developments in conjunction with subdivisions and

Specifications for Civil Works Carried Outin Conjunction with Subdivisions andDevelopments

Sutherland Shire Council

Document review and approval

This document has been approved byName Minute No Date approved

1 Environment & Health Committee- EHC264-96) 746 29 January, 1996

2

Revision historyVersion Author Date Revision

1 Director Engineering 29 January, 1996 Original Version

2 Manager Infrastructure, Planning & Services

29 February, 2012 Annual review conducted, no changes required.

3 Civil Assets Manager 7 February, 2013 Annual review conducted, no changes required.

Council Online - IM/Policies - Policies & Forms - IM/Policy Specification for Civil Works

INTRODUCTION

This specification sets out the minimum construction standards and guidelines for all Civil Works to be carried out in conjunction with subdivisions and developments, within existing and/or proposed Public Areas and/or drainage easements.

Where no reference exists in this specification for particular design and construction details, Council's Engineer will determine the appropriate requirements.

The areas covered in this specification include:-

Section 1 - GeneralSection 2 - EarthworksSection 3 - RoadworksSection 4 - DrainageSection 5 - Concrete WorksSection 6 - Miscellaneous

Appendix A - Seeding and Fertiliser TypesAppendix B - Tree Planting DetailAppendix C - Common Species in Sutherland ShireAppendix D - Extracts from "Tender Road Making Materials" South Sydney Region of

Councils (SSROC)

SUTHERLAND SHIRE COUNCIL

CIVIL CONSTRUCTION SPECIFICATION INDEX

SECTION PAGE NO.

1. GENERAL

1.1 STATUTORY REQUIREMENTS AND RELEVANT PUBLICATIONS ---------- 1

1.2 INSPECTIONS BY THE AUTHORISING OFFICER --------------------------------- 2

1.3 NOTICES TO BE GIVEN BY THE ENGINEER --------------------------------------- 2

1.3.1 Preliminary Inspection ------------------------------------------------------------ 21.3.2 Final Inspections------------------------------------------------------------------- 2

1.4 PROVISION FOR TRAFFIC--------------------------------------------------------------- 2

1.5 EXISTING UTILITY SERVICES--------------------------------------------------------- 3

1.6 DAMAGE TO ADJOINING LANDS----------------------------------------------------- 3

1.7 TREE PRESERVATION ORDER--------------------------------------------------------- 3

1.7.1 Aim ---------------------------------------------------------------------------------- 31.7.2 Interpretation ----------------------------------------------------------------------- 31.7.3 Regulations ------------------------------------------------------------------------- 31.7.4 Exemptions ------------------------------------------------------------------------- 4

1.8 EROSION AND SEDIMENT CONTROL ----------------------------------------------- 4

1.8.1 General ------------------------------------------------------------------------------ 41.8.2 Sediment Control Devices 41.8.3 Revegetation------------------------------------------------------------------------ 4

1.9 MATERIALS --------------------------------------------------------------------------------- 6

1.10 STRUCTURAL DESIGNS FOR WORK WITHIN PUBLIC AREAS--------------- 6

1.11 RETAINING WALLS----------------------------------------------------------------------- 6

1.12 PUBLIC LIABILITY ------------------------------------------------------------------------ 6

1.13 BLASTING/EXPLOSIVES----------------------------------------------------------------- 7

1.14 ROCK BREAKERS/HAMMERS --------------------------------------------------------- 7

1.15 WORKING HOURS------------------------------------------------------------------------- 7

1.16 TRANSPORTATION OF MATERIAL--------------------------------------------------- 7

1.17 SURVEY MARKS--------------------------------------------------------------------------- 7

2. EARTHWORKS

2.1 CLEARING ----------------------------------------------------------------------------------- 8

2.2 VEGETATION PROTECTION------------------------------------------------------------ 8

2.3 UNSTABLE AREAS/UNSUITABLE MATERIAL ------------------------------------ 8

2.4 FORMATION -------------------------------------------------------------------------------- 9

2.5 SITE FILLING/GRADING----------------------------------------------------------------- 9

2.6 CUT -------------------------------------------------------------------------------------------- 9

2.7 FILL -------------------------------------------------------------------------------------------- 10

3. ROADWORKS

3.1 BOXING AND SUBGRADE -------------------------------------------------------------- 11

3.1.1 Subgrade Stabilisation ------------------------------------------------------------ 113.1.2 Subgrade Compaction------------------------------------------------------------- 11

3.2 PAVEMENT ---------------------------------------------------------------------------------- 11

3.2.1 General ------------------------------------------------------------------------------ 113.2.2 Sub-Base ---------------------------------------------------------------------------- 123.2.3 Base Course ------------------------------------------------------------------------ 143.2.3.1 Deep Lift ---------------------------------------------------------------------------- 143.2.4 Surface Course --------------------------------------------------------------------- 15

4. DRAINAGE

4.1 GENERAL ------------------------------------------------------------------------------------ 16

4.2 MATERIALS --------------------------------------------------------------------------------- 16

4.2.1 Reinforced Concrete Pipes ------------------------------------------------------- 164.2.2 Mild Steel Hollow Section ------------------------------------------------------- 164.2.3 Precast Box Culverts -------------------------------------------------------------- 164.2.4 Concrete----------------------------------------------------------------------------- 174.2.5 Reinforcement---------------------------------------------------------------------- 174.2.6 Rubber Rings----------------------------------------------------------------------- 174.2.7 Gratings, Frames etc.-------------------------------------------------------------- 174.2.8 Galvanising ------------------------------------------------------------------------- 17

4.3 EXCAVATIONS ----------------------------------------------------------------------------- 17

4.3.1 Trenches ---------------------------------------------------------------------------- 174.3.2 Foundation Material --------------------------------------------------------------- 17

4.3.3 Filled Ground ---------------------------------------------------------------------- 184.3.4 Rock Excavations 184.3.5 Open Drains ------------------------------------------------------------------------ 18

4.4 BEDDING

4.4.1 General ------------------------------------------------------------------------------ 184.4.2 Type A ------------------------------------------------------------------------------ 184.4.3 Type B ------------------------------------------------------------------------------ 184.4.4 Type C ------------------------------------------------------------------------------ 184.4.5 Inspection --------------------------------------------------------------------------- 19

4.5 LAYING

4.5.1 General ------------------------------------------------------------------------------ 194.5.2 Jointing------------------------------------------------------------------------------ 194.5.3 Lifting Holes ----------------------------------------------------------------------- 194.5.4 Bulkheads--------------------------------------------------------------------------- 194.5.5 Spacing------------------------------------------------------------------------------ 20

4.6 BACKFILLING

4.6.1 Inspections-------------------------------------------------------------------------- 204.6.2 Placing & Cover ------------------------------------------------------------------- 20

4.7 DRAINAGE PITS

4.7.1 General ------------------------------------------------------------------------------ 20

4.7.2 Concrete----------------------------------------------------------------------------- 21

4.7.3 Formwork--------------------------------------------------------------------------- 21

4.7.4 Benching ---------------------------------------------------------------------------- 21

4.7.5 Deep Pits ---------------------------------------------------------------------------- 21

4.7.6 Internal Dimensions --------------------------------------------------------------- 21

4.7.7 Grates and Frames ---------------------------------------------------------------- 21

4.7.8 Detention Pits ---------------------------------------------------------------------- 22

4.7.9 Pit Lids ----------------------------------------------------------------------------- 22

4.8 SUBSOIL DRAINAGE

4.8.1 General ----------------------------------------------------------------------------- 22

4.8.2 Trenches ---------------------------------------------------------------------------- 22

4.8.3 Materials ---------------------------------------------------------------------------- 22

4.8.4 Minimum Grade ------------------------------------------------------------------- 23

4.8.5 Bedding ----------------------------------------------------------------------------- 23

4.9 ROOFWATER LINES ---------------------------------------------------------------------- 22

4.10 TOLERANCES------------------------------------------------------------------------------- 23

4.10.1 Pipelines ---------------------------------------------------------------------------- 23

4.10.2 Open Drains ------------------------------------------------------------------------ 23

5. CONCRETE WORKS

5.1 GENERAL ------------------------------------------------------------------------------------ 24

5.2 FOUNDATIONS----------------------------------------------------------------------------- 24

5.3 FORMWORK--------------------------------------------------------------------------------- 24

5.4 MATERIALS --------------------------------------------------------------------------------- 24

5.4.1 Timber------------------------------------------------------------------------------- 24

5.4.2 Concrete----------------------------------------------------------------------------- 24

5.4.3 Reinforcement---------------------------------------------------------------------- 25

5.5 PLACEMENT OF CONCRETE ----------------------------------------------------------- 25

5.6 FINISHING ----------------------------------------------------------------------------------- 25

5.7 CONSTRUCTION/EXPANSION JOINTS ---------------------------------------------- 26

5.8 BACKFILL------------------------------------------------------------------------------------ 26

5.9 KERB AND GUTTER ---------------------------------------------------------------------- 26

5.10 LAYBACKS AND FOOTPATH CROSSINGS ----------------------------------------- 27

5.11 DISH CROSSINGS -------------------------------------------------------------------------- 28

5.12 FOOTPATH CONSTRUCTION----------------------------------------------------------- 28

5.13 TOLERANCES------------------------------------------------------------------------------- 28

6. MISCELLANEOUS

6.1 GUIDE POSTS AND PROTECTION FENCES ---------------------------------------- 30

6.2 FOOTPATH GRADING AND STABILISATION ------------------------------------- 30

6.3 PUBLIC UTILITY CONDUITS AND SERVICES------------------------------------- 30

6.4 DRAW WIRES ------------------------------------------------------------------------------- 31

6.5 STREET NAME SIGNS -------------------------------------------------------------------- 31

6.6 TESTS AND CERTIFICATION----------------------------------------------------------- 31

6.7 WORKS AS EXECUTED PLANS -------------------------------------------------------- 31

6.7.1 Information to be Shown----------------------------------------------------------- 34

6.8 HOARDINGS--------------------------------------------------------------------------------- 35

APPENDIX A ------------------------------------------------------------------------------------------------ 37

APPENDIX B ------------------------------------------------------------------------------------------------ 38

APPENDIX C ------------------------------------------------------------------------------------------------ 39

APPENDIX D ------------------------------------------------------------------------------------------------ 41

Chapter 1. General

Sutherland Shire Council - Civil Works Specification PageJanuary 1996

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1. GENERAL

1.1 STATUTORY REQUIREMENTS AND RELEVANT PUBLICATIONS

It is essential that developers comply with all relevant statutes including the provisions of the Local Government Act 1993, Environmental Planning and Assessment Act, 1979, Clean Waters Act and Soil Conservation Act 1938. It should be noted that where reference is made to a standard or document, the most current edition of that publication should be utilised.

At the time of submission of the Engineering Drawings and/or the Building Application, the applicant shall nominate to Council a Chartered Civil Engineer, with National Professional Engineering Registration 3 (NPER 3) in the construction of civil works, or a Survey Company of Registered Surveyors with “preliminary accreditation” from The Institution of Surveyors NSW Incorporated, to act on the applicant’s behalf in the supervision of all civil & drainage construction covered by this specification. For the purposes of this specification if a Survey Company is engaged to carry out the supervision of civil work covered by this specification then substitute “Surveyor” for “Engineer” throughout the specification. The nominated Engineer, hereinafter known as the Engineer must be available during normal working hours for the duration of the project. As the Engineer will be required on completion of the works to certify that the works have been completed in accordance with the approved plans, specifications and conditions of approval, as well as certify that the Works as Executed plans are a true and correct record of what has been built, he/she will need to supervise sufficient of the works in progress to make such certifications.

Alternatively at the applicant’s request and cost and subject to Council’s agreement, arrangements could be made for Council Engineers to supervise the construction of the civil works and act as the “Engineer” for that section of the work covered by this specification.

It should be noted clearly by all parties that the contractor is contracting to the applicant and not to Council, however the work being done under the provisions of this specification will in most cases become the property of Council and must be of a quality that is to Council’s requirements. It is the responsibility of the Engineer to ensure that all work is carried out in accordance with the approved drawings, specifications and conditions of development and building approval. During construction, the Engineer shall ensure that suitably qualified and experienced staff are employed to construct the works.

It is the responsibility of the Engineer to ensure that a copy of the approved drawings and specifications together with Council’s Civil Works Specification is kept on site at all times.

Prior to commencement of any works the Councils Authorised Officer shall be advised of the imminent commencement of such works.

1.2 INSPECTIONS BY THE AUTHORISED OFFICER

Chapter 1. General


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It should be noted that the random inspections by the Authorised Officer do not relieve the Engineer of his/her responsibility to supervise the work as indicated. Consequently, any defects that develop before the work is finally accepted by the Council will have to be remedied.

The Engineer shall provide all particulars as to the place of manufacture, source of supply and specification of any of the materials to be or being used

1.3 NOTICES TO BE GIVEN BY THE ENGINEER

The Engineer shall give the following notices to the Authorising Officer and comply with the following requirements:

1.3.1 Preliminary Inspection

Prior to commencement of works a preliminary inspection shall be carried out by the Authorising Officer together with the Applicant, Engineer and Contractor.

1.3.2 Final Inspection

After the submission of the "Works-as-Executed" drawing, certification of drainage works and Engineer's written confirmation that all works have been completed, the Engineer shall arrange an inspection in conjunction with the Authorising Officer, Contractor and Applicant where applicable.

1.4 PROVISION FOR TRAFFIC

No public road will be closed or partially closed to traffic for construction without the prior written consent of Council.

The Engineer will ensure that the Contractor complies with the requirements of AS 1742 and AS 1743 for the provision of all necessary signs, barricades, lights and personnel to safely direct vehicles and pedestrians around the site whilst work is in progress and as may be necessary outside working hours. The Contractor is required to leave the work site in a safe and trafficable condition at all times including at night, during weekends and on public holidays.

Signs, lights, barriers and barricades shall be provided by the Contractor generally in accordance with Roads and Traffic Authority (RTA) Form 1002.

If it is found that the Engineer has failed to ensure that the work site is safe, and Council, in the interests of public safety, may carry out works necessary to make the site safe. The Contractor will be liable for all costs incurred by Council in carrying out this work.

Chapter 1. General


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1.5 EXISTING UTILITY SERVICES

During the progress of the works, the Engineer and Contractor shall take every precaution to avoid damage to any utility service within, or adjacent to, the limits of the works and will be held responsible for any such damage caused by them or their agents, directly or indirectly. If, during the conduct of the works, any alteration or damage to existing services is occasioned, it will be the responsibility of the Engineer to make the necessary arrangements for rectification with the appropriate Authority. A written clearance is to be obtained from the relevant Authority prior to the final inspection.

