on true alignment or to design level and/or grade or which shows any

settlement after construction or which is damaged during backfilling or compaction operations,

shall be taken up by the Applicant, replaced with a new pipe, if damaged, and the drainage line

completed to the satisfaction of Council.

6.7.1 Multiple Pipes

Where 2 or more lines of pipe are to be laid in parallel, the space between the furthermost

extremity of each pipe shall be 300mm.

6.7.2 Diameter Pipes

Where a pipeline of 1050mm or larger in diameter is laid in a trench beneath an area to be

paved and where the depth of backfill cover between the obvert of pipes and the subgrade

level above is less than 0.5m, all pipes shall be temporarily strutted internally in the

vertical axis at each pipe joint. Struts shall be of timber or other materials of dimensions

approved by Council and shall bear against sills and caps tightly wedged against the pipes.

Strutting shall be removed following completion of the construction of road, driveway or

pathway pavements.

6.7.3 Angled/Curved Pipes

Where a drainage line contains an angled bend or curved pipes, the angle bends and

curved pipes shall be supplied and laid in accordance with the relevant provision of this

Specification and to details shown on the Document. This provision shall only apply to

pipelines larger than 1200mm in diameter.

6.8 CCTV INSPECTIONS OF DRAINAGE STRUCTURES

On completion of the approved engineering works and prior to the final inspection, or where

directed by Council, the Applicant shall provide a Coloured Closed Circuit Television (CCTV)

Report of the internal structure of all stormwater pipes and culverts that are part of the road

drainage system, and shall rectify all defects evidenced by the Report to the satisfaction of

Council.

All costs associated with the CCTV inspection and rectification works shall be borne by the

Applicant.

6.8.1 CCTV Field Testers

CCTV Field Testers must have NATA accreditation under the Sydney Water Field Testing

Services Program for CCTV inspections. Field Testers shall also have professional

indemnity insurance adequate to cover the value of the works they are inspecting.



6.8.2 CCTV Inspection Procedure

The CCTV Inspection Procedure shall be carried out in accordance with the Water

Services Association of Australia (WSAA) "Sewer Inspection Reporting Code of

Australia" and the "Sewerage Code of Australia" (Sydney Water Edition).

The structural and serviceability condition ratings of the stormwater pipes and culverts

shall be assessed using the SEWRAT computer program or equivalent.

6.8.3 CCTV Reports

The CCTV Report shall consist of VHS Video Tape or DVD of the inspection video, a

hard copy printout of the SEWRAT (or equivalent) report, and a CCTV Certification

Statement.

6.9 SUBSOIL PIPES IN STORMWATER DRAINAGE TRENCHES

Subsoil drainage pipes shall be laid adjacent to every stormwater pipe and culvert for a minimum

distance of 3 metres upstream at each pit. The subsoil pipe shall be fitted with a filter sock and

shall comply with the requirements of Section 6.17. The filter sock shall be appropriately tied at

the upstream end to preclude the entry of filter material. The subsoil pipeline shall be laid at the

same grade as the stormwater pipeline or Culvert.

Where shown in the Documents or where directed by Council, subsoil pipes shall be laid for the

full length between kerb inlet pits. The subsoil pipes shall be laid centrally located under the kerb

in accordance with Section 6.17 of the Document. The pipe shall extend to the upstream pit and

shall be connected through the pit wall at a level above the obvert of the outlet pipe.

6.10 METHOD OF PIPE JOINTING

All pipes shall be jointed in accordance with the manufacturers requirements.

Care must be taken to ensure that all joints are free from dirt or other obstructions and that the

rubber rings if used are placed evenly in the joint.

All lifting holes provided shall be covered by mortar/sand mixture or other approved method

before backfilling.

6.11 CONCRETE ENCASING

Concrete encasement, where shown on Documents, or where directed, shall have a minimum

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

Ductile iron cement lined (DICL) pipes may be substituted for encased concrete pipes. Pipes to

be encased shall be firmly supported to design line and level.



6.12 CONCRETE BULKHEADS

Where shown in the Documents or where the grade of the pipeline is ≥ 15%, concrete bulkheads

shall be constructed at every second joint. The axis of the bulkhead shall be vertical with a

minimum top width of 200mm. Unless otherwise directed the top of bulkheads shall extend to

within 300mm of finished surface level or to the subgrade level where the pipeline is under a road

pavement. On each side of the pipe at the level of the trench invert 100mm dia pipes shall pass

through the bulkhead. Such pipes shall be filled with fibreglass wool or other approved filter

material. The bulkhead shall be located directly behind the downstream collar so as not to encase

the joint.

6.13 DIRECT CONNECTIONS

Where direct pipe connections are shown on the Documents, both pipes shall be carefully cut or

manufactured so that a neat junction is obtained. The inside joints shall be neatly and tightly

finished with cement mortar so that the internal shapes of the pipes are maintained.

Junctions with a branch pipe of 225mm diameter and over shall be supported on concrete as

shown on the Standard Drawing A(BS)108M.

6.14 PRECAST CONCRETE BOX CULVERTS

Crown units shall be positioned true to line, level and grade as shown in the Documents, and the

sections closely butted together. The sides and top of the crown units for the full length of the

butt joint shall be covered with a 300mm wide strip of polypropylene bitumen impregnated or

similar fabric as approved by Council. All joints shall be tightly fitted.

The crown unit legs shall be set on a nominal 5mm thickness of 3 to 1 wet cement mortar or other

approved grouting material.

In all cases care shall be taken to ensure that the interior of the crown units have a neat, smooth

and uniform surface at the joints.

See also Section 7.15 of this Specification.

6.15 DRAINAGE PITS

See Section 7 “Concrete Structures”, Section 7.14 of this Specification.

6.16 INSPECTION PRIOR TO BACKFILLING

All drainage lines shall be inspected and approved by Council after laying and jointing and prior

to the placing of any backfilling.



6.17 BACKFILLING

Unless otherwise specified or directed, drainage excavations shall be backfilled and compacted

with non-cohesive granular material e.g. sand or metal dust, to subgrade level under roads or a

maximum of 300mm above the top of pipe in other areas or as maybe approved by Council.

Selected backfilling shall be placed and compacted by mechanical means in layers not exceeding

150mm compacted thickness to a dry density equal to at least that of the surrounding undisturbed

material.

The layers shall be saturated with clean water where required by Council and compacted by a

vibrating plate or pencil vibrator.

Upon completion of pipelaying, jointing and backfilling of the drainage line, the whole of the

drainage line including junction pits, inlet pits, etc., shall be cleaned and maintained in that state

for the duration of the Defects and Liability Period, to the satisfaction of Council.

6.18 PRIVATE INTERALLOTMENT DRAINAGE

Where indicated on the Documents or directed by Council, inter-allotment drainage lines

complete with fittings, pits and connections to stormwater pits and/or pipes shall be constructed.

Materials shall comply with the requirements of Section 6.3 and be jointed in accordance with

manufacturer’s specification or other approved method acceptable to Council.

Unless otherwise specified the pipes shall be laid with their centreline 500mm from and parallel to

the lot boundaries at a minimum grade of 1 percent and having a minimum cover of 300mm. Pits

shall be constructed at changes of grade, pipe size or direction but not further spaced than five (5)

lots or 75m whichever is the shortest distance. When a inter-allotment line is connected to kerb, a

pit shall also be constructed just inside the property boundary.

Pipes as per Section 6.3 shall be laid on a minimum of 50mm of approved non cohesive granular

bedding.

Inspection pits of 600 x 600mm size for up to 600mm deep lines and 600 x 900mm size for up to

1500mm deep lines and 900mm x 900mm size for deeper lines shall be constructed in-situ or

precast and located within the proposed drainage easements.

Slope junctions shall be provided at the low point of the drainage line within each allotment where

no pit is provided. The end of the slope junction pipe shall be fitted with a plug or cap clearly

marked "stormwater only".

Where connecting to a stormwater pit, the piped crossing of the footway area between the pit near

the property line and the pit in the roadway shall be constructed from concrete pipes with a

minimum diameter of 225mm. Pipes within private property shall have a minimum diameter of

150mm.



Where the Inter-allotment Drainage Line is to be connected to the kerb the conduit shall consist of

galvanised Rectangular Hollow Section (steel) of suitable size.

All lines shall be inspected and approved by Council after laying and jointing and prior to

backfilling. Selected material from the trench excavation may be used for backfilling unless

directed otherwise by Council. Trench backfill shall be compacted to the satisfaction of Council

and the trench area shall be finally trimmed to restore the surface to final levels.

6.19 SUB-SOIL DRAINS

6.19.1 Location

Sub-soil drainage shall be constructed where shown on the documents or in the positions

nominated by Council. Where sub soil drains are to be laid underneath concrete kerb and

gutter they shall be positioned such that the vertical centre of the sub soil drain shall be

directly below the invert of the gutter, as specified in Section 6.19.1 to Section 6.19.3.

6.19.2 Materials

Pipes

Perforated corrugated or smooth wall uPVC pipe, Class 400, conforming to the relevant

Australian Standard for Perforated Drainage Pipes and Associated Fittings or Slotted

fibre-reinforced cement subsoil drain pipe. Alternate systems of sub soil drainage may be

considered subject to detailed information being provided to Council and subject to

approval by Council.

Filter socks: shall be of approved manufacture.

Filter fabric: shall be approved type and shall comply with the relevant AS

requirements.

Filter material: shall be approved crushed rock of 20mm (nom) size for the full depth of

the trench.

6.19.3 Trench Excavation

Trenches shall be excavated to a width of 300mm and a depth of 1000mm measured from

the design level of the lip of gutter, or to a depth that the pipe can be laid below any

service conduit or as otherwise directed, and shall provide a minimum grade of 1%. The

trench shall be excavated such that no localised areas of ponding occur.

In areas outside of road reservations the depth shall be 600mm below natural surface.



6.19.4 Bedding, Laying and Backfilling

Pipes shall be bedded on 50mm thickness of the specified filter material and shall be

graded as shown on the Documents or at a desirable grade of not less than one percent and

shall be connected to stormwater drainage pits.

After laying the pipes the trench shall be backfilled with the 20 mm(nom) crushed rock in

layers not exceeding 300mm to subgrade level. An approved filter fabric shall be placed

over the crushed rock.



7 CONCRETE STRUCTURES

7.1 DESCRIPTION

This Specification provides for the forming, reinforcing, mixing and placing of concrete used in

the construction of pavements, drainage structures, kerbs and gutter, and other miscellaneous or

special concrete works.

7.2 CONCRETE MATERIALS AND SLUMP

7.2.1 Disposal of Concrete Waste

All concrete waste whether set or not which is not covered by Section 7.2.2 and Section

7.2.3 shall be disposed of in a facility registered to receive such waste.

7.2.2 Cleaning of Concrete Equipment

Concrete mixing, placing, finishing and transporting equipment such as truck agitators,

barrows, hand tools, concrete helicopters, kerb machines, moulds and barrows shall not be

washed down or cleaned in any area not approved by Council. Prior to commencing any

concrete works, the applicant shall nominate an area within the site for such clean up to

occur. Said site must be approved by Council and shall comply with all aspects of Section

3 of this Specification.

7.2.3 Ready mixed concrete shall be used for the works

Ready mixed concrete shall be obtained from an approved source and shall comply in all

respects with the requirements of the Australian Standard Specification for Ready Mixed

Concrete AS 1379 - 1997.

The nominal maximum size of aggregate in the ready mixed concrete shall be twenty (20)

mm and the slump of the concrete at the time and place of delivery, when tested shall be

as specified below. Any batch of concrete delivered to the site of the work and having a

slump when tested in excess of that specified shall not be used in the work unless

otherwise approved. All concrete rejected shall immediately be removed from the site and

disposed of in a registered facility for the disposal of such waste or returned to the

batching plant.



Item of Work Slump (mm)

Machine moulded kerbs and

gutters or similar work: 20 maximum

Concrete driveways and

pathpaving 80 maximum

All other items: As specified in the Documents.

7.3 CONCRETE TESTING AND STRENGTH

Cylindrical test specimens 300mm long by 150mm in diameter, when sampled and tested by a

NATA registered laboratory, from concrete taken at the time and place of delivery into the forms,

shall develop a minimum crushing strength as scheduled below when tested in accordance with

the current version of AS 1012:

TABLE 7.1

ITEM OF WORK MINIMUM CRUSHING

STRENGTH AT 28

DAYS MPa

Private access roads and community title roads 32

Footway crossings 20

Dish crossing and apron 20

Bus bays 32

Drainage pits, headwalls, converters, channel linings and special structures as detailed in the

documents

20

Pathways and integral kerbs 20

Kerbs and gutters and miscellaneous kerbing and edge supports

20

Street footpaving 20

Structural headwalls and drainage As specified in the Structures to Special

Design Documents

The strength of the concrete shall be determined from the average 28 day strength of not less than

two test specimens moulded from each specified mix of ready mixed concrete actually placed in

the work, selected to represent the whole of the concrete placed during the day of moulding. In

general one pair of test specimens shall be moulded from each twenty cubic metres of concrete.



Water shall not be added to the concrete after batching. Any concrete so watered down shall be

rejected by Council and removed from the site and disposed of in accordance with Section 7.2.3

paragraph 2.

Council may direct additional specimens to be taken for testing at seven or twenty-eight days. In

order that subsequent working operations may proceed, work represented by specimens may be

accepted in the event that the seven day test is satisfactory.

When kerbs and gutters and similar work are constructed using a self-propelled moulding

machine, Council, in lieu of moulding cylindrical test specimens, may elect to extract cores at a

maximum spacing of 100m from the finished in-situ work for testing in accordance with the

relevant section of the current version of Australian Standard AS1012.

If cylindrical specimens fail to achieve the specified twenty eight day strength, Council may

arrange for cores to be extracted from the constructed work. In the event of the average strength

of such cores, when tested, complying with the specified requirements, the work represented by

the specimen cores may be accepted and the cost of extracting and testing of the cores shall be

borne by the Applicant. In the event of core testing failing to satisfy the strength requirements,

the concrete shall be removed and disposed of and replaced with new work. All cores holes left as

a result of coring shall be filled with 20Mpa concrete to the level of the surrounding material.

7.4 REINFORCEMENT

Reinforcing bars shall be of mild steel conforming to the current Australian Standard "Hard-

drawn Steel Reinforcing Wire" and "Hard-drawn Steel Wire Reinforcing Fabric", and shall

conform to the current version of Australian Standard AS/NZS 4671.

All reinforcing bars and mesh shall be supplied by an ACRS accredited supplier and shall be

appropriately marked with the supplier's unique identify mark. Any reinforcing steel or mesh not

so marked AND supplied from an ACRS accredited supplier shall be immediately removed from

the site.

All steel reinforcement shall be free from mill scale, grease, tar, paint, oil, mud, mortar or other

foreign substance and shall be true to size. If in the opinion of Council the steel is coated with

more than a thin film of rust it may be rejected for use in the work and shall immediately be

removed from the site.

When required by Council the Applicant shall submit samples of the reinforcement cut to a

suitable length or section for testing purposes.

All reinforcement shall be accurately placed in situ to the spacing and positions shown on the

Documents with bends and hooks located at the points shown.



Reinforcement shall be secured in position by tying a sufficient number of times with suitable

wire at laps and crossings to prohibit displacement during the pouring and working of the

concrete.

Reinforcement in concrete slabs and similar work shall only be supported on chairs of approved

manufacture, height and spacing.

7.5 FORMWORK

Formwork shall be so designed and assembled that it can be removed without damage to the

finished concrete. Materials used in the formwork shall be of approved timber, free from loose

knots and other defects, board or metal plate.

Timber forms and exposed surfaces shall be dressed on at least one surface and shall be either

dressed or tongued and grooved at connecting edges. Forms for unexposed surfaces of walls,

slabs etc. may be of undressed timber, board or metal plate.

Metal plate forms for exposed surfaces shall be clean, smooth, undented and unmarked and

devoid of holes. Where bolt, screw or rivet heads are used for connections such connections shall

be countersunk.

Forms shall be assembled true to line, level and grade, held rigidly to maintain position and shape

and shall be butted and mortar tight. Forms shall be chamfered or filleted to the details shown on

the Documents.

Prior to the pouring and placing of concrete the internal surfaces of the forms including chamfers,

fillets, removable ducting and similar shall be uniformly coated with a thin film of oil, soap or

other approved formwork compound to avoid adhesion of cement mortar and the staining and

discolouration of exposed surfaces of the concrete. Any oil, soap etc. adhering to the

reinforcement shall be thoroughly removed or the reinforcement taken from the forms and

replaced with the specified quantity of clean, undamaged material all to the requirements of

Council.

Any bolts, spacers or similar, supporting or separating forms shall be suitably greased and placed

so that they may be later removed without damage to the concrete.

Formwork and forms shall be inspected by Council immediately prior to the placing of concrete.

If during the placing of the concrete the formwork or forms show signs of displacement that

portion of the concrete shall be removed immediately, the formwork or forms secured to the

satisfaction of Council, and the concrete pour completed within the requirements of this

Specification.



7.6 CONCRETE PLACING

Subgrade, formwork, forms and reinforcement shall be approved by Council before concrete is

ordered for placing. All sawdust, shavings, pools of water and debris shall be removed from the

space to be occupied by the concrete.

Concrete shall be placed in the forms by chute in a uniform continuous flow, the length and

inclination of the chute being such as to prevent separation of the concrete ingredients. Concrete

shall not be dropped into place from a height greater than one and a half metres. Prior to placing,

the full area to be occupied by the concrete shall be thoroughly moistened.

Concrete shall be deposited and spread in horizontal layers and shall be compacted by vibration or

other approved means. Care shall be taken to fill every space in the forms, to work coarse

aggregate uniformly throughout the mix and away from form faces and to force concrete under

and around the reinforcement without it being displaced.

No concrete which has developed initial set shall be used in the work and shall be disposed of in

accordance with Section 7.2.1.

7.7 CONSTRUCTION JOINTS

Where a construction joint is necessary in a concrete pour it shall be provided in accordance with

the details shown on the Documents. If not shown the joint shall be formed in a slab with a rigid

bulkhead and dowels in a manner approved by Council or in the case of a vertical section by

finishing the concrete to a level plane with a roughened surface.

Prior to the resumption of a concrete pour the surface of the joint shall be cleaned of all laitance,

loose and foreign material, care being taken not to disturb reinforcement or to damage adjoining

concrete surfaces. The joint shall be thoroughly saturated with water and fresh concrete shall be

carefully worked against the surface of the concrete previously placed and around reinforcement

at the joint.

7.8 REMOVAL OF

FORMS

All forms shall remain in position for a period not less than twenty four hours after concrete

placement. Earlier removal being permitted only on the authorisation in writing of Council.

Should the air shade temperature fall below ten degrees or rise above twenty seven degrees

Celsius, the minimum period may be extended as the Council directs.

Curing of concrete shall commence immediately forms are removed.



7.9 CONCRETE FINISHING

All concrete surfaces shall be finished true and even, free from air and stone pockets, depressions

or projections. All arrises shall be sharp and true and moulding shall be evenly mitred, care being

exercised in removing forms to ensure this result. Immediately on removal of formwork any

rough surfaces, holes and honeycombed areas shall be repaired.

Wire ties protruding from the concrete after removal of the forms shall be cut back and any

chipping of the concrete in executing this requirement shall be repaired with cement-sand mortar.

Holes left by the removal of bolts, spreaders or the like shall be similarly treated. Additional

treatment in some locations may be required where directed.

When directed exposed surfaces shall be wetted with clean water and rubbed down with an

approved carborundum or sandstone block until all repaired areas, rough surfaces and joint marks

of forms are removed leaving the surfaces clean and smooth and uniform in colour and

appearance. Finishing work shall be completed within two days following removal of the forms.

7.10 CURING

Where necessary, the completed concrete shall be protected from extremes of temperature for a

period of seven days during which time the concrete shall be kept continuously moist and covered

with canvas, plastic or hessian sheets, chemical curing compounds, sand at least 50mm thick or

other approved means.

New work shall be adequately protected from damage by weather conditions, traffic or other

causes and all necessary barriers and signs for the control of vehicular and pedestrian traffic shall

be erected and maintained for the specified period of concrete curing.

7.11 FOUNDATIONS

Foundations and subgrades shall be prepared in accordance with the Specification for Formation.

The bases shall be formed to a smooth and regular surface and thoroughly compacted to give a

foundation of uniform bearing value throughout. No concrete shall be placed until the foundations have been inspected and approved by Council.



7.12 KERB AND GUTTER

7.12.1 Base

The base for kerbs and gutters shall be formed at the required depth, on an approved

pavement sub-base in accordance with Section 8 of this Specification. A sub-base of

compacted thickness not less than the road pavement sub-base with a minimum depth of

175mm, shall be provided on the compacted subgrade.

Immediately prior to placing of the concrete, the surface shall be moistened, checked for

uniformity and all irregularities made good. The sub-base materials under the kerb and

gutter shall be protected from stormwater scour prior to backfilling and/or placing of the

pavement materials.

7.12.2 Kerb Moulding Machines

Unless otherwise specified kerb moulding machines shall be used for the construction of

kerb and gutter and profiles shall be in accordance with Standard Drawings.

The speed of the kerb moulding machine shall not exceed 2.5 metres per minute unless

otherwise approved in writing.

7.12.3 Finish

All exposed concrete surfaces shall be finished clean and smooth, and uniform in colour

and appearance. All corners, joints and edges shall be left neatly rounded.

7.12.4 Joints

Vertical expansion joints of approved bitumen impregnated jointing material or equivalent

shall be placed at 12m spacing or at the end of each day's construction, at junctions with

existing work and at kerb transition adjacent to gully pits as per Standard Drawing

A(BS)106M. Weakened plane joints shall be cut at regular intervals, 3.0 metres apart, and

shall extend into the kerb and gutter faces at a minimum of 75 millimetres.

7.12.5 Crossings and Perambulator Ramps

Vehicular crossings and perambulator ramps, where required and/or shown on plan, shall

be provided in conjunction and concurrently with the construction of the kerbs and gutters

inclusive of roll kerb and gutter in accordance with Standard Drawing A(BS)104M.

The vehicular crossings shall be constructed in positions where shown on the Documents

and to the details shown on Standard Drawing A(BS)102S or A(BS)103S or as otherwise

specified. Expansion joints shall be provided at the end of each crossing/ramp.



Generally, vehicular crossings shall be located 1000mm from the lower side of the

respective lot boundary.

7.12.6 Curing

Curing shall be carried out in accordance with Section 7.10.

7.12.7 Tolerances

The finished concrete shall be in accordance with tolerances indicated in Sections 1.7.6.1

to 1.7.6.4.

Notwithstanding the levels shown on the Documents for gully pits, kerb returns and low

points the Applicant shall ensure that the gutter near or adjacent to the gully pit is properly

drained.

7.12.8 Provision for House Drainage Connection

Outlets through the kerb shall be provided as specified or directed for each house to drain

roof water into the gutter in accordance with Standard Drawing A(BS)101M.

One drainage outlet shall be provided six (6) metres from the lower side of each lot or

from the upper end of the vehicular entrance, where provided.

The Applicant shall fit the manufactured outlets into the kerb in a workmanlike manner

ensuring that they are firmly secured in the concrete and fall towards the gutter. The

surface shall be refinished to match the balance of the work.

Where kerb moulding machines are used the outlets shall be placed into position

immediately after the machine has passed.

Outlets in roll kerbs shall be of approved manufacture and made of extruded aluminium or

galvanised steel. The shape and size of the outlets, shall conform to that shown on

Standard Drawing A(BS)101M.

7.12.9 Backfilling

After the concrete has set sufficiently, but not sooner than three (3) days after placing, the

area behind kerbs and/or gutters shall be backfilled with sound approved material. It shall

be thoroughly compacted in layers not exceeding 150mm in thickness, without

displacement of the adjacent construction, and left in a neat and workmanlike manner.



7.12.10 Replacement of Incorrect and/or Damaged Construction

All kerbs and gutters or similar work shall be constructed in a workmanlike manner so

that it will resist damage or displacement by weather conditions, road construction,

builders, and plant, or undermining by scouring away of the sub-base materials.

