wollondilly design specification wollondilly …

WOLLONDILLY DESIGN SPECIFICATION

WOLLONDILLY SUBDIVISION & ENGINEERING STANDARD

WOLLONDILLY CONSTRUCTION SPECIFICATION

DESIGN SPECIFICATION 2016

SUBDIVISION & ENGINEERING STANDARD

AUS-SPEC #1

Development Specification Series

Design Specification Contents

Section Title

DQS Submission Requirements for Engineering Design

D01 Geometric Road Design (Urban and Rural)

D02 Pavement Design

D03 Structures / Bridge Design

D04 Subsurface Drainage Design

D05 Stormwater Drainage Design

D06 Site Regrading

D09 Cycleway and Shared Pathway Design

D10 Bushfire Protection

D13 Access and Off-street Parking

SUBMISSION REQUIREMENTS FOR ENGINEERING DESIGN

DQS December 2016 (Copyright SWR-TM/WSC) WOLLONDILLY SHIRE COUNCIL

DESIGN SPECIFICATION

DQS

SUBMISSION REQUIREMENTS

FOR ENGINEERING DESIGN

WOLLONDILLY SHIRE COUNCIL DQS- 2 DQS December 2016 (Copyright SWR-TM/WSC)

Amendment Record for this Specification Part

This Specification is Council’s edition of the AUS-SPEC generic specification part and includes Council’s primary amendments.

Details are provided below outlining the clauses amended from the Council edition of this AUS-SPEC Specification Part. The clause numbering and context of each clause are preserved. New text is shown underlined and deleted text shown struck through (eg. or as 'DELETED'. New clauses are added towards the rear of the specification part as special requirements clauses. Project specific additional script is shown in the specification as italic font.

The amendment code indicated below is ‘A’ for additional script ‘M’ for modification to script and ‘O’ for omission of script. An additional code ‘P’ is included when the amendment is project specific.

Amendment

Sequence No.

Key Topic addressed in

amendment

Clause No. Amendment

Code

Author

Initials

Amendment

Date

1 Objectives DQS.02 M BG 1/3/16

2 ADAC DQS.09 M BG 1/3/16

3 Submission Requirements include earthworks and services location

DSQ.10 M BG 1/3/16

4 Traffic Management DSQ.10 M BG 1/3/16


DQS December 2016 (Copyright SWR-TM/WSC) WOLLONDILLY SHIRE COUNCIL

DQS : SUBMISSION REQUIREMENTS FOR ENGINEERING DESIGN

CONTENTS

CLAUSE PAGE

DQS.01 SCOPE .............................................................................................................................................. 1

DQS.02 OBJECTIVES .................................................................................................................................... 1

DQS.03 REFERENCE AND SOURCE DOCUMENTS ................................................................................... 1

DQS.04 CERTIFICATION ............................................................................................................................... 2

DQS.05 MINIMUM DRAFTING REQUIREMENTS ......................................................................................... 2

DQS.06 DESIGNER'S QUALIFICATIONS ..................................................................................................... 2

DQS.07 RECORDS ........................................................................................................................................ 2

DQS.08 AUDIT ................................................................................................................................................ 3

DSQ.09 ADAC ................................................................................................................................................ 3

DSQ.10 SUBMISSION REQUIREMENTS ........................................................................................................ 4

(a) Roads - (Public and Private) 5

(b) Driveways and Accessways 7

(c) Drainage – Road, Trunk and Inter-allotment Drainage 7

(d) Drainage – Property Drainage Systems 9

(e) Construction Notes 10

(g) Earthworks 10

(h) Easements and Agreements 10

(h) Flood Studies 10

(i) Sediment & Erosion Control 11

(j) Traffic Management 12

(k) Services Location 12

ANNEXURES DQS-A DESIGN CERTIFICATION REPORT DQS-B CHECK LIST - ENGINEERING DESIGN PLANS


DQS December 2016 (Copyright SWR-TM/WSC) DQS- 1 WOLLONDILLY SHIRE COUNCIL

DQS : SUBMISSION REQUIREMENTS FOR ENGINEERING DESIGN

DQS.01 SCOPE

1. This design specification sets out the minimum submission requirements of Designs required by Council for development consents.

DQS.02 OBJECTIVES

1. This specification aims to set standards and document requirements for the execution and recording of design processes in order that the infrastructure associated with any development is designed to be fit for service and where applicable, be of a standard reasonably maintainable when it is accepted by Council as a community asset.

Maintenance

2. It is also an objective that these qualities be readily demonstrable by clear records of key design processes and that data relevant to the upkeep of the assets is available to Council's management.

Records

3. One of the key deliverables is the need for a common standard for design information and for work as constructed information. The ADAC (Asset Design & As Constructed) has been developed by IPWEA. It has become a widely accepted standard. Council has adopted ADAC as a specification to assist with the orderly creation of asset information and the recording of that information in corporate databases and systems. This information is used as Council’s record of what exists in the field and is used as a record of the location for asset control. It is crucial to the operation of Council that these records are an accurate record of what the Council owns.

Please check the ADAC website for the current versions of the ADAC schema and help files. Details can also be found in Council’s Guidelines for the Submission and Creation of ADAC .xml files.

ADAC

DQS.03 REFERENCE AND SOURCE DOCUMENTS

(a) Council Specifications All Specifications for Design and Construction Council’s Guidelines for the Submission and Creation of ADAC .xml files Councils As Constructed Data Templates Council's Codes and Policies

(b) Australian Standards AS/NZS 3905.2 Guide to quality system Standards AS/NZS 9001,

AS/NZS 9002 and AS/NZS 9003 for construction. AS/NZS 3913 Quality manuals – Guide to preparation. AS/NZS ISO 8402 Quality management and quality assurance –

Vocabulary. AS/NZS ISO 9001 Quality systems – Model for quality assurance in design,

development, production, installation and servicing. AS/NZS ISO 9004.1 Quality management and quality system elements –

Guidelines.

(c) Other Section 90 (EP&A ACT) Local Government Act (1919) Subdivisions Pt XII Local Government Act (1993) Technical Publications used as Engineering Standards (AR&R) Interim Policies and Guidelines


DQS.04 CERTIFICATION

1. The Developer shall present all engineering plans to the Principal Certifying Authority for acceptance. Each set of plans shall be accompanied by a Certification Report which will be signed by the Developer's Engineer or Quantity Surveyor. The Certification Report will comprise the certificate and check lists set out in Annexure DQS-A. Approval of the plans by the Principal Certifying Authority does not relieve the developer from rectifying any errors or omissions that become evident during construction.

Certification Report

2. Certification Reports shall be required with preliminary plans and shall require resubmission with updates when final plans are submitted. Concept plans for proposed engineering work must be prepared or endorsed by suitably qualified persons as outlined in DQS.06 below. Certification Reports are not required with sketch plans or concept plans.

Certification of Preliminary and Concept Plans

3. The Certification Report shall indicate on check lists any aspects of design which do not meet requirements or tolerances set out in Council's Design and Construction Specifications and Council Codes.

DQS.05 MINIMUM DRAFTING REQUIREMENTS

1. Design plans shall be definitive and clearly set out so as to present the design concepts in such a way that the project can be understood, specified for construction and satisfactorily built.

2. All design plans should be clearly numbered by the designer with separate sheets numbered as part of a set. All drawing sheets shall have an allocated space in the bottom right hand corner for an assigned number provided by Council (18 characters).

Plan Numbers

3. The information shown on the drawings shall be logically collected on discrete sheets to avoid illogical and onerous effort in cross referencing between sheets in order to find information. Sheets of drawings should not be overcrowded with information and should not rely on colour printing or colour wash to impart information. Drawings should be on A1 size sheets and shall be on A1 sheets if they detail any work that will be owned by Council. The drawings should be suitable for black and white copying, microfilming and photo reduction to A3 paper size without loss of clarity.

Logical Drawing Sheets

4 Council has the authority to refuse plans that do not meet minimum drafting requirements. Plans copied from other works will not be accepted.

DQS.06 DESIGNER'S QUALIFICATIONS

1. A Civil Engineer suitably experienced and qualified so as to be accepted as a member of the Institution of Engineers, Australia or a suitably experienced Registered Surveyor shall be accepted as qualified to prepare plans for roadworks, drainage works, canal works (excluding flood control structures and bridges).

Engineer Surveyor

2. A Civil Engineer qualified as detailed above shall be accepted as qualified to prepare plans for bridges, retaining walls, miscellaneous structures, buildings, pumping stations and flood control structures.

Structural Design by Engineer

3 All hydraulic and hydrological calculations shall be carried out by a person experienced in hydrologic and hydraulic design.

DQS.07 RECORDS

1. The Designer shall retain appropriate design records in a format such that they can be understood readily by design staff with no prior knowledge of the particular design.



2. Calculations which can readily be re-done need not be kept once the construction maintenance period of the project has expired.

Calculation Record Retention

3. A design file shall be maintained by the Subdivider or his/her consultant containing records of calculations, approvals and decisions, geotechnical data and other design data which could be relevant in reviewing aspects of the design or planning future maintenance responsibilities.

Design File to be kept

DQS.08 AUDIT

1. Council shall have the right of audit of all processes and documents related to the project design. The Developer and the Developer's Consultant shall provide Council's Officers all reasonable assistance in inspecting records of designs submitted to Council for acceptance.

Assistance

2. In order to provide for such audit, access to the premises of the Developer or the Developer's Consultant will be provided to Council on a 24 hour notice basis.

Access

DSQ.09 ADAC

1 The ADAC (www.adac.com.au) product is developed and maintained by a consortium of local government, utility and industry agencies in conjunction with IPWEAQ. It is becoming more recognised nationally. The ADAC XML format (Schema) is used to facilitate the collection, lodgement and retrieval of detailed asset information on contributed civil infrastructure and associated assets. Such asset data is essential to the efficient operation of the Council as it underpins a range of financial, spatial, operational and asset management systems which aid in the delivery of service outcomes.

Detailed instructions in the compilation of ADAC .xml files can be found in Council’s “Guidelines for the Submission of ADAC .xml Files”.

The ADAC schema is a non-proprietary data specification and transport mechanism written in the XML language that is used to define infrastructure in terms of fields and records associated with infrastructure objects. This common language facilitates the capture and transmission of detailed data on new civil infrastructure assets including water, sewerage, drainage, roads and open space as well as survey-accurate cadastral information.

In simple terms, the ADAC schema provides an efficient mechanism for the checking and validation of design and as constructed information submitted to Council. The ADAC schema also facilitates the application of individual business “rules” which can support data migration from the generic AutoCAD DWG or XML format into each “business‟ specific IT application.

General

2 All developers, contractors and contributors are required to undertake suitable steps to prepare or convert as constructed information to an XML file in accordance with the ADAC specifications data schema. This file is a key component of the asset information requirements of Council and is a prerequisite for obtaining a construction certificate. The ADAC data file must only be generated from accurate survey information as this data is imported into Council’s Geographical Information System (GIS) and Asset Management System (AMS). Survey information supporting the development of the ADAC data file must be provided by a licensed surveyor.

ADAC Data File

3 All geometric features in the ADAC XML file and CAD drawings will be defined in Map Grid of Australia (MGA Zone 56 – GDA 94) coordinates. As-constructed data must

Coordinate System

General

ADAC Data File

Coordinate System


be derived from at least two relatively well-spaced permanent survey marks with Map Grid of Australia (MGA Zone 56 – GDA 94) coordinates. Survey must be on true MGA not based on DCDB coordinates. Vertical datum must be AHD. Cadastre will be survey accurately based on registered plan data.

4 Detailed instructions in the compilation of ADAC .xml files can be found in Council’s Guidelines for the Submission of ADAC .xml Files. The ADAC schema is regularly revised and users of this document need to go to the ADAC website (www.engicom.com.au/products/adac/) to get the current version of the schema.

ADAC Data collection instructions

5 For smaller developments, Council’s As Constructed Data Template file in Microsoft Excel format can be utilised to submit as constructed asset data. The As Constructed Data Template file is manually populated based on the same guidelines as can be found in Councils Guidelines for Creation and Submission of ADAC .xml files.

Alternative ADAC submission for small developments

DSQ.10 SUBMISSION REQUIREMENTS

ADAC Data collection instructions

Alternative ADAC submission for small developments

1 Plans for all proposed work associated with the development must be submitted to the Principal Certifying Authority for approval.

2 A typical example* of the sequence and scales of drawing sheets acceptable to Council in the compilation of a full set of subdivision plans is set out as follows.

Title, Development Consent Number, Locality Sketch, site/staging plan (1:1000) and Index of Sheets.

General Subdivision Layout Plan including lot boundaries, drainage, existing services, existing and proposed contour details, cut/fill areas and batters and a clear indication of the extent of work. (1:500)

Intersection/roundabout plans with contour details and kerb profiles. (1:200) Road Longitudinal Sections. (1:500h 1:100v) Typical Road Cross Sections showing road widths, pavement configuration,

batter slopes, kerb and gutter types. Road Cross Sections Drainage Catchment Plan (1:1000 or 1:2000) and Drainage Schedule. Drainage Long sections (1:500h 1:100v). Drainage calculations Linemarking, pavement marking and signposting plan (1:200). Specific earthworks plan if required (1:500). Erosion and Sedimentation Control Plans (1:500). Traffic Management Plan

A set of Roadworks Plans may require more than 1 sheet for each of the topics listed and may also require supplementary sheets for site specific details. Scale must be shown on all applicable drawings.

Subdivision Plan Sheets

3 Where construction of vehicular access to lots is required as part of the subdivision, details of the crossing location and internal driveway shall be shown.

4 Engineering plans in support of a construction certificate for Building work on a property must show:

Details of the lot including lot boundaries, site levels/contours, existing vegetation and natural features

All existing and proposed buildings and structures on the property All existing and proposed property accesses, internal driveways, loading

areas and carparking provisions Drainage Plans and Calculations

Property Development



(a) Roads - (Public and Private)

1 Layout plans are to be reduced to 1:500 or any other suitable standard scale as agreed by Council and should show the following:

Boundaries of road reserves, pathways, public reserves, lots and easements (both existing and proposed) in relation to road chainages.

Road, accessway and pathway numbers or names. Existing contours, spot levels and final surface contours (maximum contour

interval 0.5 metres) to Australian Height Datum. Natural features such as cliffs, watercourses, swamps, dams, ditches. Existing constructed features including building structures, retaining walls, fences,

kerb and gutter, road pavement, pipes, pits. Limit of works. Road chainage pegs and other survey lines and sections. Schedule of symbols and notation of items e.g. kerb & gutter, pits, pipes. Kerb and Gutter alignment and concrete footpaving. Existing and proposed drainage lines and structures suitably numbered and

location chainages Details and Schedule of subsoil drainage lines. Notation regarding provision of guide posts and guard rails. Road centreline bearing and radii, kerb return and cul-de-sac kerb alignment

radii. Tangent points to curves. The location and level of all existing utility services with construction notes

relating to any necessary alterations. Pavement construction details, surfacing detail, pipe types and classes, drainage

structure and kerb types, concrete strengths, pipe bedding types. Footpath and carriageway widths. Location of any traffic calming devices eg. Entrance thresholds, roundabouts,

speed humps etc. Location of existing and proposed access to each allotment. Site regrading areas. Extent of cut and fill batters of significance. Significant vegetation. Location of bus stop construction. Kerb return numbers. Proposed service crossings. North point. Location of passing and parking bays.

Layout Plans

2 Longitudinal section of the centreline of roads shall be drawn at a scale of 1:100 Vertical, and 1:500 Horizontal or any other suitable standard scale as agreed by Council. The longitudinal section should show:

Chainages running left to right across the page. Reduced levels of existing surface. Design level of road. Design grades and lengths of vertical curves. Chainage and reduced levels for each intersection point. Chainage at intersection with other roads. The chainage and level of each crest and sag point. Position and level of culverts, drainage lines and public utility mains. Longitudinal levels should be taken at maximum 20 metre intervals and at all

intermediate changes of grade.

Longitudinal Sections


3 Cross sections should be drawn at a scale 1:200 or any other suitable standard scale as agreed by Council at intervals not less than 10 metres and not greater than 20 metres. In addition, cross sections should be drawn at sag points, tangent points, transition points and culvert points. Cross sections should be leveled at least 10 metres beyond the property alignment to enable batters of cutting and embankments to be shown. Cross sections should show:

Road centreline chainages below each section.

Offset chainage from the pegged centreline.

Reduced levels of existing surface.

Design levels of pavement, kerb and gutter and footpath.

The position size and level of any public utility, mains and services affecting the work.

Existing and proposed road reserve boundaries.