1.6 DAMAGE TO ADJOINING LANDS

Prior to the commencement of work and/or as required by the Approval, the Applicant shall obtain any necessary Easement or rights of entry from adjoining owners for the purpose of carrying out the work. The Applicant or the Applicant's representative(s) shall not commit any act of trespass and shall effectively protect all adjoining properties and owners thereof against any loss, damage or injury that may occur through the carrying out of the works.

1.7 TREE PRESERVATION ORDER

(MADE PURSUANT TO THE ENVIRONMENTAL PLANNING AND ASSESSMENT MODEL PROVISIONS, 1980)

1.7.1 AimSutherland Shire Council's Tree Preservation Order aims to maintain valuable tree canopy and preserve the environmental assets of the Shire, for the benefit not only of the local residents but for all users of the Sutherland Shire area.

1.7.2 Interpretation

For the purpose of this Order, a Tree is defined as being a single trunked plant with a height greater than 3 metres or a spread of greater than 3 metres or a trunk circumference greater than 300 millimetres measured at 450 millimetres above the ground. Also included are multi-trunked trees with individual stem girths of greater than 80 millimetres measured at 450 millimetres above the ground.

1.7.3 Regulations

No tree within the Sutherland Shire shall be removed, cut down, ringbarked, topped, lopped, injured or wilfully destroyed without the prior written consent of the Council.

No person shall substantially alter the soil level around the trunk or within 3 metres of the trunk of a tree to which this order applies, without the prior written consent of the Council.

Chapter 1. General


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1.7.4 Exemptions

Exceptions to the above regulations include trees within the area of, or up to 3.05 metres outside the foundations of buildings approved by Council. This exemption applies for a period of up to 12 months from the date of Building Approval.

The following Declared Species may be removed without Council’s consent: Salix babylonica - Weeping Willow Populus nigra “Italica” - Lombardy Poplar Ficus elastica - Rubber Tree Erythrina indica - Coral Tree Ligustrum lucidum - Large leafed Privet Toxicodendron succedneum - Rhus Tree Cinnamomum camphora - Camphor Laurel Schefflera actinophylla - Umbrella Tree All Citrus, Stone and Pome Fruit Trees

All enquiries or correspondence concerning the TREE PRESERVATION ORDER should be directed to the Sutherland Shire Council’s Engineering Division. Any person contravening this Order, under the provisions of Section 8 of the Environmental Planning and Assessment Model Provisions, 1980 shall be liable for prosecution.

NOTE: By resolution the Council forbids the planting of Salicaceae (Willow Trees) within 15.0 metres of any Council Drainage Easement.

1.8 EROSION AND SEDIMENT CONTROL

1.8.1 General

This section applies to existing/proposed public areas. Where shown on the approved drawings, erosion and sediment controls in accordance with the Department of Conservation and Land Management publication "Urban Erosion and Sediment Control" or the NSW Department of Housing publication "Soil and Water Management for Urban Development" are to be implemented prior to the commencement of any works. Guidelines as to appropriate measures can be obtained from the "Urban Erosion and Sediment Control" Field Guide produced by the Department of Conservation and Land Management

These controls are to be constructed and maintained in a satisfactory working order throughout the period of construction, or until stabilisation works have been carried out to the satisfaction of the Engineer. Attention is drawn to the provisions of the Clean Waters Act with regard to the potential deposition of sediments into natural waterways. Those responsible for such occurrences breach the Clean Waters Act.

Attention is drawn to the Rivers and Foreshores Improvement Act which requires a permit (3A Permit) to be obtained from the Department of Water Resources or the Public Works Department for works within 40 metres of a watercourse or body of water.

Chapter 1. General


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The operation of plant and equipment, and storage of any materials including spoil outside the approved works area is prohibited, since retention of natural vegetation is the most effective mechanism to control surface erosion.

Where fire hazard reduction is required by the Fire Control Officer, or it is necessary to remove rubbish from areas outside of the work areas, only rubber tyred plant shall be used.

1.8.2 Sediment control devices

(a) Filter dams are to be constructed at all drainage outlets within the site. These dams shall be constructed as detailed on the approved drawings. The storage capacity of these structures shall be determined at 240 m3/ha of upstream catchment.

(b) During the course of construction of the pipeline or associated earthworks a filter surround is to be provided to any inlet to the piped drainage system.

(c) Permanent silt traps where shown on the approved drawings are to be constructed and maintained to the Engineers' satisfaction at all times.

(d) Silt fences shall be constructed in accordance with standard drawing No 10024 around all disturbed areas, stockpiles and as directed by the Engineer.

1.8.3 Revegetation

The following measures are to be implemented as standard procedures:

1. Exposed Cut and Fill Batters and all Denuded Areas.

(a) Application of 50 mm thickness of topsoil.

(b) Seeding and fertilising in accordance with Appendix A.

(c) Hay mulching at 0.5 kg/m2. Where slopes exceed 10%, more intensive treatment such as jute meshing or turfing may be required, as directed by the Engineer.

(d) Application of bitumen emulsion spray, on a 50% water 50% slow breaking anionic emulsion mixture, applied at a rate of 0.25 litres/m2.

(e) Regular watering of the areas until growth is well established.

Chapter 1. General


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(f) Should revegetation not be successful, further treatment will be required as directed by the Engineer.

(g) Street tree species shall be in accordance with Council's Urban Tree Policy and installed at a minimum 35 litre stock size with two 50 x 50 mm hardwood stakes for protection/support. Refer Appendix B.

(h) Other species for revegetation shall be to the satisfaction of the Engineer. Refer Appendix C for a guideline species list.

1.9 MATERIALS

Materials and workmanship shall be to the Engineer's satisfaction and unless otherwise specified, shall conform to such standard specifications issued by the Standards Association of Australia as may be applicable.

Where required by the Engineer, samples of materials shall be submitted for the approval of the Engineer and supplies shall not be delivered to the site until approval has been given. At any time, independent testing of a material may be required.

1.10 STRUCTURAL DESIGNS FOR WORK WITHIN PUBLIC AREAS

The design and specification for all load carrying structures shall be prepared by a Chartered Civil Engineer, with NPER 3 registration in structural design.

On completion of the construction of the structure, the Engineer shall provide certification to Council that the structure has been constructed in accordance with the designs. This certificate shall form part of the Works-as-Executed requirements. See Section 6.8.

1.11 RETAINING WALLS

Any wall in excess of 0.6m high shall be designated as a load carrying structure and shall be designed by a Chartered Civil Engineer with NPER 3 registration in structural design.

1.12 SAFETY

The Engineer shall ensure that the contractor complies with all requirements of the Workcover Authority of NSW. The owner or contractor shall take out a Public Risk Insurance Policy with a minimum cover of $5 million in relation to the occupation of and works within Council's property. The policy is to note Council as an interested party.

The Engineer shall ensure that the site is safe at all times and that the public is not put at any risk as a consequence of the construction process.

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1.13 BLASTING/EXPLOSIVES

The use of explosives is prohibited within Sutherland Shire.

1.14 ROCK BREAKERS/HAMMERS

The use of any pneumatic breaking or hammering device is NOT permitted for the excavation of bedrock material within 10 metres of existing dwellings or structures.

1.15 WORKING HOURS

Work shall only be carried out on site during the hours as nominated by the Environmental Protection Authority.

1.16 TRANSPORTATION OF MATERIAL

Any transportation of earth, sand, road construction material, loose debris and any loose materials to or from the site will be in a manner that will prevent the dropping of material on surrounding streets. Load covers are to be used at all times.

Haulage routes to or from the site will be subject to approval by the Authorising Officer prior to the commencement of work. The Engineer will ensure these haulage routes are used. Damage to roads by trucks serving the site will be repaired at no cost to Council.

1.17 SURVEY MARKS

Adequate precaution is to be taken to protect and preserve any survey mark relative to or affected by the development. The Applicant will be responsible for the subsequent replacement of marks by a Registered Surveyor. An appropriate plan of survey showing the relocated marks will be provided by the Surveyor and lodged with the Surveyor General's Office in accordance with the Survey Practice Regulation 1990 in the case of State Survey Marks.

THIS SPACE INTENTIONALLY LEFT BLANK

Chapter 2. Earthworks

Sutherland Shire Council - Civil Works Specification Page January 1996

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2. EARTHWORKS

2.1 CLEARING

For the full width of the road construction except as provided below, all trees, stumps, roots and scrub shall be removed completely together with all lying, fallen and buried timber and rubbish of every description.

Grub holes shall be left open for inspection by the Engineer and when instructed by the Engineer shall be filled with approved material and consolidated.

During the clearing, care shall be taken not to disturb any bench mark, survey or level peg. Should any of these marks be disturbed or removed, they shall be reinstated at no cost to Council.

A Tree Preservation Order as specified in Section 1.7 of this document is in force and therefore trees affected by any part of the works shall not be removed except as may be necessary in connection with road or drainage works, as specified herein.

Trees which, in the opinion of the Engineer, are considered to be dangerous or may damage any part of the road, proposed road or public place, drainage structure or any public utility installation, or may affect visibility, shall be removed or trimmed as directed by the Authorising Officer.

All dead trees, dead limbs and branches or Declared Species within the works shall be removed to the satisfaction of the Engineer.

Topsoil is to be stripped from the approved works area, stockpiled and replaced upon the disturbed areas at the completion of construction. All denuded areas are to be treated as detailed in Section 1.8.3.

2.2 VEGETATION PROTECTION

Prior to and during any construction works the roots, trunks and branches of all vegetation to be retained shall be protected from pollutants, machinery, chemical and fuel spillage, compaction of surrounding soils, level changes within the 'drip line', stockpiling of spoil and stockpiling of building materials. Protection fencing of such vegetation shall be undertaken to the satisfaction of the Engineer. Vegetation is to be left undisturbed outside the approved works area.

2.3 UNSTABLE AREAS/UNSUITABLE MATERIAL

Where, in the opinion of the Engineer, any underlying material is deemed to be unsound, the whole of that material shall be removed so as to provide a sound subgrade for the roadworks.



9

Where the site is composed of geologically unstable materials, a full geotechnical investigation and report will be required. The Engineer is to ensure that the area is stabilised and certification is provided by a National Association of Testing Authorities (NATA) registered laboratory that the area is stable.

2.4 FORMATION

The full width of the road shall be formed so that the finished surface complies in all respects with the grading and cross-sections shown on the approved drawings and to the specified tolerances.

Where necessary, cut and fill batters to regain existing surface levels shall be in accordance with Sections 2.6 and 2.7.

2.5 SITE FILLING/GRADING

Where excavation or filling is proposed, provision is to be made to ensure that no ponding occurs. All organic matter, rubbish or otherwise unsuitable materials shall be removed prior to the placement of filling. Material used for filling shall be uniform in classification, well graded, coarse, granular and free draining.

The material shall be spread and compacted in maximum 150 mm layers to obtain 95% of the optimum dry density established by Australian Standard AS 1289. The degree of compaction shall be determined and certified by a (N.A.T.A.) registered laboratory.

2.6 CUT

All cut batters shall be finished to the satisfaction of the Engineer, however in general cut batters shall be neatly trimmed to the following maximum slopes:

(i) Sand: One Vertical to Three Horizontal (1:3)

(ii) Non-cohesive soils other than sand:Two Vertical to Three Horizontal (2:3)

(iii) Cohesive soils, where:(a) Depth of cut greater than 3m;

to be determined by a Geotechnical Engineer using a safety factor of 1.5

(b) Depth of cut less than 3 m: One Vertical to Two Horizontal (1:2)

(iv) Shale, jointed, laminated or soft rock: One Vertical to One Horizontal (1:1)



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(v) Massive rock: Four Vertical to One Horizontal (4:1)

Batter pegs shall be placed at the top of all cuts prior to the commencement of the work.

Any soft or yielding material shall be removed and replaced with approved material and compacted in accordance with Section 2.4

Where batters are proposed to be grassed or seeded, a maximum slope of One Vertical to Eight Horizontal (1:8) is required for maintenance purposes.

2.7 FILL

All fill batters shall be finished to the satisfaction of the Engineer, however in general fill batters shall be neatly trimmed to the following maximum slopes:

(i) Sand: One Vertical to Three Horizontal (1:3)

(ii) Non-cohesive soils other than sand: One Vertical to Two Horizontal (1:2)

(iii) Cohesive soils where:

(a) Depth of fill greater than 2 m: One Vertical to Two Horizontal (1:2) for the bottom 2m with One Vertical to Three Horizontal (1:3) for the remainder . (Alternatively, a suitable slope may be designed by a Chartered Civil Engineer, with National Professional Engineering Registration 3 (NPER 3) in the area of geotechnical engineering:

(b) Depth of fill less than 2 m: One Vertical to two Horizontal (1:2).

(iv) Selected rock filling: One Vertical to One Horizontal (1:1).

(v) Stacked rock walls exceeding one Vertical to one Horizontal (1:1) slope must be designed by a Chartered Civil Engineer, with National ProfessionalEngineering Registration 3 (NPER 3) in the area of geotechnical engineering and/or structural design accordance with Section 1.10.

Fill in batters shall be compacted to not less than 95% of the optimum dry density as determined by AS 1289.

All fill shall be uniformly compacted in maximum 150 mm layers.Where batters are proposed to be grassed or seeded, a maximum slope of One Vertical to Eight Horizontal (1:8) is required for maintenance purposes.

Chapter 3. Roadworks


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3. ROADWORKS

3.1 BOXING AND SUBGRADE

The excavation shall extend to the depth and width detailed on the approved plans and shall be graded parallel to the finished surface of the pavement.

Where jointed, laminated, floating rocks or the like exist at the subgrade level, further excavation shall be undertaken to the satisfaction of the Engineer. All footpath areas in rock strata are to be ripped to a minimum depth of 0.5 m below design finished surface levels.

3.1.1 Subgrade Stabilisation

Permission to construct a stabilised Subgrade will only be given where, in the opinion of the Engineer, the Subgrade soil lends itself to this type of construction. Reference is made to the SSROC specification "TENDER ROAD MAKING MATERIALS".

3.1.2 Subgrade Compaction

The Subgrade shall be uniformly compacted to not less than 100% of the maximum dry density (standard) as determined by AS 1289, unless otherwise specified on the approved pavement design. Kerb and gutter is to be regarded as part of the road pavement in this context and the foundation compacted to the same degree.