Where kerb and gutters or other concrete items are not constructed to line and level or are

damaged, cracked or displaced during the Defects and Liability Period the Applicant shall

remove and reconstruct such sections of concrete kerb and gutter or other concrete items

as directed by Council.

7.13 CONCRETE FOOTWAY, PATHWAY

AND DRIVEWAY PAVEMENTS

7.13.1 Subgrade

The subgrade for concrete pavement shall be formed at the required depth below the base

in accordance with Section 8 - Flexible Road Pavements, Section 8.6.

7.13.2 Sub-base

Approved sub-base material of the type shown on the Documents shall be spread, levelled

and compacted on the prepared sub-grade. The minimum compacted thickness of the sub-

base material shall be 25mm or as indicated in the Documents. The sub-base shall comply

with Section 8 - Flexible Road Pavements, Section 8.6. Immediately prior to placing of

the concrete the sub-base shall be lightly watered.

7.13.3 Reinforcement

Reinforcement shall be as shown on the Documents and shall be supported above the

subgrade by on chairs. All splicing of the reinforcement shall have a minimum overlap of

300mm and be securely tied.

7.13.4 Finish

The concrete shall be struck off with a screed and finished with wooden floats, followed

by light brooming at right angles to the alignment of the pavement to provide a uniform

non-slip surface. All edges and joints shall be finished forming a minimum 50mm margin

in a neat workmanlike manner.

7.13.5 Joints

Joints shall be constructed in Private Access Roads and Community Title Roads as shown

on the Documents.



In pathway and footway paving transverse joints shall be constructed at intervals 1.2

metres. Expansion joint shall generally be at intervals of six (6) metres and shall consist

of 10mm thick approved jointing material.

The mastic jointing shall be constructed to the full depth of the concrete.

7.13.6 Protection

Barriers and lights shall be provided, erected and maintained by the Applicant to protect

sections of new work. Where there is any likelihood of access by the public, additional

barriers and lights shall be provided, erected and maintained at the start and ends of all

boxing left overnight in accordance with Australian Standard AS 1742.3-2002.

7.13.7 Cleaning Up

All spoil shall be removed concurrently with the work of excavation and backfilling.

Trimming of footways shall be completed within seven days of the concrete being placed.

An additional days deferment of backfilling at gateways may be permitted to avoid

damage to footpaving by vehicular traffic.

All footways for the full width adjacent to constructed paving shall be trimmed by cutting

or filling where required and all areas of loose material lightly compacted to the specified

crossfalls and grades as shown on the Documents.

On completion of kerb and gutter and subsequent backfilling/trimming of the footway, a

strip of turf (min. 500mm wide) shall be placed adjacent to the kerb.

This turf shall be maintained to provide a dense cover to act as a siltation barrier, during

the Defects and Liability Period.

7.14 DRAINAGE PITS

Drainage pits shall be cast insitu, and for pipes 600mm dia. and over benched internally with mass

concrete to not less than one third of the outlet pipe diameter, notwithstanding that such benching

may not be shown on the relevant Documents. Precast pits are not acceptable in Public Roads or

for Council Drainage Easements.

Where drainage pits exceed 1.2 metres in depth, approved climb irons must be installed to provide

a 300mm vertical and 220mm horizontal spacing.

Pit walls shall be formed on both the inside and outside faces.

Where drainage pits exceed 1500m in depth the walls shall be reinforced with F82 for the full

depth.



"Birdsmouthing" of pipes will not be accepted and all pipes shall be laid true to line as indicated

on the Documents.

Subsoil drainage pipes, laid in accordance with Section 6 - Stormwater Drainage, Section 6.17,

shall be connected to the next downstream pit and shall extend through any mass concrete

benching so as to provide a free outlet.

7.15 PRECAST CONCRETE

SECTIONS

(BOX CULVERTS AND PRE-FORMED BENDS)

Where indicated on the Drawings or where authorised in writing by Council, precast box culvert,

concrete sections and/or bends may be provided to the form and dimensions shown on the

Documents and shall be placed in positions specified.

The surfaces of the precast components shall be smooth, in true planes with square ends.

Patching and plastering of sections will not be permitted. The units shall be sound and free from

cracks, chips, porous spots or other visible defects.

7.16 CAST IRON AND STEEL

FITTINGS

Cast iron gratings, frames and other fittings shall comply with the relevant requirements of AS

1830-2002 "Grey Iron Castings".

Steel gratings, frames and other fittings are to be to the requirements of AS 1657-1992 Ordinary

Structural Steels - Ordinary Weldable Grades, they shall be hot-dipped galvanised in accordance

with AS/NZS 4680-1999 "Galvanised Coatings".

Galvanised steel grates shall be of "Weldlok" gully grate type GG78-51 or GG78-42A or

equivalent with flat skirt base.

Fittings shall be to the grade and dimension shown on the Documents and/or Standard Drawings

and shall be firmly and evenly bedded into the concrete structure.

7.17 PATTERN STENCILLED CONCRETE PAVEMENT

FOR MEDIAN ISLANDS AND ROUNDABOUTS

Pattern Stencilled Pavement shall consist of a concrete base reinforced as specified, laid on an

approved subgrade of granular material. After screeding of the concrete the specified patterned

paper moulding shall be placed and stamped in place.

The colouring shall be supplied at the application rate and method specified by the manufacturer

to a nominal 3mm thickness.



Surplus colour agent shall be removed by mechanical means. A curing agent shall then be applied

as required by the specific method of colour application followed by the sealer.

The sealer shall be of a non-slip type suitable for public roadways.

Control joints shall be inserted by cutting of the slab to one quarter (¼) of the slab thickness at

nominal 3000 spacing.

Contraction/expansion joints shall be constructed where directed or shown on the plan.



8 FLEXIBLE ROAD PAVEMENTS

8.1 DESCRIPTION

The granular materials for flexible road pavement construction shall consist of approved crushed

or ripped sandstone, DGB 20, DGS40 and/or approved recycled materials in accordance with the

relevant sections of this specification.

Alternatively the pavement may consist of a "deep" lift asphaltic concrete laid on a bound or

unbound base course or sub base course. Asphaltic concrete shall conform with RTA R116

"Specification for Supplying and Laying of Asphaltic Concrete" see also Section 10 of this

specification. The material shall be spread on the subgrade or sub-base in uniform layers to

provide the specified pavement thickness. The base course shall be recessed, as shown on the

Documents, unless otherwise specified, to receive the required thickness of AC wearing course .

The initial layer of the wearing course shall consist of 25mm of AC10 and shall be laid by the

applicant. The final layer of the wearing course shall consist of a minimum of 25mm of AC10

and shall be laid by Council.

Crushed or ripped sandstone meeting the requirements of Section 8.2 may be used. It shall only be

used as a sub base material and shall have a minimum granular base course cover of 150mm of

better quality material.

All granular material to be used within the proposed road pavements shall be obtained

from certified stockpile sites, previously confirmed by NATA registered laboratory to comply

with this Specification for nominated material type(s). Any material not obtained from a certified

stockpile shall be removed and replaced, at no cost to Council, with material that has been

so certified.

8.1.1 Pavement Design

A formal pavement design shall be prepared by an Engineer and shall be based on

sampling and testing of the subgrade materials taken from the site by a NATA registered

laboratory. The pavement design and associated details shall be submitted to Council for

approval a minimum of 5 days before commencing any pavement construction. The

associated details required with the pavement design include the results of the subgrade

testing (the design Californian Bearing Ratio values for the subgrade) and design traffic

loadings. The minimum allowable unbound granular pavement thickness shall be 300mm

comprising of a 150mm thick sub-base layer and a 150mm thick base course layer.

Pavement designs shall comply with the requirements of Section 3.6 - "Pavement Design",

of Council's Engineering Guide for Development.



8.1.2 Supply and Quality of Material

The supplier shall provide the Development Supervisor with evidence that the material to

be used is from the certified stockpile site and the amount of material allocated to the

works are adequate to complete the works. Material may be sourced from more than

one stockpile site providing that all such stockpiles have been certified. Material

sourced from separate stockpile sites shall not be blended to form a single stockpile nor

shall they be mixed before or during the construction process.

8.1.3 Site Stockpiles

Site stockpile sites shall be formed on clean, even, well drained firm ground. Stockpiles

of different materials shall be separated from each other and so positioned as to prevent

cross contamination. No more than a total of 500 tonnes of material shall be stockpiled on

site at any one time.

8.1.4 Certified Stockpiles

Granular material for flexible pavement construction or restoration must be sourced

from a stockpile certified by a NATA registered laboratory as complying with

requirements of Council’s Civil Works Specification 2005.A material stockpile

certificate must contain a statement of compliance with this Specification, and clearly

identify:

1. Supplier name 4. Stockpile location 7. Stockpile number

2. Material type 5. Stockpile size 8. Certifier name

3. NATA accreditation

number

6. Certificate issue date 9. Certificate “valid

to” date

All testing and certification must be undertaken at cost of applicant or supplier. It is

the applicant’s responsibility to obtain compliance certificates for all material used, and

submit copies of these to Council. Full test results must also be made available to

Council upon request.

Once a stockpile has been certified as meeting the requirements of this

specification, no further material shall be added to the stockpile.

Each delivery docket shall identify the supplier and the certified stockpile from

which the material is being supplied, and the site supervisor shall make

all such documentation available for inspection by Council at any time.

8.1.5 Allowable Material Types

Only those materials designated as a Dense Graded Base (DGB) or a Dense Graded Sub

Base (DGS) are permitted to be used within the flexible pavement. Materials designated as

a Graded Macadam Base (GMB), a Graded Macadam Sub-base (GMS) or as a Macadam

Sub-base (MS) are expressly precluded from being used as a component of any flexible

pavement.



8.2 CRUSHED OR RIPPED HAWKESBURY SANDSTONE

All material shall be delivered from certified stockpiles. Any approval given to the source

of supply of materials may be withdrawn if 3 or more samples taken from the pavement

after compaction fail to comply with this Specification.

Note: Sandstone may not be used in pavements for Industrial Roads unless it has

been augmented by a process approved by Council.

8.2.1 General

Crushed or ripped sandstone shall be minus 75mm nominal size, derived from sound,

clean sandstone free from overburden, clay seams, shale and other deleterious material and

shall meet the requirements of Section 8.2.2 and shall have a minimum 4 day soaked CBR

of 40% when a representative sample of the material passing the 19mm sieve is tested in

accordance with AS 1289 - 5.1.1 2003.

8.2.2 Grading

Table 8.1 below sets out the grading limits:

TABLE 8.1

Nominal Size % Passing Class All

75mm 85-100

53mm 75-100

37.5mm 65-100

26.5mm 57-94

19mm 50-88

9.5mm 37-76

4.75mm 27-65

2.36mm 20-52

1.18mm 15-42

425µm 10-28

75µm 5-17

TABLE 8.2

Test Method Property Crushed Sandstone

Sub-base

AS 1289.7 Linear Shrinkage 5%

AS 1289.C1 Liquid Limit 23 (max)

AS 1289.C3 Plasticity Index 12 (max)

AS 1278.F1 Soaked CBR (based on 100% Standard

Comp. 4.5 Kg surcharge, 4 day test)

40 (min)



8.3 CRUSHED ROCK (DGB 20, DGS 20 AND DGS 40)

Crushed rock (DGB 20, DGS20 & DGS40) shall be unbound granular material and may consist of

a blend of two or more granular materials. When the primary material is deficient in fine

particles, material may be added and blended as necessary to meet the requirements of the

Specification. Material produced by blending shall be uniform in grading and physical

characteristics. The material shall comply with RTA QA Specification 3051 Edition 5, 1998,

Table 3051.1 and the various requirements of this Specification and, irrespective of the traffic

category of the intended pavement, shall have a plasticity index no greater than 6; an aggregate

wet strength of not less than 70 KN and a wet/dry strength variation of not greater than 35%.

8.4 RECYCLED MATERIAL

Recycled material may be used as either a sub base material or a base course material

providing such material is sourced from a certified stockpile site. Where the material is to be

used as a base course material it shall comply with RTA Specification 3051 and this

Council Specification and, irrespective of the traffic category of the intended pavement,

shall have a plasticity index no greater than 6; an aggregate wet strength of not less than 70 KN

and a wet/dry strength of not greater than 35%. Where recycled material is to be used as a sub-

base material, it shall comply with RTA Specification 3071 for a type A select fill and this

Council Specification and, irrespective of the traffic category of the intended pavement, shall

have a maximum wet/dry strength variation of 50%.

Recycled DGB material shall have a maximum UCS of 1.5MPa when tested in accordance with

RTA Test method T116, MODIFIED compaction and cured at 7 days accelerated curing.

Recycled DGS material shall have a maximum UCS of 1.5MPa when tested in accordance with

RTA Test method T116, standard compaction and cured at 7 days accelerated curing. A

minimum of 3 test per 4000 Tonne stockpile shall be undertaken for both types of material.

The Applicant must seek and obtain prior approval for the use of such material, and such material

shall only be derived from a certified stockpile. Recycled material not derived from a certified

stockpile shall be removed from the site.

The applicant shall provide Council with copies of all delivery dockets for material sourced from

a Certified Stockpile. Such dockets shall clearly state the supplier, stockpile number and tonnes

delivered.

The limit of foreign material for a sub-base material shall be as set out in RTA Specification 3071

Table 3071.2.

The limit of foreign material that may be incorporated into a base course material shall be as set

out in the Table 8.3 below.



TABLE 8.3

Foreign Material Type Maximum Limit by Mass

(Test Method RTA T276) Base

Type I: Metal, Glass, Asphalt, Stone, Ceramics

and Slag (other than blast furnace slag)

1%

Type II: Plaster, Clay Lumps and Other

Friable Material

0.1%

Type III:

Rubber, Plastic, Bitumen, Paper, Cloth,

Paint, Wood and Other Vegetable Matter

0.1%

Where a material or substance is not specifically listed as a foreign material type in the above

Table 8.3 or in Table 3071.2 then the allowable maximum percentage shall be 0.00%.

8.5 FORMATION FILL MATERIAL

Where it becomes necessary to provide select fill material between the top of the natural subgrade

and the bottom of the pavement material then this shall be done in accordance with RTA QA

Specification 3071. The applicant shall furnish Council with the necessary NATA endorsed

results confirming that the material does meet the requirements of this Specification. Such

information shall be furnished to Council a minimum of five days before it is proposed to use

such material.

8.6 DELIVERY

The pavement material shall be transported from the source to the site in appropriate vehicles

which will prevent the loss of material including fines. Material shall be supplied with a moisture

content (uniformly distributed) between the optimum moisture content and (minus) -3%.

8.7 SPREADING

Pavement material shall be spread in uniform layers of not more than 150mm and not less than

75mm so that after compaction the total pavement thickness is as specified. Spreading shall be

undertaken by a method which will ensure that segregation does not occur.

The pavement base course(s) shall be extended for a minimum of 150mm behind the back of the

kerb.

Prior to compaction, the moisture content of the material shall be adjusted to obtain the optimum

moisture content. Where necessary, water shall be added by an approved method, and shall be

mixed uniformly with the pavement material by an approved mechanical device. Existing excess

moisture in the material shall be dried to the specified moisture content by loosening and aerating.



Where the compacted surface is below the specified level, the defective area shall be scarified to a

depth of 150mm, new material added as required, and the area recompacted to required levels.

Pavement material shall not be spread upon a water-logged subgrade or sub-base. If, at any time,

the subgrade or sub-base material becomes rutted, or mixed with the pavement material, the

material shall be removed, reshaped and recompacted and material replaced with fresh material, if

required.

8.8 COMPACTING AND TRIMMING

During compaction operations the moisture content of the material of a layer or course shall be

uniformly adjusted throughout so as not to exceed Optimum Moisture Content or be less than

Optimum minus 3% or as otherwise approved. Water may be added in an approved manner to

achieve or to maintain the required moisture content.

After the mixture has been brought to the specified moisture content, it shall be compacted

immediately. The compaction shall begin at the sides and progress to the centre, parallel with the

centre line of the roadway, uniformly overlapping each preceding pass by a minimum of 150mm

and covering the surface completely.

The surface of any compacted layer of material shall, on completion of compaction and

immediately before preparation for the overlaying with the next layer, be of a roughened texture,

free from compaction planes (false pavement), ridges, cracks, or loose material. All segregated or

otherwise defective areas shall be removed to the full thickness of the layer, relaid with new

material and re-compacted to the satisfaction of Council.

After the first course has been completed to the specified depth and density, the second course

shall be uniformly spread on the prepared surface and similarly treated. The top of each course

shall be graded and trimmed to line and level.

Variations in the compacted thickness of each course shall be in accordance with Section 1.7.3,

General Specification of Works.

Any irregularities in excess of the tolerances stated above shall be corrected.

Compaction of pavement material shall continue until there is no visible movement of the

pavement under the proof roller as specified in Section 6.7. A dry density shall be achieved of not

less than 98% modified of the density obtainable in AS 1289 - 5.4.1. - 1993 Dry Density/Moisture

Content Relation of a Soil using Modified Compaction. Frequency of testing shall be in

accordance with the current version AS3798-1996.



8.9 PAVEMENT AND DENSITY TESTING

8.9.1 General

The Developer shall arrange and bear the cost of all pavement testing as required by this

Section.

Test results for each pavement layer shall be submitted to Council’s Engineer for

approval. Approval to construct subsequent pavement layers may be given only after

Council’s Engineer has reviewed the test results.

8.9.2 Density Testing

The pavement compaction requirements shall be as follows:

Minimum Dry Density Ratios (AS 1289 5.4.1. - 1993):

Base Course 98% Modified

Sub-base Course 98% Modified Subgrade 100% Standard

8.9.2.1 All testing shall be carried out by a NATA registered laboratory, or a

Council approved laboratory.

8.9.2.2 All testing shall be in accordance with test procedures as detailed in AS

1289.

8.9.2.3 Frequency of testing shall be in accordance with Table 2 of AS 1289 and

taken 1.0m from the face of kerb on alternate sides of pavement.

8.10 PROOF TESTING

The Applicant shall make available a 3-wheeled self-propelled roller or other approved device

acceptable to Council and shall carry out proof loading, by rolling that section of pavement to be

proof loaded as directed by Council.

The roller shall have rear rollers of at least 1200mm diameter and an intensity of loading of at

least 7000kg per metre width of roller, unless otherwise approved by Council.



8.11 PROGRESS INSPECTIONS

Construction of the pavement shall not be commenced on the formation until approval has been

obtained from Council. Where pavement has been constructed or commenced in contravention of

this Section, the Applicant, when ordered by Council, shall remove the pavement so commenced

or constructed within the time specified by Council.

8.12 INSPECTION, SAMPLING AND TESTING

Regular inspection, sampling and testing of the pavement may be undertaken by Council while

construction of the pavement is in progress. Field density tests to determine the degree of

compaction may be carried out by Council, using the sand replacement method or its equivalent,

or using nuclear devices, or such other method as may be approved.

8.13 DEFECTIVE MATERIAL

If, at any time during the progress of the work, any material supplied is found not to be in

accordance with this Specification, Council will direct the Applicant to remove the unsuitable

material and replace it with approved material. Previous acceptance of the whole or part of the

material shall not restrict Council in its right to direct removal and replacement of material

subsequently found to be unsatisfactory. The Applicant shall carry out such remedial work

immediately, without cost to Council.

8.14 COMPLETED PAVEMENT SURFACE

The completed pavement shall have a uniform, hard, monolithic surface, which shows no visible

movement under the roller and in which the pavement particles are tightly and uniformly bound.

Final sweeping of the pavement shall be carried out immediately prior to the application of

bituminous surfacing materials to ensure that the surface is free of all slurry and/or dust which, in

the opinion of Council, may interfere with the proper adherence of the bituminous materials to the

pavement surface.

Prior to the application of the bituminous wearing course, the pavement shall be maintained in the

above condition, to the satisfaction of Council.

8.15 OPENING PAVEMENT TO TRAFFIC

If required, and with Council consent, during the progress of the works the Applicant shall freely

and without undue obstruction permit traffic to use the constructed pavement prior to the

preparation for and the application of asphaltic concrete.

Where such use cannot be provided adequate side-tracks or detours shall be provided by the

Applicant. Where appropriate, a Traffic Control Plan in accordance with Section 2 of this

Specification shall be provided.



8.16 MAINTENANCE

During the construction period and throughout the duration of the Maintenance Period, completed

pavements shall be maintained by the Developer in a clean and sound condition.

In the event of any defect appearing in a pavement, and whether before or after the application of

surfacing material, the defect shall immediately be made good by the Developer. The defect area

being scarified as required, shall then have the defective material removed, fresh pavement

material added and the area re-compacted and trimmed and surfaced to produce a pavement which

conforms with the requirements of the Specification and which blends evenly in with adjoining

construction, all to the satisfaction of Council.



9 SPRAYED BITUMINOUS SURFACING

9.1 DESCRIPTION

This specification provides for the spraying of hot bitumen and the application of a suitable

precoated aggregate to an existing sealed surface or an unsealed, prepared surface.

The surfacing shall be in one or two applications as specified elsewhere and/or as directed in the

documents.

The work shall include the following:

Supply of all materials, including aggregate;

Sweeping of pavement;

Heating, cutting back binder in the field and applying binder for seal coat(s).

Heating and applying cutback binder prepared at the refinery or other source of supply;

Pre-coating of aggregate;

Application of aggregate;

Rolling and incorporation of aggregate;

Maintenance of work.

In multiple application treatments, each application of binder shall be covered with aggregate and

rolled as specified, before the subsequent application of binder.

Unless otherwise authorised, no sealing work shall be carried out while the pavement temperature

is less than ten degrees Celsius (10ºC) in the shade, or during periods of wet weather, unless

authorised by Council.

9.2 SUPPLY OF

MATERIALS

The Applicant shall supply all of the various materials including precoated aggregate necessary

for the execution of the work in accordance with this Specification.

9.3 MEASUREMENT OF

MATERIALS

Unless otherwise stated all rates and quantities under this specification relating to binder and

cutter oil shall refer to measurement by volume at fifteen degrees Celsius (15°C).



9.4 QUALITY OF

MATERIALS

9.4.1 Binder

Bitumen shall conform to the RTA 3253 specification.

9.4.2 Cutter Oil

Cutter Oil shall conform to AS 3568.

9.4.3 Refinery Cutback Bitumen

Refinery Cutback Bitumen shall conform to RTA 3261 Cutback Bitumen.

9.4.4 Precoating Materials

Precoating materials shall conform to the current RTA Specification for the Supply and

Delivery of Cover Aggregate for Sprayed Bituminous Surfacing. These may be oil based

materials with additives, bitumen based materials with additives or water based materials

with additives.

9.4.5 Aggregate

Aggregate shall conform to Specification RTA 3151 for the Supply and Delivery of

Aggregate for Sprayed Bituminous Surfacing

The nominal size(s) of the aggregate shall be 14mm for the first seal coat of a 2 coat

application, and 10mm for a single coat application or for the second seal coat of a two

coat application.

9.5 SAMPLING OF

MATERIALS

The Applicant may be required to supply at any time, adequate samples of any or all materials

used or to be used in the work. The time of sampling may be either prior to dispatch of the

material from source of supply or subsequent to its arrival at the job or both. The Applicant shall

supply all facilities, equipment and labour for obtaining the samples.

The methods of sampling and testing shall be those described under the relevant materials

specification contained in Section 9.4 where applicable. If any sample fails to conform to the

specification requirements, the whole of the material represented by such sample may be subject

to rejection or other action as described in Section 9.17.



9.6 PLANT

All plant and equipment necessary for carrying out the work in accordance with this Specification

shall be provided by the Applicant.

All plant and equipment used on the work shall be kept in good operating condition and free from

all fuel, oil, water or chemical leaks. Plant or equipment considered by Council to be unsuitable

for carrying out the work in accordance with this Specification shall be removed from the site and

replaced with suitable substitutes.

9.7 PREPARATION OF

PAVEMENT

The pavement surface shall be swept free of loose stones, dust, dirt and foreign matter so as to

uncover, but not dislodge the stones of the pavement immediately before applying the first coat.

Sweeping shall extend 250mm clear of the pavement.

A mechanically operated rotary broom shall be used for the sweeping provided it does not disturb

the surface stones. If a satisfactory clean surface is not obtained thereby, additional sweeping

shall be carried out by hand using stiff bass or similar approved brooms. Any adherent patches of

foreign materials shall be removed from the road surface.