A typical cross section is to be included at a scale of 1:100 or any other suitable standard scale as agreed by Council showing the following information:

Footpath and carriageway widths

Crossfalls

Pegged Centrelines

Kerb types

Kerb lines

Boundary lines

Typical batter slopes for cut and fill

Levels and offsets relative to the centreline

Depth and type of material to be used for each layer of pavement

Type of surfacing

Sub-soil drainage.

Road Cross Sections

4 Where a proposed road makes a junction with an existing road, longitudinal and cross sections extending at least 50 metres either side of the centreline intersection point of the existing road should be submitted. The cross sections are to include sections at the tangent points and the kerb returns.

5 Where it is proposed to replace an existing table drain with kerb and gutter, plan and long-section details shall be presented upstream and downstream of the work, for at least 20 metres showing:

Existing ground levels along the table drain

Finished ground levels of the table drain

The extent of any proposed regrading of the footway

6 A contour plan at a scale of 1:200 or any other suitable standard scale as agreed by Council should be provided showing the finished level at all intersections, cul-de-sacs bulbs and turning heads. The plans should include the following:

Reference points corresponding with points shown on the kerb return profile

Contours at a minimum 0.1 metre interval

Kerb return and centreline chainages

Radii of kerb returns

Tangent points identified by chainage

Location of drainage pits and other structures.

Intersection, Cul-de-sac Turning head Plans



7 Kerb profiles should be provided for all kerb returns and cul-de-sac bulbs at a scale of 1:200 horizontal and 1:20 vertical or any other suitable standard scale as agreed by Council. Each profile should have a kerb return number corresponding with a number shown on the plan view. The profile should represent the view as looking from the road to the face of kerb. Each plan should include the following:

Chainage: both the running chainage related to the profile together with the chainage related to the centreline.

RL of the design top of kerb

RL of the existing top of kerb

Gradings and vertical curves

Position of gully pits

The applicable road name/number leading into the profile

An extension of a minimum of 15 metres beyond the tangent points to ensure a smooth profile is practicable.

Kerb Return Profiles

8 A plan should be provided at a scale of 1:200 or any other suitable standard scale as agreed by Council that shows the location of all street furnishing such as:

Linemarking,

Street, speed, warning and regulatory signs,

Guideposts,

Safety barriers

Feature walls.

Street Furnishing Plan

9 The plans should show details of all structures such as Bridges, Causeways, retaining structures, feature walls and safety barriers.

10 A pavement design report shall be approved by the Principal Certifying Authority and shall detail all considerations, assumptions, subgrade test results and calculations used to determine the pavement design.

Pavement Design Report

11 The proposed location of all subsurface drains shall be clearly indicated on the Design Drawings, including the nominal depth and width of the trench, and the location with respect to the line of the kerb/gutter or edge of pavement. Where practicable, the location of outlets and cleanouts shall also be indicated on the Drawings. Assumptions and/or calculations made in the determination of the need or otherwise for subsurface drainage in special circumstances or as a variation to the requirements of the Design Specification DS 4 SUBSURFACE DRAINAGE DESIGN shall be submitted for approval with the Design Drawings.

Sub-surface Drainage

(b) Driveways and Accessways

1 Plans for driveways and access roads for properties shall show the following:

The layout of all driveways and carparking spaces

Dimensions of driveways and parking spaces

Existing gutter levels along the property frontage at the location of the property entrance

Finished levels along the driveway and levels of all parking spaces

Pavement construction details.

(c) Drainage – Road, Trunk and Inter-allotment Drainage

1 Drainage design details for road, trunk and inter-allotment drainage should include a catchment plan, drainage layout plan, longitudinal section of pipes and open channels, cross sections of open channels and major overland flow paths and details of drainage structures.

Drainage Plans


2 The catchment plans shall be drawn at scales of 1:1000 or 1:2000 or any other suitable standard scale as agreed by Council and shall show:

Contours and contour values

Direction of grading of kerb and gutter

General layout of the drainage system with pit locations

Catchment limits and Sub-catchment boundaries.

Catchment Plans

3 The drainage layout plan shall be incorporated into the road layout plans and shall show:

Existing and proposed drainage lines (including inter-allotment drainage) identified with line numbers, pipe diameters, pipe classes and grades.

All drainage pits and other drainage structures identified by number and located by centreline road chainage

Limits of open channels, inlet and outlet drains

Schedule of drainage structures including type, size cover/lid description and identification number

The location of any pubic utility services crossing influenced by the work

All significant vegetation

Overland flow paths for storms up to the 1% AEP (1 in 100 year ARI).

Drainage Layout Plans

4 The drainage system longitudinal sections shall be plotted so chainages run left to right across the sheet starting at the upstream end of the system and shall be drawn to a scale of 1:500 horizontal and 1:50 vertically or any other suitable standard scale as agreed by Council and shall show:

Running chainages along the drainage line together with road centre line chainages where applicable

Reduced levels to AHD of natural surface and finished surface levels

Invert levels of any existing drains

Design invert level and grade of pipelines, open drains, channels and watercourses

Invert levels at pit inlet and outlet

Pipe diameter, type and class.

Capacity, design discharge flow and velocity

Hydraulic grade line

The accurate position and level of any proposed or existing utility services in the vicinity of the pipeline

Drainage structures

The water level in open channels during the design storm event

The depth x velocity product in open channels.

Drainage Long sections

5 Open channel and major overflow path cross sections shall be drawn at a scale of 1:100 natural or any other suitable standard scale as agreed by Council and shall show the direction in which the cross section should be viewed. The cross sections should be at a maximum of 30 metre intervals and should detail obstructions such as fences, buildings, embankments etc that may effect flows. General survey information is to be provided for a minimum of 50 metres upstream and downstream of the work.

Cross Sections

6 Special details including non-standard pits, pit benching, open channel designs and transitions, outflow headwalls and energy dissipaters shall be provided on the design drawings at scales appropriate to the type and complexity of the detail being shown.

7 A copy of the Hydrological and Hydraulic summary sheets providing the minimum information set out in the sample summary sheets for Hydrological and Hydraulic calculations given in the appendix, shall be incorporated into the drawings.

Calculations

8 The nine basic parameters read from Maps 1-9 in Volume 2 of ARR 1987 shall be shown in the calculations submitted to Council, except where The Bureau of Meteorology provides polynomial relationships for the catchment.



9 Where hydrological and/or hydraulic computer analysis programs are used, copies of the final data files shall be provided.

(d) Drainage – Property Drainage Systems

1 Drainage plans for property drainage systems, reduced to 1:100 scale or any other suitable standard scale as agreed by Council shall detail:

The location of all buildings, driveways and impervious surfaces The location, trunk diameter and canopy size of any significant trees that may

have roots that will be affected by the drainage system, whether they are on the subject property or not

The location of all downpipes, surface channels, kerbs, pits and pipes The size and class of all pipes and the size of all pits The invert levels of all pipes and pits Finished surface levels of all pits Finished levels of any catch drains or swales Finished levels of all paved areas, unpaved areas, building floor levels and

garage floor levels Contours at ½ metre intervals of the existing ground levels An indication of the path taken by overland flow during storm events where the

capacity of the piped drainage system is exceeded Cross section details of any swales or catch drains proposed A clear indication of the location of any easements; the location size and depth of

any Council or inter-allotment drainage pipelines; and the location of any watercourses passing through the property

Any existing buildings or hard paving on the property not being removed as a consequence of the development, and the size and location of all drainage pipes and pits associated with the existing site improvements

Details of the connection to Council’s drainage system; if disposal is to the kerb show the location and level at the point of discharge to

the kerb if connection is to a Council or inter-allotment drainage pit show location, size,

invert level and surface level of the pit along with the location and size of all pipes entering and leaving the pit

if connection is through a slope junction to a Council or inter-allotment pipeline show the location, size and level of the pipe at the connection, invert and surface levels or pits upstream and downstream of the point of connection and a 1:20 scale detail of the manner of connection

if discharge to a natural watercourse show the location and level of the top and base of the creek banks, levels along the creek bed and a 1:20 scale detail of the outlet structure.

Drainage Layout Plans

2 The layout plan or a separate catchment plan should indicate the limit and size of the catchment draining to each collection point.

3 If the property is affected by stormwater runoff from upstream properties, plans of the catchment area shall be provided. The catchment plan shall show contours and contour values, catchment boundaries, the catchment size, the anticipated runoff and a clear indication of where this runoff will enter the subject property.

Catchment Plans

4 The following calculations are to accompany the layout plan:

calculation sheets detailing the area and surface type of the subcatchment for each collection point

calculations to show the capacity of any swale or catch drain hydraulic grade line analysis of all pipelines in excess of 225mm ø including

pipe friction coefficients and shock loss coefficients used.

Calculations


(e) Construction Notes

1 The Design Drawings shall include construction notes covering the following areas as a minimum:

construction specification to be used

the need to implement sediment and erosion controls prior to disturbing the site.

(g) Earthworks

1 Where earthworks cut and fill is proposed on properties or is part of the creation of new lots, a cut and fill plan shall be submitted with the design plans. The Earthworks cut and fill plan shall show the location and depth of all proposed cut and fill.

(h) Easements and Agreements

1 Where an inter-allotment drainage easement or a Council drainage easement must be created over a property outside the development site, a Deed of Agreement from all affected property owners will need to be submitted to Council prior to release of the Engineering Design Plans. Evidence is to be submitted to Council that the easement(s) has been registered with the Land Titles Office prior to issuing of the construction certificate or subdivision certificate.

2 Where it is proposed to discharge collected runoff to an existing inter-allotment drainage easement, the applicant shall submit to Council information to demonstrate that the subject property enjoys legal rights to use the inter-allotment drainage easement. This information must be received before Council releases the Engineering Design Plans.

3 Where an agreement is reached with an adjacent landowner to increase flood levels on his/her property or otherwise adversely affect his/her property, a letter signed by all the landowners outlining what they have agreed to and witnessed by an independent person shall be submitted prior to any approval of the engineering plans.

4 Where it is proposed to divert, direct or intensify the flow of stormwater into adjoining property, a "permit to discharge stormwater” shall be sought and submitted to Council prior to the approval of Engineering design plans. The above shall apply unless otherwise specified by Council.

5 Where work is proposed within an adjoining property, written consent is required from the adjoining property owner(s) outlining they will permit the applicant’s contractors to enter their property and undertake all work necessary. This letter of consent must be submitted to the Principal Certifying Authority prior to issuing of the construction certificate for the building works.

(h) Flood Studies

1 A flood study will generally be required to support any application on properties affected by flooding from watercourses and on properties affected by overland flow from a significant upstream catchment.

2 The flood study shall include:

a survey to Australian Height Datum, of the floodway through the property, and adjoining properties where necessary, showing all physical features that may affect the path and depth of floodwaters. This shall extend sufficiently upstream and downstream to ensure all relevant hydraulic controls are contained within the survey

plans of the catchment at a scale approved by Council, indicating catchment boundaries, contours and contour values



a hydrological analysis of the upstream catchment and where necessary a hydraulic analysis of a relevant section of the piped drainage system, to determine overland flowrates through the property. Where known, flowrates will be supplied by Council

plans and calculations of the pre-developed and post-developed position, depth and velocity of the floodway through the site and on adjoining properties where relevant.

3 Where computer modelling is used for either hydrological or hydraulic analysis, copies of final computer data files shall be provided to Council for approval.

(i) Sediment & Erosion Control

1. After development consent is given an erosion and sediment control/water management plan shall be submitted to Council as part of the detailed engineering design. This plan must give all details for erosion, sediment and pollution controls. Note:

This design shall be site specific and not a generalisation of erosion control philosophy. It shall also form part of the contract specifications for a contractor to comply with during construction.

2. Detailed designs shall include scaled drawings (no larger than 1:1000) and detailed specifications/diagrams which can be readily understood and applied on site by supervisory staff.

Items to be included, but not limited to, shall be:

existing and final contours

the location of all earthworks including roads, areas of cut and fill and re-grading

location of access haulage tracks and borrow pits

location and design criteria of erosion and sediment control structures

location and description of existing vegetation

proposed vegetated buffer strips and "no access" areas

location of critical areas (vegetated buffer strips, drainage lines and structures, water bodies, unstable slopes, flood plains and seasonally wet areas)

type and location of diversion works to direct uncontaminated run-on around areas to be disturbed

revegetation program

procedures for maintenance of erosion and sediment control

procedures for dust control

details for staging of works

3. No site works shall commence prior to approval of the detailed engineering design. All works are to be carried out in accordance with the approved management plan. Its implementation must be supervised by personnel with appropriate qualifications and/or experience in soil conservation on construction sites.

Approval

4. Notwithstanding the foregoing, Council may require erosion or sediment control works to be carried out additional to or instead of those works specified in the approved plan, should circumstances change during construction.

Additional Works

5. If required, examples of proposed subdivisions detailing locations of water quality structures, sediment and erosion control devices may be obtained from EPA Guidelines and Manual and used as a guide when preparing a detailed design.

Example Design


(j) Traffic Management

1 Whenever work is proposed to be undertaken within or adjacent to the public road reserve, it is vital that the impacts of construction on the regular traffic flows are considered. A Traffic Management Plan (TMP) shall be submitted with the design documents, for approval by Council, showing how traffic will be managed during all stages of construction.

A Traffic Management Plan shall include the type and location of the proposed construction works, the regular traffic flows and volumes, the expected traffic impacts during construction and how it is proposed to manage all traffic during and after construction. Construction Vehicle Movements shall be identified and included in the Traffic Management Plan. The vehicle movements shall include regular site access, construction vehicle parking and delivery and haulage vehicle access.

Traffic management shall include all traffic types including pedestrians and cyclists and consider the impacts on local residents and public transport. The Traffic Management Plan shall be prepared with consideration of minimising disruption to local residential traffic and adjoining land owners. Public consultation may need to be undertaken when developing the Traffic Management Plan.

Generally a Traffic Management Plan shall take the form of a site map or sketch showing all the details required. More complex construction or staged developments may be supported by written plan.

In certain circumstances, the Traffic Management Plan may need to be referred to the Local Traffic Committee and/or the Roads and Traffic Authority for ratification. Temporary Road Closures must comply with the requirements of Council’s Road Closures Policy.

Traffic Management Plan Submission

2 Traffic Control Plans (TCPs) shall be prepared based on the information contained within the approved Traffic Management Plan. Generally a Traffic Control Plan will not be required until application is made to Council for a permit under Section 138 of the Roads Act. Traffic Control Plans shall be prepared in accordance with requirements of the Roads and Maritime Services Traffic Control at Work Sites manual and must be prepared and endorsed by a person with current Roads and Maritime Services accreditation.

Traffic Control Plans

The implementation of a Traffic Control Plan (TCP) and control of traffic with stop/slow bat must be undertaken by persons with current Roads and Maritime Services accreditation.

(k) Services Location

1 Where works are proposed within the road reserve, subsurface utility services and service lids and covers, shall be identified and shown on the design plans in accordance with Australian Standard AS5488-2013 Classification of subsurface utility information. Information on Utility Services shall be based on service authority searches (DBYD) and visual inspection of the site.

2 Subsurface utility services shall be shown to minimum Quality Class D in the design plans. Where possible conflicts between existing utility services and proposed new infrastructure (including road pavements), it shall be investigated by the design engineer to ensure compliance with minimum vertical and horizontal clearance to services.



ANNEXURE DQS-A

WOLLONDILLY SHIRE COUNCIL

DESIGN CERTIFICATION REPORT

Project Title:

DA No:

Consultant's Drawing No:

Name of Consultant:

Name and Address of Developer: I certify that the subject drawings represent a design for which the attached design check lists provide a valid record. I certify that this design has been carried out in accordance with current standards of good industry practice and in accordance with Wollondilly Shire Council's Design Specifications and specific instructions received with the exception of departures cited in the attached design check lists for Council's advice. I certify that this Design will not significantly impact on the environmental factors of the area as interpreted under Part V of the Environmental Planning and Assessment Act. I certify that this Design is in strict compliance with the development consent conditions and where a variance to the consent is found, written confirmation has been received from Council approving of the variance prior to the lodgement of Design Plans (this includes designs for staged construction). I certify that all structural elements of the Design have been designed by a competent qualified practicing Civil or Structural Engineer. Contact Phone: Design Engineer/Surveyor Date Contact Postal Address: Qualifications


DQS March 2016 (Copyright SWR-TM/WSC) DQS-B1 WOLLONDILLY SHIRE COUNCIL

ANNEXURE DQS-B


CHECK LIST - ENGINEERING PLANS

Project Title:

DA No:

Consultant's Drawing No:

Name of Consultant:

Name and Address of Developer:

PPRREELLIIMMIINNAARRYY NN//AA 11.. Layout conforms to DA consent plan

22.. All DA items checked

33.. Design Certification submitted

44.. RTA comments satisfied?