The completed Subgrade will be required to withstand, to the satisfaction of the Engineer, a physical wheel load test using a vehicle suitably loaded to impose a 10 tonnes axle load, before the placement of any pavement material.

Certification will be required to cover the consolidation and the finished surface level of the Subgrade. The number and location of compaction tests shall be as specified by the Geotechnical Engineer or as directed by the Engineer. The tolerance on the finished surface level of the Subgrade shall be: Plus 15 mm, Minus, no limit. Upon completion of the Subgrade, all compaction certificates and related documents from consulting soils, geotechnical engineers and/or NATA registered laboratories shall be submitted to Council prior to the placement of the pavement.

3.2 PAVEMENT

3.2.1 General

The road pavement shall be constructed on the Subgrade, to give a total minimum specified thickness after consolidation complying with the tolerance limits set out below. The pavement shall extend a minimum of 100mm beyond the back of the kerb and gutter and/or the approved width of the centre seal.

The Subgrade and each layer of the pavement shall be finished to a smooth surface conforming to the design and the relevant tolerance.



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The applicant shall arrange a N.A.T.A. registered laboratory to undertake Subgrade tests to determine design pavement thicknesses based upon methods detailed in:-

1. For traffic loadings up to 106 ESA - ARRB REPORT NO. 41 - "A Structural Design Guide for Flexible Residential Street Pavements" (FIGURE 7).

2. For traffic loadings greater than 106 ESA - R.T.A. M.R. FORM NO. 76 OR the "AUSTROADS Guide to the Structural Design of Road Pavements" (NAASRA 1987).

The traffic loading criteria will be as follows:-

CLASSIFICATION DESIGN Equivalent Standard Axles (E.S.A.)

Cul-de-sac 5 x 104

Local Street 1 x 105

Collector Road 5 x 105

Distributor Road 1 x 106

Industrial Road 5 x 106

The minimum pavement thickness shall be:-

(a) Sub-base course - 125 mm(b) Base course - 100 mm(c) Surface course - 30 mm or 40 mm using 2 layers of 20

mm thick 10 mm asphaltic concrete

The tolerance on the completed pavement thickness shall be:

(i) Total thickness - Plus no limit, Minus 15mm(ii) Sub-base - Plus 25 mm, Minus 15mm(iii) Base course - Plus no limit, Minus 15mm(iv) Surface course - Plus 10 mm, Minus Nil

3.2.2 Sub-Base

Where a Sub-Base is required, it shall consist of the minimum compacted thickness approved by the Engineer. The Sub-Base material shall satisfy the requirements for a class DGS 20 or DGS 40 material as specified in RTA Form No. MR744 or recycled concrete in accordance with SSROC specification "TENDER ROAD MAKING MATERIALS". The Sub-Base material shall be spread uniformly on the Subgrade by a suitable machine.



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If an alternate sub-base material is proposed, the results of tests carried out on the material by a NATA registered laboratory shall be submitted to Council six (6) weeks before the commencement of work.

The test required are mechanical analysis, atterburg limits, 4-day soaked CBR (modified compaction) all as per AS1289. The proposed material should comply with the following requirements:-

Maximum Nominal Aggregate Size - 75mmLiquid Limit - < 30Plasticity Index - < 104 Day Soak CBR - > 50

If Council approves the use of an alternate sub-base material, the Engineer may direct that the Contractor supply further test results of samples taken from the field during construction.

If the Subgrade material should become mixed with the Sub-Base material, the whole of the affected area shall be cleared of Sub-Base material, the Subgrade reshaped and re-prepared, and fresh Sub-Base material used. The affected area shall be filled and consolidated uniformly and satisfactorily, to conform with the surroundings.

Any damage to the Subgrade shall be made good prior to the placement of the Sub-Base or pavement material.

Sub-Base material shall not be spread on a Subgrade having a moisture content greater than optimum.

Immediately after spreading, the material shall be uniformly compacted to not less than 100% of the maximum dry density (standard) obtainable in A.S. 1289. Compaction certificates will be required to cover the consolidation of the Sub-Base. The number and location of compaction tests shall be as specified by the Geotechnical Engineer or as directed by the Engineer.

The completed Sub-Base will be required to withstand, to the satisfaction of the Engineer, a physical wheel load test using a vehicle suitably loaded to impose a 10 tonnes axle load. This test shall be undertaken before the placement of the base course.

The compaction shall begin at the sides and progress towards the centre, being executed parallel to the centre line of the roadway, uniformly lapping each preceding track and thoroughly covering the entire surface.

The finished surface shall be graded and trimmed to result in a surface parallel to the design finished surface of the road.

Upon completion of the Sub-Base, all compaction certificates from a NATA registered laboratory shall be submitted to Council prior to placement of the Base Course.



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3.2.3 Base Course

Except as specified in S.3.2.3.1., all Base Course material shall be in accordance with the SSROC document "TENDER ROAD MAKING MATERIALS".

The material shall not be placed until the Sub-Base Course has been approved in accordance with the requirement of Section 3.2.2. The material shall be spread in layers, without segregation in a manner approved by the Engineer, compacted in a thickness of not more than 150 mm and not less than 70 mm with suitable compaction equipment as determined by the Engineer.

Any disturbed area of the Sub-Base shall be replaced and that area compacted and finished in accordance with this Specification.

Each course shall be compacted to not less than 98% of the maximum dry density (modified) obtainable in A.S. 1289 unless otherwise specified on the approved pavement design. The number and location of compaction tests shall be as specified by the Geotechnical Engineer or as directed by the Engineer.

The compaction shall begin at the sides and progress to the centre, being executed parallel to the centre line of the roadway, uniformly lapping each preceding track and thoroughly covering the entire surface.

The completed Base Course will be required to withstand, to the satisfaction of the Engineer, a physical wheel load test using a vehicle suitably loaded to impose a 10 tonnes axle load. This test shall be undertaken before the placement of the Surface Course.

Upon completion of the Base Course, all compaction certificates from a NATA registered laboratory shall be supplied to the Engineer prior to placement of the Surface Course. These certificates are to be submitted to Council at the ‘Final Inspection’.

Where directed by the Engineer, the Base Course shall be protected from scour by the placement of cold mix deflectors or sand bags.

3.2.3.1 Deep Lift (AC28)

The use of deep lift pavement shall be in accordance with the SSROC document "Tender Road Making Materials". The construction of roundabouts and other high pavement stress areas shall be in deep lift.



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3.2.4 Surface Course

The supply and laying of asphaltic concrete shall be generally in accordance with the SSROC document "TENDER ROAD MAKING MATERIALS"

In all new subdivision roads, two layers of asphaltic concrete each of 20mm compacted thickness shall be laid, with the application of a bitumen tack coat in accordance with the SSROC document "TENDER ROAD MAKING MATERIALS" prior to the laying of the first course. For industrial subdivisions, the thickness of asphaltic concrete is to be a minimum 50mm, comprising two (2) layers each of 25mm. In all other road construction a single layer of 30mm compacted thickness shall be laid.

The final layer of asphaltic concrete shall not be laid until the placement of all services has been completed.

All necessary precautions shall be taken to prevent bituminous materials entering gratings or drainage outlets. During spraying and spreading operations, hydrant boxes, sewer manholes and the like shall be adequately protected with sand or other approved material. Immediately on completion of spreading, all such fittings shall be adequately cleaned off and left in a satisfactory condition.

The finished surface level at any point of the asphaltic concrete shall be:

(i) Corrective course: Plus Nil, Minus 10mm(ii) Wearing courses: Plus 10mm, Minus Nil

Grading in any direction over 3m or less:

(i) Corrective course: Plus 20mm, Minus 20mm(ii) Wearing course: Plus 10mm, Minus 10mm

Grading in any direction over more than 3m:

(i) Corrective course: Plus or Minus 20 mm per 3m (ii) Wearing course: Plus or Minus 20 mm per 3 m

Chapter 4. Drainage


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4. DRAINAGE

4.1 GENERAL

This specification relates specifically to works within the following areas:- Road Reserves, Pathways and Public Reserves.- Drainage Easements and Drainage Reserves.- Stormwater detention facilities.

This section provides for the excavation and backfilling of trenches, the supply, laying and jointing of reinforced concrete, hot dipped galvanised mild steel hollow sections, reinforced concrete box culverts and the construction of associated drainage structures.

The use of other pipe types will be considered by Council provided full test results and specifications are submitted a minimum twenty-eight (28) days prior to the submission of Engineering and/or drainage plans.

Notwithstanding the extent of the drainage shown on the approved drawings, Council may require additional drainage works to be constructed up to the release of the Linen/Strata Plan of subdivision.

One type of pipe only shall be used in constructing or extending any culvert or pipeline section, or between any two structures.

4.2 MATERIALS

4.2.1 Reinforced Concrete Pipes

Reinforced concrete pipes shall conform to A.S. 4058 Precast Concrete Drainage Pipes for classes 1, 2, 3 & 4. All concrete pipes shall be spigot and socket type and be fitted with rubber joint rings. The pipes are to be of the class specified on the approved drawings.

4.2.2 Mild Steel Hollow Section

All sections shall conform to AS1250 and be hot dipped galvanised. All joints and cuts shall be welded then hot dipped galvanised as in Section 4.2.8.

4.2.3 Precast Box Culverts

Precast box culverts shall conform to the requirements of load tests and water absorption test as specified in A.S. 1597 - Part 1, and to the general requirements of the R.T.A.

Chapter 4. Drainage


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4.2.4 Concrete

Concrete used for structures shall have a 28 days compressive strength of 20 MPa when tested in accordance with A.S. 1012. All concrete shall be ready-mixed concrete and conform to the requirements of R.T.A. Specification No. 1202.

4.2.5 Reinforcement

Reinforcement used in structures shall be mild steel conforming to A.S. 1302, hard-drawn steel reinforcing wire conforming to A.S. 1303 or hard-drawn steel wire fabric conforming to A.S. 1304, free from scale, oil or other foreign matter.

4.2.6 Rubber Rings

Rubber rings shall conform to A.S.1646 for all pipe types used within the public road.

4.2.7 Gratings, Frames, Etc.

Cast-iron gratings, frames and other fittings are to conform to the requirements of A.S. 1830.

Galvanised gratings and frames in roads are to be of R.T.A. standard, and tested by a NATA registered laboratory to a single wheel loading of 10 tonnes.

4.2.8 Galvanising

Gratings, frames, bolts and roofwater converters and other exposed mild steel components of drainage structures are to be hot dipped galvanised in accordance with A.S. 1650.

4.3 EXCAVATIONS

4.3.1 Trenches

Trenches for pipelines shall be parallel with the design invert of the pipe and excavated as necessary to provide the required bedding conditions. Trenches shall be excavated in accordance with the relevant manufacturers guidelines and specifications.

4.3.2 Foundation Material

If the Engineer considers that the undisturbed foundation material in the trench is insufficiently firm, it shall be compacted to not less than 95% of the maximum dry density as determined by A.S. 1289. Any soft or unsound material shall be removed and replaced with sound material compacted to the above requirements.

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4.3.3 Filled Ground

If pipes are to be laid in filled ground, the fill shall be compacted to not less than 95% of the maximum dry density as determined by A.S. 1289, the trench shall be excavated into the compacted fill, the pipes laid and the trench backfilled in accordance with the manufacturers specification.

4.3.4 Rock Excavations

Rock excavation for pits shall be neatly excavated to form a bed for the concrete, and shall be thoroughly scraped, cleaned and roughened. Soil foundations shall be excavated neatly from the solid material. All soft or unsound material shall be removed and replaced with sound material compacted to not less than 95% of the maximum dry density as determined by A.S. 1289.

4.3.5 Open Drains

Open drains shall be excavated to the cross-section and grade as specified on the approved Engineering Drawings, and stabilised to prevent scour.

4.4 BEDDING

4.4.1 General

The bedding type shall be as indicated on the approved drawings, as directed by the Engineer or as detailed in the manufacturer's specification and shall be installed as shown on the standard drawings. Bedding shall conform to the following types:-

4.4.2 Type A

Type A bedding shall comprise a continuous unreinforced concrete cradle of monolithic cross-section. Concrete shall have a compressive strength of not less than 15 MPa after 28 days.

4.4.3 Type B

Type B bedding shall comprise compacted granular material having a high permeability and high stability when saturated, free from organic material and coarse material retained on a 2.36 mm sieve.

4.4.4 Type C

Type C bedding shall comprise in-situ granular material having a high permeability and high stability when saturated and free from organic material and coarse material retained on a 2.36mm sieve.

Chapter 4. Drainage


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4.4.5 Inspection

Pipe bedding material shall not be placed until the trench has been inspected by the Engineer who, if satisfied with the excavation, shall indicate that the bedding material may be placed.

4.5 LAYING

4.5.1 General

All pipelines shall be laid and jointed accurately to the alignment, grade and level shown on the approved drawings. Minimum permissible pipe grade shall be 1.0%. All pipes shall be laid so that the pipe barrels and box drain bases have solid bearing throughout their length. Where drainage lines cross a road carriageway, subsoil drainage lines shall be installed in the trench below the drainage line invert on both sides of the pipe. A subsoil drain of minimum 3.0 m length shall be laid upstream from all drainage pits.

All pipes shall be set out and laid so that the centrelines of intersecting pipes, in plan view, coincide with the downstream pit face.Unless otherwise approved, laying shall commence at the low points of the drainage line and proceed uphill, with the spigot end of the pipe located downstream from the socket end.

4.5.2 Jointing

All concrete pipes shall be fitted with rubber joint rings installed to the manufacturer's specifications. The ring shall be placed in position and the spigot forced home to its full length without twisting or displacing the ring from the joint. If the rubber ring is twisted or displaced, the pipes are to be separated and rejoined.

Jointing of precast box culvert units shall be carried out to the satisfaction of the Engineer and in accordance with the manufacturer's specification.

4.5.3 Lifting Holes

All concrete pipes fitted with lifting holes shall be adequately plugged prior to backfilling to prevent the penetration of backfill material in accordance with the manufacturer's specification.

4.5.4 Bulkheads

Where the grade of a pipeline exceeds 16% or where directed by the Engineer, bulkheads shall be constructed at each pipe joint, or at maximum 3.0m intervals. The bulkheads shall be as detailed in Council's Standard Drawing No.10014.

Chapter 4. Drainage


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4.5.5 Spacing

The distance between pipes in multiple pipelines shall be at least one-third the external diameter of the pipe, or 300 mm, whichever is the greater.