Where the prepared pavement is recessed below the gutter lip, additional sweeping shall be

carried out by hand adjacent to the gutter lip to remove all loose material.

No spraying shall be commenced until the pavement has been prepared to the satisfaction of

Council.

9.8 CONTROL OF

WORK

Council may direct the width, length, alignment and section of road to be sprayed at any time.

Provided the width of treatment does not exceed 7.4 metres, Council may direct whether spraying

is to be carried out to the full width of the roadway or in part widths. Where part width spraying is carried out the work shall be arranged to provide for a continuous flow of at least one lane of

traffic.

The sprayer shall be so guided that the edge of the spray conforms at all times to the required line.

Any section of pavement not adequately covered by binder shall be sprayed by the hand

attachment.

Council may order work to temporarily cease on account of adverse weather, unsatisfactory

condition of pavement or aggregate, or circumstances which are considered to adversely affect the

work.



Variations in the proportion of cutter oil in the binder may be ordered by Council at any stage of

the work.

The Bitumen Sprayer and all other equipment used on the work shall be kept in good operating

condition and shall be operated by persons skilled and experienced in their respective duties. The

Applicant shall remove from the work any workman or equipment considered by Council to be

unsuitable for carrying out the work in accordance with this Specification.

All necessary precautions shall be taken to prevent binder, aggregate or other materials from

entering or adhering to kerbs and gutters, gully pits, hydrants, or valve boxes, manhole covers,

bridge or culvert decks, and similar road fixtures. Immediately after the aggregate has been

spread over the binder, steps shall be taken to clean off any material and leave the site of work in a

clean condition.

9.9 OPERATION OF

SPRAYER

Unless otherwise authorised by Council and except as stated hereunder in this Section, the

application of binder shall be made by means of a mechanical sprayer.

Where the use of the mechanical sprayer is not practicable the spraying of such areas as Council

may approve may be carried out by means of the hand spray equipment.

The spray nozzles shall be of the make and type endorsed on the Sprayer Certificate. The

Applicant shall measure and mark on the ground the length of the surface to be sprayed by each

run of the sprayer.

Binder shall be applied at the rate specified or ordered and shall be within the tolerances stated in

the relevant RTA Form, or as stated in other performance requirements acceptable to the Council.

The spraying table referred to in that Form shall be available on the work site at all times and

shall be used to determine the appropriate road speed and settings of sprayer controls prior to the

commencement of each sprayer run.

After each sprayer run, the quantity of material sprayed shall be checked against the area covered

and any necessary adjustments shall be made to ensure that the specified or ordered rate of

application is maintained in subsequent runs.

Spraying shall cease immediately if any defect develops in the spraying equipment, and it shall

not recommence until the fault has been rectified.

9.10 HEATING OF

BINDER

Binder shall be heated to a temperature necessary to carry out the operations of cutting (if

required) and spraying. The temperature of the binder at the time of spraying, shall be within the



limits given in Table 9.1.



At no time during heating shall the specified upper limit be exceeded.

TABLE 9.1

HEATING AND SPRAYING TEMPERATURES

Type of Material Grade Dynamic Viscosity Range in Pa.s at 60°C

Range of Temperature for heating and Spraying °C

Cutback AMC4 2.0 - 4.0 110 - 135 Bitumen AMC5 5.5 - 11.0 120 - 150

AMC6 13.0 - 26.0 135 - 160

AMC7 43.0 - 86.0 150 - 175

Bitumen Class 170 140.0 - 200.0 160 - 190

Binders shall be heated in equipment which will permit uniform heating without damage to the

content. The heating equipment and methods of operation shall be as approved by Council.

Only required quantities of binder shall be heated.

All binders shall be sprayed as soon as possible after heating.

Temperatures shall be checked regularly by means of a suitable thermometer with the readings

within plus or minus 2.5 degrees Celsius (2.5ºC) of the correct temperature.

Two or more suitable fully-charged pressurised dry chemical fire extinguishers, shall be provided,

and shall be placed conveniently to the heaters at all times while heating is in progress. Suitable

loose sandy materials shall also be provided at the heaters for use in the event of fire.

9.11 CUTTING BACK BITUMEN

BINDER

The percentage of cutter oil to be used in the binder at any time during the course of the work

shall be subject to the approval of the Council and shall generally be determined from the road

temperatures and the Cutback Chart.

The binder in each sprayer load shall be cutback as directed by the Council, and each sprayer load

shall be accompanied by a certificate showing the volume of bitumen and cutter oil material

respectively used.

9.12 APPLICATION OF

BINDER

The binder shall consist of bitumen or cutback bitumen prepared in a bitumen refinery or other

source of supply as scheduled in Table 9.1, or cutback bitumen prepared in the field.



The net cold rate of application of the binder unless otherwise specified, and/or specifically

nominated on the Documents shall be:

Single coat seal or reseal 1.2 litre sq.m.

Two coat seal

1st application 1.3 litres/sq.m.

2nd application 1.1 litres/sq.m.

Council reserves the right to order variations in the specified rate(s) of application at any stage of

the work.

When refinery cutback bitumen is used as the binder, the ordered rate for residual bitumen shall

be increased, to allow for cutter oil in the mixture, in accordance with Table 9.2

TABLE 9.2

Grade of

Refinery

Cutback

Approximate

Amount of

Cutter Oil

Increase in

Ordered

Rate (%)

* Permissible Range of Road

Temp (°C) Aggregate

Precoated

Litre Rate (%) No Moisture

on Aggregate

Moisture on

Aggregate

AMC 4 16 19 - 10 - 15 AMC 5 11 12 12 - 17 12 - 28

AMC 6 7 8 22 - 27 22 - 38

AMC 7 3 3 32 - 37 32 - 48

When refinery cutback bitumen is in use, and the actual road temperature is outside the

permissible range given in Table 9.2, spraying shall be deferred until the road temperature comes

within that range. Alternatively, in the case when the road temperature is too low, extra cutter oil

may be added to the binder as directed by Council. Any additional cutter oil shall be mixed

uniformly with the binder.

The binder shall be applied to the prepared road surface in the manner specified at a rate of

application within a tolerance of plus or minus 5% of that specified.

The temperature of the binder at the time of spraying shall be within the range specified in Table

9.1.

At the time of spraying, the road surface shall be clean and free from loose materials and where

binder is to be applied to a primed or sealed pavement, the surface shall be dry. Where binder is

to be applied to a pavement not previously primed or sealed, the surface shall be slightly damp.



The area to be sprayed with binder at any time shall be limited to that which can be covered with

aggregate at the specified rate within 20 minutes of the time of spraying.

9.13 PRECOATING OF

AGGREGATE

All cover aggregate shall be coated with an approved agent and at an application rate nominated

but generally in the range of 6 to 15 l/m3.

Precoating material shall be thinly and evenly applied by means of a fine pressure spray to a

moving stream of aggregate, in an approved mixing plant, so that all particles are fully coated, but

do not contain excess material. Precoating only shall be carried out to accepted industry

standards.

When precoated material is being applied, the aggregate may be dry or damp, but shall not contain

excess moisture to cause uneven distribution of the precoating material on the aggregate particles.

9.14 APPLICATION, DISTRIBUTION AND

INCORPORATION OF AGGREGATE

After spraying the binder, aggregate as specified shall be spread uniformly over the sprayed

surface by an approved mechanical spreader.

The rate of application of the aggregate, shall be:

Single coat seal or reseal 1 cu.m per 120 sq.m. (10mm nominal size)

Two coat seal

1st application 1 cu.m per 90sq.m. (14mm nominal size)

2nd application 1 cu.m per 120 sq.m. (10mm nominal size)

Council may order variations in the specified rate(s) of application at any stage of the work. In all

cases the following procedure shall be adopted.

Sufficient material shall be at the site to provide the full aggregate cover required for the quantity

of binder to be sprayed at that time. Aggregate at site shall be sufficient to re-run or hand cover

bare or insufficiently covered places left after the first spreading.

The application of aggregate shall commence immediately after the spraying of the binder and

shall be completed within twenty minutes of spraying. Bare or insufficiently covered places shall

be re-run with the mechanical spreader or covered by hand as may be directed. Aggregate in

excess of the rate of application specified or ordered shall be scattered and evenly distributed on

the road.



In two coat work, before the second course of binder is applied, the first course of aggregate shall

be incorporated thoroughly into the binder by rolling, and if there are any surplus loose particles

on any portions of the sealed area, such portions shall be swept lightly, so as to remove the loose

particles, but not disturb the aggregate bedded in the binder.

This work shall proceed as soon as the first course of aggregate is firmly held by the binder. After

the second application of binder and aggregate, rolling and any necessary drag brooming shall

proceed as specified.

9.15 COMPACTION

After the aggregate has been applied it shall be rolled with an approved pneumatic tyred roller

followed by a steel drum roller.

Rolling of each section of the work shall commence immediately after the application of the

aggregate thereto and shall continue until the aggregate is firmly embedded in the binder. Where

required to ensure an even distribution of aggregate, the surface shall be traversed with a light

drag broom after the initial rolling. If the broom has any tendency to dislodge aggregate particles

bedded in the binder, drag brooming shall be deferred or eliminated and light hand brooming be

substituted. The drag broom shall be in accordance with Section 9.6. Rolling shall be continued

up to a maximum period of 24 hours after the aggregate is applied.

9.16 TRAFFIC

Traffic shall not be permitted to travel on the new work until approved by Council. Traffic shall

not be permitted to travel adjacent to the works whilst binder is being sprayed.

Any precautions required to ensure the safety of traffic during the progress of the work shall be

carried out without extra cost in accordance with AS 1742.3-2002.

Traffic control shall be in accordance with AS 1742.3-2002 and Section 2 of this specification.

9.17 DEFECTIVE WORK OR

MATERIALS

The Applicant shall make good any work that is not in accordance with this specification, whether

caused by bad workmanship, or defective materials supplied, or by materials made defective by

his operations or made defective by any other means.

9.18 WASTE MATERIALS

Waste aggregate, bitumen, empty containers or other materials remaining after completion of the

work shall be disposed of from site and the work shall be left in a neat and tidy condition.



9.19 MAINTENANCE

Road pavements shall be maintained by the Applicant during the Maintenance Period.



10 SUPPLY AND LAYING OF ASPHALTIC CONCRETE (AC)

10.1 DESCRIPTION

This Specification provides for the Supply and Spreading of Asphaltic Concrete on Pavements for

the areas, depths and nominal mix sizes indicated in the Documents.

10.2 MINERAL AGGREGATES

Aggregates shall comply with the requirements of AS 2758.5 and RTA QA Specification R116.

10.3 MINERAL FILLER

The mineral filler shall comply with AS 2357-1980 Mineral Fillers for Asphalt.

10.4 BINDER

The binder shall be bitumen complying with the requirements of AS 2008-1980 Residual Bitumen

for Pavements. The bitumen shall be of Class 170 or 320 specified in the pavement design

submitted by the applicant.

10.5 ADDITIVES

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

Modified Binders (APRG Report No. 19).

The type and proportion of additives to be used in the mix, other than those specified elsewhere in

this Specification, shall be in accordance with an approved specification. An approved

specification may be a manufacturer’s recommendation, purchaser’s specification or as agreed

between the parties.

10.6 REJUVENATING AGENT

Rejuvenating agent, if required in mixes incorporating recycled asphalt, shall be a low volatility

oil capable of combining with bitumen to counteract hardening and produce a lower viscosity

grade of binder. Rejuvenating agent shall comply with recognised standards for such materials.

10.7 PROPORTIONING OF MIXES

10.7.1 Each mix shall be designed with bitumen content and aggregate grading

within the general limits of AS 2734.

The properties for voids, stability and flow as determined by Marshall

Compaction shall comply with AS 2734 Table 3.3.



10.7.2 The grading of the mix as produced shall not be varied from the grading of

the mix design by more than the tolerances set out in the following table when

tested in accordance with AS 2891.3.1.

Sieve Size Permissible Variation

by Mass of Total Mix

19.0 mm and Larger ± 10%

4.75 mm and Larger ± 7%

2.36 mm and 1.18 mm ± 5%

600 um and 300 um ± 4%

150 um ± 2.5%

75 um ± 1.5%

The bitumen content of the mix produced shall not be more than 0.3% of that nominated

in the mix design.

10.7.3 Residential Mix

Those streets to be surfaced with a wearing course of asphaltic concrete and which have

design ESA’s of less than 5x105

AND less than 100 commercial vehicles per day shall

have a wearing course of a residential mix AC10 of 2 x 25mm thickness (total = 50mm),

that complies with the following mix properties in Table 10.1.



AGGREGATE GRADING:

TABLE 10.1 MIX PROPERTIES

Grading Type % passing AS sieve Dense

Graded

AC 10

Gap

Graded

AC 10

13.2mm 100 100

9.5mm 95 - 100 90 - 100

6.7mm 80 - 95 65 - 85

4.75mm 65 - 80 60 - 80

2.36mm 45 - 60 55 - 75

1.18mm 35 - 50 45 - 65

600µm 25 - 40 30 - 50

300µm 15 - 25 20 - 30

150µm 7 - 15 10 - 18

75µm 3 - 10 5 - 11

BITUMEN CONTENT

Bitumen content expressed as a percentage of the

total mix by mass

6.0 - 7.0 5.8 - 6.8

AIR VOIDS:

Percentage air voids in the compacted mix as tested by the Marshall method (at 35 blows)

3.0 - 5.0 3.0 - 5.0

STABILITY:

Minimum stability of the compacted mix as tested by the Marshall method (at 35 blows), kN

4.0 4.0

FLOW:

Flow of compacted mix (35 blow Marshall), mm

2 - 5 2 - 5

LAYER THICKNESS:

Optimum range of compacted layer thickness, mm

25 - 40 25 - 40



10.8 MIXING PROCEDURE

10.8.1 General

Mixing shall be undertaken in an approved batch pugmill, continuous pugmill or drum

mixing plant, capable of uniformly mixing coarse and fine aggregate, filler and binder to

meet the specified requirements at all times.

10.8.2 Temperatures

Thermometer elements of a suitable type, shall be placed in the flow of materials, and

shall be accurate within plus or minus 2%.

Bitumen shall be at a temperature not exceeding 1650C when introduced to the mix.

Aggregates shall be heated to such a temperature that, when filler and binder are added,

the temperature of the mixed asphaltic concrete shall not exceed 1650C.

The mix shall leave the pugmill, drum and/or the hot storage bin(s) at a temperature

between 1400C and 165

0C but in no circumstances shall the temperature of the mix at the

time of laying be less than the minimum value specified in Table 10.1 for the appropriate

road surface temperature and layer thickness.

10.8.3 Mixing Time

Mixing time shall be such that all particles of mineral aggregate are uniformly coated with

binder.

10.8.4 Testing and Acceptance of Mix

Council reserves the right to test the mix at any time to determine its compliance with the

Specification. The Applicant shall be responsible for taking the samples and shall supply

all facilities, equipment and labour for that purpose. The samples shall be taken by the

Applicant's representative at the point of production, along with control samples. The

Council will arrange for the testing of the samples, and the results shall be made available

to the Applicant in due time.

Control testing carried out by a NATA registered laboratory shall be considered as

acceptance testing.

10.9 TRANSPORT

The asphaltic concrete shall be transported by trucks, the bodies of which shall be kept thoroughly

cleaned and coated with a thin film of a suitable release agent to prevent mix sticking to the truck

body.



During transport the asphaltic concrete shall be covered with a canvas or other suitable cover

which is held down.

Delivery of the mix shall be at a uniform rate within the capacity of the spreading and compacting

equipment. Transport shall be as expeditious as possible to minimise cooling of the asphaltic

concrete.

The mass of all truck-loads of mix shall be measured on a weighbridge certified by the

Department of Consumer Affairs.

10.10 PREPARATION OF PAVEMENT

The pavement shall be dry and free from surface water and shall be thoroughly broomed

immediately prior to commencement. Existing bituminous surfaced pavements shall be groomed

by mechanical means to remove all foreign matter. Any areas significantly affected by oil

contamination shall be cleaned with a suitable cleaning agent.

Under no circumstances shall swept or waste material be placed on the footway or verge at any

time.

Any correction course shall be laid and compacted in accordance with Sections 10.12 and 10.13 to

the general level of the existing surface.

10.11 TACK COAT

The whole of the area to be sheeted shall be lightly and evenly coated with rapid setting bitumen

emulsion (cationic) by mechanical applicator. Unless otherwise approved by Council, such work

shall meet the requirements of current RTA Form 305, "Specification for Supply and Delivery of

Bitumen Emulsion". The application rate of residual bitumen shall be 0.15 to 0.30 litres per

square metre. For bitumen emulsion complying with current RTA Form 305, the application rate

of undiluted bitumen emulsion shall be between 0.25 and 0.50 litres per square metre. If the

bitumen emulsion is diluted, the application rate shall be adjusted to obtain the undiluted rate.

The tack coat shall be allowed to "break" (water separating from the bitumen) and resist picking

up by tyres before the asphaltic concrete is laid. Any over application shall be removed or

dispersed by brushing.

All surfaces to be in contact with AC shall be sprayed with a thin uniform application of tack coat.

Care shall be taken to ensure that the tack coat is not oversprayed, sprayed, or allowed to coat any

other surfaces adjacent to the pavement. Any material so sprayed shall be removed or cleaned to

the satisfaction of Council. The Applicant shall be held responsible for any damage to adjacent

property, vehicles or persons sprayed with tack coating material.



10.12 SPREADING

10.12.1 Paver

Spreading shall be by an approved self propelled paving machine, having an effective

spreading capacity of not less than 50 tonnes of mix per hour and shall be capable of

laying the asphaltic concrete to a true and even finish.

10.12.2 Paving Procedures

Before commencing paving operations the work shall be set out with the order of runs,

position of joints and levels clearly defined.

The paver shall operate at a uniform speed and its output shall match the rate of delivery

of asphaltic concrete such that, as far as practicable, continuous spreading of the mix is

achieved.

Unless otherwise approved by Council, asphaltic concrete shall not be spread by hand

behind the paver. Workmen shall not stand or walk on hot asphaltic concrete except

where necessary for correction of the surface.

Council may approve spreading asphaltic concrete by hand for the correction of minor

irregularities and in areas inaccessible to mechanical pavers. Asphaltic concrete, so

placed, shall be spread so as to produce a smooth even surface with uniform density to the

correct level.

10.12.3 Laying Temperature

The temperature of asphaltic concrete at the time of laying shall be as shown in table 10.1:

TABLE 10.1

MIX LAYING TEMPERATURE

Road Surface

Temperature

in Shade 0C

Mix Temperatures 0C

Layer

Thickness

Less than

30mm

Layer

Thickness

30mm to

40mm

Layer

Thickness

45mm to

100mm

Layer

Thickness

over 100mm

5 - 10 Not permitted Not permitted 145* 130 - 155

10 - 15 150* 145* 140* 125 - 150

15 - 25 145* 140* 135* 120 - 145

Over 25 140* 135* 130* 115 - 140

* Minimum laying temperature.



Under no circumstances will AC be allowed to be laid where the pavement temperature is

less than 5ºC or when the surface of the road is wet. Where in the opinion of Council the

spreading and compaction of the mix will be adversely affected by the prevailing weather

conditions, AC will not be permitted to be laid.

Council may reject any part of any truck load which contains lumps of cooled asphaltic

concrete which are liable to affect the quality of the finished surface.

The temperature of the mix shall be measured in the truck just prior to discharging into the

power hopper. A suitable type thermometer readable and accurate to within 20C with a

range from at least 00C to 200

0C shall be used. The temperature shall be measured at a

minimum depth of 200mm and at a location of a minimum of 300mm from the side of the

truck body. An average of at least two readings shall be adopted as a temperature of the

mix.

10.12.4 Layer Thickness and Level

The minimum compacted thickness of the mix shall be 2.5 times the aggregate size and a

maximum of 4 times the aggregate size. The first layer of asphalt (which shall be laid by

the applicant) shall be finished true to line and level and flush with the lip of the gutter on

both sides for the full length of the works.

10.13 JOINTS

Work shall be so arranged that the number of joints, both longitudinal and transverse be kept to a

minimum and the daily laying pattern shall be subject to approval by Council before work

commences.

The density and surface finish at joints shall be similar to those of the remainder of the layer.

10.13.1 Longitudinal Joints

Care shall be taken to provide positive bond between adjoining runs.

Longitudinal joints shall be continuous and parallel. They shall coincide within 150mm

with lines of change of crossfall where such occur. Joints in successive layers shall be

offset by at least 150mm.

Hot joints shall be constructed by leaving an uncompacted strip approximately 150mm

wide along the edge of the first run, and after the adjoining run has been spread, both sides

of the joint shall be rolled simultaneously.



In the case of cold longitudinal joints, the edge of the first run shall be butted and slightly

elevated while hot using hand lutes. If the edge is left exposed overnight or longer,

Council may direct that the edge be trimmed to a straight vertical face and lightly coated

with tack coat material by brushing. The adjoining run shall be placed against the

prepared edge with an overlap of 25mm to 50mm. The overlap shall be pushed back using

lutes, immediately after placing, to form a slight ridge along the joint which the roller shall

compress adjacent to the edge of the previously placed run. Any excess, overlapping or

segregated material shall be discarded.

The compaction of the mix at a longitudinal joint shall be carried out immediately behind

the paver using either a static steel wheeled roller or a vibratory steel wheeled roller

operated in a static mode.

When thin layers are to be compacted, Council may allow the use of a vibratory steel

wheeled roller operated in the vibratory mode. In this instance, the first forward and

reverse pass shall be made with the roller travelling on the hot lane and with a 150mm

overlap on the cold lane.

Rolling shall continue until the joint is smooth and dense.

10.13.2 Transverse Joints

When the end of the spread material has cooled due to disruption of the work, or when

resuming work on the next day, a transverse joint shall be formed.

Transverse joints shall be at right angles to the direction of paving. They shall be

staggered by at least one metre between successive layers and between adjacent runs.

Runs shall be ended either against a timber bulkhead to ensure a straight vertical, well

compacted edge or by feathering out and compacting. In the latter case, the feathered

material shall be cut back to a line where the full thickness exists. The surface shape of

the end of the run shall be checked by a straight edge to locate the line of cut.

The end of the previous run shall be lightly tack coated before the paving of the next run

proceeds.

The joint shall be rolled with a steel roller transversely for several passes, with the roller

projecting about 150mm further onto the fresh mix in each pass. If a vibratory roller is

used, it shall be operated in the static mode.

Boards shall be used for off pavement movement of the roller to prevent rounding the

edge of the mat. The joint shall then be rolled longitudinally.

When the asphaltic concrete layer is required to join and match the level of an existing

pavement surface, sufficient of the existing material shall be removed to achieve the

minimum specified layer thickness.



10.14 COMPACTION

10.14.1 Plant and Equipment

Compaction equipment shall be self-propelled and shall include any of the following types

of equipment and various combinations of these types:

10.14.1.1 Static steel rollers shall have a mass not less than 8 tonnes and a drum loading

not less than 35kN per metre width of drum. Tandem rollers are preferred but

three wheeled rollers may be used.

10.14.1.2 Vibratory rollers shall have a mass of not less than 6 tonnes and a drum

loading not less than 20kN per metre width of drum. Tandem, articulated

rollers with vibration on both drums are preferred. They should be capable of

vibration frequencies between 30Hz and 50Hz and amplitudes between

0.4mm and 1.0mm. They shall have provision for the vibration to be cut off

when the roller is coming to a halt or changing direction.

10.14.1.3 Pneumatic rollers shall have a mass of ten (10) tonnes to twenty (20) tonnes

ballasted and tyre inflation pressures variable up to 700kPa. Numbers of

wheels may vary from seven to eleven. The tyres shall have wide, flat smooth

rolling surfaces.

For compaction in confined areas or patching works a small vibrating roller,

or hand operated vibrating compactor acceptable to Council, shall be used.

10.14.2 Compaction Procedures

Rollers shall travel at a uniform speed not exceeding 5km/h for steel rollers and 10km/h

for vibratory steel and pneumatic tyred rollers. They shall not remain stationary on

recently compacted mix.

Lateral changes in the direction of rolling shall be made on previously compacted mix.