55.. RFS Comments checked?

66.. DNR comments checked?

77.. CC application lodged

88.. Landscaping plan provided (if DA requires)

99.. Sydney Water compliance certificate provided (if DA requires)

1100.. Vegetation Management Plan submitted (if DA requires)

1111.. Waste Management Plan provided (if DA requires)

GGEENNEERRAALL NN//AA 11.. General Notes - S138 permit requirement noted

22.. Construction notes provided

33.. Inspection notes provided

44.. Note to provide engineer’s certification for internal works (industrial/commercial/medium density developments)

55.. Location plan provided

66.. Scales are satisfactory

77.. Bench mark / datum shown

88.. Chainage / bearing shown

99.. Curve data / TPs provided

1100.. Pram ramps provided where required

1111.. Existing Services shown & conflict with Power pole, gas line, trees etc checked

1122.. Contour plan of lots (existing/proposed)

1133.. Extent of works shown

RROOAADD--VVEERRTTIICCAALL//HHOORRIIZZOONNTTAALL AALLIIGGNNMMEENNTT NN//AA 11.. Long-section of Centre line design (min 1% grade required) 2. Carriageway width provided as per DCP 3. Verge/Footway width provided as per DCP 4. Vertical curves provided and length/sight distance satisfactory 5. Superelevation provided where required 6. Sight distance (Stopping/intermediate) sufficient

77.. Low point location shown and drainage provided

88.. Limit of construction treatment shown

99.. Splay corners at intersection - 4x4m residential /10x10m industrial & collector roads

1100.. Existing roads shown

1111.. Turning circle at road end

1122.. Passing bays provided where required

1133.. Cycleway (2m wide reinforced concrete) provided as required

1144.. Concrete footpath (1.5 m wide) provided as required

1155.. No through road sign at the end of road


WOLLONDILLY SHIRE COUNCIL DQS-B2 DQS March 2016 (Copyright SWR-TM/WSC)

RROOAADD-- CCRROOSSSS SSEECCTTIIOONNSS NN//AA 11.. Typical section provided

22.. Pavement details shown

33.. 10 mm single coat seal under 30 mm asphalt for new urban roads

44.. AC 50 mm thick around cul-de-sac and turning heads

55.. All cul-de-sac shall be kerb and guttered

66.. AC seal is required when rural road grade is more than 16.67%

77.. Kerb & gutter is required for grade >10%

88.. Traffic loadings indicated

99.. Crossfalls (footpath 4%, pavement 3%)

1100.. Batters min 1:4 fill/1:2 cut

1111.. Lot filling details shown

1122.. 1.2m turf behind footpath provided

1133.. Footpath width min 3..5 m around cul-de-sac bulb provided

1144.. Cross drawn to full extent to see impact on properties

RROOAADD IINNTTEERRSSEECCTTIIOONN NN//AA 11.. Intersection treatment (AUL/AUR/BAL etc) provided

22.. Intersection turning circle plotted

33.. Widening at intersection

44.. Intersection sight distances(SISD/ESD)

KKEERRBB RREETTUURRNNSS NN//AA 11.. KR profiles for all intersections provided

22.. Arc lengths shown

33.. Crossfalls/grades shown

44.. Contours plotted

55.. Lowpoints to be clear of TP by 1.5m

RROOUUNNDDAABBOOUUTTSS NN//AA 11.. Inscribed circle radius

22.. Turning circles

33.. Deflection

44.. Island offsets

55.. Pavement RLs

66.. Crossfalls

77.. Linemarking

88.. Island landscaping

99.. Island drainage

1100.. Island details (structural)

DDRRIIVVEEWWAAYYSS NN//AA 11.. Location satisfactory?

22.. Long Section provided when steeper grades more than 3%

33.. Vehicle crossing template used for steep grade

44.. Carriageway width, crossfall satisfactory

55.. Passing bays provided

66.. Joint details if concrete

77.. Vehicle Crossing details ( heavy duty crossing required?)

88.. Driveway drainage considered

99.. Existing driveways affected by new works?

CCAARR PPAARRKKIINNGG NN//AA 11.. Clear width/depth of space

22.. Clear width of manoeuvring lane

33.. Layout acceptable from traffic safety

44.. Pavement Design/Sealing provided

55.. Vehicle turning template plotted

66.. Carparking area grade max 5%


DQS March 2016 (Copyright SWR-TM/WSC) DQS-B3 WOLLONDILLY SHIRE COUNCIL

SSOOIILL EERROOSSIIOONN NN//AA 11.. Notes provided

22.. Site fences shown

33.. Pits protection

44.. Turfing /grass seeding/bitumen spray on disturbed areas

55.. Stockpiles location/fence

66.. Sedimentation basin required? Show calculation

77.. No trees to be removed without Council consent

88.. Dust control measures shown on plan

SSTTOORRMMWWAATTEERR DDRRAAIINNAAGGEE NN//AA 11.. Designed for recurrence interval 1:10 urban, 1:5 rural, 1:20 industrial

22.. Designed checked for 1:100 year ARI

33.. Catchment /subcatchment plan provided

44.. Calculation schedule - hydrologic/hydraulic provided

55.. Pipeline long sections provided

66.. Surface/invert levels for pipes/pits

77.. Pipe grade/size/class shown

88.. Pit schedule-type/geometry/location/lintel length/inlet capacity

99.. Curves pipelines provided on curves

1100.. Line No/Pipe size on Eng Sheets shown

1111.. Cover to pipes min 600 mm under roads

1122.. Pits to have step iron if depth>1m

1133.. 1m high handrails in pits & headwalls in public reserve

1144.. Upstream run off considered in calculation

1155.. Connection to existing pit / K&G / creek - shown on plan

1166.. Post-development flow vs predevelop for creek / existing system

1177.. Gutter Flow Width max 2m

1188.. Ponding depth at sag pits

1199.. Overland flow path shown for 1:100 ARI rainfall

2200.. V*D <0.4 m/s for overland flow path

2211.. Drainage easement width shown as per pipe size

2222.. Downstream swale drain shape and levels shown

2233.. Reverse cross fall on footpath in flow path

2244.. All channels, open drains shall be turfed

2255.. WSUD elements are detailed with supporting documents

2266.. Structural details of non-standard pits certified

2277.. Check for concentration of water onto adjoining property

2288.. Catch drains required to protect lots and roads

FFLLOOOODD MMAANNAAGGEEMMEENNTT NN//AA 11.. Catchment area plan shown

22.. Height of 1%AEP flood and FFL calculated

33.. Flood extent plotted in plan

44.. Hydraulic/hydrologic calculation shown

55.. Calibration carried out

66.. Sensitivity analysis done

77.. Software model parameters checked

88.. Rainfall data correct

99.. DxV product on floodways

1100.. Emergency evacuation route provided for >1%AEP event

1111.. Flood warning signs at floodways, basins

1122.. No building/filling on floodways

TTRRAAFFFFIICC CCOONNTTRROOLL DDEEVVIICCEESS NN//AA 11.. Line marking (carriagway/cycleway), RPM shown

22.. Sign (Intersection/Giveway/Speed limit)

33.. Chevron sign at T intersection provided

44.. Guide Posts shown

55.. Guard Rails provided

66.. Safety Barriers provided

77.. Stop sign is required at 4 way intersection

88.. Plans need to be referred to Traffic Committee for approval of line marking, signposting etc.


WOLLONDILLY SHIRE COUNCIL DQS-B4 DQS March 2016 (Copyright SWR-TM/WSC)

TTRRAAFFFFIICC CCOONNTTRROOLL PPLLAANN NN//AA 11.. Dimensions provided on the plan

22.. Signs sufficient

33.. Follows RTA guideline

44.. Traffic Controller required

55.. Night time treatment provided

66.. Work zone defined

77.. Risk assessment done

88.. Pedestrian and business access provided at all times

99.. DTR required if speed limit of 40k is shown on plan

1100.. TCP prepared by/RTA ticket no

WWOORRKK--AASS--EEXXEECCUUTTEEDD PPLLAANN NN//AA 11.. Stripped and finished levels shown

22.. Subsoil drains shown

33.. Engineer’s certification for construction provided for internal works, bridge etc

44.. Name of new road proposed

55.. WAE levels match with design levels

MMIISSCCEELLLLAANNEEOOUUSS NN//AA 11.. Structural certification for bridge, structures, retaining walls etc

provided

22.. Existing structures shown

33.. Street name signs provided

44.. Guide posts provided

55.. Existing SSMs

66.. Road Safety Audit Report Stage 3 done

77.. List of works that are to become Council’s Asset

88.. Possible adverse impacts on neighbouring properties examined

99.. Consent from adjoining owners to allow construction of batter, tail out drain, install culvert and access for any other purpose required for the development works

CCOOMMMMEENNTTSS RREEFFEERREENNCCEE

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

____________________________________________________________________________________________________________________________________________

GEOMETRIC ROAD DESIGN

D1 December 2016 (Copyright SWR-TM/WSC) WOLLONDILLY SHIRE COUNCIL


D1


(Urban and Rural)





Details are provided below outlining the clauses amended from the Council edition of this AUS-SPEC Specification Part. The clause numbering and context of each clause are preserved. New text is shown underlined and deleted text shown struck through (eg or as 'DELETED'. New clauses are added towards the rear of the specification part as special requirements clauses. Project specific additional script is shown in the specification as italic font.


Amendment

Sequence

No.

Key Topic addressed in amendment Clause

No.

Amendment

Code

Author

Initials

Amendment

Date

1 Changed reference from RTA to RMS General M BG 1/3/16

2 Included RMS Technical Reference D1.01 A BG 1/3/16

3 Technical Reference for road design D1.01 A BG 1/3/16

4 Road Hierarchy and categories D1.07 M BG 1/3/16

5 Design Speeds D1.09 M BG 1/3/16

6 Removed Category A accessway Table D.1.5

O BG 1/3/16

7 Pathway not to be located over Services

D1.16 M BG 1/3/16

8 Minimum vehicle size for intersection design

D1.17 M BG 1/3/16

9 Forward Ingress and Egress for heavy vehicles

D1.17 M BG 1/3/16

10 Minimum lane widths for bus routes D1.17 A BG 1/3/16

11 Bus Stop design requirements D1.21 A BG 1/3/16

12 Pavement joint protection D1.32 A BG 1/3/16

13 Street Lighting Requirements D1.38 A BG 1/3/16



SPECIFICATION D1 : GEOMETRIC ROAD DESIGN (Urban and Rural)

CONTENTS

CLAUSE PAGE

GENERAL ............................................................................................................................. 3

D1.01 SCOPE .................................................................................................................................................... 3

D1.02 AIMS ........................................................................................................................................................ 3

D1.03 REFERENCE AND SOURCE DOCUMENTS ......................................................................................... 3

D1.04 CONSULTATION..................................................................................................................................... 4

D1.05 PLANNING CONCEPTS ......................................................................................................................... 4

D1.06 PLAN REQUIREMENTS – See DQS ...................................................................................................... 5

D1.07 ROAD HIERARCHY ................................................................................................................................ 5

D1.08 ROAD NETWORK ................................................................................................................................... 6

URBAN DESIGN CRITERIA ................................................................................................................................. 7

D1.09 DESIGN SPEED ...................................................................................................................................... 7

D1.10 LONGITUDINAL GRADIENT .................................................................................................................. 7

D1.11 HORIZONTAL CURVES AND TANGENT LENGTHS............................................................................. 8

D1.12 VERTICAL CURVES ............................................................................................................................... 9

D1.13 SUPERELEVATION .............................................................................................................................. 10

D1.14 CARRIAGEWAY WIDTH ....................................................................................................................... 10

D1.15 CROSSFALLS ....................................................................................................................................... 13

D1.16 FOOTWAY AREAS ............................................................................................................................... 13

D1.17 INTERSECTIONS .................................................................................................................................. 14

D1.18 ROUNDABOUTS ................................................................................................................................... 15

D1.19 TRAFFIC CALMING .............................................................................................................................. 16

D1.20 PARKING ............................................................................................................................................... 17

D1.21 BUS ROUTES, STOPS AND SHELTERS............................................................................................. 17

RURAL DESIGN CRITERIA ................................................................................................ 18

D1.22 GENERAL .............................................................................................................................................. 18

D1.23 SIGHT DISTANCES .............................................................................................................................. 19


WOLLONDILLY SHIRE COUNCIL D1 December 2016 (Copyright SWR-TM/WSC)

D1.24 HORIZONTAL AND VERTICAL ALIGNMENT ...................................................................................... 21

D1.25 INTERSECTIONS .................................................................................................................................. 21

D1.26 PLAN TRANSITIONS ............................................................................................................................ 22

D1.27 CARRIAGEWAYS ................................................................................................................................. 23

D1.28 SUPERELEVATION .............................................................................................................................. 23

D1.29 SCOUR PROTECTION ......................................................................................................................... 24

SPECIAL REQUIREMENTS ............................................................................................... 24

D1.30 CUT/FILL ROAD BATTERS .................................................................................................................. 24

D1.31 HALF ROAD CONSTRUCTION ............................................................................................................ 24

D1.32 ROAD WIDENING ................................................................................................................................. 24

D1.33 RECONSTRUCTING AN EXISTING ROAD ......................................................................................... 25

D1.34 STREET FURNISHING ......................................................................................................................... 25

1.35 SERVICE VEHICLES ............................................................................................................................ 25

D1.36 PROPERTY ACCESS ........................................................................................................................... 26

D1.37 BOUNDARY FENCES ........................................................................................................................... 26

D1.38 STREET LIGHTING ................................................................................................................................. 26

STANDARD DRAWINGS .................................................................................................... 27

D1.100 LIST OF DRAWINGS ........................................................................................................................... 27


D1 June 2016 (Copyright SWR-TM/WSC) D1-3 WOLLONDILLY SHIRE COUNCIL

SPECIFICATION D1 : GEOMETRIC ROAD DESIGN (Urban and Rural)

GENERAL

D1.01 SCOPE

1. This section sets out the specifications developed specifically for the design of subdivision roadworks using principles of street design to ensure safety and improved amenity and to reduce pedestrian/vehicular conflicts.

2. A fundamental requirement of the design process is for designers to determine the vehicle speed which is deemed acceptable for a particular subdivision or section of road. The concept of designing to regulatory street speeds is contrary to the current principles of subdivision road design.

3. All relevant design principles must be integrated in the development of the road network. A careful balance is required between maximising amenity, safety and convenience considerations and those related to drivers’ perception of driving practice.

4. To provide a level of consistency across the road network, Wollondilly Shire Council has adopted the Roads and Maritime Services (RMS) technical references for road design. The primary technical references for RMS are the Austroads guides supported by supplements and technical directions issued by RMS.

D1.02 AIMS

1. The provision of a road system within a subdivision is to be designed so as to achieve the following aims:

Provide convenient and safe access to all allotments for pedestrians, vehicles and cyclists.

Provide safe, logical and hierarchical transport linkages with existing street system.

Provide appropriate access for buses, emergency and service vehicles.

Provide for a quality product that minimises maintenance costs.

Provide a convenient way for public utilities.

Provide an opportunity for street landscaping.

Provide convenient parking for visitors.

Have appropriate regard for the climate, geology and topography of the area.

D1.03 REFERENCE AND SOURCE DOCUMENTS

(a) Council Specifications

All Specifications for Design and Construction.

(b) Australian Standards


D1-4 D1 December 2016 (Copyright SWR-TM/WSC)


AS 2890.1 Parking facilities: Off-street car parking.

c) State Authorities Roads and Traffic Authority NSW - Road Design Guide. Department of Housing – Road Manual, 1987. Department of Urban Affairs (formerly Environment) and Planning - Technical Bulletin 12

(1981), Residential Road Widths. Resource NSW – Better Practice Guide for Waste Management in Multi-Unit Dwellings

(2002)

(d) Primary Technical Refenences AUSTROADS Guide to the Geometric Design of Rural Roads. Guide Policy for the Geometric Design of Major Urban Roads. Guide to Traffic Engineering Practice: PART 5, Intersections at Grade PART 6, Roundabouts PART 10, Local Area Traffic Management PART 13, Pedestrians PART 14, Bicycles

The Institute of Municipal Engineering Australia, Qld Division - 1993: Design Guidelines for Subdivisional Streetworks.

ARRB Special Report No. 33, L E Comerford: A Review of Subdivision Road Design Criteria.

Joint Venture for More Affordable Housing – 1989: Australian Model Code for Residential Development. (AMCORD)

Stapleton, C 1984: Streets Where We Live - A Manual for the Design of Safer Residential Estates.