4.6 BACKFILLING

4.6.1 Inspections

Prior to any backfilling being placed, the drainage lines shall be inspected by the Engineer who, if satisfied, shall indicate that backfilling may proceed.

4.6.2 Placing & Cover

Backfill shall be placed as shown on the standard drawings and shall be carefully consolidated by suitable mechanical means. Backfill shall be compacted to not less than 95% of the optimum dry density as determined by AS1289.

Where drainage lines are laid wholly or in part under the kerb and gutter or pavement, the trench shall be backfilled with clean filling sand placed and compacted in layers not exceeding 300 mm up to the Subgrade level of the pavement. The filling sand shall then be flooded with water and compacted by means of a pencil vibrator.

All pipes within trafficable areas shall have a minimum cover of 450 mm, unless otherwise specified by the manufacturer or where a cover of structurally designed reinforced concrete is detailed on the approved drawings. The cover to box culverts shall be determined by the design load as approved by Council or as specified by the manufacturer. Consideration should be given to construction loading in determining minimum pipe cover.

Outside trafficable areas, selected material, having a maximum particle size of 50 mm, at least 60% retained on a 2.36 mm sieve and a plasticity index of not more than 12 as determined by A.S. 1289, shall be placed above the fill sand extending to finish surface level.

4.7 DRAINAGE PITS

4.7.1 General (See also S.5 - Concrete Works)

1. Drainage pits shall be constructed in steel reinforced concrete to the levels and locations indicated on the approved drawings. All pits shall be constructed to finish flush with design surface levels, and shall conform with the details shown on the standard drawings.

2. Pits are to be provided at all changes in grade and/or direction.

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4.7.2 Concrete

Concrete used in pits shall be placed in the formwork in horizontal layers without segregation of the aggregate and shall be compacted by vibrating.

4.7.3 Formwork

Formwork used for the internal faces of pits shall be unyielding, and retain the concrete to the shape and location shown on the standard drawings. Where concrete is to be placed in earth excavation, forms shall be provided for all vertical faces.

Concrete shall not be placed until the Engineer has inspected the formwork and the base of the pit, and directs that pouring may proceed.

Upon removal of the formwork, all voids, holes and rough surfaces shall be repaired by removing the defective sections and replacing with stiff cement mortar and brought to an even surface with a wooden float. If the defective section extends for the entire wall thickness of the structure, a repair scheme shall be prepared by the Contractor and submitted for approval by the Engineer prior to its implementation.

4.7.4 Benching

Mass concrete benching shall be provided in the floor of the pit to half pipe section as shown on the standard drawings or as directed by the Engineer.

4.7.5 Deep Pits

Where the depth of the pit exceeds 2.0 m, it shall be structurally designed. Where the depth of the pit equals or exceeds 1 m, it shall be provided with hot dipped galvanised steel step irons in accordance with details shown on the standard drawings.

4.7.6 Internal Dimensions

Pits shall be constructed in accordance with the standard drawings. Internal dimensions shall be 600mm x 600mm. Internal pit dimensions shall be determined using the following criteria:(i) Geometry of pipe system(ii) Pit depth(iii) Pipe sizes.

4.7.7 Grates and Frames

Grates and frames shall be fabricated from either cast iron or hot dipped galvanised mild steel in accordance with Sections 4.2.7 and 4.2.8 of this specification. Grates and frames shall be installed in accordance with the standard drawing or as directed by the Engineer. All frames are to be embedded into the surrounding concrete and

Chapter 4. Drainage


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finished flush with the design finished surface levels of the pits or grated trench drains.

4.7.8 Detention Pits

All pits in detention areas shall be provided with trash racks.

4.7.9 Pit Lids

Pit lids greater than 600mm x 600mm shall be structurally designed.

4.8 SUBSOIL DRAINAGE

4.8.1 General

Subsoil drainage shall be provided at the locations shown on the approved drawings, on the high side of all roads, in drainage trenches as detailed in Section 4.5.1., or at any other location as directed by the Engineer.

The subsoil drain shall be connected into the stormwater drainage system as detailed in the standard drawings or as directed by the Engineer.

A flushing connection is to be provided at the upstream end of all lines and at maximum intervals of 30 m along each line. Such connections are to be brought up to the finished surface level and capped as detailed on the standard drawings.

4.8.2 Trenches

The subsoil drain shall be constructed as indicated in the standard drawings. Trenches shall be at least 300 mm wide and extend at least 500 mm below the Subgrade level or 150 mm into solid rock. Undrained depressions greater than 20 mm deep in the trench floor are to be backfilled with approved materials.

4.8.3 Materials

The trench is to be fully lined with geotextile fabric and backfilled with a single size aggregate with a nominal size of between 10 mm and 40mm. The use of clean, recycled one size aggregate is permitted. A 100 mm nominal diameter corrugated flexible slotted PVC pipe is to be laid 50 mm above the bottom of the trench.

The fabric shall be folded over full width at the top and all joints shall be lapped a minimum of 300 mm.

Under pavements, the filter material shall extend to the level of the Sub-Base Course.

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Where the subsoil line is laid in a stormwater line trench, the slotted PVC pipe shall be wrapped or enclosed in filter materials to prevent backfill material entering the pipe.

4.8.4 Minimum GradeThe minimum grade of the subsoil line shall be 1%.

4.8.5 Bedding

Where subsoil trenches are located in areas of pervious sub-grade of fragmented material, the bottom of the trench shall be lined with a suitable plastic membrane returned a minimum of 300 mm up each side of the trench.

The piping shall be laid on a bedding at least 50 mm thick.

4.9 ROOFWATER LINES

Where roofwaters are to be discharged directly to the road through roll-top kerb, a precast transition section shall be provided (See Section 5.9).

4.10 TOLERANCES

4.10.1 Pipelines

The tolerance in invert levels of the pipelines shall be:

(i) Finished level of the invert: Plus 15mm, Minus 15mm, provided that no point is higher than any invert level upstream and the resultant grade is not less than 1%.

(ii) Other dimensions: Plus 25mm, Minus 25mm.

4.10.2 Open Drains

Earth:-The tolerances shall be:

(i) Depth: Plus 75mm, Minus Nil provided the resultant grade is not less than 1%

(ii) Width of any part of the cross-section:Plus 100mm; minus Nil.

Chapter 5. Concrete Works


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5. CONCRETE WORKS

5.1 GENERAL

This section of the specification covers the construction of concrete pavements, kerb and gutter (including machine laid), drainage structures, vehicular footpath crossings, footpaths and dish crossings.

5.2 FOUNDATIONS

The Subgrade shall be formed at the required depth below the finished surface of the concrete, in accordance with the dimensions and design shown on the approved drawings, and the standard drawings.

The Subgrade shall be compacted to the degree specified in Section 3.1.2. All soft or unsound material shall be removed and the Subgrade shall be compacted to not less than 100% of the maximum dry density as determined by A.S. 1289.

5.3 FORMWORK

Formwork shall be so designed and constructed that it may be removed without damaging the concrete and shall be built true to line and braced in a non-yielding manner. The formwork shall be clean, mortar tight and, if necessary, shall be thoroughly soaked with water to close shrinkage cracks.

The interior surface shall be adequately oiled to ensure non-adhesion of the concrete. The formwork shall not be removed sooner than twelve (12) hours after concrete has been placed and in no case shall the formwork or shoring be removed until the concrete has acquired sufficient strength to support its own weight.

5.4 MATERIALS

5.4.1 Timber

All timber used for exposed surfaces shall be dressed, finished to true size and, with the exception of bending boards, have a minimum thickness of 50 mm. Formwork is to be provided at all vertical faces including a board for the 25 mm step for vehicular crossings. No concrete shall be poured until the formwork and reinforcement have been inspected and approved by the Engineer.

5.4.2 Concrete

Ready mixed concrete shall be used and shall comply with the requirements of Australian Standard No. 1379 and R.T.A. Specification No. 1202. The minimum design compressive strength shall be 20 MPa at twenty eight (28) days with a slump ranging between 25mm and 75mm.



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Concrete Batch and Test certificates shall be submitted to the Engineer as and when required. Copies of the certificates are to be provided to Council at the ‘Final Inspection’.

5.4.3 Reinforcement

Steel reinforcement shall be mild steel conforming to either AS 1302, AS 1303 or AS 1304, as applicable. It shall be free from mill scale, grease, tar, paint, oil, mud mortar, or any other fine substance and shall be true to size. If, in the opinion of the Engineer, the steel has more than a thin film of rust it shall be rejected.

Reinforcement shall be secured against displacement due to the flow and working of the concrete, tied with suitable wire at the design lap lengths and supported at the design cover depth.

5.5 PLACEMENT OF CONCRETE

The concrete shall be deposited in the forms without segregation of the aggregates and shall be compacted by continuous use of suitable vibrators. Care shall be taken to fill every portion of the forms and to ensure a smooth surface to the concrete. The concrete shall be forced under and around the reinforcement without the reinforcement being displaced. Exposed surfaces shall be screeded and finished with a float to the design levels and grades in accordance with the standard drawings with corners and edges rounded. Concrete shall not be disturbed after it has been in the forms for ten (10) minutes.

5.6 FINISHING

After removal of the forms, any rough or porous sections shall be repaired with a 2:1 cement mortar mix. The exposed surfaces shall then be rubbed until all form marks are removed, leaving the surfaces plain, smooth and uniform in colour and appearance.

For at least three (3) days or as specified after removal of the forms, the concrete shall be cured to prevent rapid drying out. Exposed surfaces shall be protected from rain, etc., until hardset has taken. For a period of at least ten (10) days after placement, the work shall be adequately protected from damage and under no circumstances shall work be loaded until the design strength has been obtained.

Where an exposed aggregate finish is specified, ready-mixed concrete utilising washed river gravel in lieu of other coarse aggregate shall be used. After pouring the concrete, and attaining initial set, the upper layer of mortar shall be washed off and rolled to achieve a well bound surface of coarse aggregate.

5.7 CONSTRUCTION/EXPANSION JOINTS

The placement of concrete in any section of the work shall be carried on continuously until that section is completed, provided that in the event of unforeseen circumstances



26

preventing this, a construction joint to provide adequate strength shall be made. Before fresh concrete is placed against hardened concrete at a construction joint, the surface of the hardened concrete shall be thoroughly roughened and cleaned so that all loose or soft material, foreign matter and all laitance are removed. Immediately prior to the placement of fresh concrete, the surface shall be coated with a layer of neat cement paste or cement mortar consisting of two (2) parts of sand to one (1) part of cement; the layer shall be brushed into the concrete surface and shall not be allowed to dry out.

5.8 BACKFILL

After removal of the forms, but no sooner than three (3) days after pouring, the space between the concrete and the surrounding surface shall be refilled with sound material which shall be thoroughly compacted in even layers, no greater than 150 mm thick, the whole being left in a clean and tidy condition.The maximum batter slope shall be One Vertical to fourteen Horizontal (1:14).

5.9 KERB AND GUTTER

Kerb and/or kerb and gutter, shall be constructed in accordance with the approved drawings to the dimensions detailed on Standard Drawing No. 10012. Kerb ramps shall be constructed at all intersections to the dimensions detailed on Standard Drawing No.10009.

Unless otherwise approved by the Engineer, all kerb or kerb and gutter shall be constructed utilising a standard die-pneumatic moulding machine. The machine shall achieve a minimum density of the in-situ concrete of 2,240 kg per cubic metre.

Where indicated on the drawings, drainage holes shall be provided through the full thickness of the kerb as shown on the Standard Drawings 10012 and 10018.

An appropriate drainage outlet shall be provided in the kerb near the downstream boundary of each allotment which is capable of draining stormwater to the street and/or where indicated on the approved drawings. The openings in roll kerb shall be provided via a prefabricated hot-dipped galvanised steel rectangular hollow section in accordance with Standard Drawing No. 10018.

The kerb and/or kerb and gutter, shall be constructed over a compacted Sub-Base of Class "DGS" material, as defined in Section 3.2.2. Immediately prior to the placement of concrete, the sub-base shall be wetted to assist curing and reduce shrinkage.



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Where kerb and gutter is to be constructed, the kerb shall be integral with the gutter.Vertical expansion joints shall be provided at 6 m intervals, by the installation of a 10 mm thick bitumen impregnated preformed jointing material, conforming to R.T.A. Specification No. 1204.

5.10 LAYBACKS AND FOOTPATH CROSSINGS

Laybacks and footpath crossings shall be constructed in the location and to the depths and dimensions shown on the approved drawings and as detailed on Standard Drawing No. 10006.

Concrete shall be placed on a 50 mm thick compacted base of sand which has been soaked and levelled to ensure the required thickness of concrete complying with the design levels can be attained.

Prior to the placement of concrete, the Engineer shall inspect the formwork and reinforcing and verify that its location and level are in accordance with the approved design.

Concrete shall be placed and compacted so that it fills the whole of the formwork without voids and shall be screeded and finished with a float to work the most coarse aggregate back from the exposed surfaces. All corners and edges shall be left neatly rounded. Where it is proposed to lay clay or concrete pavers as the surface course, the pavers are to be laid on a base of 100mm thick unreinforced concrete and 30mm thick bedding sand. The perimeter of the paving shall be mortared directly to the concrete base.

The following architectural finishes are not permitted within the footpath area or road carriageway:-

(i) Clay or Ceramic Tiles(ii) Pressed Concrete(iii) Slate(iv) All treatments that result in a glazed or polished surface

Where a layback is to be provided at a location where kerb and gutter exists, both the kerb and gutter are to be removed. Redundant laybacks shall be removed and replaced with integral kerb and gutter. Construction joints shall not be provided in the layback.

Redundant footpath crossings shall be removed and the footpath area reinstated to final design levels, topsoiled and turfed. Footpath paving shall be reconstructed where appropriate.



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5.11 DISH CROSSINGS

Where shown on the approved plans, concrete dish crossings shall be constructed in accordance with Standard Drawing No. 1017.

Foundation, Sub-Base and expansion joints shall be as specified in Sections 5.2 and 5.9.

5.12 FOOTPATH CONSTRUCTION

Concrete footpath paving shall be constructed as shown on the approved drawings or as specified in the Approval. In areas of roll or mountable kerb, the footpath shall be 100mm thick reinforced with a single layer of A.S. F72 mesh. In all other cases the footpath shall be a minimum 75mm thick reinforced with a single layer of A.S. F42 mesh. Footpath paving within the commercial centres shall be in accordance with the requirements of the appropriate Development Control Plan. At vehicular crossing points the footpath paving shall be constructed to the standard specified in Section 5.10.