Vibrating rollers shall not be stopped or reversed while in the vibrating mode.

Vibratory steel rollers shall not be permitted to travel when operating in the vibratory

mode on cement concrete or previously compacted asphaltic concrete.

Compaction shall be considered in three stages, initial, secondary and final rolling:

10.14.2.1 Initial rolling

Initial rolling shall be carried out using steel rollers. Vibratory steel rollers may be used,

but they shall be operated in the static mode for the initial passes. On deep lift asphaltic

concrete, pneumatic tyred rollers may be used. When compacting thin layers, Council

may permit vibratory steel rollers to be operated initially in the vibratory mode.



Initial rolling shall commence as soon as possible after laying has commenced. Rollers

shall be operated as close as possible to the paver, with their driving wheels closest to the

paver.

The transverse and longitudinal joints and edges shall be compacted first as specified in

Section 10.13. Rolling shall then proceed longitudinally with the roller moving parallel to

the run and reversing along the same track.

The roller shall gradually progress from the lower to the higher edge of the new mat. Each

tract shall overlap the preceding one by about 150mm and shall terminate beyond the end

of the preceding track by at least one metre.

Initial rolling shall be completed before the mix temperature falls below 1050C.

10.14.2.2 Secondary Rolling

Secondary rolling shall immediately follow initial rolling. Either vibratory steel rollers,

static steel rollers or pneumatic tyred rollers shall be used. The tyre pressures of

pneumatic tyred rollers shall be between 500kPa and 600kPa. Rolling shall commence at

the longitudinal joint side of the run, with the roller reversing along the same track on

each pass and shifting across the run in full roller widths to the opposite side.

Secondary rolling shall be completed before the mix temperature falls below 800C.

10.14.2.3 Final Rolling

Final rolling shall be carried out by a pneumatic tyred roller with tyre pressures between

600kPa and 700kPa to eliminate all roller marks and to produce a uniform finish. If any

tyre marks exist after final rolling, Council may direct that they be removed with a steel

roller operated in a static mode.

If secondary rolling has been carried out with a pneumatic tyred roller, a steel roller may

be used for final rolling.

Final rolling shall be completed before the mix temperature falls below 600C.

10.14.2.4 Compaction Requirement

The minimum Characteristic Value of Relative Compaction of a sample core when tested

in accordance with the RTA Form 612 shall be 95% for a layer of thickness less than

50mm or 96% for a layer of thickness of 50mm or greater.

Mix with an actual Characteristic Value of Relative Compaction of less than 90% shall be

removed from the site. (RTA Form 612, Table 11 refers).



10.15 FINISHED PAVEMENT PROPERTIES

The finished surfaces shall be smooth, dense and true to shape, in accordance with Section 1.7.5

of the General Specifications. Sufficient measurements of thickness shall be taken before and

after compacting to establish the relationship between the thickness of the uncompacted material

and the completed work. Irregularities exceeding the tolerances given above shall be corrected

before a subsequent course is placed.

Notwithstanding the foregoing tolerance the Applicant shall remain responsible for laying the

minimum specified layer thickness of asphaltic concrete on all areas of the pavement.

10.16 WEIGHBRIDGE DOCKETS

The Applicant shall provide Council with numbered, dated weighbridge dockets in accordance

with the weighing of truck loads specified in Section 10.9 of this Specification. All dockets shall

bear the supplier's letterhead or identifying mark.

10.17 PROVISION FOR TRAFFIC

All necessary signs, barriers, etc., required for the control and protection of traffic shall be

provided by the Applicant in accordance with AS 1742.3-2002. Special care shall be taken to

ensure that vehicles and pedestrians are not sprayed with bitumen emulsion during tack-coating,

and that entry to areas treated with tack coat or hot asphaltic concrete is prevented.

10.18 CLEANING OF GUTTERS AND GULLY PITS

All gutters and gully pits located within the boundaries of the work shall be cleaned and kept

cleaned and kept clean during the period of contract, of all silt, debris, rubbish and surplus

aggregate arising out of the execution of the works of the contract.

10.19 MAINTENANCE

Road pavements will be maintained by the Applicant during the maintenance period.



11 CONCRETE AND CLAY SEGMENTAL PAVERS

11.1 DESCRIPTION

Paving units shall be provided to areas shown on the documents, true to all grades, levels, curves

etc. as required, and laid to give a uniform and regular pattern and shall conform to AS/NZ 4456.1

to 10 and Council’s Specification “For the Selection of Clay & Concrete Pavers for Use in Public

Areas” see Section 11.8.

11.2 PAVING UNITS

11.2.1 Roads and Driveways

Unless otherwise approved by Council’s Engineer, paving units for driveways and road

carriageways shall be Shape Type A concrete units complying with Council’s

Specification “For the Selection of Clay and Concrete Pavers for Use in Public Areas”

(see Section 11.8).

11.2.2 Footways

Paving units for use in footway areas shall comply with Council’s Specification “For the

Selection of Clay and Concrete Pavers for Use in Public Areas” (see Section 11.8).

11.3 SUBGRADE

The subgrade shall be formed at the required depth, in accordance with the dimensions and design

shown on the Drawings, and in general shall be cut from the solid. However, when over cut it

may be built up to the correct level by the addition of material approved by Council. All

subgrades shall be thoroughly compacted to the requirements of Section 5.11 of the Specification

for Formation and finished to a firm, smooth surface of uniform bearing value.

Pavement construction shall not proceed until the subgrade has been inspected and approved by

Council.

11.4 BASE COURSE FOR ROADS, DRIVEWAYS, PEDESTRIAN PLAZAS

AND COMMUNITY TITLE ROADS

The base course shall consist of concrete of a strength of 20 MPa, 150mm thickness and

reinforced with a layer of F82 Fabric having 35mm top cover laid on a 100mm minimum

thickness of sand stone sub-base course, unless otherwise approved or specified by Council’s

Engineer.



The base course and sub-base course shall extend to the rear face of all edge restraints, unless

otherwise specified, and shall be inspected and approved by Council prior to commencing the

placement of the sand bedding course and the laying of units.

Control joints shall be constructed at 20m maximum intervals. These joints shall be dowelled and

have an approved expansion material separating the slabs.

11.5 EDGE RESTRAINTS

Concrete kerbs and gutters, kerbs and edge strips shall be constructed to the details shown on the

Documents and to the requirements of the Standard Drawing A(BS)112M.

After compaction of the paving units, their upper surface shall finish flush.

11.6 BEDDING SAND

11.6.1 Material

Bedding sand shall be well graded non-cohesive sand passing a 4.75mm sieve and

confirming to the following grading limits:

Sieve size: 9.52mm 4.75mm 2.36mm 1.18mm 600um 300 um 50 um 75um

% Passing: 100 95 – 100 80 – 100 50 – 85 25 – 60 10 – 30 5 – 1 0 - 10

The bedding sand shall be fee of deleterious soluble salts or other contaminants likely to

cause efflorescence or otherwise leading to reduced skid resistance.

11.6.2 Moisture Content

The sand shall be of uniform moisture content when spread and shall be protected from

rain when stockpiled on site prior to spreading.

11.6.3 Spreading

The bedding shall be spread and screeded to the design profile and levels plus the

necessary surcharge to achieve a minimum uniform 25mm thick layer following final

compaction of the pavement. The maximum thickness of sand shall not exceed 50mm.



11.7 PLACEMENT OF PAVING UNITS IN ROADS AND FOOTWAYS

11.7.1 Placement of Paving Units in Roads

Paving units shall be placed on the screeded sand bed in the predetermined laying pattern,

care being taken to maintain the specified pattern throughout the job. Paving units shall be

placed to achieve nominal 2 to 4mm (max) wide gaps between adjacent units to correctly

align all joints.

The initial row shall abut an edge restraint and shall be laid at the required angle to

achieve the visual orientation of paving units in the completed pavement. (See standard

drawings A(BS)112M).

In each row all full units shall be laid first. Closure units shall be cut and fitted

subsequently. Units shall be cut by power sawing.

To infill spaces between 25 and 50mm wide a concrete having a 1:2:4

(cement:sand:coarse aggregate) mix and having a colour similar to the paving units may

be used. The nominal aggregate size should not exceed one third the smallest dimension

of the infill space. For smaller spaces dry packed mortar may be used.

Except where it is necessary to correct any minor variations occurring in the laying bond

the paving units shall not be hammered into position. Where adjustment of position is

necessary care shall be taken to avoid premature compaction of the sand bedding.

Any foot or barrow traffic shall use boards overlaying paving to prevent disturbance of

units prior to mechanical compaction. No other construction traffic shall be allowed on

the pavement during the construction process.

Paving units shall be laid in a herringbone pattern unless otherwise specified or directed

and to design levels and grades.

As soon as practical after compaction, and prior to the termination of the work on that day

and prior to the acceptance of construction traffic, sand for joint filling shall be spread

over the pavement. The sand shall pass a 1.18mm sieve and have some 10% of silty

material but be free of all soluble salts or contaminants likely to cause efflorescence or

staining.

The filling sand shall be broomed to fill the joints. At least one pass of the plate vibrator

is required to achieve compaction of joint filling sand.



As soon as possible after the filling of joints, construction traffic shall be encouraged to

use the pavement to assist in the development of 'lock up'. Such traffic shall traverse the

greatest possible area of the pavement.

Council may direct that, where a pavement is not to be subject to traffic loads for some

time after completion, the Applicant maintain a sand surcharge over the pavement to

inhibit moisture ingress.

Excess surface sand shall be removed by brooming at the end of the Defects and Liability

Period unless otherwise directed by Council.

11.7.2 Placement of Paving Units in Residential Crossing

Paving units shall be placed in accordance with Council’s “Residential Vehicle Crossings”

Specification or as otherwise directed by Council’s Engineer.

11.7.3 Damaged Units

Any units which are structurally damaged during compaction or which are otherwise

damaged on the wearing surface or edges shall be removed and replaced with undamaged

units.

11.7.4 Laying of Paving Units in Footways

The subgrade where paving unit shall be laid shall be prepared to grades and cross-fall

indicated on the documents.

A layer of 75mm thick concrete of a strength of 20 MPa shall be placed upon this prepared

subgrade.

A layer of fine, non-adhesive sand, 25 - 50mm thick when screeded, shall be placed on the

concrete base, screeded and trimmed to level and grade.

Pavers shall then be laid in herringbone pattern, in accordance with Section 11.7.1 in this

Specification.

Damaged units shall be taken up and replaced with new units.

11.7.5 Maintenance

All pavements shall be maintained by the Applicant during the Maintenance Period.



11.8 SPECIFICATIONS FOR THE SELECTION OF CLAY

AND CONCRETE PAVERS FOR USE IN PUBLIC AREAS

11.8.1 General

This Specification covers the criteria to be applied when selecting either clay or concrete

pavers for use within the Council controlled areas of Blacktown City Council.

11.8.2 Dimensions

All pavers to have a minimum width to length ratio of 0.45 when actual dimensions are

measured in accordance with AS/NZS 4455-1997 and shall not exceed the following

tolerances:

± 40mm on the length of 20 pavers

± 40mm on the width of 20 pavers

± 40mm on the depth of 20 pavers

11.8.3 Shape

11.8.3.1 Footpaths

Pavers to be laid in areas trafficked by pedestrians or motorised scooters may be any

regular shape such as square, rectangular or hexagonal. Other shapes will only be

considered after submission of an application in writing (with a representative sample) to

the Manager Maintenance Services who will determine whether to grant or refuse

permission for their use.

11.8.3.2 Roadways

Pavers to be laid in areas trafficked by any class of vehicular traffic shall be any regular

shape designed to interlock with adjoining pavers and resist movement in both a

transverse and longitudinal direction, and subject to the prior approval, obtained in

writing, of the Manager Maintenance Services.

11.8.4 Edge Treatment

The edges to the wearing course shall be rounded or chamfered to a radius not exceeding

5mm.



11.8.5 Wearing Surface

Pavers shall have re-rolled finish rather than a wirecut finish. All wearing surfaces shall

be smooth non slip, with no sharp projections.

11.8.6 Colour

The colour shall be similar to that of the existing pavers in Blacktown's Central Business

District (Blacktown Main Street). A representative sample of any new coloured pavers

shall be submitted to the Manager Maintenance Services for approval. No pavers shall be

laid within the Blacktown City Council area without such approval being sought and

obtained prior to laying. Where an existing paver colour has previously been used within

the Blacktown City Council area, a representative colour sample need not be submitted,

although approval must still be sought (quoting the location of the existing pavers) from

the Manager Maintenance Services before its continued use.

11.8.7 Characteristic Requirements

All pavers shall meet the characteristics set out in the following table when tested in

accordance with the Australian Standard specified in Table 11.1 below.

TABLE 11.1

CHARACTERISTICS AUSTRALIAN STANDARD MINIMUM MAXIMUM

Abrasion resistance AS/NZS 4456.9-1997 - 3.5cm3

Compressive strength (concrete)

AS/NZS 4456.4-1997 45mpa -

Characteristic breaking load

(clay pavers)

AS/NZS 4456.5-1997 5kN -

Cold water absorption AS/NZS 4456.14-1997 - 8.0%

Efflorescence AS/NZS 4456.6-1997 - Nil

Lime pitting AS/NZS 4456.13-1997 - Nil

Co-efficient of friction AS/NZS 4586-1999 AS/NZS 3661-1993

Class W 45 - 54 BPN

-

Transverse breaking load AS/NZS 4456.5-1997 5.0kN -

11.8.8 Compliance

All suppliers wishing to have their pavers pre-approved for use within Blacktown City

Council will need to apply in writing to the Manager Maintenance Services for such

approval. All such applications must be accompanied by a Certificate of Compliance from

a NATA registered laboratory stating that all of the above requirements have been tested

and have been found to comply with this specification. In addition, details of the

supplier's manufacturing quality Assurance Accreditation must be supplied.



12 STREET FURNITURE

12.1 STREET NAME SIGNS

12.1.1 General

Street name signs shall be supplied and erected in accordance with Council's standard

specification and Drawing No. A(BS)113M "Standard Street Signs and Posts". Reference

should also be made to the current version of Australian Standard, AS 1906.1.

12.2 POSTS

12.2.1 Posts shall consist of steel pipe to AS 1074-1989 with a standard galvanised

steel finish or other such finish as may be approved by Council’s

Maintenance Services Section.

12.2.2 The posts shall be sunk into the ground to a minimum depth of 600mm below

the existing finished surface. The excavation around the post shall be

rammed and back filled with lean-mix concrete (proportions 1 part cement to

20 parts aggregate, by volume) to within 100mm of the finished ground

surface. If located in the verge, the remaining 100mm shall be backfilled and

rammed with top soil or selected excavated material free from rocks, etc. The

surface shall be levelled and neatly trimmed.

Where approved by Council’s Engineer, signs may be erected using inserts

and wedges in accordance with the suppliers installation procedures.

12.3 FIXING OF PLATES

12.3.1 The sign plates shall be fixed at right angles to the post by galvanised mild

steel brackets or cast aluminium brackets, and secured to the post by an

adequate number of galvanised nuts and bolts.

12.3.2 The top of the sign plate shall be at least 5mm clear from the top of the post

(excluding cap), unless centrally mounted on a single post in accordance with

Section 10.2.2 of this Specification.

12.3.3 The underside of the sign shall be 2400mm from top of kerb or finished

surface.



12.4 GUIDE POSTS

12.4.1 Guide Posts shall be erected at the ends of construction or where directed by

Council. The guide posts shall consist of approved timber D.A.R. (or

approved equivalent) 100mm x 50mm and 1.5 metres long, set vertically in

the ground approximately 500mm deep. A uniform display of posts to a

height of approximately 1 metre shall be provided with the tops boned in to

compensate for irregularities in the shoulder contour.

12.4.2 All timber above ground shall receive one (1) undercoat and two (2) coats of

approved white paint. The portion of post below ground level shall be

creosote treated.

12.4.3 The earth backfilled around the post shall be well and solidly rammed in

layers of not more than 150mm for the full depth and to ground level.

12.4.4 Each guide post shall be provided with retro-reflective delineators 50mm x

50mm, red being used on the left hand side and white on the right hand side

as viewed by the approaching driver and red only at termination of roads.

12.5 SERVICE CONDUITS SIGNS

Where required by Council’s Engineer existence of conduits in a road shall be indicated by a sign

600mm x 600mm bearing the words:

"Service Conduits Laid. Opening of Road Surface Prohibited."

in red lettering at least 50mm high on a white background. The signs shall be located

where directed by Council.



13 GRASSING

13.1 DESCRIPTION

This Specification provides for the preparation, fertilising, sowing, turfing, watering, mowing and

generally caring for grasses on defined areas so as to provide a dense uniform distribution of the

various varieties of grasses specified.

13.2 PREPARATION

Areas to be grassed shall be ripped along the contour to a depth of 200mm prior to topsoiling to

provide a key for the topsoil and improve infiltration of water. Following ripping, the areas shall

be topsoiled in accordance with Section 5 Earthworks and Formation, Section 5.14.

If considered necessary the area to be grassed shall be rotary hoed along the contour to a depth not

exceeding that of the topsoil and generally to a depth of 100mm.

On steep slopes and on areas of high erosion hazard a rough surface shall be developed. A fine

tilth shall be acceptable only on areas of low slope.

Light grading to effect the required surface profile may also be necessary and shall be carried out

if so directed.

The topsoil of areas to be grassed by turfing shall be compacted with a light roller.

Trees existing on the site shall not be disturbed other than by being trimmed or lopped as directed.

13.3 GRASSING BY SEEDING

13.3.1 Grass Seed

The seed used shall be of the best quality available, shall have good germination

characteristics and be true to variety. The seed shall be obtained from reputable suppliers

and the Applicant shall produce evidence that he has complied with these requirements.

Until used, seed shall be stored off the ground in a cool, dry place and shall not be stored

any longer on site than necessary.

13.3.2 Seed mixture for reserves, footways and embankments, earth drainage

channels and where otherwise directed.

13.3.2.1 Autumn/Winter Mix

Rye Corn or Oats 15kg/ha

Wimmera Ryegrass 10kg/ha

White Clover 5kg/ha

Red Clover 5kg/ha



Couch Unhulled 5kg/ha

13.3.2.2 Spring/Summer Mix

Japanese Millet 24kg/ha

Wimmera Ryegrass 8kg/ha

Red Clover 5kg/ha

White Clover 5kg/ha

Couch Unhulled 5kg/ha

13.4

Couch Hulled

FERTILISERS

4kg/ha

The fertiliser shall be an approved Nitrogen, Phosphate Potassium(k) starter fertiliser.

Unless otherwise specified, fertiliser shall be spread at the rate of 200kg/ha for footways,

embankments and reserves and 250kg/ha for drainage channels.

Where clay panning is evident or where hard packing river loams are used, Council may direct

that Gypsum be spread at the rate of 200-500kg/ha.

13.5 SOWING

When the area to be sown has been suitably prepared the seed mixture shall be uniformly

distributed at the prescribed rate and by approved method. Unless otherwise specified, the

prescribed quantity of fertiliser shall be distributed at the same time.

The area sown shall be watered at regular intervals to produce a dense grass which shall be

maintained during the Defects Liability/Maintenance Period.

Sowing shall be carried out by the method indicated on the Documents or otherwise specified.

13.6 HYDROSEEDING

When grassing is to be carried out by hydroseeding, a hydromulching machine approved by

Council shall be used to mix and spray a slurry of seed mixture, fertiliser, mulch and water onto

the area to be grassed. Sufficient mulch material shall be contained in the slurry to carry and stick

the seed mixture and fertiliser to the prepared surface.

The mulch shall be wood pulp unless otherwise specified or approved by Council.

13.7 GRASSING BY TURFING

13.7.1 Fertiliser

When the area has been prepared the whole area shall be watered and fertilised at the rate

of 200kg per hectare spread evenly over the surface, lightly raked and re-watered. This

application shall take place two (2) to three (3) weeks after laying of turf.



13.7.2 Supply and Planting of Sods

The sods shall be of couch grass unless otherwise specified and/or approved. They shall

show healthy growth and to be of even thickness when delivered to site. The area from

which the supply of grass is to be obtained shall be mowed before the sods are cut.

The placing of the sods shall be commenced immediately the soil has been watered and

fertilised.

On completion of the laying of the sods, they shall be compacted by watering and rolling

with a 90kg/per m. with a roller. Each sod shall be butted against the previous sod leaving

no gaps after laying.

Immediately after the sods have been rolled, approved topsoil shall be spread to a depth of

10mm over the whole area and thoroughly watered.

13.8 CARE OF GRASSED AREAS

The sown and turfed areas shall be regularly maintained with the moisture content of the ground

at a level sufficient to allow, where applicable, proper germination of the seeds and roots.

This regular care, by the Applicant, shall be continued throughout the currency of the Defects

Liability/Maintenance Period.

Two (2) months after the sowing of the grass seeds and three to four weeks after laying turf, an

application of Sulphate of Ammonia at the rate of 250kg per hectare shall be applied and well

watered.

Council may direct to defer this second application of fertiliser to a later date if Council is of the

opinion that the grass growth would benefit by such deferment.

13.9 MOWING

From time to time during the currency of the Defects and Liability Period the grassed area shall be

mowed with an approved power grass mower. The height of cut shall be nominated by Council.

If Council so directs, the Applicant shall mow the grass within 72 hours of being so directed.

13.10 ESTABLISHMENT

A uniformly distributed dense grass cover of the specified varieties of grass shall be established

over the whole of the area to eliminate wind and water erosion of the surface.

All steps necessary to establish a dense grass cover shall be taken.



13.11 MAINTENANCE

The Applicant shall maintain the grass cover for the time of the Maintenance Period.

If necessary, during the Defects Liability/Maintenance Period the Applicant shall take all action

necessary to re-establish areas of grass damaged or destroyed by adverse weather conditions, fire,

floodwaters, vandalism or any other cause.

The Applicant shall make good any damage that may be caused to any finished surfaces, fences,

or paved areas by his plant or trucks used during the progress of the work.



14 DEFECTS LIABILITY/MAINTENANCE PERIOD

14.1 DESCRIPTION

The Maintenance Period shall have a duration of 12 months.

At any time during the Maintenance Period, Council may direct the Developer to rectify any

defects which become evident within the constructed works.

14.2 SUBDIVISIONS

The Maintenance Period shall commence from the date of release of the plan of subdivision.

Prior to the release of the plan of subdivision a maintenance bond in the form of a bank guarantee

or cash security representing 5% of the total cost of the subdivision works, with a minimum amount of $5,000, is to be lodged with Council.

14.3 ALL OTHER DEVELOPMENTS

The Maintenance Period shall commence from the date of the final clearance by the Council's

Engineer.

A maintenance bond shall be assessed and lodged with Council prior to the final clearance.



15 STANDARD DRAWINGS

A(BS)101M Standard Kerbs and Gutters

A(BS)102S Standard Residential Footway and Layback Crossing

A(BS)103S Standard Industrial and Commercial Footway Crossing

A(BS)104M Path Paving at Intersections and Kerb Ramp Details

A(BS)105S Standard Pathway Barrier

A(BS)106M Standard Grated Gully Pit

A(BS)107M Standard Junction Pit

A(BS)108M Minor Drainage Collections

A(BS)109M Standard Surface Inlet Pits

A(BS)110S Accessway Detail

A(BS)111 Step Irons

A(BS)112M Typical Arrangement of Threshold Pavements at Intersections

A(BS)113M Standard Street Signs and Posts

A(BS)114S Standard Floodway Warning Signs and Mounting Bracket

A(BS)115M Construction of Traffic "Shake-Down"

A(BS)116S Channel Check Dams and Culvert Inlet Protection

A(BS)117S Sedimentation Basin


A(BS)119S Sediment Traps for Surface Inlet Pits


A(BS)121M Sediment Fence and Filters



A(BS)122S Siltation Traps for Kerb Inlets

A(BS)123M Perimeter and Diversion Banks

A(BS)124M Typical Locations for Signs and Markings Associated with Wombat Crossings

A(BS)125M Standard Indented Bus Bay

A(BS)126S Typical Calming Device for Residential Roads

A(BS)127S Rural Vehicular Crossing

A(BS)128S Specification for Bus Shelter Concrete Base/Apron - with Path Paving

A(BS)129S Specification for Bus Shelter Concrete Base/Apron - without Path Paving

A(BS)130S Not Required

A(BS)131M Standard Wombat Crossing, All Roads

A(BS)132 Not Required

A(BS)133S Not Required

A(BS)134S Standard Bicycle Path

A(BS)135S Not Allocated

A(BS)136S Typical OSD Discharge Control Pit

A(BS)137S Special Pathway Barrier for Electric Mobility Scooter

NORMAL KERB LINE

KERB OUTLET, WHERE SPECIFIED,

SHALL BE LINED WITH 90 PVC PIPE

EXTENDING FROM KERB FACE TO 60

BEHIND BACK OF KERB -REFER DETAIL

5 RAD.

40 FOR 90¢

250

5 RAD . 5 RA D.

65 FOR RHS

DETAIL

KERB WITH TOE EDGE STRIP

150mm KERB AND GUTTER

450

5 RAD. 0

450

5 RAD.

...