Stapleton, C 1988, Dept of Transport South Australia: Planning & Road Design for New Residential Subdivisions.

Brindle, R 1988, ARRB: Planning & Design of the Local Distributor.

Colman, J 1978, ARRB: Streets for Living.

Pak-Poy Kneebone - 1989: Research Study into Road Characteristics for Residential Development.

Department of Infrastructure, Planning and Natural Resources 2003 Guide: Roads and Salinity (ISBN: 0 73475377 2)

D1.04 CONSULTATION

1. Designers are encouraged to consult with the Council and other relevant authorities prior to or during the preparation of design. Designers should in addition to requirements of this Specification ascertain specific requirements of these authorities as they relate to the designs in hand.

D1.05 PLANNING CONCEPTS

1. In new areas (as distinct from established areas with a pre-existing road pattern) each class of route should reflect its role in the road hierarchy by its visual appearance and related physical design standards. Routes should differ in alignment and design

Road Hierarchy


D1 December 2016 (Copyright SWR-TM/WSC) D1-5 WOLLONDILLY SHIRE COUNCIL

standard according to the volume of traffic they are intended to carry, the desirable traffic speed, and other factors.

2. The road pattern and width must be in conformity with that shown on any relevant area Development Control Plan. In areas not covered by these plans, the pattern and width(s) will be determined by Council on their merits.

3. The road network for residential developments should have clear legibility.

4. The road network should reinforce legibility by providing sufficient differentiation between the road functions.

5. Wherever possible distinct landmark features such as watercourses, mature vegetation or ridge lines should be emphasised within the structural layout so as to enhance the legibility.

Legibility

6. Whilst legibility can be enhanced by introduced physical features such as pavement and lighting details, the road network should by its inherent design and functional distinction provide the necessary legibility.

7. The number of turning movements at intersections or junctions that a visitor should be required to undertake to reach a particular address within the development should be minimised.

8. Low speeds are desirable in lightly trafficked streets to protect pedestrians and allow them to share the street with vehicles.

9. Bus routes should be within acceptable walking distance of all dwellings. Where possible, residential properties shall be within 400 metres of a bus stop.

10. Each road category must satisfy reservation and width requirements and meet all construction and design requirements.

10. Information provided by the NSW Government that indicates salinity may occur in parts of the Wollondilly Local Government Area (LGA). This salinity potential is due to inherent characteristics of the Wollondilly LGA landscape. As a result, buildings and other infrastructure in the Wollondilly LGA may be susceptible to salt damage.

The applicant must thoroughly investigate the site to determine if there are any salinity issues to be addressed. The designer shall address salinity in their design. Steps taken may include, but are not limited to:

Minimising depth of excavation/disturbance required for roadworks;

Minimising infiltration of surface waters by providing adequate sub-soil drainage;

Provision of adequate drainage for upstream catchments; and

Use of appropriate materials in construction of roadworks.

Designers should also follow guidelines set out in Department of Infrastructure, Planning and natural Resources (2003) Guide: Roads and Salinity (ISBN: 0 73475377 2).

Salinity

D1.06 PLAN REQUIREMENTS – See DQS

D1.07 ROAD HIERARCHY

1. A hierarchical road network is essential to maximise road safety, residential amenity and legibility. Each class of road in the network serves a distinct set of functions and is designed accordingly. The design should convey to motorists the predominant function of the road.




2. Council’s Asset Management System has adopted a road hierarchy that classifies each road in order to determine the funding and Level of Service that will be provided for that road. For design purposes, a category system has been developed that provides specific details of road characteristics.

Road hierarchy and Category:

State Road (Classified) – RMS to determine road characteristics

Regional Road (Classified) – RMS to determine road characteristics

Regional Road (Unclassified) – Council to determine specific Road characteristics

Major Collector – Cat D3, E, F & H

Minor Collector – Cat D2, D3 E, F & G

Urban Residential - Cat B, C, D1, D2 & D3

Rural Residential - Cat G1, G2, G3 & H

3. Category B and C, having as their primary function residential space – amenity features which facilitate pedestrian and cycle movements, and where vehicular traffic is subservient in terms of speed and volume, to those elements of space, amenity, pedestrians and cyclists.

Cat B & C

4. Category D, as a local residential street should provide a balance between the status of that street in terms of its access and residential amenity functions. Resident safety and amenity are dominant but to a lesser degree than access streets.

Cat D

5. Category E, have a residential function but also carry higher volumes of traffic collected from lower order streets. A reasonable level of residential amenity and safety is maintained by restricting traffic volumes and speeds, however, amenity and resident safety do not have the same priority as category D streets.

6. Category F, used for access to Commercial or Industrial lots by a larger number of heavy vehicles. Roads should provide for a mix of traffic types and movements.

Cat E

Cat F

7. Category G and H, have a residential and agricultural function and generally carry a lower volume of traffic but at possibly higher speeds than urban areas. These roads generally provide residential and agricultural land access and can also provide a connection between rural and urban areas. Roads should provide an all-weather access to residential lots.

Cat G & H

D1.08 ROAD NETWORK

1. The design features of each type of road convey to the motorist its primary functions and encourage appropriate driver behaviour.

2. Traffic volumes and speeds on any road should be compatible with the residential functions of that road.

3. The maximum length of an access street should ensure its status as a residential place is retained, where the traffic, in terms of speed and volume will enable the integration of pedestrian, cycle and vehicular movements. This length will also ensure that residential convenience is not unduly impaired as a result of speed restraints.

4. The length of major and minor collectors within a development should be minimised.



5. The distance required for motorists to travel on all streets within the development should be minimised.

6. Where access streets form part of a pedestrian or cycle network, access links should provide suitable connectivity with adjoining access streets or open space systems so as to ensure such pedestrian and cycle network are functionally efficient.

7. The road network should ensure that no road links with another road which is more than two levels higher or lower in the hierarchy. In exceptional circumstances roads may link with others that are more than two levels apart, however, no access street or local street should have access to an access-controlled arterial road.

Road Links

8. Connections between internal roads should be T-junctions or controlled by roundabouts.

9. The road layout should conform to the requirements of the external road network and satisfy the transport provisions of an outline development plan.

10. The external road network should be designed and located to provide routes which are more convenient for potential through local road network. Major roads should be provided at intervals of no more than 1.5 km and should be complete and of adequate capacity to accommodate projected movements. The internal road system should not provide through routes that are more convenient than the external road network.

External Road Network

URBAN DESIGN CRITERIA

The following Urban Design Criteria shall be generally adopted for roads with an Urban Residential hierarchy and all roads adjacent to ‘R1’, ‘R2, ‘R3’, ‘B’ and ‘IN’ land zones or as directed by Council.

D1.09 DESIGN SPEED

1. Design speed is generally used as the basic parameter in the specification of design standards, determining the minimum design value for other elements. Roads and Maritime Service bases its current design standards on a travel speed rather than a design speed. Travel speed identifies a speed/horizontal radius relationship. This approach is intended for roads of a minimum travel speed of 60 km/h. The maximum speed limit in NSW for built-up areas is 60 km/h and this should be used in calculating design values which depend on speed, (eg collector and distributor roads) however, in difficult topography, the design speed may be reduced. Vehicular speeds are also limited by road intersections as well as changes in horizontal and vertical alignment.

RMS Guidelines

2. Adoption of a low design speed discourages speeding, however, where vertical or horizontal curves of low design speed are located in otherwise high speed sections (tangents) the result is a potentially dangerous section of road. It should be recognised that in low standard roads, operating speeds will tend to be in excess of arbitrary speed standards. Attention should be given to ensuring that potentially hazardous features are visible to the driver and adopting traffic engineering measures which will help a driver avoid errors of judgement.

Low Speeds

3. Generally, design speeds should be adopted using the RMS Primary Technical References (Austroads) and should always reflect the likely travel speed.

D1.10 LONGITUDINAL GRADIENT

1. A general minimum gradient of 1.0 per cent should be adopted. In very flat conditions it may be reduced to 0.5 per cent over short distances. Maximum grades are shown in Table D1.1.

Flat Terrain




Table D1.1

Urban and

Rural

Residential

Major

and

Minor

Collector

Regional Road

(Unclassified)

Desirable maximum percentage* 12 10 8

Absolute maximum percentage* 16 12 10

* maximum length 150 m on straight alignment.

2. Longitudinal grade through intersections should not exceed 4 per cent, the actual gradient being dependent on the type of terrain. Design of the road alignment and the grades used are interrelated. A steep grade on a side street is undesirable if vehicles have to stand waiting for traffic in the priority road. Turning circles in cul-de-sacs should have grades less than 5 per cent.

D1.11 HORIZONTAL CURVES AND TANGENT LENGTHS

1. The horizontal alignment of a road is normally in a series of tangents (straights) and curves. The choice of the horizontal alignment is normally determined from the design speeds for a particular street within the road hierarchy as described in Clause D1.09. Designers should ensure that, for a given design speed, the minimum radius of curvature utilised is such that drivers can safely negotiate the curve. Curves which progressively tighten produce an uncomfortable sense of disorientation and alarm. Sudden reverse curves, which drivers cannot anticipate, also have a potential to cause similar conditions.

Speed/Radius Relation

2. Where speed restriction is provided by curves in the street alignment the relationship between the radius of the curve and the desired vehicle speed is given in Table D1.2(a).

3. To determine appropriate lengths for tangents between speed restrictions, which may be curves, narrow sections or other obstructions, Table D1.2(b) is recommended.

4. Sight distance on curves shall be determined in accordance with the Roads and Maritime Services technical references.

Table D1.2(a) Speed/Radius Relationship

Desired

Vehicle Speed

(km/h)

Curve Radii (m) on Road Centreline

Curvilinear Alignment

(no tangents)

Isolated Curve Alignment

(with tangent sections)

20 25 30 35 40 45 50 55 60

15 20 30 50 90 105 120 140 160

10 15 20 30 40 50 60 70 80



Table D1.2(b) Speed/Tangent Length Relationship

Desired Vehicle

Speed in Curve

Maximum Advisable Tangent Length (m) between Curves or

Restrictions Appropriate to a Selected Design Speed.

DESIGN SPEED

(km/h) 25 30 35 40 45 50 60

20 or less 40 75 100 120 140 155 180

25 45 75 100 120 140 165 30 45 80 100 120 150 35 50 80 100 135 40 55 80 120 45 60 105

NOTE: Tables D1.2(a) and D1.2(b) are derived from AMCORD.

D1.12 VERTICAL CURVES

1. Vertical curves will be simple parabolas and should be used on all changes of grade exceeding 1 per cent. The desirable minimum design speed is 60 km/h. The length of the crest vertical curve for stopping sight distance should conform with Roads and Maritime Services technical references. These standards are based on 1.5 seconds reaction time which provides a reasonable safety margin for urban conditions, where drivers’ reaction time is usually considered to be lower than in rural conditions.

2. For adequate riding comfort, lengths of sag vertical curves should conform with Roads and Maritime Services technical references. As residential roads are usually lit at night, the criterion for designing sag vertical curves is a vertical acceleration of 0.05 g for desirable riding comfort, and 0.10 g for minimum riding comfort. The minimum lengths for vertical curves are shown in Table D1.3.

Riding Comfort

Table D1.3

Urban and Rural

Residential (m)

Major and Minor

Collector(m)

Regional Road

(Unclassified)(m)

Minimum vertical curve 25 35 50

Absolute minimum vertical curve (to be applied at road

junctions only)

6

12

20

3. Junctions of roads should be located at a safe distance from a crest, determined by visibility from the side road. Location of a side road at a crest should only occur if there is no suitable alternative.

Side Road

4. Drainage poses a practical limit to the length of sag curves and a maximum length (in metres) of 15 times the algebraic sum of the intersecting vertical grades (expressed as a percentage) has been suggested. This is to avoid water ponding in excessively flat sections of kerb and gutter.

Sag Curves

5. The three dimensional coordination of the horizontal and vertical alignment of a road should be aimed at improved traffic safety and aesthetics. The following principles should be applied:

The design speed of the road in both horizontal and vertical planes should




be of the same order.

Combined horizontal and vertical stopping sight distance and minimum sight distance should be considered three dimensionally.

Sharp horizontal curves should not be introduced at or near the crest of a vertical curve. A horizontal curve should leave the vertical curve and be longer than the vertical curve.

A short vertical curve on a long horizontal curve or a short tangent in the gradeline between sag curves may adversely affect the road’s symmetry and appearance.

D1.13 SUPERELEVATION

1. Superelevation, where required, shall be designed in accordance with Roads and maritime Services technical references.

2. Careful consideration must be given to the effects of superelevation on road surface drainage. Additional piping may be required to ensure ponding and cross pavement flows do not occur on curves due to superelevation.

D1.14 CARRIAGEWAY WIDTH

1. The cross section of the road reserve must cater for all functions that the road is expected to fulfil, including the safe and efficient movement of all users, provision for parked vehicles, acting as a buffer from traffic nuisance for residents, the provision of public utilities and streetscaping. Table D1.5 details carriageways and footway widths and road reserve widths.

Functions

2 The carriageway width must allow vehicles to proceed safely at the operating speed intended for that level of road in the network and with only minor delays in the peak period. This must take into consideration the restrictions caused by parked vehicles where it is intended or likely that this will occur on the carriageway. Vehicles include trucks, emergency vehicles and, on some roads, buses. (Refer to Clause D1.21 for bus routes.)

Vehicles

3 The safety of pedestrians and cyclists where it is intended they use the carriageway must also be assured by providing sufficient width.

4 The carriageway width should also provide for unobstructed access to individual allotments. Motorists should be able to comfortably enter or reverse from an allotment in a single movement, taking into consideration the possibility of a vehicle being parked on the carriageway opposite the driveway.

Reversing

5 The design of the carriageway should discourage motorists from travelling above the intended speed by reflecting the functions of the road in the network. In particular the width and horizontal and vertical alignment should not be conducive to excessive speeds.

6 The verge when considered in conjunction with the horizontal alignment and permitted fence and property frontage treatments should provide appropriate sight distances, taking into account expected speeds and pedestrian and cyclist movements.

Verge

7 Stopping sight distances and junction or intersection sight distances should be based on the intended speeds for each road type. Widening may be required at intersections to allow turning and stacked vehicles to pass. Refer to the Austroads Guides for details.



Tab

le D

.1.5

Ch

ara

cte

ristics o

f U

rban

Ro

ad

s in

Wo

llo

nd

illy

Sh

ire C

ou

ncil R

oad

Netw

ork

s

Sp

ecific

Park

ing

Pro

vis

ion

s

No

No

No

No

No

No

No

1

Norm

ally

required b

y C

ounci

l fo

r new

ly c

reate

d roads

only

. F

or exi

stin

g roads

or ro

ads

bein

g u

pgra

ded, path

s m

ay

only

be required w

here

a futu

re p

ath

way

netw

ork

has

been p

revi

ousl

y id

entif

ied o

r the c

hange in

land u

se w

ill in

crease

pedest

rian tra

ffic

.

2

A 2

.5m

share

d p

ath

/ cy

clew

ay

requires

a v

erg

e w

idth

of 4.5

m. If required, th

is s

hall

be p

rovi

ded b

y in

creasi

ng the road rese

rve .