The following architectural finishes are not permitted within the footpath area or road carriageway:-(i) Clay or Ceramic Tiles/Pavers(ii) Pressed Concrete(iii) Slate(iv) All treatments that result in a glazed or polished surface

The paving shall be constructed to final design levels at a maximum crossfall of 4%.

In commercial areas or areas of high vehicular traffic, heavy duty reinforced paving may be required.

Vertical expansion joints shall be provided at 6 m intervals or 3 m intervals for exposed aggregate by the installation of a 10mm thick bitumen impregnated preformed jointing material conforming to R.T.A. Specification No.1204. Dummy joints shall be provided at 3 m intervals by the provision of a vertical weakened plane.

Any alterations to Public Utility installations shall be in accordance with the requirements of Section 1.5 of this document.

5.13 TOLERANCES

Kerb, Gutter, Footpath and Vehicular Crossings



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Where the longitudinal grade is 1% or greater, the tolerance shall be Plus 15mm or Minus 15mm. In all cases, variations in level shall not be localised.

The tolerances in the horizontal plane shall be:

(i) Lateral position - 15 mm in 15 m provided that the variation is not localised.

(ii) Chainage of vehicular crossings - 150 mm.(iii) Dimensions of vehicular crossings - 25 mm.


Chapter 6. Miscellaneous

Sutherland Shire Council - Civil Works Specification Page 30January 1996

6. MISCELLANEOUS

6.1 GUIDE POSTS AND PROTECTION FENCES

Safety posts and fences shall be erected as shown on the approved plans. Guide posts shall comply with R.T.A. Forms 252, 253 and/or 880. Guard fencing shall comply with R.T.A. Form 144. Corrugated steel guard rails shall comply with R.T.A. Form 680.

6.2 FOOTPATH GRADING AND STABILISATION

The footpath area shall be graded to final design levels across the full frontage of the site and battered at a maximum grade of one Vertical to Fourteen Horizontal (1:14) across adjoining properties or as directed by the Engineer. Any necessary adjustments within or fronting adjoining properties shall be carried out to Council's satisfaction.

Any necessary adjustments to Public Utility services or installations shall be carried out in accordance with the requirements of Section 1.5 of this document.

Where undrained low points are created as a result of footpath grading, relief drainage shall be provided to the satisfaction of the Engineer.

Unless otherwise specified on the approved Engineering drawings, all footpath areas shall be stabilised with topsoil and turfed. Prior to turfing, the footpath area shall be broken up to a depth of 100mm then covered with 50mm of topsoil. Turf should consist of either Kikuyu, Couch or Buffalo grass sods.

The turf shall be rolled and regularly watered after placement to the satisfaction of the Engineer. Fertiliser shall be applied as directed by the Engineer.

6.3 PUBLIC UTILITY CONDUITS AND SERVICES

Service conduits shall be provided to supply each allotment as shown on the approved Engineering drawings or as directed by the Engineer.

The conduits shall consists of a minimum 100mm diameter reinforced concrete, sewer grade P.V.C. pipe or equivalent as required by the relevant Authority.

Conduits within the road reserve shall be laid in a straight line, at right angles to the road centre line and extend beyond the face of the kerb and gutter by at least 450 mm. The conduits shall have a minimum cover of 400 mm below finished pavement level, a minimum fall of 50 mm to the lower side of the road and be laid on a sand bed 50 mm thick.

The trench shall be backfilled with sand to Subgrade level and compacted in accordance with Section 4.6 of this specification.



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Location of the road conduits is to be clearly and accurately marked on the face of kerb by scabbling and painting a 75mm diameter red solpah circle around a 100mm x 16mm cuphead bolt inserted into the face of kerb or as directed by the Engineer.

Where required by the relevant Public Utility Authorities, services shall be provided in accordance with each Authorities standards and specifications.

6.4 DRAW WIRES

Draw wires shall be inserted in all conduits for their full length. The Engineer shall inspect and verify that all conduits are unobstructed prior to plugging of the conduit ends and backfilling of the trench. The location of all conduits shall be shown on the Works-as-Executed plan as required by Section.6.7 of this document.

6.5 STREET NAME SIGNS

Street name plates and posts shall be provided at all intersections in accordance with Standard Drawing No. 10007 or as specified by a Development Control Plan and shall be located such that the name plate is set a minimum 500mm behind the face of kerb. The allocation of street names is indicated by Council.

The signs shall be located within the footpath area adjacent to the kerb return of the intersecting street in accordance with Standard Drawing No. 10007.

6.6 TESTS AND CERTIFICATION

The test results and certification required pursuant to Section 1.9 "Materials", Section 2.5 "Site Filling / Grading", Section 3.1.2 "Subgrade Compaction", Section 3.2 “Pavement” and Section 5.4.2 "Ready Mixed Concrete" shall be submitted to Council during the course of construction.

6.7 WORKS AS EXECUTED PLANS

In order to have a permanent record of construction which incorporates all amendments, a certified Works as Executed Plan is to be submitted to Council prior to final inspection.

The works as executed are to be recorded on the Surveyor's copy of the approved Engineering drawings in the case of subdivisions or the stamped approved drainage plans in the case of developments.



The linen plan will not be processed until the Works as Executed Plans have been received and verified.

The Works as Executed Plans must be certified by the Engineer responsible for the supervision of the works.

The Registered Surveyor responsible for the Linen Plan of Survey covering the subdivision/development is to supply a signed certificate stating that all pipes, pits and detention facilities are located wholly within their respective easements. The certificate should state that all relevant facilities are contained wholly within the area covered by the Restriction-as-to-User.

The Works as Executed drawings shall be certified in the appropriate location by the Engineer and Registered Surveyor. An example of the certification is shown on the following page.




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To Sutherland Shire Council

I hereby certify that:-

1. All construction has been carried out in accordance with the approved engineering drawings with regard to location and level as shown ticked in ink or any variation as shown in ink thereon.

2. All pipes, pits and detention facilities lay within their relevant easements.

Date: Signed:_______________Registered Surveyor

I hereby certify that:-

1. All Engineering Works have been carried out in accordance with the terms of approval, the approved engineering drawings and the Council's standards and specifications.

Date: Signed:

________________Chartered Practising

Engineer



6.7.1 Information to be Shown

a) Roadways

(i) Location of all vehicle entry points.

(ii) Longitudinal grade, crossfalls and confirmation of cross sections.Extent of any turning areas and finished levels and grades of footpathcrossings.

(iii) Locations of all conduits in Public Roads.

(iv) Footpath widths are to be shown to face of kerb at:

* All Tangent Points (T.P.'s)

* Centre of Curves.

* Beginning and end of construction.

* Intermediate points at distances that appropriately represent the work but on long straight no more than 100m intervals.

b) Gutter invert levels to be shown at:

(i) All T.P.'s

(ii) Crests.

(iii) Sags.

(iv) End of straight grades.

(v) As required on flat grades.

c) Stormwater Drainage

Invert levels of all pipelines at the inlet and outlet of all pits and headwalls.

Pipe sizes between all pits.

The locations of all pits and pipes within street alignments are to be accurately shown.

The type and size of pit including lintel and grate are to be indicated.



35

d) Detention Facilities

The position, dimensions and level of the weir construction are to be indicated.

The position of all detention facilities is to be shown relative to the two nearest boundaries.

e) Design Variations

Where minor design details have been varied during construction, Works as Executed plans are to show the details of such variations or amendments. Major variations from the approved plans will require the submission and approval of amended plans prior to the commencement or continuation of construction of the area affected by the variation.

f) Summary

Structural Engineer's Certificates and Hydraulic Engineer's Certificates required as a Condition of the Approval for the works shall form part of the Works as Executed Plans, as do any certificates required as part of the construction process.

Whilst the Works as Executed Plans should incorporate all the previously mentioned detail, where applicable, they shall not necessarily be limited to the above.

The Works as Executed Plans should correctly represent the works constructed and be in general compliance with the original intent of the Engineering design.

6.8 HOARDINGS

Hoardings may be required for public safety reasons during the course of demolition, excavation, building or construction works adjacent to Public Places or Public Reserves.

The erection of hoardings upon Public Places may be permitted where:

(a) Pedestrian and vehicular access is not unduly affected, and

(b) Public Utility Authorities raise no objection.

The written agreement of all Public Utility Authorities is required prior to the installation of all hoardings. This written agreement should be submitted to Council as part of the hoarding permit application together with a plan showing the proposed location of the hoarding relative to the site boundaries and full hoarding design details.



If, during the course of construction, it is apparent that public safety is endangered, Council may direct a hoarding of a particular type to be erected prior to works proceeding further.

Type AThis hoarding shall comprise either ply sheeted panels or wire mesh panels suitably supported by posts, counterweights or struts designed to withstand all live and dead loads likely to be imposed.

Type BThis hoarding shall comprise posts, decking, rails, etc. erected above a public place for the purpose of protecting the public from falling objects. It shall be erected ancillary to a Type A hoarding, and shall comply with the requirements of the Workcover Authority's Code of Practice "Overhead Protective Structures".

Appendix A


APPENDIX A

SEEDING AND FERTILISER TYPES

WINTER (MARCH - SEPTEMBER)

RYECORN - 80% STERILE, ANNUAL (LASTS 5-6 MONTHS)- RATE 20-25 KG/HA

SUMMER (SEPTEMBER - MARCH)

MILLET - SHIROHIE OR JAPANESE- 80% STERILE- RATE 15-20 KG/HA

FERTILISER - RECOMMENDED "HIGHFERT" (NPK 13:6:17)- RATE 100 KG/HA

NATIVE PERENNIAL GRASS

- KANGAROO GRASS RATE 10 KG/HA- WALLABY GRASS- MICROLAENA

Appendix B


APPENDIX B

Appendix C


APPENDIX CSPECIES LIST (COMMON IN SUTHERLAND SHIRE)

MIMOSACEAE PROTEACEAE (Cont).+Acacia terminalis +Banksia spinulosaA. parramatensis +B. ericifolia*A. longifolia +B. marginata*A floribunda +B. integrifoliaA. binervia +B. serrata+A ulicifolia +*Banksia oblongifoliaA. elongata +Lambertia formosaA. hispidula Telopea speciosissima*A. melanoxylon Xylomelum pyriforme+A. myrtifoliaA. buxifolia+A. linifolia MYRTACEAE

+*Acmena smithiiFABACEAE *Syzygium australePultenaea daphnoides Calytrix tetragonaP. stipularis Darwinia fascicularisP. elliptica Syncarpia glomuliferaP. villosa Baeckea ramosissimaDillwynia retorta Leptospermum attenuatumD. sericea *L. polygalifoliumDaviesia corymbosa Kunzea ambiguaHovea linearis *Callistemon citrinusPlatylobium formosum *C linearisBossiaea rhombifolia *Melaleuca hypericifoliaB. heterophylla *M. lineariifolia+Kennedia rubicunda *M. armillaris+Hardenbergia violacea *M. quinquinerviaGlycine clandestina +Angophora costata*Viminaria juncea A. hispida

A. bakeriPROTEACEAE Eucalyptus amplifolia+Persoonia levis E. botryoides+P. linearis E. capitellata+P. pinifolia E. eugenioidesIsopogon anethifolius +E. gummiferaI. anemonifolius +E. haemastomaPetrophile sessiles E. leuhmannianaConospermum taxifolium E. maculata+Lomatia silaifolia E. obtusiflora+Grevillea longifolia E. paniculata+G. buxifolia E. piluaris+G. sericea E. piperita+G. mucronulata E. punctata+Hakea teritifolia +E. racemosa+H. sericea E. resinifera+H. dactyloides E. robusta+H. salisifolia E. tereticornis+H. gibbosa E. globoidea+H. propinqua +*Tristaniopsis laurina

Appendix C


THYMELAEACEAE XANTHORRHOEACEAEPimelea linifolia Xanthorrhoea media

Lomandra longifoliaCUNONIACEAE*Ceratopetalum apetalum AGAVACEAE*Ceratopetalum gummiferum Doryanthes excelsa+*Callicoma serratifolia

CASUARINACEAEAllocasuarina littoralis

BAUERACEAE +*Casuarina glauca*Bauera rubioides

SAPINDACEAE DILLENIACEAE+*Dodonaea triquetra Hibbertia scandens+*Cupaniopsis anacardioides *H. dentata+*Guioa semiglauca

RUTACEAE ELAEOCARPACEAEZieria pilosa +*Elaeocarpus reticulatusBoronia ledifoliaB. pinnata CONVOLVULACEAECorrea reflexa +Dichondra repensCrowea salignaEriostemon australasius EUPHORBIACEAEE. scaber +*Glochidion ferdinandiiE. buxifolia

MORACEAE+*Ficus rubiginosa

APIACEAEActinotus helianthi GOODENIACEAEA. minor +Scaevola ramosissimaXanthosia pilosa +ScaevolacalendulaceaPlatysace lanceolata

RHAMNACEAEUPomaderris discolor

IRIDACEAEPatersonia glabrata

POACEAEMicrolaena stipoidesThemeda australisDichelachne sp.Danthonia sp.Entolasia sp.

* Will grow in damp areasLILIACEAE + Suitable for fire prone areas/fire retardant*Blandfordia nobilisThysanotus tuberosusDianella sp.

APPENDIX D

Appendix D


Extracts from Southern Sydney Regional Organisation of Councils (SSROC) "Tender Road Making Materials".

It should be noted that the following information is extracted from the above document for it's technical content only. All reference to "tender or contract" should be disregarded and all reference to "Director of Technical Services" should be replaced by "The Engineer". All reference to "Tenderer" should be replaced by "Contractor"

SUPPLY OF CRUSHED ROCK PRODUCTSSSROC - SPECIFICATION NO. 2

COUNCIL PARTICIPATION: ALL COUNCILS

1. DESCRIPTION

The tender requires the supply and delivery of Fine Crushed Rock, Crushed Rock Aggregates and Recycled Concrete Products.

The attached General Conditions form part of this specification.

2. MATERIAL

2A. Fine Crushed Rocks

(i) Fine crushed rock

Fine crushed rock shall be manufactured from hard, durable stone free of clay lumps, organic matter and objectionable quantities of pyrites or other deleterious substances. The material may be crusher run or screened and recombined. The tenderer shall submit details of the material proposed to be supplied, and indicate the nature and source of supply.

The material shall be 20mm and 40mm FCR complying with RTA Form No. 744, "Supply of Natural Gravel or Crushed Rock for Pavements". The classes required are:- DGB20, DGS20, and DGS40.