REF LEC T OR

. · .. "'l . . . q. : ll'·. Lll KERB ONLY

STANDARD

DISH CROSSING

MEDIAN KERB

NOTES :

1. R OA D S UB BASE SHA LL BE E XTE NDED

BENEA T H KERBS, GUTTER S A ND DISH

CR OSSINGS 150 BEHIND REA R O F KER B

A MIN. D EPTH OF 175.

X-FALL PATH -- --------T--1

6 to 11

R20.

150

600 2 . C ON CRE TE SHA LL BE O F 2 0 MPa C OMPRE SS IVE S T R ENG HT (F'c ) A T 28 D AYS FO R KER BS A ND GUTTERS ,

0 N

13¢ GAL VANISED

DOWELL . REFER

. . .

L.r)

.

..--,·. -- =

D I SH CR OSS ING S, MISCELL AN EOU S K ER BS AND ED GE ST R IPS.

3. R EINFOR C ING F AB RIC S HA LL BE TO

AS 4671 20 01 "STEEL WIRE NOTE 11.IOptional)

MASTIC JOINT

MIN. 175 COMPACTED LA Y ER OF D.G.B.20.

RESIDENTIAL LAYBACK

STANDARD ROLL TOP KERB AND GUTTER

0 ..j

STANDARD ROLL TOP KERB 1997 PROFILE

R EINFOR C ING F ABR IC" WI TH 35 CO VER .

4. C ON DUIT LOCA T IONS SHA LL B E MARK ED

O N K ER B FACE S WIT H AN APP RO VED T OO L OR A S OTHERWISE DIREC TE D.

1997 PROFILE AT VEHICULAR CROSSING 5. A LL DIMENSIONS ARE IN MILLIMET RE S .

SURVEYED ........W!L...... APPROVED SHEET

.. -+---+-------------+ --+------1 LONG SECTION: HORIZ

DESIGNED

---····--N--/·A···----··

····----····----·····- --····----····---···· PROJECT TIT LE: STANDA RD

O F

VERT

-- - CADD ........!'!( '\ ........

VERIFIED .....................

...........................................

KER B S AND G UTTE R S

S HEETS

.. -+---+-------------+ --+------1 (ROSS SECTIONS DATE .....................

CAD FILL SHEE T TITLE:

A{BS)101M .DWG CR OSS SECTIONS REV

5

MATCH EXIST. DRIVEWAY

WHERE INTERNAL DRIVEWAY WIDTH (MIN. 25001 WIDTH OF FOOTWA Y

IS EXISTING FOOTWAY (MAX. 6000) CROSSING AT STREET CROSSING TO BE DOWELLED ALIGNMENT NOT TO AS PER NOTE 11 SHT.2.

STREET ALIGNMENT

MASTIC, CONNOLLY KEY C> JOINT OR 25 SAW CUT

MASTIC JOINT IF FOOTWAY EXISTS

EXCEED LAYBACK WIDTH BETWEEN TOP OF WINGS.

CONCRETE PATH PAVING.

ALSO RERER NOTE 10 SHT.2. FULL DEPTH MASTIC JOINT w:I: ON EACH SIDE OF CROSSING

0 UJ<t:I IF PAVING REMOVED OR g RECONSTRUCTED.

5g3 LJLL..

.... MASTIC JOINT IF FOOTWAY EXISTS OR IF

DIST. FROM KERB TO BOY. EXCEEDS 4.5m . --' REFER NOTES 10 AND 12 SHT.2 .

;;'3

MASTIC JOINT

*ANGLE OF SIDES OF FOOTWAY CROSSING TO BE EQUAL AND NOT TO EXCEED 90• TO KERB

LAYBACK WIDTH (MIN. 4000)

(MAX. 6000)

MASTIC JOINT

LINE. PLAN NOT TO SCALE

NOTE: FOR ALL SECTION DETAILS REFER SHT.2.

NOTES:

1. RESIDENTIAL VEHICULAR FOOTWAY CROSSING SHALL BE 125mm THICK CONCRETE ON 2Smm SUB-BAS E OF APPROVED FINE

GRANULAR MATERIAL. REFER ALSO PLAN A(BS)110.

2. ALL KERB AND GUTTER AND LAYBACK CROSSINGS SHALL BE PLACED ON A 175mm MINIMUM COMPACTED LAYER OF D.G.B.

20 OR TO THE BASE OF EXISTING PAVEMENT, WHICH EVER IS GREATER.

3. ALL CHANGES IN GRADE SHALL BE "ROLLED" ESPECIALLY POINT A, BUT POINT B MUST RETAIN 40mm OF WATER. (LOW

LEVEL FOOTWAY).

4. CONCRETE SHALL HAVE A 28 DAY STRENGTH (F'c) OF 20 MPa.

5. CONCRETE SHALL HAVE A LIGHT BRUSHED FINISH.

6. ANY VARIATION TO STANDARD CROSSFALL OF 4% SHALL HAVE THE PRIOR APPROVAL OF COUNCIL'S ENGINEER.

7. CONCRETE SHALL BE REINFORCED WITH RF82 MESH ON CHAIRS WITH 3Smm COVER. IN CASE OF BRICK PAVING USE RF62

MESH WITH 40mm COVER.

B. THE STANDARD SHAPE OF THE CROSSING SHALL BE MAINTAINED. HOWEVER, IN SPECIFIC CIRCUMSTANCES AND WITH THE

APPROVAL OF COUNCIL'S ENGINEER THE DIMENSIONS MAY BE ALTERED.

9. FOOTWAY CROSSING AND LAYBACK MUST BE A MINIMUM OF 1m OFF POWER POLES AND ELECTRICAL BOXES AND 1m FROM

STORMWATER PITS. T ELSTRA PITS WILL NOT BE ALLOWED IN FOOTWAY CROSSING.

10. WHERE EXISTING PATH PAVING CAN BE SHOWN TO BE> 125mm THICK IT MAY BE RETAINED BUT MUST BE DRILL AND

DOWELLED TO CROSSING ON BOTH SIDES WITH GALVANISED 1316 DO WELLS PLACED 350mm IN FROM EDGES OF CROSSING

AND AT 900mm SPACING WITH FULL DEPTH MASTIC JOINT. COAT ONE HALF OF DOWELL WITH SUITABLE MATERIAL TO

ENSURE SLIP JOINT.

11. DOWELLING OF LAYBACK TO FOOTWAY CROSSING WITH GALVANISED 13¢ DOWELLS PLACED 350mm IN FROM EDGES OF

CROSSING AND AT 900mm SPACING IS OPTIONAL BUT RECOMMENDED WITH FULL DEPTH MASTIC JOINT. COAT ONE HALF OF

DOWELL WITH SUITABLE MATERIAL TO ENSURE SLIP JOINT . REFER ALSO NOTE 13.

12. WHERE DISTANCE FROM BACK OF LAYBACK TO STREET ALIGNMENT EXCEEDS 4.5m A MASTIC JOINT REQUIRED WITH

DOWELLS AS PER NOTE 11. LOCATION OF JOINT TO BE DETERMINED BY COUNCIL'S ENGINEER.

13. ALL DOWELLS TO BE 300mm LONG WITH 150mm PENETRATION INTO EACH SLAB.

14 ALL DIMENSIONS ARE IN MILLIMETRE S UNLESS NOTED OTHERWISE.

15 THE SECTION OF THE CROSSING ADJACENT TO THE CONCRETE FOOTPATH IS TO HAVE 2.5% FALL,

UNLESS MATCHING THE CROSSFALL OF EXISTING FOOTPATH.

SHEET

STANDARD RESIDENTIAL FOOTWAY AND LA YBACK CROSSING

PLAN AND CROSS SECTIONS CAD FILE:

PLAN No: A (BS) 1Q 2S SCA LE

OF

2

REV

6

STANDARD CROSSFALL 4%

TOP OF KERB TO REAR OF

!REFER NOTE 6 & 15 SHT.1)

VARIABLE WID TH 1200 DR CONCRETE

900

RFB2 MESH ON CHAIRS

FOOTPA TH WIDTH

L.n N

25 APPROVED GRANULAR MATERIAL

MASTIC JOINT

MIN. 175 COMPACTED LAYER OF D.G.B.20.

SECTION B- B

STANDARD FOOTPATH NOT TO SCALE

MASTIC, CONNO LLY KEY JOINT OR 25 SAW CUT.

13<tl GAL VANISED DOWELL. REFER NOTE 11.1Dpticnal)

VARIABLE WIDTH 1200 OR CONCRETE 900

FOOTPATH WIDTH

@ STD. 1:40* @ ;

25 APPROVED GRANULAR MATERIAL

MASTIC JOINT

MASTIC,CONNOLLY KEY JOINT OR 25 SAW CUT .

MIN. 175 COMPACTED LAYER OF D.G.B. 20.

*UNLESS MATCHING EXISTING FOOTP ATH CROSSFALL.

SECTION B- B

LOW LEVEL FOOTPATH

!TOP OF KERB TO STREET A LIGNMENT)

IREFER NOTE 61

f-----V_AR_IA_B_LE_W_ID_TH --t-::-:12:-::0-;:-0 O::cR:-::C::-:ON CR-;;;ET:-::E::-:-11-- 7

90_0_--i r A PPR 0V ED PA VERS

L.·.....7.·.

MA STIC _/ JOINT

I FOOTPATH WIDTH I /

.'

100 OF 20 MPa CONCRETE WITH RF62 MESH ON CHAIR S, 40 COVER

FOOTWAY WITH BRICK PAVING

2 5 BEDDING SAND MASTIC, CONNOLLY KEY JOINT OR 25 SAW CUT .

25 APPROVED GRANULAR MATERIAL.

LAYBACK WIDTH !MIN. 4000)

!MA X 6000)

.-20 BULL NOSE

. . . . . . . . ·.

\_ MIN. 175 COMPACTED

LA YER OF D.G.B.20.

SECTION A- A NOT TO SCA LE

MASTIC JOINT MIN. 175 COMPACTED LAYER OF D.G.B.20.

SECTION C- C

NOTE. IN ESTABLISHED AREAS WHERE THE LA YB ACK IS IN EX ISTANCE

WITH 40mm BULL NOSE, THEN THE APPLICANT HAS AN OPTION TO RETAIN EXISTING LAY BACK OR RECONSTRUCT W ITH 20mm BULL NOSE AT THEIR COST.

SHEET

2

NOTES AND CROSS SECTIONS

A( BS) 102S.D W G N.T .S.

OF

2

REV

6

MASTIC \1 500 MIN 5000 500

MAX. SUBJECT TO TRAFFIC

J OINT REGULATIONS. REFER NOTE 4. MASTIC JOINT

0

L..{) 0 0 N L..{) ,- 20 BULL NOSE

.. • I '.i/.

.... . . 1

. . . .

. I -........:: . . . . . . . . . :.---

. I .

+ / I

_/ I

RF82 MESH ON CHAIRS AND BASES.

"""-MIN. 175mm COMPACTED

LAYER OF D.G.B. 20.

REFER NOTE 2.

SECTION A- A

STANDARD FOOTWAY CROSSFALL 4%

(TOP OF KERB TO STREET ALIGNMENT) (REFER NOTE 7 & 13 SHT. 1)

VARIABLE WIDTH 1200

MASTIC JOINT WITH DOWELLS REFER NOTE 10.

MIN. 175mm

COMPACTED LAYER OF D G.B.20.

STANDARD x FALL PATH

25mm APPROVED GRANULAR MATERIAL

LAYBACK TO BE CONSTRUCTED INTEGRAL WITH FOOTWAY CROSSING.

SECTION B- B

RF82 MESH ON CHAIRS AND BASES.

L..{)

N

. .,

SECTION C- C

MIN. 175mm COMPACTED

LAYER OF D.G.B.20.

MASTIC JOINT WITH DOWELLS REFER NOTE 10.

RF82 MESH (ON CHAIRS AND BASES) 35mm COVER.

··----- - -- :4'

. : : 4_ .

.... ·.... "".

. .</

1- 500

THICKEN TO 250mm

DETAIL OF CROSSING IN ROLL KERB

PRO JECT TITL E'

unciI DESIGN SHEET

C ADD

1-------+---+ -- - --+----+---1 STANDARD INDUSTR lA L AND

COMMERCIAL FOOTWAY CROSSING

K.P. OF

VERIFIED 2

#II

SECTIONS AND KERB DETAILS CAD FILE: PLAN No: SCA LE DATE REV

A(B S)103S indLa Bk A(BS) 103S N.T.S. MAY'03 s

unciI

1000 MATCH EXIST. DRIVEWAY 1000

WID T H (MIN. 4000)

Bl STREET ALIGNMENT

MASTIC JOINT WITH DOWELLS

CONCRETE

PATH

PAVING

N= -MASTIC JOINT (IF FOOTWAY

RECONSTRUCTED)

= LI1

t

w _J

tO I <(f - D 0:::- <(3

>

LIGHT BRUSH FINISH

(REFER NOTE 8)

NOTES:

MASTIC

JOINT

t-----t------D_R_IV_E-;-:-W=Ac-Y-=-W=-=IC":'D T.,--H_+_1 0_0_0 ..+,.--5_0 0.--.11 MASTIC JO INT

B I (MIN. 5000)

::....J PLAN 1. COMMERCIAL AND INDUSTRIAL VEHICULAR FOOTWAY CROSSINGS SHALL BE 150mm THICK CONCRETE,

REINFORCED WITH RFB2 MESH ON CHAIRS, 35mm COVER.

2. THE CONCRETE SHALL BE PLACED ON A 25mm LAYER OF APPROVED FINE, GRANULAR MAT ERIAL, EXCEPT AT

THE KERB AND GUTTER LINE WHERE THIS SECTION SHALL BE PLACED ON A MINIMUM 175mm COMPACTED LAYER

OF D.G.B. 20 OR THE DEPTH OF THE EXISTING PAVEMENT WHICHEVER IS GREATER.

3. MINIMUM WIDTH OF ENTRY IN INDUSTRUAL AREA AT KERB LINE SHALL BE Sm PLUS WINGS.

4. MAXIMUM WIDTH OF ENTRY IN INDUSTRIAL AREA AT KERB LINE IS SUBJECT TO TRAFFIC REGULA liONS, POLICY

AND STANDARDS FOR TRAFFIC GENERATING DEVELOPMENTS.

5. EXISTING CONCRETE FOOTPATH SHALL BE SAW CUT AT APPROX. 1m EITHER SIDE OF THE CROSSING AND

RECONSTRUCTED IN CONJUNCTION WITH THE CROSSING.

6. CONCRETE SHALL HAVE A 28 DAY STRENGTH (F'cl OF 20MPa AND A SLUMP OF 80mm.

7. ANY VARIATIONS TO STANDARD CROSSFALL 4% ON FOOTWAY SHALL HAVE THE PRIOR APPROVAL OF

COUNCIL.

8. CONCRETE SHALL HAVE A LIGHT BRUSHED FINISH.

9. FOOTWAY CROSSING TO BE DOWELLED TO INTERNAL DRIVEWAY AND TO ROLL KERB USING GALVANISED 20 %%

C DOWELLS PLACED 500mm IN FROM EDGES OF CROSSING AND AT 900mm SPACING WITH SUIT ABLE MATE RIAL

TO ENSURE SLIP JOINT.

10. ALL DOWELS TO BE 300mm LONG WITH 150mm PENETRATION INTO EACH SLAB.

11. STANDARD LAYBACK TO BE DEMOLISHED ANDRE CONSTRUCTED AS AN INTEGRAL PART OF THE

PROPOSED CROS SING. IN CASE OF ROLL TOP KERB, IT IS AN OPTION TO RETA IN IT OR RE CONSTRUCT

IT AS AN INTEGRAL PART OF THE CROSSING

12. ALL DIMENSIONS ARE SHOWN IN MILLIMETRE S.

13. THE SECTION OF THE CROSSING ADJACENT TO CONCRETE FOOTPATH IS TO HAVE

2.5 5% FALL UNLESS MATCHING THE CRO S SFALL OF EXISTING FOOTPATH .

SHEET

OF

2

PLAN AND NOTES REV

5

1000 1200 1000

NOTES: 1. CURTAILED PRAM RAMP SHALL BE 12Smm THICK (Hin.! CONCRETE

PLACED ON A MINIMUM 17Smm THICK COMPACTED LAYER OF 20mm D.G.B.20 OR THE BASE OF THE EXIST ING PAVEMENT WHICH EVER IS

GREATER.

2. PATH PAVING SHALL BE 7Smm THICK (Min.l (12Smm THICK FOR ROLL KERB) CONCRETE PLACED ON A MINIMUM ZSmm LAYER OF

APPROVED GRANULAR MATERIAL.

3. EXIST ING CONCRETE PATH PAVING AND KERB AND GUTTER SHALL

BE SAW CUT.

I R I I I

1 ':< T 1··<·.·.· ···:•:.::··· .:: :::•"···· .:·.:·•:-:.:•:\;"1-:.:,:·.·.· .·.:-:·.·.· ··:1

4. CONCRETE SHALL HAVE A ZB DAY STRENGTH (F'cl OF ZOMPa.

5. ANY VARIATIONS TO STANDARD CROSSFALL SHALL BE

SUPERVISED BY COUNC IL'S ENGINEER OR HIS REPRESENT AliVE, A MINIMUM OF 24 HOURS NOTICE IS REQU1RED.

I"': '\"'

_]_g '

6. ALL DIMENSIONS ARE IN MILLIMETERS

3

.JA

KERB RAMP DETAILS

7. MASTIC JOINTS SHALL BE PROVIDED AT 6000mm SPAC ING WITH DUMMY JOINTS AS 1200mm.

B. THE NEED FOR SHARP TRANSITIONS IS CRITICAL IN GUIDING

PEDESTRIANS WITH VISION IMPAIRMENT.

9. THERE MUST BE A SHARP TRANSITION AND NO LIP BETWEEN THE

EDGE OF RAMP AND THE GUTTER.

10. DRAINAGE PIT TO BE CONSTRUCTED OUTSIDE KERB RETURN.

PATH PAVING TREATMENT

AT INTERSECTIONS

">.".

so 1SO I THIS SECTION OF RAMP TO BE CONSTRUCTED AS PART

OF PATH PAVING CONSTRUCTION

40 tb ! "lB ! :dx

.Js

SECTION A-A

25mm OF APPROVED GRANULAR MATERIAL

RAMP SHALL HAVE A NON-SLIP FINISH. THE DEPTH OF PAVING SHALL CONFORM TO ADJACENT FOOTPATH PAVING.

·..

.......... ·

:

-. .

SECTION B-B

PRAM RAMP IN ROLL KERB

t--t-+-----------+- 1------.j PLAN NOT TO SCALE

1--+--+------------+--+--; LONG SECTION: HORIZ

VERT

CROSS SECTIONS

SURVEYED ........ (L.....

DESIGNED ........ (L.....

CADD .... ,Q:V -- ,....

VERIFIED

DATE

APPROVED

PATH PAVING AT INTERSECTIONS

AND KERB RAMP DETAILS

PLANS, SECTIONS AND NOTES

200 1800 1000

............. ....................¥ .

• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0. 0 .....0. 0 . 0 • •• 0 • 0 ••• >- -+-----.- >-. ... ... . . 0::-

0:: .................................. .. . . .. . . .. .. c <······································ ····· D

0z . . . . . . . . .

..............................

........... .

..... c::>

....... 0

O········ ······ m c::l ...................................................................................... 0 ••• >- >- .......

.... ... . . . . .. . . . . ... . . . . . . . . . . . .. . . . . .. . . . . . . . 0:: 0:: .....•. ........ . . w w........ . ....... .

.......... 0 0 . . . . . . . . . . . . . . 0::_ 0:: ····· • ·· ···· • ········ ···· · · · ··· · ·· ···· · · · ··· · ·

. 0 00 0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0 00 0 0 00 0

IJ"l

1000 1800

PLAN

SOi> NOMINAL SIZE

MEDIUM DUTY GALV ANI SED PIPE.

/.

>- >- 0::

>- 0:: 0:: c

0:: c w Cl w D

c.. :z 0 a- 0

0 MESH 0:: 0 c0.:.: c::l

c::l

.

... :1/j: .·. .. ..... ..

r:---1

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25mm GRANULA R-==4 ; . BASE

.• .

..; ... .. ""' 0

m

'• ; CD

BACKFILL

I:I 3000 :I LEAN-MIX CONC RETEA 2001. .. zool. .. 2001. ..12001

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l:J

3 <C 0:: D I

D f l/)

/ V> 01

:3:

"'-' "'I

u"'

NOTE: WHERE KERBS ARE REQUIRED

THESE SHALL BE A MINIMUM 150mm.

STANDARD PATHWAY

DESiijN SHEET

N/A

CADD

K.P. OF

/"' VERIFIED

0:: <! :r: SHEET TITLE:

PLAN AND ELEVATION

BARRIER CAD FILE: PLAN No:

A(BSI105S.DWG A(BS) 1

tUt

SCALE OATE REV

N.T.S. SEP.'02 2

1.2

·

NOTES 1. CONCR ET E T O BE 25M Pa AT 28 D AY S.

rf-1--

LJ 1000 LJ PRECAST REINFORCED

2 WHERE DEPT H OF PIT EX C EEDS 1500, WA LLS A ND BOTT OM T O BE REINFORC ED IN A LL DIRECTIONS WIT H RF82 ME SH A T 30 COVER TO INSIDE FA CE. PIT S DEEPER THAN 2000 SHA LL BE DESIGNED BY

A PROFESSIONA L ST RUCT URA L ENGINEER.

lSAG PITS TO HA VE LINTEL LOCA TED CENT RA LLY OV ER PIT .

4 BA C KFILL A D JA CENT T O PITS TO BE APPR OVED GRANULA R MATE RIA L.

5 A 3m LENGTH OF APP RO VED "FILTER FABRIC" WRA PPED 100mm SUB-SO IL DRA IN OR EQUIVA LENT

IS T O BE PROV IDED AND CONNECTED TO T HE UPSTREA M PIT WA LL. Vl:Z:

CONCRETE INLET LINTEL. I-I- i=t- Vl:Z: Vl:Z:

LJ 4:6 4;- 4:- i=t- L--. L L Vl :z: r -,

-------- --r ,---------------. I I 1/

_:::-j:-_:::-_:::-_:::-_:::-_:::-_:::- \ A

L.U

6 PIT GRA T E A ND FRAM E T O BE "W E LDLOK" GG50 D OR EQUIVALEN T FOR RES IDENT A L RO ADS A ND

"W E LDLOC K" GG42 D O R EQUIVA LENT FOR INDUSTRIA L R OAD S, FITT ED W IT H A LOCK ABLE "J" BOLT.

7. AP PROV E D STEP IRONS SHA LL BE PRO V IDE D W HERE T HE PIT EXCEED S 1200 IN DE PTH. T HEY

A I

--,t--

I

KERB LINE L <(

LL

SHA LL BE LOCATED AS DIRECTED AND S TA GGERED TO GIVE 300 SP AC ING VERT ICA LLY A ND 300

SPA CING HO RIZO NTA LLY . SEE PLAN AIBSI 111S FOR STE P IRON DET A ILS.