1.5

m w

ide

Co

ncre

te

Fo

otp

avin

g/

2.5

m

Cycle

path

No

Yes (1

)

Yes (1

)

Yes (1

)

Yes (1

)

Yes (1

)

Yes (1

)

Kerb

Typ

e

Roll

Roll

Roll

Roll

Sta

ndard

K &

G

Sta

ndard

K &

G

Sta

ndard

K &

G

Verg

e

Wid

th (m

)

Left

/Rig

ht

3.5

/ 3

.5

3.5

/ 3

.5 (2

)

3.5

/ 3

.5 (2

)

4.0

/ 4

.0 (2

)

3.5

/ 3

.5 (2

)

4.0

/ 4

.0 (2

)

4.0

/ 4

.0 (2

)

Carr

iag

ew

ay

wid

th

(m)

6.0

8.0

8.0

10.0

11.0

13.0

13.0

Ro

ad

Reserv

e

Wid

th (m

13

15

15

18

18

21

21

Maxim

um

Sp

eed

(2

)

(kp

h)

30

40

50

50

50

60

60 / 8

0

Maxim

um

Nu

mb

er

of L

ots

10

30

100

400

800

>800

N/A

Ro

ad

Cate

go

ry &

Typ

e

Cat. B

Urb

an R

esid

entia

l

Cul-de-S

ac

Cat. C

Urb

an R

esid

entio

al

Cul-de-S

ac

C

at D

1

Urb

an R

esid

entia

l

Cat. D

2

Min

or C

olle

cto

r and

Urb

an R

esid

entia

l

Cat. D

3

Majo

r C

olle

cto

r

Urb

an R

esid

entia

l

Cat. E

Majo

r C

olle

cto

r /

Bus R

oute

Cat. F

Com

merc

ial /

Industria

l


D1 March 2016 (Copyright SWR-TM/WSC) D1-13 WOLLONDILLY SHIRE COUNCIL

D1.15 CROSSFALLS

1. Desirably, roads should be crowned in the centre. Typical pavement crossfalls on straight roads are: Pavement Type Crossfall

Bituminous seal coat 3 per cent Bituminous concrete pavement 3 per cent Cement concrete pavement 3 per cent

2. There are many factors affecting levels that may force departures from these crossfalls. Differences in level between road alignments can be taken up by offsetting crown lines or adopting one way cross falls. Sustained crossfalls should not exceed 4 per cent, although up to 6 per cent may be used where unavoidable. The rate of change of crossfall should not exceed: 6 per cent per 30 m for through traffic; 8 per cent per 30 m for free flowing turning movements; or 12 per cent per 30 m for turning movements for which all vehicles are required to stop. Offset crowns should be used only in exceptional circumstances and should not be used simply to reduce earthworks or batter requirements

Offset Crown Changes

3. The crossfall on a collector or sub-arterial road should take precedence over the grade in side streets. Standard practice is to maintain the crossfall on the priority road and adjust the side road levels to suit. The crossfall in side streets should be warped quickly either to a crown or a uniform crossfall depending on the configuration of the side street. A rate of change of grade of two per cent in the kerb line of the side street relative to the centre line grading is a reasonable level.

Priority Road

D1.16 FOOTWAY AREAS

1. A suitable design for the footway will depend on utility services, the width of pathways, access to adjoining properties, likely pedestrian usage and preservation of trees. Generally, a pathway shall not be placed over services and should be located to minimise any impact of the footpath from service trenching or repairs. Low level paths are undesirable but may be used in exceptional circumstances where normal crossfalls are impracticable. Generally a 4% crossfall should be provided from the property boundary to the top of kerb. Crossfalls in footway paving should not exceed 4 per cent. Longitudinal grade usually parallels that of the road.

Utility Services

2. Differences in level across the road between alignments may, with Council’s approval, be accommodated by:

Options

Cutting at the alignment on the high side

Battering at the alignment on the low side and providing the footway at normal level and crossfall.

A uniform crossfall across the carriageway.

The lower footway being depressed below the gutter level.

3. The above measures can be used singularly or combined. The footway formation should extend with a 0.6m berm beyond the road alignment.

4. Where it is necessary to raise or lower the footway in front of a property, the adjoining sections of footway must be regraded to provide a smooth transition.

5. If access to adjoining properties is affected by the footway regarding, all necessary work shall be done to restore satisfactory pedestrian and vehicular access.




6 If the ground level of the property is above or below the finished level of the footway then adequate measures must be taken to support the land by constructing stable earth batters or retaining structures. These are to be fully contained within the property and not encroach onto the public footway.

7 Where footway levels necessitate the retaining of an adjoining property, written permission from the affected property owner must be obtained and submitted to Council before the Engineering Plans will be approved. If the approval cannot be secured, Council will give consideration to allowing the retaining structure within the road reserve provided adequate footway width is available.

D1.17 INTERSECTIONS

1. The design of intersections or junctions should allow all movements to occur safely without undue delay. Projected traffic volumes should be used in designing all intersections or junctions on sub-arterial roads.

Traffic Volumes

2. Intersection design for the junction of subdivision roads with existing main rural, main urban and state highways should generally be designed in accordance with the Roads and Maritime Services technical references.

Main Roads

3. Intersections with main roads, tourist roads or state highways are to be designed and constructed in accordance with the requirements of the Roads and Maritime Services and Council.

Tourist Roads State Highways

4. Where major intersections are required to serve a development complete reconstruction of the existing road pavements will be necessary where the speed environment and irregularity of the existing road pavement may endanger the safety of traffic in the locality.

5. Intersections should be generally located in such a way that: Criteria

The streets intersect at right angles.

The landform allows clear sight distance on each of the approach legs of the intersection.

The minor street intersects the convex side of the major street.

The vertical grade lines at the intersection do not impose undue driving difficulties.

The vertical grade lines at the intersection will allow for any direct surface drainage.

Two side streets intersecting a major street in a right-left staggered pattern should have a minimum centre-line spacing of 40m. Left-right stagger intersections require 60-150m separation for stacking purposes. Designers are referred to the Roads and Maritime Servies technical references for details.

6. Adequate stopping and sight distances are to be provided for horizontal and vertical curves at all intersections.

7. Where required, appropriate provision should be made for vehicles to park safely.



8. In cul-de-sac streets adequate provision should be made at the end of the road for vehicle types which frequently use the streets to turn around. The absolute minimum vehicle size shall be a single unit garbage truck of 9.6m with a turning circle of 20m.The likelihood of parked vehicles obstructing turns should be minimal. Refer drawing W.S.C.D1.3 of this specification for drawings of Wollondilly Shire Council’s Cul-de-sac Layouts.

9. The drainage function of the carriageway and/or road reserve must be satisfied by the road reserve cross-section profile.

10. Verge width at intersections is the highest value of the following minima: Verge Widths

The minimum width necessary to accommodate services, 1.5-2.0m wide footpath/ cycleway, verge parking and the desired level of landscaping.

The minimum width necessary to satisfy acceptable noise levels.

11. All vehicle turning movements are accommodated utilising AUSTROADS Design Vehicles using AutoTURN (or similar software) or Turning Path Templates, as follows:

Turning Movements

For turning movements involving Regional (Unclassified) and Major and Minor Collectors roads, the "design prime mover & semi-trailer (19.0m)" with turning path radius 15.0m.

For turning movements involving Urban Residential streets the "design single unit truck/ bus (12.5m)” with turning path radius 15.0m

For turning movements on Cul-de-sacs in Urban and Rural Residential roads, provision must be made for single unit garbage trucks upto 9.6m with a turning circle of 20m.

For turning movements within, into and out of category F industrial /commercial development sites the “design single unit truck/bus (12.5m) “ with turning radius 15.0m. Turning movements within the development may be reduced to a turning radius of 12.5m with approval in special circumstances. Provision for forward ingress and egress for heavy vehicles must be provided.

For turning movements within carparks, into and out of residential development sites including medium density developments the “design car (5.0m)” with turning radius 8.0 m

12. Turning radii at intersections or driveways shall accommodate the intended movements without allowing desired speeds to be exceeded. The desirable kerb radii is 7.5m with a minimum kerb radii of 6.0m. Kerb radii greater than 7.5 metre should be avoided where possible.

Turning Radii

13. Where a road changes direction by more than 70° (such as a 90° bend) the minimum radius of the inside kerb line shall be 12.0m.

D1.18 ROUNDABOUTS

1. Roundabouts are to be approved by the Roads and Maritime Services via the Wollondilly Shire Council Local Traffic Committee.

2. Roundabouts should generally be designed in accordance with the requirements




of the Roads and Maritime Services technical references.. Designs adopting alternative criteria will be considered on their merits. Roundabout design should generally comply with the following:

Entry width to provide adequate capacity

Adequate circulation width, compatible with the entry widths and design vehicles eg. Buses, trucks, cars.

Central islands of diameter sufficient only to give drivers guidance on the manoeuvres expected

Deflection of the traffic to the left on entry to promote gyratory movement

Adequate deflection of crossing movements to ensure low traffic speeds

A simple, clear and conspicuous layout

Design to ensure that the speed of all vehicles approaching the intersection will be less than 50 km/h.

Approach Speed

D1.19 TRAFFIC CALMING

1. Calming devices such as thresholds, slowpoints, speed humps, chicanes and splitter islands should be designed in accordance with the Roads and Maritime Services technical references and source documents listed at D1.03. These devices are to be approved by the Wollondilly Shire Council Local Traffic Committee as appropriate. Devices designs should generally comply with the following:

(a) Streetscape

reduce the linearity of the street by segmentation

avoid continuous long straight lines (eg. kerb lines)

enhance existing landscape character

maximise continuity between existing and new landscape areas.

(b) Location of Devices/Changes

devices other than at intersections should be located to be generally consistent with streetscape requirements

existing street lighting, drainage pits, driveways, and services may decide the exact location of devices

slowing devices are optionally located at spacings of 100-150m.

(c) Design Vehicles

emergency vehicles must be able to reach all residences and properties Design Vehicles

Urban and Rural Residential roads with a 'feeding' function between minor Collector roads should be designed for a AUSTROADS Design Single Unit Truck/Bus

where bus routes are involved, buses should be able to pass without



mounting kerbs and with minimised discomfort to passengers.

in newly developing areas where street systems are being developed in line with LATM principles, building construction traffic must be catered for.

(d) Control of Vehicle Speeds

maximum vehicle speeds can only be reduced by deviation of the travelled path. Pavement narrowings have only minor effects on average speeds, and usually little or no effect on maximum speeds

Vehicle Speeds

speed reduction can be achieved using devices which shift vehicle paths laterally (slow points, roundabouts, corners) or vertically (humps, platform intersections, platform pedestrian/school/bicycle crossings)

speed reduction can be helped by creating a visual environment conducive to lower speeds. This can be achieved by 'segmenting' streets into relatively short lengths (less than 300m), using appropriate devices, streetscapes, or street alignment to create short sight lines

(e) Visibility Requirements (sight distance)

adequate critical sight distances should be provided such that evasive action may be taken by either party in a potential conflict situation. Sight distances should relate to likely operating speeds

Visibility

sight distance to be considered include those of and for pedestrians and cyclists, as well as for drivers

night time visibility of street features must be adequate. Speed control devices particularly should be located near existing street lighting if practicable, and all street features/furniture should be delineated for night time operation.

(f) Critical Dimensions

Many devices will be designed for their normal use by motor cars, but with provision (such as mountable kerbs) for larger vehicles. Refer AUSTROADS Guide to Traffic Engineering Practice – PART 10, Local Area Traffic Management for typical dimensions.

D1.20 PARKING

1. The parking requirements for normal levels of activity associated with any land use should be accommodated on-site in accordance with Council’s Development Control Plans . Vehicular access to the parking and loading areas provided on-site shall conform with the design requirements outlined in the WSC.D13 ACCESS AND OFFSTREET PARKING.

On-site Parking

2. Parking spaces provided on the verge or carriageway should be of adequate dimensions, convenient and provide safe access.

D1.21 BUS ROUTES, STOPS AND SHELTERS

1. Bus routes will normally be identified by Council. It is important that the road hierarchy adequately caters for buses. The main criteria in determining the location of bus routes is that no more than 5% of residents should have to walk in excess of 400 metres to catch a bus. Normally roads above Urban and Rural Residential in the hierarchy are designed as bus routes. Bus routes shall be designed with appropriate lane

Buses




widths (as outlined in Table D1.2) and set-down facilities. Generally lane widths shall be a minimum 3.5m.

Table D1.6 Bus Route Criteria

Road Carriageway

Width (min.)

Stops (Spacing) Bays

Minor Collector 13m 400 metre

Major Collector 13m 400 metre Shelters*

Regional 13m 400 metre Shelters* and Bays

* Shelters are subject to Council's requirements.

2 Bus Stops are to be designed in accordance with the requirements of the Disability Standards for Accessible Public Transport 2002 and Australian Standards AS 1428.1 and AS 1428.4. Designs must be accompanied by certification from a suitably qualified professional that the design complies with these standards.

RURAL DESIGN CRITERIA

The following Rural Design Criteria shall generally be adopted for roads with a Rural Residential hierarchy and all roads adjacent to ‘RU’, ‘R5’ and ‘E5’ land zones or as directed by Council.

D1.22 GENERAL

1. In addition to the foregoing sections this section specifically applies to all those sites identified as being suited to rural subdivisions inclusive of rural home sites and hobby farm type of developments.

2. Design speed is to be generally used as the basic parameter of design standards and the determination of the minimum design value for other elements in rural subdivisions is to be based on the concept of a "speed environment" as outlined in the Roads and Maritime Service technical references.

Design Speed

3. Superelevation, widening and centreline shift and their associated transitions are to comply with the Roads and Maritime Services technical references.

4. Where the table drain is likely to scour (velocity of flow > 2.0m/s or gradient >10%) a concrete dish drain, or similar structure is to be constructed along the invert, or alternatively the use of kerb and gutter with suitable lead-in/ lead-out drains or pits is encouraged. Also for grades of less than 0.5%, the inverts of the drain are to be concrete lined to prevent siltation.

Table Drain

5. All rural subdivisions should be designed to deny direct property access to major roads.

6. All rural residential subdivisions will be required to provide kerb and gutter on both sides of roads and piped drainage will generally be required.

Kerb and Gutter

7. Kerb and gutter should be considered in cul-de sac ‘heads’ in rural areas to provide suitable treatment for stormwater discharges.

8. Cul-de-sac heads are to have an asphaltic concrete wearing course and not a spray seal in order to protect the pavement from turning vehicles. The thickness of asphaltic concrete shall be minimum 50 mm and shall be laid on a single coat bitumen seal of 10 mm aggregates.



9. Roads with longitudinal gradient more than 10% shall have kerb and gutter on both sides.

D1.23 SIGHT DISTANCES

1. Stopping sight distance shall be provided at all points on the road. The stopping sight distance is measured from an eye height of 1.15m to an object height of 0.2m, using a reaction time of 1.5 seconds. An intermediate sight distance measured from a height of 1.15m to a height of 1.15m is preferable at all times for speeds of 60 km/h and over.

Stopping Distance

Intermediate Sight Distance

2. Stopping distance is the sum of the braking distance and the distance the vehicle travels during a reaction time of 1.5 seconds, and may be calculated using the following formula:

Braking Distance

d = f

VV

25442.0

2

Where d = stopping distance (m) V = speed of vehicle (km/h) f = coefficient of longitudinal friction (Source: AUSTROADS Guide to the Geometric Design of Rural Roads,)

3. Recommended sight distances (based on Roads and Maritime Servies technical references and adjusted to include lower speeds and minimum sight distances using the above formula) are shown in Table D1.7.

4 Unless travel speeds have been reduced by Horizontal Alignment or other factors, Vertical Curves should always be designed to provide suitable sight distance when travelling at the mandatory speed limit for the road. Formal approval must be obtained from the local Traffic Committee before Council will consent to reducing the mandatory speed limit for a public road.

Table D1.7(a) Stopping Sight Distance

Travel Speed

km/h

Coefficient of *

longitudinal friction

Stopping sight distance

(m)

Intermediate

sight distances

(m)

40 0.52 33 **

50 0.50 46 **

60 0.47 60 180

70 0.45 80 220

80 0.43 100 260

100 0.39 150 380

*bituminous or concrete surfaces **not applicable at lower speeds

4. Safe intersection sight distance is applicable at all intersections associated with a development. Refer Roads and Maritime Services technical references for details (Austroads Part 5).

Safe Intersection Sight Distance




5. These figures may apply on crest vertical curves only where there are straight alignments. Adjustments should be calculated for steep grades.

Figure D1.5 Entering Sight Distance and Safe Intersection Sight Distance

Source: AUSTROADS Guide to Traffic Engineering Practice PART 5, Intersections at Grade.

Table D1.7(b) Intersection Sight Distance


Approach Sight Distance (ASD)

Speed

km/h

Coefficient of

longitudinal

friction

Stopping Sight Distance (m)

Rural Urban

Normal (RT = 2.5s) Alerted (RT = 2.0s) RT = 1.5

40 0.52 30

50 0.50 40

60 0.47 55

70 0.45 70

80 0.43 115 95

90 0.41 140

100 0.39 170

110 0.37 210

120 0.35 250



Grade Corrections to ASD

Design Speed

km/h

Correction (m) †

Up Grade Down Grade

4% 8% 12% 4% 8% 12%

40 - - - - - 5

50 - - 5 - 5 5

60 - 5 5 - 5 10

70 - 10 10 5 10 15

80 5 10 15 5 10 25

90 10 15 20 10 20 30

100 10 20 25 10 25 45

110 15 25 30 15 35 60

120 20 30 40 20 50 85

†

Correction to be added to ASD for down grade and subtracted for up grade. Ignore grades of 2% or less.

Intersection Sight Distance

Design Speed

km/h

Entering Sight

Distance (m) *

Safe Intersection Sight Distance SISD (m)

Rural (RT = 2.0s) Urban (RT = 1.5s)

40 100 70 60

50 125 90 80

60 160 115 105

70 220 140 130

80 305 175 165

90 400 210

100 500 250

110 500 290

120 500 330

* Distance computed using lengths given in Jarvis (1987). Based on ASD as per Table above. Limiting value based on the assumption that drivers are unlikely to seek gaps greater than 500m.