(ii) Lime Stabilised Fine Crushed Rock

(a) Prior to being treated with lime, the crushed rock shall comply with the requirements for DGS20 material. The crushed rock prior to treatment shall not contain any added pozzolanic material.

(b) The crushed rock shall be treated to ensure compliance with the requirements of clause (c) below, by one of the following means:-(i) with at least 2% by weight of lime, where lime is the only

stabilising additive,

Appendix D


(ii) with a maximum of 0.5% by weight if an approved pozzolan and at least 2.25% by weight of lime.

(c) Samples of the lime treated crushed rock taken at the time of delivery and immediately placed uncompacted in airtight containers for a period of 17 - 24 hours shall, when tested in accordance with Test Method AS1289.F1.1 yield a maximum CBR value of 100.

(d) The lime shall comply with the requirements of the Australian Standards AS 1672.

(e) Lime treated crushed rock shall be supplied at a moisture content (uniformly distributed) within 1% of that approved or directed by the Director of Technical Services.

(f) Mixing shall be undertaken in an approved batch of continuous type plant, capable of uniformly mixing the ingredients to meet the specified requirements.

(g) Lime treated crushed rock shall be delivered the same day as the lime is added, and after spreading and compaction, moist cured for a period of no less than five (5) days or as directed by the Director of Technical Services.

(h) The Tenderer shall include in his tender details of the crushed rock, the type and proportions of materials used and the mixing procedure. These details shall not be varied without the approval of the Director of Technical Services.

2B. Crushed Rock Aggregate

The aggregate shall be obtained from the crushings of approved basaltic, granite, porphyritic rock, river gravel or other approved material for the making of cement concrete, and shall be of uniform quality, free from dirt, dust, clay and other deleterious matters and from flat and laminated particles. The tenderer shall submit details of the material proposed to be supplied, and indicate the nature and source of supply.

When tested according to A.S. 1141.22/1980, the aggregate shall have a minimum wet strength of 80 KN and a maximum wet/dry strength variation of 35%.

When determined in accordance to A.S. 1141.6/1974, the water absorption shall be less then 3%.

In addition to the above requirements, the aggregates shall comply with all other requirements of the Australian Standard 2758.1 - 1985 (Aggregates and Rock for

Appendix D


Engineering Purposes - Concrete Aggregates) and shall have a high resistance to polishing.

2C. Recycled Concrete (Roadbase and Crushed Aggregates)

The material shall consist of particles crushed from sound concrete, bricks, roof tiles (concrete and terracotta), ceramic tiles and large rocks.

The Roadbase material shall be either 20mm or 40mm Recycled Concrete Roadbase complying with RTA Form No. 744, "Supply of Natural Gravel or Crushed Rock for Pavements". The classes required are:- DGS20 and DGS40.

When tested according to A.S. 1141.22/1980, the aggregate shall have a minimum wet strength of 50 KN and a maximum wet/dry strength variation of 45%.

The coarse aggregate portion (>4.75mm) of the Roadbase and all portions of the Crushed Aggregates shall have a concrete content of greater than 80% by weight.

SPECIAL NOTE - CONTAMINANTS

The Contractor shall have in place such screening and storage facilities as to keep contaminants in the final product to an absolute minimum. Only small amounts of timber, steel and plastic will be allowed.

The Director of Technical Services may halt deliveries and suspend the contract if in his opinion the degree of contamination renders the material unsuitable.

The Contractor shall ensure that no asbestos fibres or materials containing asbestos fibres are present in either the source material or the finished product.

The Contractor shall permit Council Officers to enter his premises at any time to sample for asbestos contamination.

Asbestos contamination of a stockpile will lead to cancellation of the contract.

3. SAMPLING AND TESTING

The Director of Technical Services from time to time during the period of the agreement may take samples from the Contractor's deliveries for the purpose of testing that the materials conform to the specification.

If samples of material tested fail to conform to the requirements of this specification, the particular delivery or consignment represented by the samples may be rejected and if requested by the Director of Technical Services, such consignment shall be removed by the Contractor at his own expense.

Appendix D


4 DELIVERY

Delivery shall take place during normal working hours,(as defined in the General Conditions) unless otherwise authorised by the Director of Technical Services.The Director of Technical Services will have the right to direct the placement and order of deliveries.

Material shall be tipped on level ground in orderly piles, clear of traffic, drains and property. Fine Crushed Rock material shall be tipped in uniform layers on prepared road subgrades or bases if directed by the Director of Technical Services. Unless otherwise approved by the Director of Technical Services, each stockpile shall be built at least two and a half metres (2 1/2 metres) high by tipping in layers not more than one (1) metre deep over the whole area of the stockpile. The Contractor shall supply any planking or other material required in connection with movement of lorries over and about the stockpiles. A separate stockpile shall be made for each nominal size of material at each location.

At the time of tendering, the tenderer is to nominate a phone number for the ordering and cancellation of deliveries. He shall also nominate the minimum notice required for the delivery or cancellation of an order. The cancellation notice required will not exceed the delivery time from the source to the work site by more than 45 minutes.

Modified Fine Crushed Rock shall be transported from the mixing plant in reliable motor vehicles with tight steel-lined, tipping bodies. Each load shall be covered with a sheet of waterproof canvas or other suitable material to prevent addition or loss of moisture and the cover shall not be removed until the load of material is about to be spread.

Appendix D


SUPPLY AND SPRAYING OF BITUMENSSROC - SPECIFICATION NO. 3


1. DESCRIPTION OF WORK

The contract is for the supply, delivery and spraying of Bitumen, Bitumen Emulsion, and Polymer Modified Bitumens on roads and for the supply only of Bitumen Emulsion in 205 litre drums, on a Schedule of Rates basis.


2. MATERIAL

Materials used shall comply with the requirements of the appropriate specifications listed in Table A8.1 of RTA publication" Sprayed Sealing Guide". All measurements of bitumen shall be in litres at 15C.

Additives shall be included in the bitumen only at the direction of the Director of Technical Services.

3. APPLICATION OF BITUMEN

The application by spraying of the bitumen shall be carried out in accordance with the provisions of RTA publication" Sprayed Sealing Guide"

Blowing out of spray bars on road pavement will not be permitted and the Contractor will be responsible for finding a site where bars can be blown without detriment to road or property.

Spraying should take place only under the following conditions:-

(a) The pavement surface temperature is not less than 150C and rain is not imminent.

(b) The pavement surface is clean and in the case of hot bitumen, absolutely dry. (Primed if considered necessary by Council's Director of Technical Services).

(c) The wind conditions are such that excessive blowing from the spray fans is not occurring.

(d) All construction equipment and materials are in position and ready to be used.

(e) The bitumen is at the recommended spraying temperature.

The Contractor shall give at least to (2) days notice of the actual date and time of commencement of the work to the Director of Technical Services.

Appendix D


No spraying shall be done during rain or while rain appears imminent.

Before spraying, the pavement surface shall be cleaned by sweeping, flushing or other means necessary to remove all loose particles of paving, all dirt and all other extraneous material to the satisfaction of the Director of Technical Services. The swept material shall be cleaned from the gutters or road shoulder and deposited in a location nominated by the Director of Technical Services.

The Contractor shall ensure that all culverts and headwalls (including pipe vehicular crossings) are kept free of all road making materials at all times, and the Contractor shall cover all stormwater pit grates and kerb inlets to ensure that material does not enter such during his operations. Should the Contractor fail to comply with these conditions, Council may clean the road material from the culverts, pipes, headwalls and pits and deduct the cost from any monies due to the Contractor.

The Director of Technical Services will direct the width, length alignment and section of the road to be treated at any time.

The Director of Technical Services may order work to cease temporarily on account of adverse weather conditions or unsatisfactory condition of pavement or aggregate, or any other circumstances which he considers may adversely affect the work.

All work shall be done during normal working hours(as defined in the General Conditions), unless otherwise authorised by the Director of Technical Services.

A competent Supervisor shall be employed by the Contractor and shall be in full-time attendance for the whole of the work.

Cover material shall be uniformly applied at the specified rate immediately after spraying

4. PROTECTION OF SERVICES

The Contractor shall take all necessary precautions to prevent material used on the work from entering or adhering to gratings, hydrants or valve boxes, manhole covers, bridge or culvert decks, kerbs and other road fixtures. Immediately after surfacing, the Contractor shall clean off any such material and leave any such gratings, manholes, etc, in a satisfactory condition.

5. TRAFFIC

Traffic control provisions shall be as detailed in the attached General Conditions.

The Contractor shall take all necessary precautions to ensure that traffic does not damage the work on newly treated sections of pavement and to ensure the safety of traffic during the work.

Appendix D


The road may be temporarily closed to all traffic only with the approval of the Director of Technical Services.

6. DEFECTIVE WORK AND MATERIALS

The Contractor shall remove from the work any bitumen which in the opinion of the Director of Technical Services has deteriorated or become contaminated in any way. The Contractor shall bear the cost of replacing any such bitumen rejected by the Director of Technical Services.

The Contractor shall make good at his own expense any work which in the opinion of the Director of Technical Services is not in accordance with this Specification.

7. MAINTENANCE

The Contractor will be responsible for maintaining the completed work in a satisfactory condition for a period of three (3) months after completion of the work. Such maintenance shall be limited to work which in the opinion of the Director of Technical Services, results from failures attributable to the operations of the Contractor.

8. CLEAN UP OF SITE

The Contractor will be responsible for the removal of all excess and waste material from the work site, including the gutters, and clean up to the Director of Technical Services satisfaction.

Appendix D


STABILISATION OF ROAD PAVEMENTSSSROC - SPECIFICATION NO. 4


1. NATURE OF WORK

The work shall comprise the supply of all materials, plant and labour necessary for the complete and proper construction of the works in accordance with this Specification and the General Conditions. The whole of the works carried out under the contract shall be subject to the satisfaction of Council's Director of Technical Services.

The work shall include the following:

(a) Tyning to the specified stabilisation depth, but no deeper, and removal of any solid material which is retained on a 63mm sieve.

(b) Spreading and mixing the stabilised agent (specified by the Council) with the in situ material and water, to achieve the specified percentage and depth of stabilisation.

(c) Compaction and trimming of the stabilised material to a smooth and even finish. Excess material shall be kept to an absolute minimum and shall be pushed onto the unsealed road shoulder or into the gutter.

(d) Curing the stabilised pavement for period of four (4) days (96) hours after its final compaction and trimming (as approved by the Director of Technical Services) or until sealed, whichever comes first. The curing period shall apply to the full area designated to be stabilised in each road, not to a portion or part thereof.

(e) The provision of flagmen and signs for the satisfactory control of traffic during the stabilisation operation.

(f) If requested by the Director of Technical Services,the sealing of the road pavement upon completion of stabilising.

(g) The removal of all excess and waste material from the work site (including the gutters) and clean up to the Director of Technical Services satisfaction. All material to be left neatly stockpiled on site or taken to a waste disposal site and tipped as requested by the Director of Technical Services.

Occasionally, the Director of Technical Services may supply road making material immediately after the original surface has been tyned, and require the Contractor to spread such material, and mix and stabilise it with the in situ material. Rates for this operation are required.

The Director of Technical Services may require the Contractor to remove a certain thickness from the top of any existing road pavement, stabilise a lower layer, and then replace and stabilise the original top layer of pavement. Rates for this operation are required.

Appendix D


2. TECHNICAL REQUIREMENTS

2.1 PREPARATION OF FORMATION

After tyning of the surface, any solid material which can be retained on a 63mm sieve and cannot be easily broken down by the roller or stabilisation machine, shall be removed and deposited in the unsealed road shoulder, gutter or footway as directed by the Director of Technical Services. Tyning must not be deeper than the specified stabilisation depth.

The basic shape and profile of the road shall be maintained at all times so that on completion of the stabilisation, including compaction and final trimming, the depth of stabilisation will be as specified and uniform.

2.2 TYPE AND APPLICATION OF STABILISERS

For each type of specified stabilising method, the stabiliser shall be:- (a) Cement - Type A Portland. Measured by weight in relation to the finished

compacted pavement.

(b) Lime - Hydrated. Measured by weight in relation to the finished compacted pavement.

(c) Bitumen - Foam. Measured by weight in relation to the finished compacted pavement.

With cement and lime, the stabiliser shall be spread evenly over the area to achieve the specified percentage stabilisation, whilst the foam bitumen shall be evenly incorporated into the mixing box of the stabilisation machine by a controlled pressure feed distributor.

No equipment except that used in spreading and mixing shall be allowed to pass over the freshly spread cement (lime) until mixing operations are completed. The cement (lime) shall not be spread on the road in excess of four (4) hours, prior to mixing.

If, due to weather conditions, plant breakdown or other causes, the cement (lime) spread on the road cannot be uniformly mixed before becoming damp, then additional cement (lime) shall be spread before final mixing in accordance with the following table:-

Time Interval from when Cement % Additional Cement(Lime) First Becomes Damp (Lime) to be Added0 - 4 hours Nil4 - 24 hours 50%24 - 72 hours 66%Over 72 hours 100%If additional material cannot be added the same day as the original material, any spread lime or cement shall be mixed with the in situ material in that same day, in accordance with Clause 2.3; i.e., any "free" stabilising agent shall not be left overnight.

2.3 PULVERISATION AND MIXING

Appendix D


The area to be stabilised shall be uniformly pulverised such that at least 80% of the stabilised mixture, excluding particles or gravel or stone normally retained on the 37.5mm sieve, shall pass that sieve.

Mixing equipment shall be especially constructed for the process of "in place" mixing of road making materials. It shall be capable of mixing to the specified depth in one layer and its mixing depth is to be adjustable. The equipment shall be capable of mixing the cementitious material uniformly over the full depth to be stabilised. Worn mixing blades or tynes shall be replaced so as to maintain maximum mixing efficiency.

The equipment shall be capable of adding water to the materials during the period they are actually being agitated by the mixer. The water so added shall be controlled so that the percentage moisture may be adjusted from between 1% and 10% by weight of the material being mixed, with a maximum error of 20% of the moisture content specified.

The equipment shall be fitted with an adjustable screen plate and cover flaps.

(b) In Place Mixing

The mixer shall be set up as to effectively mix to the nominated depth. It shall pass through the material as required so that uniform mixing is achieved over the whole area and to the full depth.

The resultant mix shall be uniform over the full depth so that there are no lenses, pockets, clumps or granules of cementitious material to be seen in the mixed layer or adjacent to it.