---¥-- G J. I\ 0::

\ \I 'C_ "'1 _:./

LIP LINE LIP LINE I II

PLAN

15MORTAR FILLED JOINT

LL 0

L.U

l.9 0

L.U 40

CLEARANCE

8 T HE CE NT RE LINES OF INTERSECTING PIPES AR E T O MEET A T T HE DOW NSTR EAM FACE OF THE PIT

WHERE POSS BLE.

9 WHERE ENTERING PIPE E XCEE DS 525 IN DIAM ETER , EXTENDED PIT CHAMB ER , AS SHOW N IN

SECT ION B-B, TO BE USED .

10. FOR PIPES 1200 DIAMETE R A ND OV ER CO NSIDER US ING PREF AB RICA TE D JUNCTIONS AND/OR

SADD LE PIT S INSTEA D OF C A ST-INSIT U PIT S.

11. FLOOR OF PIT TO BE BENC HED T O MID POINT OF OUTLET PIPE WH ERE OUTLET PIPE >600 mm

DIAMETER

TRANSITION KERB TRANSITION KERB FROM 150 TO 190 "I" - LINTEL LENGTH VARIES, REFER TABLE FROM 190 TO 150

PIPE UP TO 525 ¢ 12. WHERE EXT ENDED CHA MBER WIDTH EXCE EDS 1200, ROOF REINFOR CEMENT TO BE DESIGNED BY A PRO FESSIONAL ST R UCT UR A L ENGINEER.

DIAGRAM 1 13. CONT RACTO R T O ENS UR E CLEAR ANC E BET WEEN LINTEL AND OP ENED GR ATE . REFER DIAGRAM 1.

14. A LL DIMENSIO NS IN MILLIMETRES UNLESS NOTED OTHER WISE.

OVER 1000 OVER 1000 LJ LJ LJ

i=f- f-f- i=f- Vl:Z: Vl:Z: Vl :Z: Vl:Z: 4:- 4:- 4:- 4;-

FOOTWAY - NOMINAL KERB LINE 15.

INSTALL GALVANISED GRATE AND FRAME

* W HERE DEPTH ;:. 2.5m, INTERNA L W IDT H OF PIT TO BE INCR EASE D TO 900x 900mm, FOR A MINIMUM HEIGHT OF 2m.

L L L LQ

\

PRECAST LINT EL

REFER NOTE 6 AND DIAGRA M 1. PRECAST LINTE L

': ...:: ..,.. 4 ..... i . "··· . ·o :. - I .

SLOPE l' --- ---'4..

.4 .' ,.,....

; ---- -- •

::::::::r" -r-

. .. .. *

I

\c:>

.....

.

.....

... .:

"'--150 RAD. INSTA LL RF8 1 MES H W ITH 40 BOTT OM COV ER IN ROO F OF EX T ENDED PIT

0

Q; :::J d LU

a:: Ill <{

I I C..

I-'

I "

. : J

LU

REFER NOTE 12. 0 I l INLET PIPE

BENCHING. REFER

INSTA LL RF82 MES H

-OUTLET -PIPE 1- -- -rl - FLO

-W - -- - NOTE 11.

IN A LL WALLS A ND FLOOR WHERE PIT

FLOW I

r .. 4 .

·' ..·. . ·.

if :•

.•'<...j

I

BENCHING SLOPE 2H: 1V MAX. REFER NOTE 11.

SUB-SOIL DRAIN

150

... 4

·I I· WIDTH TO SUIT PIPE ·I 1·150

DE PTH >1500 RE FER NOTE 2.

150 .1 1. 650

150 900 150

SECTION A- A

!PIPE DIA. +150) REFER NOTE 12.

SECTION B- B EXTENDED PIT CHAMBER

REFER NOTE 9.

SECTION B- B STANDARD PIT

PLAN NOT TO SCALE

LONG SECTION: HORIZ

SURVEYED ........N A ........ APPROVED

DESIG NED N/ A ------········----······-- -········ -·--····

PROJECT T ITLE:

ST ANDA R D

SHEET

OF

V ERT - - - - CADD ......... .?:........ ...........................................

GRATE D GULLY PIT

REV DATE

DESCRIPTION

CHECKED APP.

CROSS SECTIONS

VERIFIED

DATE

····--·····-····-- ----

..........-...........

C AD FILE: A(BS) 106MST DGGP SHEET T ITLE:

DETAILS AND NOTES

SHEETS

REV

D

Y12 AT 150 c/c

30 BOTTOM COVER

MAX. 1800

3 X Y16 30 BOTTOM COVER

300 WIDE FE

': ·..:.l..

PREC AST MANHO LE COV ER AND SURROUND

_L 1,;:]

<1: ... - .. I'" • • • • : • .. 4 ... - - . : - 15 MOR T AR FILLED JOINT . 0:::: L.I.J

.· 0:::: <1:

0:::: L.I.J

WITH PREM < ALL AROUND

PRIOR TO H lTMIX FOR PITS :W AY LOCA liONS.

60

.0 SQ.UA RE .

L.J I

3x Y 16 AT 35 c/c 0:::: 3: 30 BOTTOM COV ER

L.I.J L.I.J

:z _.J IN CARRIAG

T URRET ·· :.. Y12 A T 150 c/c EACHWAY

" ::::) L.I.J

0 L.J"l

"

:Z •/...: . · · I

30 BOTT OM COV ER

v-2 L.J"l

rn USIDE INLET PIPE - x Y 12

It_

--------- r--- -

0

0 I

_.... _INLET

.---

I I I

I.:J

PIPE I 1--

OUTL ET w I

===¢- I

_.... <1:

I PIPE 0::::

===¢-

t--·- • ,..-- _.J

!--- ..·:·- -<c.-;,._ _.,. .. L.I.J

L.J

Y12 AT 150 c/c

30 BOTTOM COVER

SUB-S

DRAIN /"

.

f. .

. . . ··: • . ..: . -_.: ·.-..-.. --- =- --=--:..:.. . . . ·. •. :··.. 4 .· : . .... . : ·.. . •· . . .·J ._ ., •-:--"- : .. \.

NOTES:

PLAN

.· .<I . ': . <I

..

AS REQUIRED

t

MASS CONCRE TE BENCHING

FOR PIPES LARGER THAN 600¢.

1. PROVIDE 100 ¢ SUB-SOIL DRAINAGE PIPE, 3000 LONG, WRAPPED IN FABRIC SOCK ADJACENT

TO INLET PIPES.

2. MAXIMUM OUTLET PIPE ON STRAIGHT 900¢.

3. MAXIMUM OUTLET PIPE ON SKEW 825¢.

4. MAXIMUM SIDE ENTRY PIPE 825¢ AT APPROX. 40° SKEW.

0 SECTION A - A

20 GA LVA NISED STEEL

C7\

3: L)

D--.,.

L)

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3

L)l

C"7'\

3 ro ' L)

L)

5. MINIMUM INTERNAL DIMENSIONS - LENGTH 900

-WIDTH 700

- HEIGHT 1000.

6. CAST IN SITU CONCRETE TO HAVE A MINIMUM COMPRESSIVE STRENGTH OF 20 MPa AT 28

DAYS.

7. WHERE PITS ARE DEEPER THAN 1200 PROVIDE STEP IRONS. THEY SHALL BE LOCATED AS

DIRECTED AND STAGGERED TO GIVE 300 SPACING VERTICALLY AND 220 HORIZONTALLY.

8. PITS DEEPER THAN 1500 SHALL BE REINFORCED WITH ONE LAYER OF RF82 TO FLOOR AND

WALLS FOR THE FULL DEPTH. PITS DEEPER THAN 2000 SHALL BE STRUCTURALLY DESIGNED.

1•• I II

'. : 'I

300

DETAIL OF STEP IRON

l/)

/

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ro '- 0 L)

'ro L)

c

ro

l/) f

PLAN

NOT TO SCALE

-

-

=

=

=

=

=

-

-

-

=

=

=

=

= 1---1

--+ ---+ --------

-+ -+- ----ll LONG SECTION: HORIZ

VERT

CROSS SECTIONS

SURVEYED ........NUL......

DESIGNED ........NUL......

CADD ........K·L.......

VERIFIED

APPROVED

PROJECT TITLE:

STANDARD JUNCTION PIT

SHEET

OF

SHEETS REV

/

f DATE /

CAD FILE: AIBS) 107STDJPIT ISHEET TITLE: DETAILS AND NOTES A

:

:

MASS CONCRETE

TO SPRING LINE

OF JUNCTION PIPE.

I

........... -1 // I

I

MAIN PIPE MIN. 1200¢

EDGE OF TRENCH

MASS CONCRETE PLACED ON TOP OF

WALLS ADJACENT TO SURROUND .

CONCRETE TO FINISH MIN. BOmm

BELOW FINISHED SURFACE.

C> LI1

A

PRECAS T MA NHOLE COVER

AND SURR OUND T O RM3.

-I I ,.. ·. 'I

MAX. 60o

//1 / I

.6.....

.... .

4 .....

'<I

g ..0

C> LI1

I. 9 0 .-I,

rmi PIPE .

l/) 0

<X: wa :r:- r- ::l Cl.. Cl w w 0 a::

.. L=I1

,01

150 600/ 900 150

I . •.•. .i

FOR PIPES ABOVE

225¢ MASS CONCRETE

MAIN PIPE MIN. 1200¢ PLAN

SECTION A- A

PLAN BLOCK CONSTRUCTED.

SECTION B- B

CONCRETE INSPECTION PIT

V.C. DISC SEALED WITH

CEMENT MORTAR.

TYPICAL DIRECT CONNECTION

OF SMALL PIPE AND LARGE PIPE

50 .----- 2:1 CEMENT MORTAR

SEATING OR APPROVED

EPOXY CEMENT.

'--------++-- 100 or 150¢ PIPE.

REINFORCED CONCR ET E PIPE.

REINFORC ED CONCRETE PIPE. W IRE MESH.

";3:

" "c' c D

'--' w

0"" "£. c:>

IJ) en

THE R.C. STORMWATER PIPE SHALL BE PIERCED BY A NEAT OPENING AS SHOWN, TO ALLOW THE

CONNECTION OF A VITRIFIED CLAY SQUARE, SLOPED JUNCTION DR BEND WHICH SHALL NOT PROTRUDE

BEYOND THE INNER SURFACE OF THE R.C. STORMWA TER PIPE.

THE INTERNAL JUNCTION SHALL BE SMOOTHLY FINISHED WITH 2:1 CEMENT MORTAR SO AS TO PRESENT

NO OBSTRUCTION WITHIN THE INTERNAL CHANNEL OF THE R.C. STORMWATER PIPE.

FORM MORTAR

BANDAGE JOINT

OVER WIRE MESH AT PIPE JOINT.

REINFORCED CONCRETE

PIPE.

PLAN

SCRIM OR HESSIAN

50mm EITHER SIDE

OF JOINT.

I SECTION C - C

MORTA R BANDA GE

CONSISTING OF

3 PARTS SAND T O

1 PART CEMENT .

<( / (/)

CONNECTION OF DRAINAGE LINES BANDAGE JOINT DETAILS l'J

z 3 <(

0:: 0 I

0 f IJ)

/

"C7'\ c 3

TO R.C.PIPE

NOTE: COMPRESSIVE STRENGTH F'c FOR CAS T IN SIT U CONCR ET E T O BE A

MIN. 20 MPa AT 28 DAYS.

SHEET ro L

=I "'D

ro u

ro /

PLAN NOT TO SCALE 1--1 -+ --+ ---------+ -+- -----l LONG SECTION: HORIZ



CADD ........K·L.......

APPROVED

PROJECTTITLE:

OF

MINOR DRAINAGE CONNECTIONS

LLJ

0:: <( I

VERT

VERIFIED

SHEETS IJ)

f

f

1--it--t------------+----t---t CROSS SECTIONS

DATE CAD FILE:

A IBS) 1OBMINDGECONN SHEET TITLE: REV

A

825 900

100 OVERL l r o0<l1x':

1000

PROVIDE RECESS TO FIT GRATE FRAME. ADJUST MESH AS REQUIRED.

LI"l

1000

NOTES.

- FINISHED

0 0 LI"l

N- of .. l lllllllll;llll l llll r

C> LI"l

150

1. A LL CONC RETE T O HAVE A MINIMUM ST RESS GRA DING OF

N25 UNLESS OT HERW ISE NO TED.

2. APPROV ED STEP IRONS SHA LL BE PROVIDED W HERE T HE

PIT EX CEEDS 1200 IN DEPT H. T HEY SHAL L BE LOC A T ED AS

DIREC TED AND ST AGGER ED TO GIV E 3 00 SPA CING

VE R T ICA LLY AND 220 SPA CING HOR IZONT A LLY. LOCA T E

HINGES OF GRATES T O SUIT STEP IRONS.

WALL MESH 40 INSIDE COVER.

SECTION A- A

FLOOR MESH 40 TOP COVER .

t

SECTION B- B

3. GRA T ES MUST BE DESIGNED TO M9 LOADINGS AS MINIMUM

AND M18 IN ROAD RESERVES.

4. GRAT E LEGS T O BE WELDED TO FR AME PR IOR TO

GALVANISING. (TYPE A)

5. A LL CONCRETE WOR K T O BE A MINIMUM OF 150 T HICK.

PIT TYPE A - RAISED GRATE

64 x 38 RHS SUPPORT

t- REFER DETAIL. (TYPE A)

It

PIT TYPE B - FLUSH GRATE

NOTWITHSTANDING THE ABOVE TABLE, PITS DEEPER TH AN 2000 T O

INVERT SHALL BE STRUCTURALLY DESIGNED .

6. MASS CONCRETE BENCHING T O PIPE CENTRELINE MUST BE

PROVID ED AS INDICA T ED.

7. WHERE SIT E CO NDITIONS DICTA T E, T HE SUPERV ISING

ENGINEER MAY INCLINE THE PIT T OPS T O A N UPPER LIMIT OF

1 V ER T . in 4 HOR IZ. NO ALTERAT ION T O REINFORCEMENT IS

REQUIR ED, HOW EVER , T HE ENTIRE PIT ROOF (AND

A CCOMPA NYING APRONS) ARE T O REMAIN PLANAR. eg.

8. ALL DIMENSIONS ARE IN MILLIME T RES UNLESS

OTHERWISE NOT ED.

: t-

01

3 "C

a. l/)

WELDLOK OR EQUIVALENT

HEAVILY GAL V ANISED STEEL

GRATE WITH HINGED ENTRY

AND LOCK DOWN "J" BOLT TO

co MANUFACTURER'S DETAIL.

WELD PLATE ON OPENING.

GRATE FRAME

GRATE

GR ATE FRA ME

64 x 38 RHS

l/)

"c:>'

"T" 900 "Tu 64 x 38 RHS

WELDED TO FRAME.

4

.j.

...

4., - ., ....... ·,.,

l/)

en <(

PLAN - PIT TYPE A and B 150 X 12 ¢ ----:.....0..= ==1' _.,. <!"• .

/ l/)

l'J

z 3 <(

0:: 0 I

0 f

TYPICAL DETAIL SURFACE INLET TO SUIT

PIPES UP TO 1500mm DIA.

MS DOWEL. .....,

DETAIL SHOWING CONNECTION OF RAISED GRATE TO PIT. (TYPE A)

....,

l/)

/

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"01 "C ro u

ro / LLJ

0:: <(

PLAN Not to scale

1---1 --+ ---+ ---------+ -+- ----ll LONG SECTION: HORIZ

VERT



CADD ........K-L.......

VERIFIED

APPROVED

PROJECT TITLE:

STANDARD SURFACE INLET

PITS

SHEET

OF

SHEETS I l/) 1--+--+------------+--+----i CROSS SECTIONS CAD FILE: SHEET TITLE: REV

f DATE A(BS) 109MS TDSIPIT DETAILS AND NOTES A

I /

'-...... LOT A I

LOT B

---'-...... II 300 / --H--3-/ "-- .....----... -----+-------,.,r=---------y-

/ D.J.

I /

I /

D.J.

I /

I M.J.

LOT C

/ /

I I LOT D D.J. / --

I II

NOTES

RESIDENTIAL SHAPED

APRON.

UN ACCORDANCE WITH

PLAN A(BS)102S).

LOT A

A MJ A

/ 2500 /

I I / /

PLAN

LOT B

1. MASTIC JOINT TO BE PLACED

EVERY 6m ALONG ACCESSWAY

WITH DUMMY JOINT CENTRALLY

LOCATED BETWEEN MASTIC

JOINTS

2. WHERE THE VEHICULAR FOOTWAY

CROSSING (REFER A(BS) 10 2 S) IS

CONSTRUCTED CONCURRENTLY

WITH THIS ACCESWAY , THE

FOOTWAY CROSSING SHALL BE

REINFORCED WITH RF82 MESH

HAVING 35 COVER

3. ALL DIMENSIONS ARE IN MILLIMETRES.

0 :z

ru <t: 0 (/) u u

<r C>

L.I.J f L.I.J 0:::

ow Lfl:z a w

Vl

co <r /

Vl l:J

3 <r 0:: 0 I

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['-

t=r==r======================:]==:J== lr " "

DESIGN SHEET

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f

TITLE' CA DD

ACCESSWA Y DETAIL K.P. OF

VERIFIED

PLAN No' A(BS) 11OS SCALE DATE

Vl CAD FILE' REV f A(BSI110SAccDet .dwg N.T.S. 02104

/

250

2 0 I

150

... ut:l

FRONT ELEVATION SIDE ELEVATION

...

• 311 •

1

I

I

...

Ll1

......

I

I

I

PLAN I

I

I

I

I

20 GALVANISED STEEL

I

STEP IRON PLACEMENT

DAIGRAM

200

3 00

DETAIL OF STEP IRON

NOTES: 1. ALL DIMENSIONS ARE IN MILLIMETRES.

2. STEP IRONS TO BE FABRICATED FROM 21 M.S. BARS. lALL BENDS TO BE FORMED AROUND tl12 PIN. 4. STEP IRONS TO BE HOT DIPPED GALVANISED.

unoll IESIIJI SHEET

N/A

[A,I)[]

STEP IRONS K.L tf

nRFIED 1 ##

PLAN IDoA (BS )111S PAn

en 3 "D

c

r"o' Q_

..c.

"Q}

' ..c. f- L

"' IJ)

en <( / (/)

l'J

z 3 <(

0:: 0 I

0 f- IJ)

/

"C7'\

c

E

SECTION B- B

3

I

3<(

\

>--

D>ll nAH

n•c::rDIDTinll.l r •r m ADD - - DATE

112

DETAILS

A(BS)113M ---- ALL MAIL: GENERAL MANAGER, PO BOX 63, BLACKTOWN, NSW 2148

TELEPHONE: (02) 9839 6000 FAX: (02) 9831 1961 DX : 8117 BLACKTOWN A(BS)113M.dwg G MGA ZONE 56 AHD 15.11.2018 2:6 PM chiem

REV DATE DESCRIPTION CHECKED APPROVED DATE

G NOV. '18 REDRAWN - NEW SIGN, NEW LOGO & NOTES REVISED XX XX DD.MM.YY

BRACKET ALUMINIUM

3mm THICK

PRE-PRINTED UV INK ON

LAMINATE LOGO.

SEE SHT. 3 FOR DETAIL

MIN. LENGTH 500 END MOUNTED

MAX. LENGTH1200 END MOUNTED

MAX. LENGTH 1800 CENTRE MOUNTED

Blacktown City Council

HEC 4.6 BOLTS

30mm FROM BRACKET LETTER HEIGHT 100mm IN

DIN CONDENSED LIGHT FONT

CLASS 1 REFLECTIVE

WHITE BACKGROUND 50

ALL DIMENSION IN MILLIMETRES

UNLESS OTHERWISE STATED

1.0

STREET NAME BLADE SPECIFICATION

GENERAL

4.0

BRACKETS 1.1

1.2

THIS SPECIFICATION IS TO BE READ IN CONJUNCTION WITH COUNCIL'S SUPPLIED ORDER.

DELIVERY DOCKETS SHALL INCLUDE FULL DETAILS OF EACH BLADE AND BRACKET SUPPLIED AND ORDER NUMBER.

4.1 BRACKETS SHALL BE COMPATIBLE WITH THE SPECIFIED BLADE.

BE SUPPLIED COMPLETE WITH BOLTS, NUTS AND WASHERS . 18 BOLTS, NUTS AND WASHERS SHALL BE GALVANISED AND OF SUITABLE SIZE. 2.0 SIGN BLADE

2.1

2.2

2.3

2.4

SIGNS SHALL BE MANUFACTURED FROM AN APPROVED MARINE GRADE HIGH TENSILE STRENGTH ALUMINIUM EXTRUSION WITH SQUARE END.

THE LENGTH OF THE SIGNS SHALL NOT BE MORE THAN 1800mm.

THE FLANGES SHALL BE 18mm MINIMUM WIDTH AND NO LESS THAN 6mm THICK, THE FILLET SHALL BE NOT LESS THAN 5mm WIDE AND 7mm MINIMUM THICKNESS AND THE WEB SHALL BE 2mm MINIMUM THICKNESS (REFER DETAIL A)

THE BLADES SHALL BE PRE-DRILLED TO COINCIDE WITH THE POSITION AND DIAMETER OF THE BRACKETS. THE BLADES SHALL BE 202mm BLADES.

5.0

6.0

7.0

TOLERANCE

MANUFACTURING TOLERANCES OF SIGNS SHALL BE SPECIFIED IN SECTION 4 - MANUFACTURING AND MATERIALS OF A.S. 1743:2018 SPECIFICATIONS.

PROTECTION AND PACKAGING

PROTECTION AND PACKAGING OF ALL BLADES, BRACKETS AND ASSOCIATED FITTINGS FOR DELIVERY TO COUNCIL SHALL BE THE RESPONSIBILITY OF THE SUPPLIER. SIGNS ARE TO BE PROTECTED 2 FROM DAMAGE DURING TRANSIT BY APPROVED WRAPPING PRIOR TO DELIVERY.

WARRANTY ALL STREET SIGN BLADES SHALL CARRY A 8 YEAR PERFORMANCE WARRANTY FROM THE RETRO-REFLECTIVE MATERIAL MANUFACTURER. DETAILS OF THE PERFORMANCE WARRANTY SHALL BE SUBMITTED WITH THE QUOTATIONTENDER.

3.0 STREET NAME SIGNS

3.1

BACKGROUND THE BACKGROUND SHEETING SHALL BE "CLASS 1 REFLECTIVE WHITE" VINYL SHEETING BONDED TO THE PREPARED ALUMINIUM EXTRUSION BLADE BY THE APPROVED METHOD TO MEET ASNZ 1906.1:2017 APPLICABLE FOR A 8 YEAR DURABILITYWARRANTY. THE SHEETING SHALL EXTEND FOR THE FULL LENGTH OF THE BLADE AND BE UNSPLICED ALONG ITS ENTIRE LENGTH. THE MINIMUM WIDTH OF THE BACKGROUND MATERIAL SHALL BE 180mm FOR 202mm BLADES.

NOTE

1. CONTRACT SIGN MANUFACTURERS TO OBTAIN COUNCIL LOGO AND SPECIFICATIONS FROM COUNCIL.

2. END MOUNTED SIGNS MUST HAVE STREET NAME ON BOTH

SIDES.

3. DOUBLE ENDED SIGNS HAVE STREET NAME ON ONE SIDE ONLY.

8

DETAIL A N.T.S.

SCALE

DO NOT SCALE FROM DRAWING

DRAWINGS DESIGN PREPARED BY

TITLE NAME

DATE

PROJECT

----

N.T.S.

SURVEYED

DESIGNED

DRAWN

CHECKED

ACCEPTED

DATE

B.C.C.

----

KC

MANAGER ASSET DESIGN

Lic No.QACR610103


STANDARD DRAWINGS

STANDARD STREET NAMES & POSTS

TITLE

STREET NAME BLADE SPECIFICATION

A1 SHEET

1 OF

3

DRAWING FILE LOCATION NAME PLOT DATE TIME PLOT BY CO-ORDINATE SYSTEM HEIGHT DATUM ASSET DESIGN COUNCIL CHAMBERS: 62 FLUSHCOMBE ROAD, BLACKTOWN, NSW 2148 CAD FILE FILE No PLAN No REV





35 MINIMUM LENGTH 500

MAXIMUM LENGTH 1200

MAXIMUM LENGTH 1800

ALUMINIUM BRACKET

GALVANISED BOLTS, NUTS AND WASHERS.