Note that distances assume:

- Level pavements

- Minor road vehicle stopped 7m (5m min) back from conflict point

- Measurement along centre of path of major road vehicle.

D1.24 HORIZONTAL AND VERTICAL ALIGNMENT

1. Horizontal and vertical curves are to be designed generally to the requirements of the Roads and Maritime Services technical references. These requirements are essential to satisfy the safety and performance of proper road design. Roads having both horizontal and vertical curvature should be designed to conform to the terrain to achieve desirable aesthetic quality and being in harmony with the landform.

D1.25 INTERSECTIONS

1. Intersections shall be designed in accordance with Roads and Maritime Services technical references (Austroads Part 5).. Generally intersections with existing main and local roads will conform to the layouts shown in Figure D1.6 below. The type of intersection required will depend on existing and planned connecting roads.




Figure D1.6 Typical Rural Intersection Treatment


2. Adequate sight distance should be provided at intersections and junctions. The safe intersection sight distances must be provided in accordance with Roads and Maritime Services technical references.

3. An absolute minimum spacing of 40 m should be adopted for staggered

junctions. The intersection angle between two roads should be 90, and variations to this

90 angle within a tolerance of 20 may be permitted.

Staggered Junctions

D1.26 PLAN TRANSITIONS

1. A plan transition is the length over which widening and shift is developed from the "tangent-spiral" point to the "spiral-curve" point; ie, the length between the tangent and the curve. In urban road design it is often impracticable to use plan transitions as kerb lines are fixed in plan and any shift requires carriageway widening. Widening on horizontal curves compensates for differential tracking of front and rear wheels of vehicles; overhang of vehicles; and transition paths. Where proposed roads are curved, the adequacy of carriageway width should be considered.

Widening of Curves



2. Abrupt changes in crossfall, can cause discomfort in travel and create a visible kink in the road edge. A rate of change of road edge of no more than 0.5 per cent relative to the centre line should ensure against this. The wider the pavement the longer the transition. Superelevation transitions should be used at all changes in crossfall, not just for curves. Drainage problems can arise with superelevation transitions that may require extra gully pits and steeper gutter crossfalls. Where crossfalls change at intersections, profiles of the road edge should be drawn. Calculated points can be adjusted to present a smooth curve.

Crossfall Changes

D1.27 CARRIAGEWAYS

1 The carriageway width for new rural roads should generally be as per Table D1.8 below:

Table D1.8 CHARACTERISTICS OF RURAL ROADS

IN WOLLONDILLY SHIRE COUNCIL ROAD NETWORKS

ROAD CATEGORY AND TYPE

ROAD

RESERVE

WIDTH(m)

SEALED

WIDTH(m)

UNSEALED

SHOULDER

WIDTH(m)

Cat. G1

Rural Residential Cul-de-sac upto 10 lots

20 4.0 Carriageway

6.0 Seal

2 x 0.5

Cat. G2

Rural Residential Cul-de-sac upto 30 lots

20 6.0 Carriageway

8.0 Seal

2 x 0.5

Cat. G2

Rural Residential upto 100 lots

20 6.0 Carriageway

8.0 Seal

2 x 0.5

Cat. G3

Rural Residential in R5 land zone

(Where approved by Council)

20 6.0 - 8.0 Carriageway

Kerb and Gutter OR

Concrete Edge and swale drain

Cat. H

Rural Residential >100 lots

and Major Collector

20 7.0 Carriageway

9.0 Seal

2 x 0.5

* Single lane treatment (4m) of minor cul-de-sacs will only be considered where site conditions are suitable. Sections of road with steep gradients or limited site distances would not be suitable for single lane treatment.

Refer to Drawing No. WSC D1.2, sheet 2 in Section D1.100 for Typical Cross Sections.

D1.28 SUPERELEVATION

1. Use of maximum superelevation will be considered where the radius of the curve is approaching the minimum speed environment. Calculations for Superelevation should be made with reference to Roads and Maritime Services technical references.

Design Speed




D1.29 SCOUR PROTECTION

1. Scour protection of roadside drainage and table drains is required. The level of protection will depend on the nature of the soils, road gradients and volume of stormwater runoff. Protection works may involve concrete lined channels, kerb and gutter, turfing, rock pitching, grass seeding, individually or any combination of these. Geotechnical investigations should be carried out to determine the level and extent of any protection works prior to proceeding to final design stage.

2. Council will require concrete lined table drains or standard kerb and gutter to be constructed where flow velocities exceed or are equal to 2m/s and/or longitudinal table drain grades exceed or are equal to 10%.

SPECIAL REQUIREMENTS

D1.30 CUT/FILL ROAD BATTERS

1. Batters shall be to a maximum slope of 1 in 2 for batters in excess of 0.6 metres high, otherwise the maximum batter gradient is 1 in 4. Fill batters shall not straddle allotment boundaries unless appropriate easements for support are created on the affected lot(s). Cut batters shall not straddle allotment boundaries unless letters are obtained for all affected property owners consenting to the proposed work on their property

2. Batters steeper than 1 in 2 may be approved subject to Geotechnical advice, otherwise the batters need to be retained

3. Stabilisation of batters by vegetation shall commence immediately following completion of bulk earthworks. Benching shall be required where any proposed free standing batter exceeds 2.5m. The minimum width of benching shall be 1.0m with a minimum slope of 1 in 100 towards the lower face. The benching shall be vegetated to prevent erosion.

D1.31 HALF ROAD CONSTRUCTION

1. Where a new road straddles a property boundary and Council has approved half width road pavement construction, construction shall include half the actual width plus 1.0 metre.

D1.32 ROAD WIDENING

1 Widening of an existing road pavement may be necessary in order to:

ensure the public road servicing the development is of an appropriate standard,

provide an auxiliary lane to permit safe access/egress for the development,

provide for on-street parking or service vehicle bays.

2 Where road widening is required, the strength and vertical alignment of the existing road pavement must be considered. Any unsatisfactory sections of existing road pavement between the centreline and edge of road should be removed and reconstructed.



3 The new pavement base layer shall be keyed in by extending a minimum 150mm over the existing pavement.

4 The new seal should extend a minimum of 150mm over the existing pavement to protect the join, however it may be necessary to extend the seal up to the road centreline to avoid irregularities in the wearing course.

5 Where a new Asphaltic Concrete wearing course is placed adjacent to an existing sprayed seal, the joint shall be sealed with an approved bituminous crack sealant. Council may approve an unsealed joint if it is considered to have a low risk of moisture penetration.

D1.33 RECONSTRUCTING AN EXISTING ROAD

1 It may be necessary to reconstruct an existing public road where:

the existing pavement is not of a suitable standard to service the traffic generated by the development,

the additional traffic loads as a consequence of the development would significantly reduce pavement life.

crossfalls in the existing pavement create difficulties for vehicular access/egress.

D1.34 STREET FURNISHING

1 Speed, warning and regulatory signs shall conform with AS 1743. Pavement linemarking shall meet the requirements of AS 1742.2. Street name signs shall be provided for each street in accordance with drawing WSC.D1.14 in the appendix.

Signs & Pavement Marking

2 Safety Barriers shall be erected where required by Roads and Maritime Services technical references.

3 Road edge guideposts should be provided at all locations where concrete kerb and gutter is not constructed e.g half road construction, tapers, rural road and end of roads.

4 Any proposed feature walls marking the entry to a subdivision must be designed giving due regard to:

structural adequacy

pedestrian safety and convenience

vehicle safety (sight distance)

access to services and utilities

aesthetics and visual amenity

economy (low maintenance, anti graffiti materials).

1.35 SERVICE VEHICLES

1. Measures must be included in the design of any subdivision to provide for service vehicles, such as garbage and effluent trucks. Generally, garbage and effluent trucks will not enter private properties and suitable provision must be made to service the properties from the public road. Where site conditions dictate, a sealed service bay/parking bay should be constructed in an appropriate location, approved by Council, to ensure the service vehicles do not obstruct traffic. Dimensions of the service bay/parking bay shall be 15 metres long by 3.0 metres wide with 1:4 tapers.




D1.36 PROPERTY ACCESS

1 Council requires that satisfactory vehicular access can be provided for every lot taking into account the following:

Physical constraints

Sight distances

Access, verge and allotment grading

Street design / layout

Minimum depth of cover requirements to underground services

The functional road hierarchy of the road being accessed.

2 Construction of property accesses will typically be undertaken as part of the development of that lot and not as part of the land subdivision. In situations where:

Particularly restrictive physical constraints exist, such as limit sight distances, or

access to a property is by way of a shared right of way,

construction of the property access will be required as part of the land subdivision.

3 For typical details of a passing bay refer to Drawing No. WSC.D1.3, contained in Section D1.100

Passing Bay

D1.37 BOUNDARY FENCES

Consideration will be given to the safety aspects of a proposed boundary fencing with respect to impact with an errant vehicle. No horizontal members shall be used in the fence if they in a location where they are capable of piercing a vehicle and cause death or injury to the occupants.

D1.38 STREET LIGHTING

1. Street lighting shall be provided using LED LIGHTING within any subdivision to comply with the current Australian Standards AS1158. Lighting for roads and public spaces shall be certified by an Endeavour Energy Approved design consultant. Street lighting shall be provided at all road intersections and where directed by Council.

2. Lighting poles shall be Slimline enlarged base with Eden outreach and Ironstone in colour (powder coated). Alternatively lighting poles may be Slimline base, standard outreach and galvanised or Ironstone in colour (powder coated).



STANDARD DRAWINGS

D1.100 LIST OF STANDARD DRAWINGS FOR THIS SECTION List of Drawings

1. DRAWING NUMBER DRAWING DESCRIPTION WSC.D1.1 Standard Cross Sections for Categories B, C, D, E, F, G & H WSC.D1.2 Deleted WSC.D1.3 Cul-de-Sac Head Design Layout for Category A, B, C & F Roads WSC.D1.12 Standard Kerb and Gutters WSC.D1.14 Standard Street Sign Details WSC.D1.24 Sign Post Locations and Sign Plate Details WSC.D1.25 Cul-de-Sac Head Design Layout Sheet 3 for Category G1 & G2 Roads Standard Type A Details

PAVEMENT DESIGN



D2

PAVEMENT DESIGN

PAVEMENT DESIGN



This Specification is Wollondilly Shire Council’s edition of the AUS-SPEC generic specification part and includes Wollondilly Shire Council’s primary amendments.

Details are provided below outlining the clauses amended from the Wollondilly Shire Council edition of this AUS-SPEC Specification Part. The clause numbering and context of each clause are preserved. New clauses are added towards the rear of the specification part as special requirements clauses. Project specific additional script is shown in the specification as italic font.


Amendment

Sequence No.


amendment


Code

Author

Initials

Amendment

Date

1 Road hierarchy and category ESA’s D2.05 M BG 1/3/16

2 Bitumen wearing surface for road categories

D2.16 A BG 1/3/16

3 AC10 for Cul-de-sac D2.16 A BG 1/3/16

4 Two coat seal aggregate size D2.17 M BG 1/3/16

5 40mm Minimum AC thickness D2.19 A BG 1/3/16

6 Roundabout AC thickness 80mm D2.19 A BG 1/3/16

7 Standard Drawing WSC.D2.2 removed

WSC.D2.2 O BG 1/3/16

PAVEMENT DESIGN


SPECIFICATION D2 : PAVEMENT DESIGN

CONTENTS

CLAUSE PAGE

GENERAL ............................................................................................................................. 1

D2.01 SCOPE .............................................................................................................................................. 1

D2.02 OBJECTIVES .................................................................................................................................... 1

D2.03 REFERENCE AND SOURCE DOCUMENTS ................................................................................... 2

PAVEMENT DESIGN CRITERIA .......................................................................................... 2

D2.04 DESIGN VARIABLES ........................................................................................................................ 2

D2.05 DESIGN TRAFFIC ............................................................................................................................ 3

D2.06 SUBGRADE EVALUATION .............................................................................................................. 3

D2.07 ENVIRONMENT ................................................................................................................................ 4

D2.08 PAVEMENT AND SURFACING MATERIALS .................................................................................. 5

D2.09 CONSTRUCTION AND MAINTENANCE CONSIDERATIONS ........................................................ 5

PAVEMENT THICKNESS DESIGN ...................................................................................... 6

D2.10 PAVEMENT STRUCTURE - GENERAL ........................................................................................... 6

D2.11 UNBOUND GRANULAR FLEXIBLE PAVEMENTS (BITUMINOUS SURFACED) ........................... 6

D2.12 FLEXIBLE PAVEMENTS CONTAINING BOUND LAYERS (BITUMINOUS SURFACED)............... 6

D2.13 RIGID PAVEMENTS ......................................................................................................................... 7

D2.14 CONCRETE SEGMENTAL BLOCK PAVEMENTS .......................................................................... 7

D2.15 CLAY SEGMENTAL BLOCK PAVEMENTS ..................................................................................... 7

SURFACING DESIGN ........................................................................................................... 7

D2.16 CHOICE OF SURFACE TYPE .......................................................................................................... 7

D2.17 SPRAYED BITUMINOUS SEALS (FLUSH SEALS) ......................................................................... 8

D2.18 BITUMINOUS MICROSURFACING (COLD OVERLAY) DELETED ................................................ 8

D2.19 ASPHALTIC CONCRETE ................................................................................................................. 8

D2.21 PERMEABLE PAVEMENTS ............................................................................................................. 9

PAVEMENT DESIGN


SPECIAL REQUIREMENTS ................................................................................................. 9

D2.22 UNSEALED PAVEMENT .................................................................................................................. 9

STANDARD DRAWINGS ...................................................................................................... 9

D2.100 LIST OF DRAWINGS ....................................................................................................................... 9

PAVEMENT DESIGN


SPECIFICATION D2 : PAVEMENT DESIGN

GENERAL

D2.01 SCOPE

1. The work to be executed under this Specification consists of the design of the road pavement to meet the required design life, based on the subgrade strength, traffic loading and environmental factors, and including the selection of appropriate materials for select subgrade, subbase, base and wearing surface. This design specification does not cover internal or access driveways. Pavement specifications for Internal and access driveways are outlined in WSC.D13 - ACCESS & OFFSTREET PARKING.

Design Criteria

2. The Specification contains procedures for the design of the following forms of surfaced road pavement construction:

(a) flexible pavements consisting of unbound granular materials;

(b) flexible pavements that contain one or more bound layers, including pavements containing asphalt layers other than thin asphalt wearing surfaces;

(c) rigid pavements (ie. cement concrete pavements);

(d) concrete or clay segmental block pavements.

Surfaced Pavement Types

3. Consideration to the design of unsealed (gravel) pavements will only be given for minor rural subdivisions/developments in isolated rural areas where the access to the subdivision is via an existing unsealed road.

Unsealed Pavements

D2.02 OBJECTIVES

1. The objective in the design of the road pavement is to select appropriate pavement and surfacing materials, types, layer thicknesses and configurations to ensure that the pavement performs adequately and requires minimal maintenance under the anticipated traffic loading for the design life adopted.

Pavement Performance








Salinity

PAVEMENT DESIGN

WOLLONDILLY SHIRE COUNCIL D2-2 D2 December 2016 (Copyright SWR-TM/WSC)


(a) Council Specifications D1 - Geometric Road Design D4 - Subsurface Drainage Design Wollondilly Shire Council Construction Specification Draft May 1990

(b) State Authorities

Roads and Traffic Authority, NSW – Sprayed Sealing Guide, 1992. Department of Infrastructure, Planning and Natural Resources

Guide: Roads and Salinity (2003) (ISBN: 0 73475377 2)

(c) Other AUSTROADS - Pavement Design, A Guide to the Structural Design of Road

Pavements, 1992.

AUSTROADS - Guide to Control of Moisture in Roads.

ARRB-SR41 - Australian Road Research Board, Special Report No. 41 - A Structural Design Guide for Flexible Residential Street Pavements, 1989.

C&CAA - T33 - Cement and Concrete Association, T33 - Concrete Street and Parking Area Pavement Design, 1984.

C&CAA - T35 - Cement and Concrete Association, T35 - Interlocking Concrete Road Pavements, A Guide to Design and Construction, 1986.

C&CAA – T44 - Cement and Concrete Association, Guide to specifying Concrete Segmental pavers

C&CAA – T45 - Cement and Concrete Association, Detailing Guide.

C&CAA – T46 - Cement and Concrete Association, Design Guide to Residential Streets and Roads.