The uniformity of mixing in the vertical direction will be checked by determining separately the percentage by weight of cementitious material content in the top and bottom halves of a test hole, dug to the specified depth of mixing, using Test Method T430. The percentage cementitious material content in one half shall not be less than two-thirds of the percentage cementitious material content in the other half.

The screed bar of the machine shall be so adjusted throughout the process that a smooth surface is obtained without lumps or hollows in order that compaction can take place with minimal grading.

The depth of mixing shall be as required to obtain a compacted depth (after trimming) of 150mm or such depth as directed by the Director of Technical Services, within a tolerance of +15mm.

Water shall be added to the materials during the mixing process, so as to achieve a moisture content suitable for compaction.

No water shall be added to the mixed material after mixing and before compaction is completed, other than light surface wetting to reduce moisture loss and to lay dust.

Where the stabilising machine cannot effectively operate, e.g. beside the lip of gutter and around valves and manholes etc, particular attention shall be given to pulverisation and to the mixing by grader to achieve the above standards.

Appendix D


The Director of Technical Services may order work to cease temporarily on account of adverse weather conditions or unsatisfactory condition of pavement or any other circumstances which he considers may adversely affect the work. All work shall be done during normal working hours (as defined in the General Conditions), unless otherwise authorised by the Director of Technical Services.

2.4 COMPACTION

The compaction of the stabilised material shall be commenced within 30 minutes of mixing and whilst at or near the optimum moisture content.

All stabilised material shall be compacted to give a dry density of not less than 98% of the maximum dry density as determined by the Modified AASHO Compaction Test.

A smooth drum vibrating roller of not less than 6 tonnes total dead weight, shall be used.

2.5 TRIMMING

Final trimming and compaction shall be carried out within 2 hours of stabilising and mixing. The finished surface shall be smooth, dense, closely knit, free from bumps, holes, and cracks, and to the tolerances as indicated in Item 8.

The levels of the finished pavement shall be approximately the same as that which existed prior to stabilisation unless the Director of Technical Services instructs otherwise. The only discrepancy shall be the amount the level of the pavement is lifted due to the volume of stabilising additives. Minor or local irregularities shall definitely be removed in the final trim.

When the finished surface is uneven or irregular, and not to the Director of Technical Services's satisfaction, it shall be repaired as follows:

(a) where the actual stabilisation and mixing is less than 2 hours old, the pavement may be tyned, reshaped, consolidated and trimmed provided this operation is carried out immediately.

(b) where the actual stabilisation and mixing is older than 2 hours, correction of the shape shall either be by restabilisation as per Clause 2.2, and 2.3, or by correction with asphaltic concrete; both at the Contractor's expense.

Appendix D


Excess material from the final trim shall be kept to an absolute minimum and shall be evenly spread and compacted on the adjoining unsealed road shoulder (if one exists) or graded into adjoining unsealed road shoulder (if one exists), or graded into the concrete gutter in cases where the sealed pavement is full width between concrete kerbs. In the latter case, the Director of Technical Services may arrange for its disposal. In all cases the road shall be left in a safe condition at the end of each day's work.

2.6 CURING

The finished pavement surface shall be kept continually moist for four (4) days thereafter or until sealed, whichever comes first. The curing period shall apply to the full area designated to be stabilised in each road.

2.7 SAFETY

The Contractor shall ensure at all times that the requirements set out in the Occupational Health and Safety Act and other related Legislation are fully observed.

No liability will be accepted by the Director of Technical Services for any property damage or personal injury resulting from the Contractor's operations.

2.8 TESTING

If requested by the Director of Technical Services, the Contractor is to provide testing of the sub-grade and pavement materials to determine the optimum method of stabilisation.

The Contractor is to provide testing of the cement treated material as requested by the Director of Technical Services.

The nature and quantity of testing will be advised by the Director of Technical Services.

Test results are to be supplied to the Director of Technical Services at the Contractor's cost.

3. PROVISIONS FOR TRAFFIC

The method for providing traffic control shall be as specified in the General Conditions attached to this specification.

The Contractor shall supply all the necessary equipment and labour, including flagmen, to comply with this provision, and will ensure that all his employees are properly attired in approved safety vests while working on the road reserve.

During the currency of this Contract, the existing roads are to remain open to pedestrian and road traffic, unless special arrangements are made with the Director of Technical Services at least 48 hours prior to the work.

Appendix D


4. PUBLIC UTILITIES AND SERVICES

The Contractor shall ensure that all manholes, covers and the like are left free of materials and are able to function normally.

Where house services are within the specified zone of stabilisation, the Director of Technical Services shall arrange and bear the full cost of their adjustment. Council shall not be responsible for any delays to the Contractor caused by such adjustments.

The Contractor shall be responsible for all claims arising out of damage to utilities and/or services caused by his employees or sub-contractor's operations, including restoration of any road damage caused thereby.

5. PROTECTION OF EXISTING STRUCTURES, VEHICLES ETC

The Contractor shall ensure that no damage or injury is caused to persons, property, clothing, motor vehicles, etc., during his operations and shall be held responsible for any claim resulting therefrom.

If the Contractor damages any Council property, e.g. kerb & gutter, footpaving, drainage pits, vehicular crossings, etc., the Director of Technical Services may restore such and deduct the cost from any monies due to the Contractor.

The Contractor shall ensure that all culverts and headwalls (including pipe vehicular crossings) are kept free of all road making materials at all times, and the Contractor shall cover all stormwater pit grates and kerb inlets to ensure that material does not enter such during his operations. These covers shall be temporarily removed at the end of each day's work or if rain occurs during the day, and care shall be taken to ensure that material does not enter the pit or block the water entry. Should the Contractor fail to comply with all these conditions, Council may clean the road material from the culverts, pipes, headwalls and pits and deduct the cost from any monies due to the Contractor.

6. CONSTRUCTION PLANT AND INSTALLATIONS

The Contractor shall install and maintain, within the boundaries of the site, all the necessary plant, offices, sheds and the like wholly for the purposes of this Contract.

7. ACCESS TO PROPERTIES

The Contractor shall allow in his tender for provision of temporary accesses to private properties where required in order that such access may not be denied for extended periods. The Contractor shall be responsible for advising affected residents of the proposed works to enable the removal of vehicles where necessary.

Accesses to properties will be removed only with the approval of the Director of Technical Services.

Appendix D


8. TOLERANCES

(a) Percentage of Stabilising Agent: Plus 0.5%(b) Depth of Stabilisation: Plus 15mm, Minus 15mm(c) On completion of compaction and trimming: Variation in

grade :no more than 10mm (d) Deviation from 3m straightedge: 10mm

Appendix D


SUPPLYING AND LAYING OFASPHALTIC CONCRETESSROC - SPECIFICATION NO. 7


1. NATURE OF WORK

The work shall consist of:

a. The supply at the tenderer's mixing plant of mixed materials but not including delivery.

b. The supply and delivery of mixed materials to any point within the Council area, but not including spreading and compacting.

c. The supply, spreading and compaction hot by machine in any street within the Council area.

The whole of the works carried out under the contract shall be subject to the direction of Council's Director of Technical Services or his representative.


This Specification is also to be read in conjunction with Australian Standards AS 2150-Asphalt (Hot Mixed), AS 2008-Residual Bitumen for Pavements, AS 2734-Asphalt (Hot-Mixed) Paving - Guide to Good Practice, AS 2357-Mineral Fillers for Asphalt and AS2891-Methods for Sampling and Testing of Asphalt)

2. MINERAL AGGREGATES

2.1 Coarse Aggregates

Coarse aggregate shall consist of clean, sound, hard, durable, angular crushed stone or metallurgical slag of uniform quality free from deleterious matter, having the properties listed in Table K1 of AS2150. Coarse aggregates are required to be resistant to polishing. Additional or different requirements may be specified for particular applications. These varied properties may include such properties as shape of aggregate, (e.g. rounded river gravel for playgrounds), and colour of aggregate to differentiate area uses.

2.2 Fine Aggregates

Fine aggregate should consist of clean, sound, hard durable particles of natural sand or particles derived from crushed stone or metallurgical slag having the properties listed in

Appendix D


Table K1 of AS2150. Fine aggregate will comprise all mineral matter passing the 4.75mm AS sieve and retained on a 75um sieve.

2.3 Mineral Filler

Mineral Filler shall consist of hydrated lime, fly ash, portland cement or crushed rock dust and shall comply with AS 2357.

2.4 Reclaimed Asphalt Pavement (RAP)

When the use of reclaimed asphalt pavement is specified or permitted it shall be as prescribed in Appendix A of AS2150.

3. BITUMEN BINDER

3.1 Bitumen

Bitumen shall be obtained from the refining of crude petroleum oils and shall comply with the requirements of AS 2008-1977, Residual Bitumen for Pavements. The class of bitumen required will be designated by the Director of Technical Services and will normally be either Class 170 or Class 320.

3.2 Modified bitumen

If required, modified bitumens shall be used in accordance with the manufacturers instructions or in accordance with the instructions issued by the Council.

4. MIXES

4.1 Mix Requirements

Properties for mixes and their applications are shown in Appendix 1. Mixes with properties other than those shown may be called and these will be nominated by the Director of Technical Services.

4.2 Nominated Mixes

The Contractor shall design each mix with the bitumen content within the range specified and complying with the properties set down in Appendix 1. This mix will be the nominated mix. Details of the mix design shall be submitted to the Council at least one month before work is commenced. The source of each component shall be nominated at the time of submission.

4.3 Testing

Testing of asphalt mixes shall be performed in accordance with AS2891 - Methods of Sampling and Testing of Asphalt.

Appendix D


4.4 Approved Mix

When the nominated mix has been specifically approved it shall become the "approved mix". The ingredients of mix delivered to the Council shall not be changed without consent of the Council, and any change may require the nomination of a new mix.

4.5 Production Mix

The mix supplied under the contract shall be called the "Production Mix". The grading and bitumen content of the production mix shall not vary from those of the approved mix by more than the tolerances set out below:

4.5.1 Grading

A.S. Sieve Size Tolerance in % Passing bymm Mass of Total Aggregate

26.5 and larger +/- 104.75 to 19mm +/- 72.36 and 1.18 +/- 50.600 and 0.300 +/- 40.212 and 0.150 +/- 2.50.075 +/- 1.5

4.5.2 Bitumen Content

The bitumen content (by mass) of the total mix shall not vary by more than 0.3% from the approved mix.

5. TESTING OF PRODUCTION MIX

5.1 Contractors Laboratory

The Contractor shall maintain and operate a testing laboratory at or near the mixing plant to control the asphalt mix quality. The laboratory must be NATA approved. All results shall be made available when required by Council.

5.2 Responsibility for Sampling

Should Council wish additional testing to be performed, the Contractor shall be responsible for the taking of samples, supplying all facilities, equipment and labour for that purpose.

5.3 Frequency of Sampling

For the purpose of acceptance testing, sampling shall be taken at the rates shown in Appendix 2.

5.4 Method of Sampling

Appendix D


Sampling shall be from a delivery truck and shall be made in accordance with the sampling procedure in AS 2891.1.

6. PLANT

The contractor shall provide all the plant and equipment necessary for carrying out the work in accordance with the Specification. All plant and equipment shall be maintained in good operating condition. The Contractor shall remove from the work any plant or equipment considered by the Council to be unsuitable.

On request from the Council the Contractor shall provide with his tender a list of the plant items proposed to use on the work indicating make, model and capacity of each item.

7. MANUFACTURE OF MIX

7.1 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. The plant shall include a rotary drum dryer for the continuous heating and drying of the coarse and fine aggregate. Each size of mineral material comprising the coarse and fine aggregate shall be fed into the dryer by mechanical feeder at a uniform rate. The dryer shall maintain a uniform flow of aggregate at correct temperature, sufficient to operate the mixing unit at its rated output.

Filler shall be stored and handled in a separate system from that which handles aggregate and be capable of accurately ensuring and adding the quantity required. The bitumen storage and handling shall be arranged so that contamination of the bitumen by flushing liquids or other materials cannot occur.

7.2 Temperatures

Thermometer elements of a suitable type shall be placed in the flow of material from the dryer and in the binder storage tank. Thermometer registrations shall be readable and accurate to within +/-20C. Bitumen shall be at a temperature not exceeding 170oC prior to or when introduced to the mix, unless the bitumen is modified.Aggregates shall be heated to such a temperature that, when the filler and binder are added, the temperature of the mixed asphalt shall not exceed 165oC.The mix shall leave the pugmill, drum and/or the hot storage bin(s) at a temperature between 140oC and 170oC.Binders that have been modified by the addition of polymer modifiers, crumbed rubber or Gilsonite, may need to be heated to higher temperatures and the resultant mixes will be produced at higher temperatures. These should be in accordance with the manufactures directions.

Appendix D


7.3 Mixing Time

Mixing time shall be such that all particles of mineral aggregate are uniformly coated with binder.

7.4 Storage of Mix

Asphalt may be stored in storage bins prior to delivery. The storage bin shall be constructed and operated in a manner that minimises segregation and avoids localised overheating. Asphalt which has been stored for more than 48 hours or is below 135 o C shall not be used.

8. TRANSPORT

8.1 General

Material shall be transported either by Council trucks or by the Contractor's trucks.

8.2 Contractor's Trucks

The asphalt shall be discharged into trucks, the bodies of which shall be kept thoroughly cleaned and coated with a thin film of an approved release agent to prevent mix sticking to the body of the truck. Care is to be taken to remove surplus release agent before loading. During transport the asphalt shall be covered with a canvas or other suitable cover which is held down securely.

When asphalt is to be transported over long distances, or in cold conditions, the asphalt shall be covered with a heavy duty canvas or similar waterproof cover which overlaps the sides of the truck body by at least 250mm and is tied down securely. Except when smaller quantities are required, trucks shall generally carry not less than 8 tonnes of asphalt. When the temperature of the mix may drop considerably during transportation, the truck, capacity shall be increased to a minimum of 12 tonnes.

Transport shall be as expeditious as possible to minimise cooling of the asphalt. Unless approval is given to other means of measurement, the mass of all truckloads of mix shall be measured on a weighbridge certified by the relevant authority.

9. PREPARATION OF PAVEMENT

9.1 Cleaning of Surface

Before spreading, the pavement surface shall be cleaned by sweeping, flushing or other means necessary to remove all loose particles of paving, all dirt and all other extraneous material to the satisfaction of the Director of Technical Services. The swept material shall be cleaned from the gutters or road shoulder and deposited in a location nominated by the Director of Technical Services.