WILLIAM LAWSON DR

Blacktown

City Council

WILLIAM LAWSON DR

DETAIL 1

SINGLE ENDED SIGN DOUBLE ENDED SIGN BRACKET FOR ATTACHING

KERB AND

560 MAX.

TOP OF KERB

SIGN PLATE FOR DETAILS REFER SHT. 1.

NORMAL BACKFILL MATERIAL.

FOOTING DETAILS AS PER SINGLE ENDED SIGN

SIGN PLATE DETAILS GENERALLY AS FOR SINGLE ENDED SIGN UNLESS OTHEWISE SPECIFIED. REFER SHT. 1 AND BRACKET DETAIL FOR CENTRE MOUNTING.

STANDARD GALVANISED END CAP.

SINGLE SIGN TO STEEL POST

DETAIL 2

BRACKET FOR ATTACHING TWO SIGNS TO STEEL POST

DETAIL 3

BRACKET FOR ATTACHING

THREE SIGNS TO STEEL POST

GUTTER

200

13Ø HOLES FOR ANCHOR ROD.

LEAN MIX CONCRETE BACKFILL.

50Ø NOMINAL BORE

(MEDIUM GAUGE).

50Ø NOMINAL BORE

(MEDIUM GAUGE)

GALVANISED PIPE x

3200 MIN.

STEEL POST

NOTE: THE MAINS ENGINEER, ENDEAVOUR ENERGY MUST BE CONTACTED PRIOR TO ATTACHING

FOOTING DETAILS WITH CAP SIGN. MINIMUM 2400 CLEARANCE ABOVE GROUND LEVEL MUST BE STRICTLY OBSERVED,

CENTRALLY MOUNTED. REFER DETAIL 5. REFER DETAIL 4.

CHEVRON "HAZARD" BARRIER TO BE ERECTED WHERE DIRECTED.

DETAIL 4

BRACKET FOR ATTACHING

SINGLE SIGN TO TIMBER POST

DETAIL 5

GROOVE ON SIGN

PLATE FOR BOLTS

ATTACHED TO BRACKET.

REFER DETAIL 2. END MOUNTED.

REFER DETAIL 1.

STREET SIGNS MOUNTED BRACKET FOR ATTACHING

EXTRA LENGTH SIGN TO MULTIPLE

STREET SIGNS AT INTERSECTION STREET SIGNS AT JUNCTIONS ON TIMBER POWER POLES POSTS OR CENTRE MOUNTING

DOUBLE ENDED SIGN

---- SCALE DO NOT SCALE FROM DRAWING DRAWINGS DESIGN PREPARED BY TITLE NAME DATE PROJECT

N.T.S.

SURVEYED

DESIGNED

DRAWN

CHECKED

ACCEPTED

DATE

B.C.C.

----

KC


Lic No.QACR610103


STANDARD DRAWINGS


TITLE

DETAILS

A1 SHEET

2 OF

3






SCALE

DO NOT SCALE FROM DRAWING

DRAWINGS DESIGN PREPARED BY

TITLE NAME

DATE

PROJECT

----

N.T.S.

SURVEYED

DESIGNED

DRAWN

CHECKED

ACCEPTED

DATE

B.C.C.

----

KC


Lic No.QACR610103


STANDARD DRAWINGS


TITLE

LOGO DETAILS

A1 SHEET

3 OF

3


0">

LJ

c en

Vl LJ 0 D

lL

Vl -'t

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---------------- -- -- ..

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_.-

:r: SHEET TITLE,

/

STANDARD 750 HIGH x 450 WIDE SIGN PLATES.

STANDARD PIPE CLAMP WELDED TO BRACKET BEFORE HOT DIP GALVANIZING ENTIRE UNIT.

STANDARD CENTRE MOUNTING BOLTS.

GALVANIZED PIPE POST 65mm NB.

5 x 30mm RECTANGULAR BAR, FORMED AND/OR WELDED TO SHAPE.

l/)

"'0 0 D

lL l/)

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TRI-MOUNTING BRACKET (2 OFF REQUIRED FOR EACH SET OF SIGNS.)

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PROJECT TITLE'

DESIGN SHEET

CADD

u"' t---+---+------ ---+ +--1 sTANDARD FLOOD wAy wARNING t------i OF /"'

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SIGNS AND MOUNTING BRACKET VE:;ED 2

:r: SHEET TITLE' l/)

/

BRACKET DETAILS

CAD FILE'

AIBS)114S .DWG

PLAN No' A (BS) S

114

SCALE

N.T.S. DATE REV

SEP'02 A

RAMP, TYPICAL BOTH ENDS.

rsilllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll ·:. - ·.. .... . ·: · .:.·

..... :.> • 1.. ••••

·

CONSTRUCTION SlTE

...... ..·.

...... .

. .: .

... ·'

'·

\::.=.:::>:·::.:lllllllll ll ll lllllllllllllllllllllllllllllllllllllll ill_ RUNOFF FROM PAD TO SEDIMENT

'<.Jc - CATCH DRAIN :J

/ - - - - LAN - - CATCH DRAIN TO BE PROVIDED

RUNOFF FROM GRIDS TO ON BOTH SIDES OF "SHAKE DOWN" BE DIRECTED TO SEDIMENT TRAP WHERE DIRECTED BY COUNCIL'S

ENGINEER.

3 OFF HUMES PRECAST CATTLE GRID OR APPROVED EQUIVALENT.

RAMP

50 THICK GRANULAR

BEDDING. SECTION

CATTLE GRID ALTERNATIVE NOT TO SCALE

DIRECTED TRAP.

RUMBLE ALTERNATIVE NOT TO SCALE

NOTES. 1. EXCAVATE AREA APPROX. 3.3m WIDE BY 2.2m LENGTH. THE FLOOR OF

THE EXCAVATION MUST BE FLAT, WITHOUT HIGH POINTS. AN EX CAVA TED

DEPTH OF 100mm ACCOMODATES A BEDDING LAYER SOmm THICK AND

GRID SET DOWN OF SOmm. THE LATTER MINIMISES SILT UP OF GRID AND SLOWS TRAFFIC DOWN.

2. BEDDING MATERIAL SHALL BE SAND OR OTHER SUITABLE APPROVED

MATERIAL. BEDDING MATERIAL SHALL BE EVENLY RAKED OVER FLOOR OF

EXCAVATION TO A DEPTH SLIGHTLY MORE THAN 50mm. ENSURE BEDDING

IS LEVEL IN BOTH DIRECTIONS.

3. LOWER CATTLE GRID ONTO THE PREPARED BASE. ENSURE THAT NO PART

OF THE UNIT IS SITTING ON ANY HIGH POINTS.

4.. BACKFILL AND COMPACT AROUND GRID. GRADE EXCAVATED ROAD

MATERIAL UP TO GRID ON EACH SIDE TO FORM A RAMP. IF DEPRESSIONS OCCUR ON THESE RAMPS WITH USE, ADD ADDITIONAL MATERIAL.

PLAN NOT TO SCALE SURVEYED ........!!!L...... APPROVED

IU- -4 ---+ ---------+ - 1----i LONG SECTION: HORIZ

VERT

yc p<r •t <., <u nu <u wn I - I - I CROSS SECTIONS Fnlt'u fnATII:l nC"I:'t"'Dir:ITinU I"U It .t.DD

DESIGNED

CADD

VERIFIED

DATE

........!!!A........

.........?..........

u ooouoooouoooouoo

-.- -··- -··--- -·-· - -· ... ..

A

IBSI115M.DWG

.;jlnLL .;jl

N/A

CULVERT ENTRY SEDIMENT TRAP

ROCK CHECK DAM

DRAINAGE AREA 0.8ha MAX. HEIGHT 0.6m MAX. SPILLWAY AT LEAST 0.1Sm BELOW SIDES.

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STRAW BALE CHECK DAM

TITLE'

CHANNEL CHECK DAMS AND

CULVERT INLET PROTECTION CAD fiLE ,

PLAN No' A (BS) 116S

SCALE

SHEET

OF

REV

f A(BS) 116SChCckDam N.T.S. B /

LENGTH/WIDTH RATID 3:1 MIN.

PLAN VIEW OF

TYPICAL SEDIMENT BASIN

RISER PIPE OPEN AT

=3

c

ro CD TJ

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ln ln r--

CROSS SECTION OF TYPICAL SEDIMENT BASIN

ln CD

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ln l:J

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DESIGN SHEET

N/A

TITLE' CADD

K.P. OF

SEDIMENT BASIN VERIFIED

## PLAN No'A (BS) 117 S SCALE DATE

CAD FILE' REV

f A(BS) 117SSedBasin N.T.S. 7103 B

GEOTEXTILE FILTER FABRIC.

FILTERED WATER

BLOCK AND GRAVEL DROP INLET SEDIMENT TRAP

GEOTEXTILE FILTER FABRIC

DROP INLET SEDIMENT TRAP

FILTER FABRIC.

STRAW BALES STAKED

WITH 2 STAKES PER BALE.

END AND SlOE OVERLAP AT CORNERS.

WIRE MESH AND GRAVEL DROP INLET SEDIMENT TRAP

COMPACTED SOIL TO

PREVENT PIPING.

STRAW BALE DROP INLET SEDIMENT TRAP

.. . ... ·:"::·:

1--+----l--------------+---t----1TITLE'

SEDIMENT TRAPS FOR

SURFACE INLET PITS PLAN No'

A(BS) 119S

DESIGN SHEET

N/A

CADD

K.P. OF

VERIFIED

##

SCALE DATE REV

N.T.S. 7103 B

DRAINAGE AREA 0.4ha MAX. SLOPE GRADIENT 1:2 MAX. SLOPE LENGTH 40m MAX.

DRAINAGE AREA 0.6ha MAX. SLO PE GRAD IENT 1:2 MA X .

SLOPE LENGTH 60m MAX.

STAKES DRIVEN 0.6m

INTO GROUND .

DISTURBED AREA

ANGLE FIRST STAKE TOWARDS

PREVIOUSLY LAID STRAW BALE.--'\.

WIRE OR STEEL MESH

DISTURBED AREA.

DIRECTION OF FLow.-----..._

0.1m DEEP

'-V

'-V '-V

'-V '-V '

'-V

'-V '-V

'-V

DJR£c F(() OF

/('""

STRAW BALE SEDIMENT FILTER

SEDIMENT FENCE

STAPLES ON TOP EDGE TO HOLD CLOTH.

DiRt DiSTURBED AREA

vOF

.. ..-...·

. ...:-... ·

STAKES DRIVEN 600mm INTO THE GROUND WITH FIRST STAKE ANGLED TOWARD

PREVIOUSLY LAID BAL E . ::::s:: 2:: ::;:;-l

D IST URBED A REA

BAR RIER OR TEMP OR A RY

"3:'

'·'

w w w / w w w w w w w w

w w w w w w w w w w w w w '-J..

w w w w w w w '-J..

TI

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u... TI OJ V>

::>::

GRAVEL (OPTIONAL).

GEOTEXTILE EMBEDDED

HAYBALE EMBEDDED 100mm

/ w w w w w w w w w w w w w w w w w w w w w

w w w .··.: ·. . . . .: N

V> 200mm INTO GROUND. en

INTO THE GROUND. < kiktA . • • . •• • ....• .. . .. . . . .. <( STRAW BALE AND GEOTEXTILE l'J

z 3 <(

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SEDIMENT FILTER

PLAN Not to Scale

1---1 --+ ---+ ---------+ -+- ----ll LONG SECTION: HORIZ

VERT



CADD ........K·L.......

VERIFIED

APPROVED

VEGETATIVE FILTER STRIP

PROJECT TITLE:

SEDIMENT FENCE AND

FILTERS

SHEET

OF

SHEETS I V> 1--+--+-------------t---+-----i CROSS SECTIONS f DATE CAD FILE: A(BS)121MSEDF&F SHEET TITLE: REV

B --:-:

PORT ABLE GRAVEL KERB INLET SEDIMENT TRAP

GAP BETWEEN THREE LAYERS OF SANDBAGS BAGS ACT AS WITH ENDS OVERLAPPED. SPILLWAY.

U)

0..

SANDBAG KERB INLET SEDIMENT TRAP

ro L

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PLAN No'

A(BS) 122S

DESIGN SHEET

N/A

CA DD

K.P. OF

VERIFIED

##

SCALE DATE REV

N.T.S. ? B /

"3:' TI

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0 00 E '

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TO BE ERECTED MIN. 100m

BEFORE CROSSING.

PROVIDE EDGE LINE IE1) FOR EXTENT OF "NO STOPPING" ZONE. ENSURE SMOOTH TRANSITION. REFER NOTE 2.

RS-400(R) WS-10 G9-243(B)R3-1(B)R3-1(B) c

EJ

ENSURE BB LINE MAKES SMOOT H TRANSITION LEA DING UP TO REFUGE ISLAN D.

EOI'PIlIIG

R S-400 (L)

ENSURE SMOOTH TRANSITION

RS-40 OIL)

:=JR 24l(B) I 8 J WS-10

LL LL 0 0

::E :L 0 0

r--0.... r--0....

PRO V IDE EDGE LINE ( E1) FOR EXTE NT OF "NO STOPP ING " Z ON E. ENS URE SMOO TH T R ANS IT ION.

R EFER NO TE 2. W 3-4

REFER NO TE 7 T O BE ER ECTED MIN 100m

BEFO RE CRO SSING.

NOTES

I ----------------------I-- ----I-L----

PLAN

il I I I I

CONSTRUCTION DETAILS

1. REFER TO A(BS) 131M FOR DETAILS.

LINEMARKING

1. DOUBLE BARRIER LINE (BB) TO EXTEND A MINIMUM OF SO METRES FROM THE CROSSING, UNLESS ADVISED OTHERWISE, WITH YELLOW/YELLOW (YY) RAISED PAVEMENT MARKERS (RP.M'S) THESE ARE TO BE INSTALLED AT

3 METRE INTERVALS FOR 12 METRES, 6 METRE INTERVALS FOR 12 METRES THEN AT 12 METRE INTERVALS TO LIMIT OF BB LINES

2. EDGELINE IE1) TO PRECEED THE CROSSING FOR THE EXTENT OF THE "NO

STOPPING" ZONE. PROVIDE RED R.P.M'S AT 6 METRE INTERVALS.

3. PAINTED SPEED LIMIT NUMERALS TO BE CENTRED 1.5 METRES FROM CENTRELINE OF THE ROAD OR CENTRED IN EACH LANE ON MUL TI-LANED ROADS. SIZE AS PER RT A STANDARDS.

4. CONSIDERATION MAY NEED TO BE GIVEN TO THE PROV ISION OF Z IG ZAG LINES

WHERE SIGHT DISTANCE TO THE CROSSING IS RESTRICTED.

SIGNS

5. "NO STOPPING" A ND SPEED L IMIT SIGNS A RE SHOW N A T T HE MINIMUM DISTA NC E FROM CROSSING.

6. ALL OTHER DIST A NCES AR E T O BE USED A S A GUIDELINE AN D CON SIDERAT ION MUST B E GIVEN FOR LOC A L F EA T UR ES (e.g. DR IV EWA Y S, OT HER SI GNS, T REES, POWER POLES, ETC .) W HICH C A N A FFECT T HE LOC A T ION OF SIGNS. WHER E POSSIBLE, T HE SIGNS S HOULD BE A T CO MMON BOUNDAR IES AN D AB OUT 1 ME T RE CLEAR OF DRIVEWA YS .

7. WARNING SIGN W3- 4 T O BE E RECTE D IF THE SIGH T OF T HE CR O SSING IS REST RICTE D.

8. OT HER SIGNS AND MA RK INGS T O BE ERE C T ED DEPE NDING UPO N LOC A L C ONDIT IONS.

9. "LEGS" SIGNS ( R3- 1) T O BE A MINIMUM "B" SIZE.

LIGHTING

1. a) STREET LIGHTING T O BE PROVIDED IN A CCOR DA NCE W IT H AS /NZS 115 8.4- 1987

FOR MAJOR RO UT ES AND AS/NZS 1158.3.1:1999 FOR LOCA L ROAD S;

b) REFER TO NOTE 6 PLA N No . A (BS) 131M FOR DET A ILS.

., -+----+-------------------------+---+--1 SCALE

r-1- ---------------------- ---+-4 PLAN

NOT TO SCALE

SURVEYED

APPROVED

SHE ET

1

r-1- ---------------------- ---+-4 LONG SECTION: HORIZ

VERT

-

- - -

DESIGNED

CADD VERIFIED

. ...... ....'. '

PROJECT TI T LE:

TYPICAL LOCATIONS FOR SIGNS AND MARKINGS AS SOCIA TED WITH WOMBAT CROSSINGS

OF

1 SHEETS

.. -+----+-------------------------+---+--1 CROSS SECTIONS 1"::-:-:::-:::--:--------+-=-=::-:-:: --------------r.:-:-:-:"": ------+---=-=

CAD FILE: SHEET T IT LE· REV

DATE A(BS)124M .DWG PLAN AND NOTES 2

L.U

(n x l) m

- - -

N 0 )lEE N

150 KERB AND GUTTER

'\rJO t--.

t---. t- L.U t--. * t--. _J

E :z:

_J

R100

..0

--.--.-- . -- ·-. -- . --.-- ·•-- --.-- . --.- . --.--.-- . --. -- ·-. --.-- . --.---.-- . --.-- . -- . --.- . --.--.-- . --. -- . --

NOTE: *RUN-IN AND RUN-OUT TAPERS MAY NEED TO BE VARIED ACCORDING TO SITE CONDITIONS, TRAFFIC SPEED AND VOLUME ETC. RUN-IN TAPERS SHOULD NOT BE LESS THAN 1 IN 5. RUN-OUT TAPERS SHOULD BE AS LONG AS PRACTICABLE.

**WIDTH (INCLUDING CLEAR A NCES) MAY NEED TO BE INCREAS ED W HERE

LARGE/ WIDE BUSES A RE INVO LV ED.

n = NUMBER OF BUSES USING THE STO P SIMULT A NEOUSLY .

l = LENG TH OF BUS (INCLIDING CLEARA NCES IF DESIRED).

L.U

:z: _J

CD 0::

L.U

:z: _J - -

200

FAB RIC DISCONTINU O US A T JOIN T . MA INT A IN 75 COVER T O V ERT . JOINT.

Y12 AT 600 CTS. 50 COVER

L.U BUSBAY CD 0:: L.U

ROADWAY

MIN. 15 W IDE JOIN T - FILLED W IT H A N

REINFORCED CONCRETE PAVEMENT TO ENGINEERS DElAIL, BROOM FINISH.

0 U'1

0 0 1""1

2 5 450 450

cJ: --'" -'1 - I ,

t- 1""1

FORMED KEY JOINT W IT H REMOV EA BLE PVC EDGE MOULDING - FABR IC DISCONTINUO US A T JO INT. OR 3mm WIDE SA WC UT JOINT

A PPROVED SEA LA NT AND FILLER.

"3"

"0 >-

'

RF82 TOP 50 COVER.

MIN. BASE OF 175mm DGB 20 OR SUB BASE

40mm DEEP - FILLED W ITH A N APPROVED SEA LA NT . SA W CUT T O BE MADE WIT HIN 24 HO URS OR INIT IA L SET .

EVERY SECOND W IRE T O BE CUT A ND REMOVED. R EMA INDER TO BE DR APED TO PROV IDE MIN. 50 CO VER T O SAW CUT .

R20 GA LVA NISED DOW EL, 350 LONG AT 3 00 CT S. PLA CED CENTR A LLY IN SLA B A ND A BOUT JOINT . A PPLY A N A PPRO VED BOND BREA KER T O ONE

r"o' "::J' ro k N'""

COURSE TO APPROVAL BY COUNCIL'S ENGINEER.

COURSE.

JOINT TYPE 3 (JT3) AND

JOINT TYPE 1 (JT1) END A ND FIT AN EX PA NSION C A P W ITH A PPROVED FILLER.

IJ)

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INTEGRAL S TO. 150 KERB DETAIL

PLAN NOT TO SCALE 1---1 --+ ---+ ---------+ -+- -----ll LONG SECTION: HORIZ

VERT

DISH DRAIN

ISOLATION JOINT - EDGE THICKENING


DESIGNED ........NU\........

CADD ........K·L.......

VERIFIED

SAW CUT I FORMED JOINT JOINT TYPE 2 (JT2) EXPANSION JOINT

APPROVED

STANDARD INDENTED

BUSBAY

SHEET

OF

SHEETS

I IJ)

f f

--:-:

1--+---+------------+--+----i CROSS SECTIONS DATE CAD FILE: A(BS) 125M.DWG SHEET TITLE:

PLAN AND DETAILS REV

B

150 300 150

LIP OF GUTTER

0 w

A A 0:::

w 0:::

!ll

<t 0 0 N ...;t

CONSTRUCT 150 WIDE CONCRETE EDGE 0

STRIP. REFER -a

SECTION A - A.

LIP OF GUTTER

TRAFFIC CALMING DEVICE SCALE 1:100

300 600 300

30

15 15

0 I.J'l ...;t

150 THICK CONCRETE BASE (20 MPa) RFB2 FABRIC.

SANDSTONE BASECOURSE

NOTES.

SECTION A- A SCALE 1:50

APPROVED INTERLOCKING BRICK PAVERS LAID TRANSVERSE TO DIRECTION OF TRAFFIC ON 30 SAND LAYER.

OJ

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1. COMPRESSIVE STRENGTH (Fd FOR CAST INSITU CONCRETE SHALL BE A MINIMUM 20 MPa AT 28 DAYS.

2. REINFORCEMENT SHALL BE FB2, 35 TO TOP. TO RELEVANT

AUSTRALIAN STANDARD .

3. PAVERS SHALL BE BOmm THICK INTERLOCKING TYPE OF APPROVED MANUFACTURE AND SHALL BE LAID IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS ON A MINIMUM 30mm APPROVED SAND BEDDING.

4. ALL DIMENSIONS IN MILLIMETRES UNLESS NOTED OTHERWISE.

TYPICAL CALMING DEVICE

DESIGN SHEET

N/A

CADD

K.P. OF

/"' VERIFIED

0:: <C :r: SHEET TITLE'

to- t- /

PLAN, SECTION AND NOTES

FOR RESIDENTIAL ROADS

CAD FILAE'(BS) 126S......DWG

PLAN No' A {BS) 126S

##

SCALE DATE REV

N.T.S. SEP.'02 B

REMOVE EARTH TO A

MINIMUM DEPTH OF 175mm.

PLACE 150mm D.G.B.20,

THOROUGHLY COMPACT

AND SEAL WITH 25mm A.C.

# WIDTH AT PROPERY BOUNDARY

+ 1m ON EACH SIDE ,eg; FOR A 4m

WIDTH AT PROPERTY BOUNDARY,

THE WIDTH OF DRIVEWAY AT

EDGE OF BITUMEN WILL BE 6m.

RURAL VEHICULAR CROSSING - TYPE 1

CONCRETE HEADWALL.

LAY MIN. 375mm INTERNAL DIA.

REINFORCED CONCRETE PIPE (OR

LARGER DIA. PIPES AS REQUIRED

BY COUNCIL) 4.88m LONG, TO MATCH

BED OF EXISTING TABLE DRAIN AT

EVEN GRADE. CONSTRUCT CONCRETE

HEADWALL AT BOTH ENDS OF PIPE.

APPROACH POST-

REMOVE EARTH TO A MINIMUM

DEPTH OF 175mm. PLACE

150mm D.G.B.20, THOROUGHLY 3 COMPACT AND SEAL WITH

25mm A.C. QJ

# WIDTH AT PROPERY BOUNDARY

+ 1m ON EACH SIDE ,eg; FOR A 4m

WIDTH AT PROPERTY BOUNDARY,

THE WIDTH OF DRIVEWAY AT

EDGE OF BITUMEN WILL BE 6m.

& RURAL VEHICULAR CROSSING - TYPE 2 l/)

r N

NOTES FOR BOTH TYPE 1 AND TYPE 2: 1. RURAL VEHICULAR CROSSING STARTING FROM PROPERTY BOUNDARY WILL EXTEND

UP TO EDGE OF BITUMEN WHERE EXISTING.