C&CAA – T51 - Cement and Concrete Association, Concrete Pavement Design for Residential Streets, 1998.

C&CAA - TN52 - Cement and Concrete Association, TN52 - Single-Lane Concrete Bus Bays, 1984.

Clay Brick and Paver Institute - Design Manual 1 - Clay Segmental Pavements, A Design

and Construction Guide for Sites Subjected to Vehicular and Pedestrian Traffic, 1989.

PAVEMENT DESIGN CRITERIA

D2.04 DESIGN VARIABLES

1. Regardless of the type of road pavement proposed, the design of the pavement shall involve consideration of the following five input variables:

(a) Design Traffic

Design Variables

PAVEMENT DESIGN


(b) Subgrade Evaluation

(c) Environment

(d) Pavement and Surfacing Materials

(e) Construction and Maintenance Considerations

D2.05 DESIGN TRAFFIC

1. The design traffic shall be calculated based on the following minimum design lives of pavement:

(a) Flexible, Unbound Granular - 25years

(b) Flexible, Containing one or more bound layers - 25 years

(c) Rigid (Concrete) - 40 years

(d) Segmental Block - 25 years

Minimum Pavement Design Life

2. Design traffic shall be calculated in equivalent standard axles (ESAs) for the applicable design life of the pavement, taking into account present and predicted commercial traffic volumes, axle loadings and configurations, commercial traffic growth and street capacity. For new subdivisions, the design traffic shall take account of both the construction traffic associated with the subdivision development and the in-service traffic. For interlocking concrete segmental pavements, the simplification of replacing ESA's with the number of commercial vehicles exceeding 3 tonne gross contained in C& CAA – Interlocking Concrete Road Pavements is acceptable up to a design traffic of 10

6.

Beyond this, ESAs should be calculated.

Design Traffic

3. The pavement design shall include all traffic data and/or assumptions made in the calculation of the design traffic.

Traffic Data

4. In general, reference should be made to ARRB-SR41 for the calculation of design traffic volumes up to 10

6 ESAs and AUSTROADS Pavement Design for design traffic

volumes approaching or exceeding 106 ESAs.

Design Traffic Volumes

5. In the absence of other traffic data, the following traffic values (in ESAs) may be taken as a guide to the design traffic, but shall be subject to variation depending on the circumstances for the particular development.

Street Type: Street Design ESA's

Category 25 year design life Urban Residential - Category B 2 x 10

4

- Category C 6 x 104

- Category D 3 x 105

- Category E 1 x 106

- Category E 2 x 106

Rural Residential - Category G 2 x 10

4

- Other 3 x 105

Commercial and Industrial Category F 5 x 10

6

Main Road, Very Heavy Industrial 1 x 107

Design ESAs

D2.06 SUBGRADE EVALUATION

1. Except where a mechanistic design approach is employed using AUSTROADS Pavement Design, the measure of subgrade support shall be the California Bearing Ratio (CBR). Where a mechanistic design approach using linear elastic theory is employed for flexible pavements, the measure of subgrade support shall be in terms of the elastic

California Bearing Ratio

PAVEMENT DESIGN


parameters (modulus, Poisson's ratio).

2. The following factors must be considered in determining the design strength/stiffness of the subgrade:

(a) Sequence of earthworks construction (b) The compaction moisture content and field density specified for

construction (c) Moisture changes during service life (d) Subgrade variability (e) The presence or otherwise of weak layers below the subgrade level.

Design Considerations

3. The subgrade Design CBR adopted for the pavement design must consider the effect of moisture changes in the pavement and subgrade during the service life, and hence consideration must be given to the provision of subsurface drainage in the estimation of equilibrium in-situ CBRs, and hence in the design of the pavement structure. Warrants for the provision of subsurface drainage are given in Specification for SUBSURFACE DRAINAGE DESIGN. If subsurface drainage is not provided, then the Design CBR adopted must allow for a greater variability in subgrade moisture content during the service life of the pavement, and hence a Design Moisture Content above the Optimum Moisture Content.

Design CBR

4. The calculation of the Design CBR shall be based on a minimum of three 4 day soaked CBR laboratory samples for each subgrade area, compacted to the relative density specified for construction, and corrected to allow for the effects of subsurface drainage (or lack of), climatic zone, and soil type if appropriate (as per the guidelines in ARRB SR41) to give an estimated equilibrium in-situ CBR. The Design CBR for each subgrade area is computed by using the appropriate formulae as follows: Design CBR = Least of estimated equilibrium CBRs, for less than five (5) results Design CBR = 10th percentile of all estimated equilibrium CBRs, for five (5) or more

results = C - 1.3S Where C is the mean of all estimated equilibrium CBRs, and S is the standard deviation of all values.

Calculation of Design CBR

5. Where practicable, the Design CBR obtained from laboratory testing should be confirmed by testing performed on existing road pavements near to the job site under equivalent conditions and displaying similar subgrades. Insitu Dynamic Cone Penetrometer testing could be used to compare Design CBR values obtained as per above.

Field Confirmation

6. The pavement design shall include a summary of all laboratory and field test results and assumptions and/or calculations made in the assessment of Design CBR.

Summary of Results

D2.07 ENVIRONMENT

1. The environmental factors which significantly affect pavement performance are moisture and temperature. Both of these factors must be considered at the design stage of the pavement. Reference should be made to AUSTROADS Pavement Design, ARRB-SR41, and to NAASRA (Now AUSTROADS) - Guide to Control of Moisture in Roads.

Reference

PAVEMENT DESIGN


2. The following factors relating to moisture environment must be considered in determining the design subgrade strength/stiffness and in the choice of pavement and surfacing materials:

(a) Rainfall/evaporation pattern (b) Permeability of wearing surface (c) Depth of water table (d) Relative permeability of pavement layers (e) Whether shoulders are sealed or not (f) Pavement type (boxed or full width)

3. The effect of changes in moisture content on the strength/stiffness of the subgrade shall be taken into account by evaluating the design subgrade strength parameters (ie. CBR or modulus) at the highest moisture content likely to occur during the design life, ie the Design Moisture Content. The provision of subsurface drainage may, under certain circumstances, allow a lower Design Moisture Content, and hence generally higher Design CBR. However, extreme care is to be taken if consideration is given to lowering the design CBR value to account for the possible benefits of sub-surface drainage.

Evaluate Design CBR

4. The effect of changes in temperature environment must be considered in the design of pavements with asphalt wearing surfaces, particularly if traffic loading occurs at night when temperatures are low, thus causing a potential reduction in the fatigue life of thin asphalt surfacing. The effect of overnight changes in temperature environment should also be considered for bound or concrete layers and spray seal designs.

Temperature Change

5. The pavement design shall include all considerations for environmental factors, and any assumptions made that would reduce or increase design subgrade strength, or affect the choice of pavement and surfacing materials.

D2.08 PAVEMENT AND SURFACING MATERIALS

1. Pavement materials can be classified into essentially four categories according to their fundamental behaviour under the effects of applied loadings:

(a) Unbound granular materials, including modified granular materials (b) Bound (cemented) granular materials (c) Asphaltic Concrete (d) Cement Concrete

Pavement Classification

2. Surfacing materials can also be classified into essentially five categories or types:

(a) Sprayed bituminous seals (flush seals) (b) Asphaltic concrete and bituminous microsurfacing (cold overlay) (c) Cement Concrete (d) Concrete Segmental Pavers (e) Clay Segmental Pavers

Surfacing Classification

3. All pavement materials shall satisfy the requirements of the Wollondilly Shire Council Construction Specification.

D2.09 CONSTRUCTION AND MAINTENANCE CONSIDERATIONS

1. The type of pavement, choice of base and subbase materials, and the type of surfacing adopted should involve consideration of various construction and maintenance factors as follows:

(a) Extent and type of drainage

PAVEMENT DESIGN


(b) Use of boxed or full width construction

(c) Available equipment of the Contractor

(d) Use of stabilisation

(e) Aesthetic, environmental and safety requirements

(f) Social considerations

(g) Construction under traffic

(h) Use of staged construction

(i) Ongoing and long-term maintenance costs

These factors are further discussed in AUSTROADS Pavement Design.

PAVEMENT THICKNESS DESIGN

D2.10 PAVEMENT STRUCTURE - GENERAL

1. The pavement thickness, including the thickness of surfacing, shall not be less than 300mm.

Minimum Pavement Thickness

2. Notwithstanding subgrade testing and subsequent pavement thickness design, the thickness of subbase and base layers shall not be less than the following:- (a) Flexible pavement: Subbase 175mm, Base 125mm (b) Rigid pavement: Subbase 100mm, Base 150mm

3. The subbase layer shall extend a minimum of 150mm behind the rear face of any kerbing and/or guttering.

Subbase Extent

4. The base and surfacing shall extend to the face of any kerbing and/or guttering. Where the top surface of the subbase layer is below the level of the underside of the kerbing and/or guttering, the base layer shall also extend a minimum of 150mm behind the rear face of the kerbing and/or guttering.

Base Extent

5. For unkerbed roads, the subbase and base layers shall extend at least to the nominated width of shoulder.

D2.11 UNBOUND GRANULAR FLEXIBLE PAVEMENTS (BITUMINOUS SURFACED)

1. Unbound granular flexible pavements with thin bituminous surfacing, including those with cement or lime modified granular materials, with design traffic up to 10

6 ESAs

shall be designed in accordance with ARRB-SR41, using Figure 7 (95% confidence limit curves).

2. For design traffic above 106 ESAs, the design shall be in accordance with

AUSTROADS Pavement Design.

D2.12 FLEXIBLE PAVEMENTS CONTAINING BOUND LAYERS (BITUMINOUS SURFACED)

1. Flexible pavements containing one or more bound layers, including cement stabilised layers or asphaltic concrete layers other than thin asphalt surfacing, shall be designed in accordance with AUSTROADS Pavement Design.

2. As an alternative to AUSTROADS Pavement Design for design traffic up to 106

ESAs, bound layers may be assumed to be equivalent to unbound layers of the same

PAVEMENT DESIGN


thickness, and the pavement designed in accordance with ARRB-SR41, using Figure 7 (95% confidence limit curves).

D2.13 RIGID PAVEMENTS

1. Rigid (concrete) pavements, with design traffic up to 106 ESAs shall be designed

in accordance with either C&CAA –T33 or AUSTROADS Pavement Design. Rigid (Concrete)

2. Rigid (concrete) pavements for design traffic above 106 ESAs, the design shall be

in accordance with AUSTROADS Pavement Design.

3. Single lane concrete bus bays adjacent to a flexible pavement shall be designed in accordance with C&CAA -TN52.

D2.14 CONCRETE SEGMENTAL BLOCK PAVEMENTS

1. Concrete segmental block pavements with design traffic up to 106 estimated

commercial vehicles exceeding 3T gross shall be designed in accordance with C&CAA –T35.

Concrete Segmental Block

2. For design traffic above 106 estimated commercial vehicles exceeding 3T gross

the design shall be in accordance with AUSTROADS Pavement Design, with the calculation of design traffic in terms of ESAs.

D2.15 CLAY SEGMENTAL BLOCK PAVEMENTS

1. Clay segmental block pavements with design traffic up to 106 ESAs shall be

designed in accordance with Design Manual 1 - Clay Segmental Pavements. Clay Segmental Block

2. For design traffic above 106 ESAs and up to 10

7 ESAs the design shall involve

consideration of both Design Manual 1 - Clay Segmental Pavements and AUSTROADS Pavement Design, with the thicker and more conservative design of each of the two methods adopted.

3. For design traffic above 107 ESAs, the pavement shall be designed in accordance

with AUSTROADS Pavement Design.

SURFACING DESIGN

D2.16 CHOICE OF SURFACE TYPE

1. Except where the pavement is designed for concrete or segmental block surfacing, the wearing surface shall be a bituminous wearing surface as follows:

Bitumen Wearing Surface

(a) Category B, C & D:

- primer, plus 10mm one (1) coat flush seal, plus 40mm AC10 Asphalt for new road and new lane works, for cul-de-sac see item 4.

- primer, plus 40mm AC10 asphalt for shoulder widening work only.

- primer, plus 50mm AC10 or AC14 asphalt for Cul-de-sac bulb.

(b) Category E:

- primer, plus 10mm one coat flush seal, plus 50mm AC14 asphalt for new road and new lane works

- primer, plus 50mm AC14 asphalt for shoulder widening work only

(c) Category F:

PAVEMENT DESIGN


- primer, plus 10mm one coat flush seal, plus 50mm AC14 asphalt for new lane and new road works

- primer, plus 50mm AC14 asphalt for shoulder widening works only

(d) Sub-arterial and Arterial roads:

- primer, plus 10mm one coat flush seal, 10mm primer seal, plus 50mm AC14 asphalt for new lane and new road works

- primer, plus 50mm AC14 asphalt for shoulder widening works only

(e) Category G & H:

- primer, plus two coat flush seal 14mm / 10mm.

2. At intersection approaches and cul-de-sac turning circles on residential streets with flush seals, asphalt surfacing shall be provided within the vehicle braking and turning zones.

Braking and Turning Zones

4. Thickness of asphaltic concrete within cul-de-sac turning circle and turning heads shall be minimum 50 mm AC10 or AC14 laid on a single coat seal of 10 mm aggregates.

5. Roads with longitudinal gradient more than 16.67% shall be sealed with asphaltic concrete with single coat seal of 10 mm aggregates underneath.

3. Variations to these requirements may be approved in special circumstances.

Cul-de-sac

D2.17 SPRAYED BITUMINOUS SEALS (FLUSH SEALS)

1. The design of sprayed bituminous (flush) seals, including primers and primer seals, shall be in accordance with the RMS Sprayed Sealing Guide.

Seal Design

2. A 7mm or 10mm primer seals shall be indicated on the Drawings below all flush seals, and asphalt surfacing.

Primer Seal

3. Two-coat flush seals shall be double-double seals, comprising a minimum of two (2) coats binder and two (2) coats of aggregate. The preferred seal types are: 1st coat 14mm 2nd coat 7/10mm

Two- Coat Flush Seals

4. Single coat flush seals shall be allowable if asphaltic concrete is to be applied as the finished surface. The preferred seal type is 10mm.

Single Coat Flush Seal

D2.18 BITUMINOUS MICROSURFACING (COLD OVERLAY) DELETED

D2.19 ASPHALTIC CONCRETE

1. In light to medium trafficked residential, rural or commercial streets (design traffic up to approximately 3 x 10

5 ESAs), the asphalt mix design shall be either a 'high-bitumen

content' mix or the ARRB Gap-graded mix in accordance with ARRB-SR41 and the Wollondilly Shire Council Construction Specification.

Light to Medium Traffic

2. In medium to heavily trafficked residential, rural or commercial roads and in all industrial and classified roads, the asphalt mix design shall be a dense graded mix in accordance with the Wollondilly Shire Council Construction Specification.

Medium to Heavy Traffic

3. Asphaltic concrete wearing surface shall be designed to provide a nominal compacted layer thickness of not less than 40mm on light to medium trafficked residential, rural and commercial streets, and 50mm on medium to heavily trafficked residential, rural or commercial roads and on all industrial and classified roads.

Minimum Thickness

4. As a minimum, a 7mm or 10mm primer seal shall be indicated on the Drawings below the asphalt surfacing.

Primer Seal

PAVEMENT DESIGN


5. On roundabout pavements for all classes / categories of roads, the surface shall have a minimum compacted layer thickness of 80mm AC14 SBS polymer modified Asphalt on a single 10mm primer seal. The approaches to the roundabout for a distance as determined by Council shall also have a minimum compacted layer thickness of 80mm AC14 SBS polymer modified Asphalt on a single 10mm primer seal.

Roundabouts

D2.21 PERMEABLE PAVEMENTS

1. Concrete permeable pavers are acceptable in private driveways and private/public car parking areas.

Edge Constraint

2. The pavement shall be designed and constructed to manufacturer’s details incorporating water sensitive urban design (WSUD) principles and shall ensure that the pavement allows infiltration of stormwater.

3. The edges of the paving shall be designed to be constrained by either kerbing and/or guttering, or by concrete edge strips.


D2.22 UNSEALED PAVEMENT

1. Consideration to the design of unsealed (gravel) pavements will only be given for minor rural subdivisions/developments in isolated rural areas where the access to the subdivision is via an existing unsealed road.

2. In permitting an unsealed road, factors that will be considered include the potential for dust from the road to adversely impact on existing dwellings or likely future dwellings and issues of erosion and maintenance.