Appendix D


9.2 Rectification of Pavement Surface

If after cleaning, the existing surface is soft or has ravelled, the affected area shall be removed and reinstated with asphalt compacted to the degree specified in Clause 12.

The Director of Technical Services may direct that specific surface depressions be filled with fresh mix and compacted before the main course is paved. These patches shall be laid and compacted in accordance with Clause 12 to the general level of the existing surface.

10. TACK COAT

Except on unsealed surfaces or as otherwise directed by the Director of Technical Services, the whole of the area to be sheeted with mixed material shall be lightly and evenly coated with bitumen emulsion which shall meet the requirements of AS2008.

Where multiple courses of asphalt are to be applied a tack coat shall be used between each course unless directed otherwise by the Director of Technical Services. The application rate of residual bitumen shall be within the range of 0.10 to 0.20 litres per square metre. The bitumen emulsion shall be applied by an approved mechanical sprayer with spray bar, unless the areas to be sprayed are small, irregular or inaccessible to mechanical sprayers, in which case application by hand spraying or brushing will be permitted.

All contact surfaces of kerbs and other structures and all cold joints shall be coated with a thin uniform application of tack coat. The tack coat shall be allowed to "break" (water separating from the bitumen) before the mix is spread.

Due care is to be taken to ensure that bitumen emulsion is not sprayed on, or allowed to coat any concrete kerbing adjacent to the pavement of shoulder. Any material so sprayed shall be removed as directed by the Director of Technical Services. Where trucks or other vehicles are likely to move from tack-coated areas onto adjacent finished surfaces, the surfaces shall be blinded with limestone dust to prevent carry over of binder.

11. LAYING OF MIX

11.1 Paver

Spreading shall be by an approved self-propelled machine, having an effective spreading capacity of not less than 50 tonnes of mix per hour. It should include the following features:-

a. Means of pushing each motor truck during spreading, with a rapid-acting device to engage and release trucks.

b. A receiving hopper into which motor trucks can discharge the mixed material.

Appendix D


c. Distributing screws to place the material evenly in front of the screed plate, without segregation.

d. Automatic tamping devices.

e. An adjustable screed capable of providing a smooth even surface free from tears or other blemishes, to a width of not less than 3.7m. Provisions shall be made for easy adjustment to permit lesser widths of spread.

f. An approved heating device to control the temperature of the screed.

g. Effective steering, such that the mix can be laid to a true line.

h. Means of adjusting depth of spread between 10mm and 150mm (compacted).

i. Automatic screed control operated from joint matching shoe, fixed line, travelling straight edge or levelling beam.

The machine shall be so operated that material does not accumulate along the sides of the receiving hopper. Any mix in or under the machine which has become cool due to delay in the transport of mix, or for any other reason, shall be removed. Where the end of the spread material has cooled due to delay in the delivery of mix, or when resuming work on the next day, a transverse joint shall be formed by cutting the spread material to a vertical face before any fresh mix is spread.

In the event of faulty operation of the mechanical spreader causing irregularities in the spread material, work shall be suspended until the fault is rectified. If the irregularities are of a minor nature, and the surface has not cooled appreciably, it will be permissible to spread a thin layer of fresh mix by hand, level it with board rakes, and roll quickly.

Should this treatment fail to produce a surface of acceptable texture and regularity, or if the faults left by the spreader are of appreciable depth, then the defective surface shall be removed, and fresh material shall be laid as previously described.

Unless specified otherwise, self propelled mechanical pavers shall be employed generally to lay the mix and hand spreading shall be limited to the correction of minor surface irregularities, to tapers, and to work inaccessible to pavers.

11.2 Weather

The temperature of the mix shall be measured in the truck just prior to discharging into the paver hopper. A suitable stem type thermometer readable and accurate to within +/-2oC with a range from at least 0oC to 200oC shall be used. The stem shall be inserted into the mix to a depth of approximately 200 mm at a location at least 300 mm from the side of the truck body. An average of at least two readings shall be adopted as the temperature of the mix.

Appendix D


Mixing and placing asphaltic concrete will not be permitted when the surface of the road is wet, or is at a temperature less than 10oC, or cold winds chill the mix to an extent that spreading and compaction are adversely affected.

Road Surface Temperature in

Shade oC

Mix Temperatures oC

Layer Thickness Less Than

30mm

Layer Thickness 30mm to

40mm

Layer Thickness 45mm to 100mm

Layer Thickness

Over 100mm

10-1515-25

Over 25

150*

145*

140*

145*

140*

135*

140*

135*

130*

125-150120-145115-140

Spreading shall proceed without undue delay, and initial rolling of the mix shall commence at a temperature of not less than 116oC.

The Director of Technical Services may order work to cease temporarily on account of adverse weather conditions or unsatisfactory condition of pavement or any other circumstances which he considers may adversely affect the work.

11.3 Layer Thickness

The specified thickness of the compacted layer of asphalt should normally be between 2.5 and 5 times the nominal maximum aggregate size for the mix.

11.4 Level Control

The contractor shall take all necessary level control measures to meet the finished surface shape as set out in Clause 13.5. These measures may involve stringlines, levelling beams, joint matching shoes or automated level setting devices.

11.5 Joints

Work is to be so arranged as to keep the number of joints, both longitudinal and transverse to a minimum and the daily laying pattern shall be subject to approval by the Director of Technical Services before work commences.

i. Longitudinal Joints

Care shall be taken to provide positive bond between adjoining runs. The density of material at joints and the surface finish at joints are to be equal in all respects with those of the remainder of the course. Joints shall coincide within 150 mm with lines of change of crossfall where they occur. Hot joints will be preferred. Whenever practicable the levels of adjacent runs shall be matched by the use of automatically controlled joint

Appendix D


matching devices. Works is to be arranged to avoid longitudinal joint faces other than those at the extreme edge of the pavement being left exposed overnight.

If the Director of Technical Services gives permission for joint faces to be exposed overnight, the edges of the joint shall be trimmed to a straight vertical face by cutting disc, rotary saw or pneumatic spade and lightly coated with tack coat material by brushing.

ii Transverse Joints

Joints shall be carefully constructed and thoroughly compacted to provide a smooth riding surface, care being taken to ensure that exactly the required depth of loose material is provided at joints before rolling commences. Cold transverse joints shall be cut to a neat vertical face by cutting disc, rotary saw or pneumatic spade and lightly coated with tack coat material by brushing before work continues adjacent to them.

11.6. MANHOLE COVERS, ETC

The Contractor shall be responsible for maintaining the uncovered state of all manhole covers, hydrants, stop valves and similar fittings.

12. COMPACTION

12.1 Rollers

Compaction of the mix shall be achieved using approved steel wheeled rollers or vibratory rollers and pneumatically tyred rollers. In confined areas with limited access or small repair works hand operated compactors may be used. In other areas, and unless the Council has otherwise agreed the rollers shall conform to the following descriptions:

Non vibratory or "dead weight" steel tandem rollers shall have a mass not less than 8 tonnes. Vibratory rollers shall have a mass not less than 6 tonnes and a drum loading of not less than 20KN per metre width of drum with a vibration frequency between 30Hz or 50Hz and an amplitude range of 0.4mm to 1.0mm.

Pneumatic rollers shall have a mass between 8 tonnes and 20 tonnes, have between 7 and 11 wheels and tyre pressures up to 700kPa, except for small or irregular areas where a smaller roller may be used.

12.2 Compaction Procedures

Rolling shall commence as soon as practicable after the laying of mix has started. Compaction of layers less than 40mm thick must commence with the mix temperature not less than 115oC and thicker layers with the temperature of mix not less than 105oC.

Unless otherwise directed initial passes will be with a "deadweight" steel roller (or vibratory roller in the non-vibratory mode). Secondary rolling will be with a pneumatic roller and the final rolling with a steel roller. Rolling should be conducted at a uniform

Appendix D


speed not exceeding 5Km/h for steel rollers and 10Km/h for vibratory steel and pneumatic tyred rollers. Abrupt stops and starts shall be avoided and direction changes made on compacted mix where possible. Rolling should commence 300mm from an unsupported edge and progress inwards.

The outer edge should be rolled with an overhang not exceeding 100mm. Final rolling shall be carried out by pneumatic roller or a steel roller operated in a non-vibratory mode. No tyre marks shall exist after final rolling and all rolling shall be completed before the temperature falls below 60oC.

13. ACCEPTANCE OF ASPHALT PAVEMENT

13.1 Surface Appearance

Any defective areas showing cracking, or bony or fatty material shall be either removed and replaced or rectified by the Contractor to the satisfaction of the Director of Technical Services. All such work will be at the Contractors' cost.

13.2 Mix Composition

The limits of acceptance are those specified in Clause 4.5.

13.3 Asphalt Compaction

If not otherwise specified or directed acceptance of compaction shall be based on a statistical analysis of density testing of the work in lots, which for a single layer would be a day's work of the same mix type. For other works acceptance of compaction may be on a procedural basis.

The minimum number of tests for a lot shall be 10 using a nuclear gauge and 6 for cores.

Use of nuclear gauges for the testing of layer less than 50mm thick shall be restricted to gauges specifically designed to measure thin layers. The characteristic value of relative compaction of a lot shall be calculated as,

x - 0.92s for 6 tests per lot, or

x - 0.88s for 10 tests per lot

where x and s are the mean the standard deviation respectively of the individual relative compaction test values of the lot.

The minimum characteristic value of relative* compaction of a lot shall be 95 percent for a layer thickness less than 40mm and 96 percent for a layer thickness of 40mm or greater.

*Note: Relative compaction is the comparison to the density of the laboratory compacted "nominated mix".

Appendix D


13.5 Surface Shape

13.5.1 Thickness

Where the asphalt is to be placed to a specified thickness, the thickness of each layer shall be not less than the specified thickness and not more than +5mm for up to 30mm layers or +10mm for thicker layers. With existing surfaces of varied level control an average thickness may be specified.

13.5.2 Level Tolerance

Where asphalt is to be finished to specified levels the level of the finished surface at any point shall not deviate by more than +10mm/-10mm. For intermediate and other courses the tolerance shall be +/-10mm.

13.5.3 Shape

Localised surface level deviations measured using a 3 metre long straight edge placed on the surface shall nowhere exceed 5mm, due allowance being made for the effect of geometric shape in the design where relevant.

13.5.4 Rideability

The surface evenness of the wearing course of the pavement should be such as to provide a NAASRA count rate not exceeding 50 counts per kilometre for a new pavement or some higher figure determined by Council where the wearing course is laid over an existing surface not meeting the specified rideability.

13.5.5

Irregularities exceeding the tolerances given above in a particular course shall be corrected before a subsequent course is placed and to the satisfaction of the Director of Technical Services.

Appendix D


APPENDIX 1

Asphalt Mixes - 1

Recreational Surfaces & Lightly Trafficked Roads

Property * Mix Designation

SA3 AC5 RAC10 GRAC10

Grading Limits % Passing AS Sieve

13.2mm 100 1009.5mm 95-100 90-1006.7mm 100 80-95 65-854.75mm 100 85-100 65-80 60-802.36mm 80-100 55-80 45-60 55-751.18mm 70-100 3 8-60 35-50 45-65600um 50-80 25-43 25-40 30-50300um 20-40 15-30 15-25 20-30150um 10-20 8-20 7-15 10-1875um 5-10 5-10 3-10 5-11

Bitumen Content %mass of total mix 6.0-9.0 6.5-7.5 6.0-7.0 5.8-6.8

Air Voids 5.0-8.0 3.0-7.0 3.0-5.0 3.0-5.0% air voids in compacted mix tested by 35 blow Marshall test

Stability 3.5kn 3.5kn 4.0kn 4.0knMin stability of mixtested by Marshall method (at 35 blows)

Flow 2-6mm 2-5mm 2-5mm 2-5mmFlow of compacted mix by Marshall machine(at 35 blows)

* SA3 Sand Asphalt (fine)AC5 Sand Asphalt for playgrounds, footpathsRAC10 A dense graded asphalt for residential streetsGRAC10 A gap graded asphalt for residential streets

Appendix D


APPENDIX 1

Asphalt Mixes - 2

Regional Roads & Heavily Trafficked Local Roads

PropertyAC10 AC14 AC20 AC28


37.5mm 10026.5mm 100 95-10019.0mm 100 95-100 82-9713.2mm 100 85-100 82-97 70-809.5mm 90-100 70-85 65-80 56-716.7mm 70-90 62-75 52-65 45-604.75mm 58-76 53-70 45-55 38-502.36mm 40-60 35-52 30-43 25-401.18mm 27-44 24-40 20-35 17-33600um 17-35 15-30 14-27 12-26300um 11-24 10-24 9-21 8-20150um 7-16 7-16 7-15 6-1475um 4-7 4-7 3-6 3-6

Bitumen Content %mass of total mix 5.0-7.0 4.5-6.5 4.0-6.0 3.5-5.5

Air Voids 3.0-7.0 3.0-7.0 3.0-7.0 3.0-7.0*

% air voids in compacted mix tested by 50 blow Marshall test

Stability 6.5kn+ 6.5kn+ 6.5kn+ 14.5kn*

Min stability of mixtested by Marshall method (at 50 blows)

Flow 2-4mm 2-4mm 2-4mm 3-6mm*

Flow of compacted mix by Marshall machine(at 50 blows)

* Modified Marshall Procedure (with 150mm Moulds)+ Minimum Stability 10kn When Binder is SBS Modified

APPENDIX 1

Appendix D


Asphalt Mixes - 3

Open Graded (Porous) Asphalt

Property

OG10 OG14 OG40


37.5mm 10026.5mm 55-8519.0mm 50-8513.2mm 100 100 25-509.5mm 90-100 0-90 20-406.7mm 40-70 35-65 10-254.75mm 30-50 20-40 5-152.36mm 10-30 5-20 3-121.18mm 5-20 0-15 0-10600um 0-15300um150um75um 0-4 0-3 0-3

Bitumen Content %mass of total mix 4.0-6.0 3.5-5.5 2.2-3.9

Air Voids 18-23 18-23 18-23% air voids in compacted mix on road

Appendix D


APPENDIX 2

Minimum Frequency of Testing of Asphalt

Quantity of Asphalt Supplied Minimum Frequency of Testing each day

Less than 100 tonnes One per 50 tonnes

101 to 300 tonnes One per 100 tonnes

301 to 600 tonnes One per 150 tonnes

Over 600 tonnes One per 200 tonnes

developments in conjunction with subdivisions and

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