2. A GUIDE POST TO BE INSTALLED FOR SAFETY REASONS ON THE APPROACH SIDE.

TITLE'

RURAL VEHICULAR

DESIGN SHEET

CADD

K.P. OF

CROSSING VERIFIED

CAD FILE' A(BS)127SRurVehCr PLAN No' A (BS) 127S SCALE DATE REV

N.T.S. 02104 A

GARBAGE BIN(refer note 14)

MASTIC JOINT

AND GUTTER

MASTIC JOINT

EXISTING PATH PAVING

REMOVE EXISTING PATH PAVING AND REPLACE WITH A MONOLITHIC SLAB.

13mm ¢ GALV. DOWELL.

EXISTING KERB AND GUTTER

BACK EDGE OF CONCRETE BASE TO TO BE POSITIONED 100mm FROM BOUNDARY.

PLAN NOT TO SCALE

-4% STANDARD CROSSFALL

CONCRETE BASE TO BE EXTENDED 1OOmm BEYOND

SHELTER POSTS ON ALL SIDES.

F72 MESH

MASTIC JOINT

25mm SAND 125mm THICK CONCRETE

WITH F72 MESH ON CHAIRS WITH 35mm COVER.

SECTION A- A NOT TO SCALE

rn 3

-o L QJ

+-

Vl

co <C /

Vl l:J

3 <C 0:: D I

D f Vl /

V> 01

c 3

"'-' '01

NOTES:

1. THE CONCRETE APRON SHALL BE CONSTRUCTED FROM REAR OF KERB AND GUTTER TO A POINT 100mm FROM

PROPERTY BOUNDARY.

2. WHERE FULL WIDTH CONCRETE (BETWEEN PROPERTY BOUNDARY AND KERB LINE) DOES NOT EXIST APRON SHALL BE

EXTENDED TO SIDES OF SHELTER AS SHOWN TO PROVIDE ALL WEATHER PATH FROM EXISTING KERB AND GUTTER.

THIS CONCRETE APRON IS TO HAVE A MINIMUM DISTANCE OF 1.5m BETWEEN FRONT SHELTER SUPPORT POST AND

EDGE OF NEW PATH PAVING.

3. CONCRETE BASE/ APRON TO CONSIST OF 125mm THICK CONCRETE ON A 25mm THICK BASE OF APPROVED GRANULAR

MATERIAL. F72 MESH ON CHAIRS SHALL BE USED WITH 35mm COVER .

4. CONCRETE SHALL HAVE A 28 DAY STRENGTH (F'c) OF 20MP a. CONCRETE SHALL HAVE A LIGHT BROOM FINISH.

5. SLAB IS TO BE EXTENDED 1OOmm WIDER THAN SHELTER SUPPORT POSTS ON ALL SIDES.

6. DOWELLING OF KERB TO CONCRETE SLAB WITH 13mm ¢ GALV ANISED DOWELLS PLACED IN 350mm FROM EDGE OF

SLAB AND AT 900mm SPACING.

7. SHELTER SUPPORT POSTS ARE TO BE DOWELLED INTO CONCRETE BASE WITH NO LESS THAN TWO (2) DYNABOL TS

PER POST.

B. ANY VARIATION TO STANDARD CROSSFALL OF 4% SHALL HAVE THE PRIOR APPROVAL OF COUNCIL'S ENGINEER.

9. INSERT FOR BE TIDY BINS TO BE SUPPLIED BY COUNCIL AND INSTALLED BY CONTRACTOR AS INSTRUCTED BY

INSPECTOR.

10 ANY CONCRETE FOOTPATH SLAB DAMAGED DURING CONSTRUCTION MUST BE REPLACED IN FULL.

11. ALL BUILDING/EXCAVATED MATERIALS TO BE REMOVED BY CONTRACTOR AND THE SITE BACKFILLED WITH SUITABLE

MATERIAL.

12. SITE IS TO BE BARRICADED BY CONTRACTOR TO COMPLY WITH APPROPRIATE TRAFFIC CONTROL PLAN.

13 INSPECTION DETAILS - 1. PRELIMINARY 2. FORMWORK 3. FINAL. ALL INSPECTION TO BE ARRANGED 24 HOURS IN

ADVANCE .

14. GARBAGE BIN TO BE POSITIONED MIN. 1.5m CLEAR OF FRONT SHELTER SUPPORT, ON DEPARTURE SIDE OF BUS

SHELTER.

DESIGN SHEET

N/A

'0 u"'

PROJECT TITLE' t---+--+- -- - -+---+---1 SPECIFICATION FOR BUS SHELTER

CAOD

K.P. OF

/"' VERIFIED

L.U

0:: <! :r: SHEET TITLE' Vl

/

WHERE PATH IS EXISTING

CONCRETE BASE/ APRON CAD FILE' PLAN No'

A(BS)128S .......DWG A(BS) 128S

##

SCALE DATE REV

N.T.S. OCT.'D2 B

MASTIC JOINT A

EXISTING KERB -:·:·.···· . :·.:·>.: :·:·.:·>.:· ·:·.···· ·.:·:·.:·>.:· ·:·.···· ·.:·:·.:·>.:· > AND GUTTER

.:·:·.····. ··:·.····. ··:·.····. :·.:<:· ·.:-:·.····. :·.:<:· ·.:-:·.···· :.·::.·:

:/':::-:- HYU(i:oNcRE""rE .APRo.N)H: ;::::::-:: .!_i.!.i

13mm ¢ GALV. DOWELL.

EXISTING KERB AND GUTTER

-4% STANDARD CROSSFALL

F72 MESH

25mm SAND 125mm THICK CONCRETE WITH F72 MESH ON CHAIRS WITH 35mm COVER.

NOTES:

SECTION A -A NOT TO SCALE

1. FRONT POSTS OF SHELTER TO BE LOCATED NO LESS THAN Z.Om FROM BACK OF KERB.

2. CONCRETE BASE TO CONSIST OF 125mm THICK CONCRETE ON A 25mm THICK BASE OF APPROVED GRANULAR MATERIAL.

F72 MESH ON CHAIRS SHALL BE USED WITH 35mm COVER.

3. CONCRETE SHALL HAVE A 28 DAY STRENGTH (F'c] OF 20MPa.

4. CONCRETE SHALL HAVE A LIGHT BROOM FINISH.

5. LEVEL OF FINISHED CONCRETE IS TO BE 4% ABOVE TOP OF KERB. ANY VARIATION IS TO BE APPROVED BY COUNCIL'S

ENGINEER.

6. . SLAB IS TO BE EXTENDED 100mm WIDER THAN POSTS ON ALL SIDES.

7. DOWELLING OF KERB TO CONCRETE SLAB WITH 13mm ¢ GALVANISED DOWELLS PLACED IN 350mm FROM EDGE OF SLAB

AND A 900mm SPACING.

8. POSTS ARE TO BE DOWELLED INTO CONCRETE BASE WITH NO LESS THAN TWO (2) DYNABOL TS PER POST. rn 3

-o L 9. CONCRETE SLAB IS TO BE EXTENDED TO REAR OF KERB, FULL WIDTH AND HAVE A MASTIC JOINT PLACED AT REAR OF +-

KERB.

10. INSERT FOR BE TIDY BINS TO BE SUPPLIED BY COUNCIL AND INSTALL ED BY CONTRACTOR AS INSTRUCTED BY

INSPECTOR. Vl

co <C /

Vl l:J

3 <C 0:: D I

D f Vl /

V> 01

c 3

"'-'

11. ALL BUILDING/EXCAVATED MATERIALS TO BE REMOVED BY CONTRACTOR AND BACKFILLED WITH SUIT ABLE MATERIAL.

12. SITE IS TO BE BARRICADED BY CONTRACTOR TO COMPLY WITH TRFFIC CONTROL PLAN.

13. INSPECTION DETAILS - 1. PRELIMINARY 2. FORMWORK 3. FINAL. ALL INSPECTION TO BE ARRANGED 24 HOURS IN

ADVANCE.

DESIGN SHEET

N/A

"'I TJ

u"'

PROJECT TITLE'

t----+--+- -- - -+----+---1 SPECIFICATION FOR BUS SHELTER

CAOD

K.P. OF

/"' VERIFIED

L.U

0:: <C :r: SHEET TITLE'

/

C

ONCRETE BASE I APRON

WHERE NO CONCRETE PATH EXISTS CADFIL (BS)129S

.....DWG

PLANNOIA(BS) 129S

##

SCALE DATE REV

N.T.S. OCT.'D2 B

....

I.

VERT

CLASS TWO

E

WHITE £

R250

HOLDING RAIL 50NB S TEEL

PIPE POWDER COATED

GOLDEN YELLOW .

[ 3.8m GA P 0 85m 1.5m R A MP

REFUGE ISLAND 5 5m

0.15 0 . 15

REFLECTIVE RED JT

TAPE

{

WHITE

1_

Lr\

::= == t::::::: ;; ( .d - ·§

CONS T RUCT 80 T HICK

-----+-----L 0

N

TAPE DETAIL

4 ·... ·. ··....

E

Lr\

REFUGE ISLAND

BARRIER K ERB

ROAD SU RFACE

REC ONSTRUCT E XISTING PAVEMEN T AS REQ UIRE D

TO THE SA TISFACTIO N OF C OUNCIL 'S ENGINEER . IF

EX IS TING PA VE MENT IS NOT SUIT AB LE FOR

BRICKS, FULL CONCRETE REQUIRE D. SECTION A

I NT ER LOC K I NG PAV ING BRICKS LA ID T RANSVERS E TO DIRECT ION OF T RA FFIC ON 25 SAND L A YER .

A NOTES :

CONST R UCT R .C. RAMP W ITH RFB2 MESH.

......

fi SNB STEEL PIPE

it ..1 . 4. ·. ...... . .•

E

Ln rn

SCA L E. 1:20

·1· ·1· ·1

1. A LL ISLANDS TO BE MO NO LIT HIC CO NCRETE INF LL (TE R RA CO TT A

COLOUR ) 25MP a R EI NFORC ED W T H RF82,40 COVE R T O P.

2. . IF R EQUIRED, CO NSTRUCT PRA M RAMPS TO COUNC IL'S STA NDAR D

A( B S)104M O N BOT H APP ROACHES T O WOMBA T CROSS ING .• B

31 3. A LL KERB T O B E BARR IER KERB A ND TO BE PA INT ED W IT H W HIT E

R EF LECTO R IZ ED PAINT .

4. PEDEST R IA N C ROSS ING A ND PIA NO K EY S TO BE LINEMARKE D W IT H

DETAIL 1 N.T.S

1) HOLDING RAIL MAY BE INCREASED UP TO A MAX. OF 1.5m LONG FOR A WIDER REFUGE, FOR RAIL WIDTHS 1.0 5m ,

USE TWO 250mm WIDE RED TAPE BANDS.

2)1F REFUGE ISLAND IS CONCRETED, IT MUST BE BRUSH FINISHED ACROSS THE DIRECTION O F PEDESTRIAN TRAFFIC.

3) DO NOT USE ANY INFILL WITHIN THE HOLDING RAIL OPENING. 4) SECURE FRAME TO SLEEVE WITH BOLTS. GAL VANISED PIPE SLEEVES TO BE PLACED PR IOR TO POUR ING C ONCR ETE.

DETAIL 2

2 r0.9

DEGA DUR OR E QUIVA LENT CEM ENT IT IOUS T YP E MAT ERIA L IN

A CC ORDANCE W IT H AS1742 .13 ( 199 1)

5. A LL OT HER LINEMARK ING, INC LUDING SPEE D LIMIT MARK INGS, T O

BE P A INTED IN T HERMO PL AS TIC .

6. . A LL RAISE D PAVEMEN T D ELINEAT O RS (RP M's) T O BE PLA CE D IN

A CC ORDANCE W IT H R .T A STA NDAR D. 7. SIGN POST ING T O BE IN A CC O RDA NC E W ITH T HE R T A GUIDELIN ES

ERECT RTA WOMBAT CROSSING CHILDREN'S INSTRUCTIONAL SIGN ONLY AT SCHOOL WOMBAT CROSSING.

WHITE EDGE LINE (E4) 200 WIDE FOR EXTENT OF "NO STOPPING" ZONE AND PLACE RPM's AT 5m

PR O VIDE PRA M RAMPS W HERE NEC ESSAR Y AND ADJU ST OR PROVIDE FOOT PATH PAVING AS REQUIRED. (REFER NOTE 3)

15 0 WIDE YELL OW LINE.

lot LIP LINE

c KERB 1- ·I

DETAIL 3

FOR T RAFFIC F A CILIT IES P AR T 4.4.

B. A LL SPEED LIMIT SIGNS A RE T O BE " B" SIZ E AN D PLA C ED W IT H

ASSO CIA TE D ROAD SPEED LIMIT MA RKING A T A MINIMUM O F 150m

IN A DVAN C E O F T HE C R OS SING ON EAC H APPROA CH.

9. . "40 km/h SPEE D LIMIT A HEAD" SIGNS T O BE PR OV IDED W HERE

NEC ESSARY . 10. "R EFUGE ISLAND" SIGNS A ND "SC HOOL CHILDR EN" WAR NING

SPACING (REF ER NOTE 7)

==== ==== ==========

DIM. A B c D WIDTH 1 10.1 0 .9 3.0 1.1

WIDT H 2 12.1 0 .9 3.0 1.1

WIDTH 3 12 60 1.4 3.0 1 1

<( N.B. 1) FOR CAR RIAGEWA Y W IDT HS L ESS T HA N

10.1 (LIP- LIP) REFER T O R T A TO T

200 1/ 04- T 00077 1.

2 ) FOR PEDESTRIAN REFUGE O NL Y REFER

TO R T A TOT 2 00 2/10.

SIG NS T O BE PLAC ED A MINIM UM OF 3 0 m I N A DVA NCE OF T HE

CRO SSING ON EAC H APPROAC H W HER E NECESSA R Y

11. "NO ST OPP ING" Z ON ES T O BE A MIN MUM OF 20 m ON A PPROACH

SIDE AND 10m ON THE DEPAR TURE SIDE OF T HE CROSS ING

UNL ESS ADV IS ED OT HER W ISE.

12. "SP EED HUMP" WARNING SIGNS A ND "25k m/ h" PLATE T O BE

PLAC ED 10m-20m ON EA C H A PPR OAC H T O T HE CROSS ING.

1l REG ULA T O R Y SIGNS R3- 1 T O BE MIN. "B" SIZ E.

14. A LL CONCR ETE T O BE 20MPa UNLESS OT HERW ISE NOTE D.

15. ST R EET LIGHT ING TO BE PROV IDED IN ACC ORD A NC E W IT H

• a ) AS/ NZS 115 B .4- 1987 FO R MAJOR ROUT ES.

• b)IAS /NZS 115 8.3.1: 199 9 F OR LOC A L ROA DS 16. CONT AC T COUNCIL'S ENG INEER ING D EPA R T ME NT FOR T HE CO LO UR

150 WIDE Y ELLOW LlNE.

PROV IDE PRAM RAMP S WHERE NECESSAR Y AND AD JUST DR PROVIDE FOOTPATH PAV ING A S REQUIRED. (REFER NOTE 3 )

WHITE EDGE LINE (E 1) FOR

EX TENT OF "NO STO PPING"

Z ONE AND PLACE RED RPM's ERECT RT A WOMBAT CROSSING AT 6m SPACING. (RE FER CHILDREN 'S INSTRUCT IONAL SIGN NOTE 7) O NL Y AT SCHOOL WOMBAT CR OS SING.

O F I NT ER LOC K I NG PA V ERS T O BE US ED. (BO mmTHICK)

17. A LL W ORK S T O BE T O T HE SA TISFAC TION O F C O UNCIL'S ENGINEER.

18. REF ER A ( BS) 124M FOR TYP ICA L LOC A T ION FOR SIGNS A ND

MA RKINGS ASS OCIA TE D W T H WO MBAT CRO SS INGS.

SHEET

CROSS SECTIONS - - O F

SHEETS

":':-:-:-:-:-::-----+- R ::v-::-1

3050

•

3050 K E Y J O INT

E C)

SPRAY STE NCILED (YI

GAL VANISED CRACKER JOINT

r- CHAINAGE ME AS UR EMENT _Lo z EVERY 30m (C HAR COAL 0

L:

300mm WIDE BUSHROCK

SPRAY STENCIL PARTITION

(CHARCOAL COLOUR)

7 GAL VANS ED DOWELS, 450mm LONG PLAN

150

COLO UR) rn 0

Lil ('..)

FOAM/ MA ST IC

NOT TO SCALE

GAL VAN ISED CRACKER JOINT RUBBER 50

50

<l . ·.... 25 mm SA ND BED D I NG

COMBINATION BAR CHAIR FOAM/MASTIC PLASTIC SLEEVE

NOTE:

CROSS SECT ION

NOT TO SCALE

Y 10 30 0m m ST EE L PIN COMPA CT ED S UBGR A DE

1. F82 STEEL MESH REINFORCEMENT TO BE PLACED ON COMB INATION BAR CHA IRS, SET OUT AT 1 METRE INTERVALS.

2. THE CONCRETE SHALL BE PLACED ON A LAYER OF SAND OF APPROX. 25mm THICK

3. CONCRETE SHALL HAVE A 28 DAY STRENGTH (fd OF 2 0MPa

4. ANY VARIATIONS TO STANDARD CROSSFALL, 2.5% ON CYCLEWA Y SHALL REQUIRE

THE PRIOR APPROVAL OF COUNCIL'S ENGINEER

5. A MINIMUM OF 4 Y10 STEEL PINS, 300mm LONG ARE TO BE USED TO ANCHOR THE KEY JOINT

6. CONCRETE SHA L L HAVE A LIGHT BRUSHED F INIS H

7. ALL DOWELS TO BE MINIMUM 450 mm LO NG W IT H MINIMUM 22 5 mm

PEN E TRATION INTO E A C H SL A B.

B. ALL DIMENSIO NS ARE IN MILLIMET RE S UNL ESS SHOW N O T HER W ISE.

9. KEY JOINTS T O BE PL A C ED EVERY 6 1m.

10 CRACKER J O INT T O BE PL A C ED MIDWAY BET W E EN K EY JO INT S.

-+-------+--+----+ WATOMAIIS -w- GAS -G- TUSTIIA -r-1----4 --,.!! !! ! PREPAABIIY• DATUM

SURVETEII ......! !!.... . APPROVED SHEET

1---+ t---- -+- +---+---J HYDRANT 0 GASYALYE :!+ TUSTIIA PIT l..il H) DESaEII ••••••• :!....... MNAfiEjj"jM$iiAriON-Aiiij"jjESU. r

-+-------+--+----+ ST11PYALYE ..t. EI.EtTIIICITY -E- TUSTIIAPLLAR ALL -_o;co;;c.cc ·

1---+-t-------+--+---+---1WATO METO M EI.EtTIIICITY PIT [] TUSTIIA PCII.£ e SHEET SIZE CADD ••••••• :!....... DATE······- ············-·············-······ t-:-t...,..,....,..f-:-=---,--:-:::--:-::-:-:::---+--+----+ WATO TAP 0 POWEll PDLE 0

OF lnll 51andards

r-t-c=:::-+=:=:=:::=::===----+- +---+---1SEWEll

-s -

POWEll LllltT PCII.£ Cf A

1 YERFED .......P'!....... CLIENT LOH&SE -------

K-E-Y-r

JO-I-N-T-D-E-T-A-IL-S-r-------:-----:"---t

iS! LIGHT PDLE -'o '0"

mLE IJI.OOt YEIISIIIII

A DATE

24/07107

VERT

DATE ······-············-·············-······ 010$5 SECTIONS - CADFILE> R.EIIoo PLANIIoo A(BS) 134S

AIBSI134S.DWG DETAILS AND NOTES

Lic. N1.11A UR IUIU

IIYESTI6AliiJII AND IIESEN

d=ORIFICE DIAMETER

MOUNTING BRACKET

250

0 0 N

1.1·

150

200

·1.1

MlO STAINLESS STEEL CHEMICAL---r--.th.

ANCHORS OR EQUIVALENT.

3mm THICK STAINLESS

STEEL PLATE.

CIRCULAR HOLE WITH SHARP 0 0

EDGES MACHINED TO O.Smm rn

ACCURACY.

ORIFICE PLATE (MIN. DIMENSIONS)

REFER NOTE 1.

FLEXIBLE PVC SHEET.

R125

FLAP VALVE (MIN. DIMENSIONS)

REFER NOTE 1.

INSTALL STAGGERED GAL VANISED STEP IRONS

AT 300 CENTRES WHERE

DEPTH EXCEEDS 1.2m.

HINGED GRATE WITH LOCK-DOWN SYSTEM

900 MIN.

FLAP VALVE (OR EQUIVALENT

APPROVED BY I COUNCIL).

HINGED GRATE WITH LOCK-DOWN SYSTEM

REMOVABLE GALV ANI SED MESH SCREEN

WITH HANDLE (LYSAGHT MAXIMESH

RH3030 OR EQUIV ALENTI

REFER SHT.2 FOR DETAIL.

MAJORITY OF DRAINAGE SYSTEM TO BE

DIRECTED TO THE DCP. FLOWS TO

BE DIRECTED ACROSS THE SCREEN.

OUTLET TO BE A FREE OUTFALL AND

HAVE A MINIMUM CAPACITY OF 2xPSD.

RETURN 0

CHAMBER. 0

fZ= 2ZZ:/ 1---...----

Q.R IFICE l

BOTTOM OF FLAP

TO BE AT LEAST

100 ABOVE FLOOR

OF PIT.

SECTION LEVEL "A" IS TO BE 20 ABOVE

LEVEL "B" (INVERT OF ORIFICE).

NOTES. 1. DIMENSIONS TO SUIT RESPECTIVE INLET / OUTLET PIPES.

2 . ALL DIMENSIONS IN MILLIMETRES UNLESS SHOWN OTHERWISE.

DESIGN SHEET

1---+---+--------------t----t--1TITLE'

TYPICAL OSD DISCHARGE CONTROL PIT

CADD

K.P. OF

VERIFIED 2

PLAN No' A (BS) 136S SCALE DATE REV

N.T.S. 02104 A

BOLTED TO WALL USING RAMSET CHEMICAL ANCHORS

. <I·.

0 0 ..j

TRACK

I. 450 .I PLAN

RH3030 MAXIMESH

400 <I

RH3030 MAXIMESH

0 en ..j

- 4

. <1.

1

4· <14

c"'

L

-o

-o

SECTION

TRASH RACK DETAIL FOR ORIFICE DIAMETER UP TO 135mm ONLY

NOT TO SCALE

l/)

l=====================r= " ..

DESIGN SHEET

0

-o L

-"o' "'

l/)

1-------1f------+-----------t----+--l TITLE' TYPICAL OSD DISCHARGE CONTROL PIT

CADD

K.P. OF

VERIFIED 2

/

r- > /

PLAN No' A (BS) 136S SCALE DATE REV

N.T.S. 02104 A

1.200 1.600

FOUR WHEEL ELECTRIC MOBILITY SCOOTER

TUR NING RADIUS 1.75m

50¢ NOMINAL SIZ E

MEDIUM DUTY

GAL V ANISED PIPE.

>- >- t- 0:: t- 0::

0:: <(

0:: <( w Cl .-RF82 w Cl 0 0... :z 0

0... :z 0 ::J 0 ::J MESH 0:: 0 0:: 0 0... £0 0... £0

25mm GRANULAR ----4 ... .

. '4

.. ·:•: .· . : ;,

·-· .• 0 L.t"l

co N

BASE .•

Vl co

<C LEAN-MI X CONCRETE /

.. f4'

' rn .

Vl l:J

3 <C 0:: D I

D

BACKFILL • 1 2001· ·12 001.

3000

NOTE: WHE RE KERBS ARE REQUIRED

f

b=THESE

=SHAL

=L BE

=A M

=INIMU

=M 15

=0mm

=.

=

"'-' "'I TJ

u"'

1--+----+-----------+--+--1

TITLE'

SPECIAL PATHWAY BARRIER

DESIGN SHEET

H.H.

CA DD

K.P. OF

/"' FOR ELECTRIC MOBILITY SCOOTER VERIFIED

L.U

0:: <! :r: Vl f f /

##

DATE REV

02104 A