3. Roads with a longitudinal gradient exceeding 10% must be sealed.

STANDARD DRAWINGS

D2.100 LIST OF DRAWINGS List of Drawings

1. DRAWING NUMBER DRAWING DESCRIPTION

WSC.D2.2 Deleted

STRUCTURES/BRIDGE DESIGN



D3

STRUCTURES/

BRIDGE DESIGN





Details are provided below outlining the clauses amended from the Council edition of this AUS-SPEC Specification Part. The clause numbering and context of each clause are preserved. New clauses are added towards the rear of the specification part as special requirements clauses. Project specific additional script is shown in the specification as italic font. The amendment code indicated below is ‘A’ for additional script ‘M’ for modification to script and ‘O’ for omission of script. An additional code ‘P’ is included when the amendment is project specific.

Amendment Sequence No.

Key Topic addressed in amendment

Clause No.

Amendment Code

Author Initials

Amendment Date

1 Design Life D3.02 M BG 1/3/16

2 Materials requirements for boardwalks

D3.06 A BG 1/3/16

3 Materials requirements for retaining walls

D3.07 A BG 1/3/16



SPECIFICATION D3 : STRUCTURES/BRIDGE DESIGN

CONTENTS CLAUSE PAGE

GENERAL ............................................................................................................................. 1

D3.01 SCOPE .................................................................................................................................................... 1

D3.02 OBJECTIVE ............................................................................................................................................. 1

D3.03 BASES OF DESIGN ................................................................................................................................ 1


D3.05 ROAD TRAFFIC BRIDGES ..................................................................................................................... 2

D3.06 PEDESTRIAN BRIDGES ........................................................................................................................ 3

D3.07 STRUCTURES OTHER THAN BRIDGES, ASSOCIATED WITH ROADS AND SUBDIVISION ............ 3

D3.08 SMALL EARTH DAMS/DETENTION BASINS ........................................................................................ 3

D3.09 STRUCTURES USED FOR PUBLIC SAFETY ....................................................................................... 4

D3.10 TEMPORARY WORKS ........................................................................................................................... 4


D3.100 LIST OF DRAWINGS ............................................................................................................................. 4



SPECIFICATION D3 : STRUCTURES/BRIDGE DESIGN

GENERAL

D3.01 SCOPE

1. This section sets out design considerations to be adopted in the design of structural engineering elements for land subdivisions. Such activities will include:

Road traffic bridges

Pedestrian bridges

Structures other than bridges, but associated with roads (eg retaining walls)

Small earth dams, detention basins

Structures used for public safety (traffic barriers, pedestrian barriers, street lighting)

Major sign support structures

Temporary works

Such structures may be of concrete, timber or steel constructions, but with emphasis placed on low maintenance.

D3.02 OBJECTIVE

1. The aim of design shall be the achievement of acceptable probabilities that the structure being designed will not become unfit for use during its design life, having regard to economic, physical, aesthetic and other relevant constraints.

2. The Design Life of structures must comply with Council’s Asset Management Plan. Where no specific design life is specified in the Plan, the following shall be used:

a. Road and Pedestrian Bridge – 100 years

b. Timber Deck/boardwalk (require Council approval) – 50 years

c. Retaining Walls – 80 years

d. Small earth dams and detention basins – 80 years

e. Structures for Public Safety – 80 years

f. Major sign support – 50 years

Design Life

D3.03 BASES OF DESIGN

1. The design shall be based on scientific theories, experimental data and experience, interpreted statistically as far as possible. The safety and service performance of a structure depends also on the quality control exercised in fabrication, supervision on site, the control of unavoidable imperfections and the qualifications, experience and skill of all personnel involved. Adequate attention shall therefore be given to these factors. In addition, adequate management control and supervision by experienced engineers shall be required at all stages of design and construction to prevent the occurrence of gross errors.

Safety Quality Qualifications

2. Specifications shall be notated on the design plans with sufficient detail to ensure that the above described strategies are able to be effectively implemented at the



construction stage.


(a) Council Specifications D1 - Geometric Road Design D5 - Stormwater Drainage Design

(b) Australian Standards AS1170 - Minimum design loads on structures (SAA Loading Code) AS1684 - National Timber Framing Code AS3600 - Concrete structures AS3700 - Masonry in buildings (SAA Masonry Code) AS4100 - Steel structures Other relevant codes and guidelines with the above.

(c) Other AUSTROADS - Bridge Design Code Inst. of Eng. - Australian Rainfall and Runoff KD Nelson - Design and Construction of Small Earth Dams

D3.05 ROAD TRAFFIC BRIDGES

1. Structural design of bridges is a complex matter generally falling outside the scope of many small civil engineering consultancies. Council would generally prefer this work to be referred to a firm whose A.C.E.A. listing includes structural design of bridges in its claimed area of competency.

A.C.E.A. Listing

2. However, this does not preclude submissions by other qualified persons in which cases Council reserves the right to call for evidence of the qualifications and experience of the responsible designer; or to seek referral of the design calculations to an appropriate A.C.E.A. firm for checking. The latter requirement will be at the proponents cost, if directed.

Checking

3. The Austroads Bridge Design Code is the appropriate general reference for bridge proposals.

4. Council normally requires bridges to have low maintenance finishes; therefore timber and steel are not usually acceptable construction materials, unless suitable precautions are adopted. Heavy debris and bed loads may be characteristic of some streams so that large spans with slender piers are encouraged. If overtopping is permitted, handrails and guardrails are usually omitted. Flood depth indicators will be provided in such cases.

Debris

Overtopping

5. Preventive maintenance is a key issue affecting the design life of the structure. The design plans shall specify the design life of the structure together with the relevant maintenance programs to be adopted upon which the design life is based. Parameters used in the design shall also be shown on the design plans.

Design Life Maintenance

6. Unless otherwise indicated on the Development Application, bridges over small watercourses within the development shall be designed with appropriate afflux to convey the 5 year ARI storm event with certification stating that the bridge is capable of withstanding the inundation loadings for up to the 100 year ARI storm event. If in the opinion of the designer, such certification is impractical, the structure shall be designed to convey the 100 year ARI storm event without inundation.

Small Bridges

Design Storm Event

7. Where structures are designed to be inundated, the effect of the backwater



gradient on upstream property shall be identified on the design plans.

8. Bridges located in roadways which are to be dedicated as public roads shall be designed to convey the stormwater event identified in the drainage design specification. Where no inundation is permitted, appropriate afflux shall be adopted together with a 500mm freeboard to the underside of the bridge deck.

Freeboard

9. Designers should enquire regarding current or likely provision for public utilities in bridges.

Public Utilities

D3.06 PEDESTRIAN BRIDGES

1. Provision for pedestrians on bridges is required in rural residential as well as urban areas. The minimum provision is a 1.5m footpath with kerb at the road traffic edge and handrail.

Pedestrians

2. Council may require the provision of separate pedestrian carriageways in other situations should the anticipated traffic warrant it. Urban bridge approaches should be lit. A continuous accessible path of travel shall be provided in the design

Accessible Path

3. Designers should enquire regarding the current and future utility services which the bridge may be required to carry. These should be concealed for aesthetic reasons.

4. Materials used for a pedestrian bridge, deck or boardwalk shall be durable and low maintenance. Use of timber structures will generally not be accepted by Council and will require prior Council approval before acceptance.

Carriage of Utilities

Materials

D3.07 STRUCTURES OTHER THAN BRIDGES, ASSOCIATED WITH ROADS AND SUBDIVISION

1. Public utility structures, retaining walls, and the like will be designed by a competent, practicing engineer, accredited in the design of such structures. The consultant shall refer to the Austroads code and any other Australian standards to execute the design.

2. Retaining walls that are constructed within road reserve or public land shall be constructed of reinforced concrete, masonry, concrete block or stone. Retaining walls that are constructed within private land but support road or public infrastructure shall be constructed of reinforced concrete, masonry, concrete block or stone.

3. Retaining walls that are used to support land regrading works and that extend along more than one lot shall be constructed of reinforced concrete, masonry, concrete block or stone.

4. Retaining structures including footings and drainage structures shall be constructed wholly within the subject property.

Materials

Location

D3.08 SMALL EARTH DAMS/DETENTION BASINS

1. Small earth dams may be designed following the guidelines in "Design and Construction of Small Earth Dams" by K D Nelson together with relevant geotechnical recommendations. The structural design of weir outlets to resist failure shall be considered in design. Refer also to the Retarding Basin and Stormwater Detention sections in the Specification for STORMWATER DRAINAGE DESIGN.

2. Childproof fencing shall be nominated where unacceptable risk exists due to the location of the dam/basin in relation to the urban nature of the area. The degree of risk is typically dependant on the grades of the land adjacent to the edge of the water and progressing into deeper water. Childproof fences will generally be required around dams and other water bodies in urban areas where the following criteria cannot be satisfied:

Fencing



Approach Grade to Maximum Depth Maximum Depth (m) Greater than 1:4 0.3 1:4 to 1:15 0.8 Less than 1:15 No Maximum

Notwithstanding the above, Council may require safety fences around water bodies where, due to the nature of the landuse in the proximity of the waterbody, it is considered that there is an unacceptable risk to children.

3. The consultant shall carry out the design with recognition of the potential risk on existing and planned infrastructure downstream, assuming the probability of dam/basin failure.

4. The consultant shall be a qualified civil or structural engineer having accreditation in the design of such structures.

Qualification

5. The consultant shall be required to certify the design and ultimately certify the work-as-executed plans for compliance with the design. All relevant details shall be shown on the design plans.

D3.09 STRUCTURES USED FOR PUBLIC SAFETY

1. Since the requirement of traffic barriers and pedestrian safety rails on bridges are different, the design engineer shall consider whether separate traffic and pedestrian barriers can be detailed to satisfy the major functional requirements.

Barriers

2. The Austroads Bridge Design Code is the recommended reference in this regard.

3. It is essential that all barriers have been fully tested and accredited for the intended use under quality assurance provisions.

4. Urban and rural residential bridge crossings shall be provided with adequate streetlighting. Such requirements will be noted accordingly on the design plans.

Lighting

D3.10 TEMPORARY WORKS

1. Structures which are proposed for the temporary support of roads, services and the like shall be designed by a qualified Engineer experienced and accredited in the design of such structures. A construction programme, indicating the sequence of events leading to the implementation and removal of the temporary structures shall be specified on the design plans.

Programme of Temporary Provisions

STANDARD DRAWINGS


1. DRAWING NUMBER DRAWING DESCRIPTION WSC.D3.1 Rock Retaining Wall

SUBSURFACE DRAINAGE DESIGN



D4

SUBSURFACE

DRAINAGE DESIGN





Details are provided below outlining the clauses amended from the Council edition of this AUS-SPEC Specification Part. The clause numbering and context of each clause are preserved. New clauses are added towards the rear of the specification part as special requirements clauses. Project specific additional script is shown in the specification as italic font.


Amendment

Sequence No.


amendment


Code

Author

Initials

Amendment

Date

1 Plastic Pipe Class D4.10 M BG 1/3/16



SPECIFICATION D4 : SUBSURFACE DRAINAGE DESIGN

CONTENTS

CLAUSE PAGE

GENERAL ............................................................................................................................. 1

D4.01 SCOPE .............................................................................................................................................. 1

D4.02 OBJECTIVES .................................................................................................................................... 1

D4.03 TERMINOLOGY ................................................................................................................................ 1


SUBSOIL AND SUB-PAVEMENT DRAINS .......................................................................... 2

D4.05 WARRANTS FOR USE..................................................................................................................... 2

D4.06 LAY0UT, ALIGNMENT AND GRADE ............................................................................................... 3

FOUNDATION DRAINS ........................................................................................................ 4


D4.08 LAYOUT, ALIGNMENT AND GRADE .............................................................................................. 5

DRAINAGE MATS (BLANKETS) .......................................................................................... 5


MATERIALS .......................................................................................................................... 6

D4.10 SUBSOIL AND SUB-PAVEMENT DRAIN PIPE ............................................................................... 6

D4.11 INTRA PAVEMENT DRAIN PIPE ..................................................................................................... 6

D4.12 FILTER MATERIAL ........................................................................................................................... 6

D4.13 GEOTEXTILE .................................................................................................................................... 7


D4.100 LIST OF DRAWINGS ........................................................................................................................ 7



SPECIFICATION D4 : SUBSURFACE DRAINAGE DESIGN

GENERAL

D4.01 SCOPE

1. The work to be executed under this Specification consists of the design of the subsurface drainage system for the road pavement and/or subgrade.

2. This specification contains procedures for the design of subsurface drainage, including:

(a) Subsoil and Foundation Drains

(b) Sub-Pavement Drains

(c) Drainage Mats, including Type A and Type B Mats.

3. Reference guidelines for the application and design of subsurface drainage include ARRB Special Reports 35 and 41, and the AUSTROADS publication – Guide to the Control of Moisture in Roads. The full titles of these guidelines are given below.

D4.02 OBJECTIVES

1. The objective in the design of the subsurface drainage system is to control moisture content fluctuations in the pavement and/or subgrade to within the limits assumed in the pavement design.

Control Moisture Content








Salinity

D4.03 TERMINOLOGY

1. Subsoil drains are intended for the drainage of ground water or seepage from the subgrade and/or the subbase in cuttings.

Subsoil Drains

2. Foundation drains are intended for the drainage of seepage, springs and wet areas within and adjacent to the foundations of the road formation.

Foundation Drains

3. Sub-pavement drains are intended for the drainage of the base and subbase pavement layers in flexible pavements. They may also function to drain seepage or groundwater from the subgrade.

Sub-pavement Drains



4. Type A drainage mats are intended to ensure continuity of a sheet flow of water under fills, to collect seepage from a wet seepage area, or for protection of vegetation or habitat downstream of the road reserve where a fill would otherwise cut the flow of water.

Type A Drainage Mats

5. Type B drainage mats are constructed to intercept water which would otherwise enter pavements by capillary action or by other means on fills and to intercept and control seepage water and springs in the floors of cuttings.

Type B Drainage Mats


(a) Council Specification C230 - Subsurface Drainage – General C231 - Subsoil and Foundation Drains C232 - Pavement Drains C233 - Drainage Mats

(b) Australian Standards AS2439.1 - Perforated drainage pipe and associated fittings

(c) RMS Specifications MR Form 1160 - Supply and Delivery of Seamless Tubular Filter Fabric. 3555 - Slotted Fibre Reinforced Concrete Pipe for Subsurface

Drainage

(d) Other AUSTROADS - Guide to the Control of Moisture in Roads, 1983 ARRB-SR35 - Australian Road Research Board, Special Report No. 35 –

Subsurface Drainage of Road Structures, Gerke R.J., 1987. ARRB-SR41 - Australian Road Research Board, Special Report No. 41 - A

structural Design Guide for Flexible Residential Street Pavements, Mulholland P.J., 1989..

Department of Infrastructure, Planning and Natural Resources Guide: Roads and Salinity (2003) (ISBN: 0 73475377 2)

SUBSOIL AND SUB-PAVEMENT DRAINS

D4.05 WARRANTS FOR USE

1. Subsoil drains are designed to drain groundwater or seepage from the subgrade and/or subbase in cuttings.

Subsoil Drains

2. Sub-pavement drains are designed to drain water from base and subbase pavement layers in flexible pavements, and to drain seepage or groundwater from the subgrade.

Sub-pavement Drains

3. Subsoil or sub-pavement drains shall be provided on both sides of the formation in the following locations, unless the geotechnical report indicates the absence of subsurface moisture at the time of investigation and the likelihood that changes in the subsurface moisture environment will not occur within the design life of the pavement and/or the pavement has been specifically designed to allow for likely variations in subgrade and pavement moisture contents:

Geotechnical Survey



(a) On the high side of the road. Locations

(b) Cut formations where the depth to finished subgrade level is equal to or greater than 400mm below the natural surface level.

(c) Locations of known hillside seepage, high water table or isolated springs.

(d) Irrigated, flood-prone or other poorly drained areas.

(e) Highly moisture susceptible subgrades, ie. commonly displaying high

plasticity or low soaked CBRs.

(f) Use of moisture susceptible pavement materials.

(g) Existing pavements with similar subgrade conditions displaying distress

due to excess subsurface moisture.

(h) At cut to fill transitions.

Where only one side of the formation is in cut, and the other side in fill, it may be sufficient to provide subsoil or sub-pavement drains only along the edge of the formation in cut.

4. The need for subsoil and sub-pavement drains may otherwise become apparent during the construction process, due to changes in site moisture conditions or to areas of poorer subgrade being uncovered that were not identified in the geotechnical investigation. The Design Drawings shall be suitably annotated to the potential need for subsoil or sub-pavement drains in addition to those shown on the Drawings.

During Construction

D4.06 LAY0UT, ALIGNMENT AND GRADE

1. Typical cross sections of subsoil and sub-pavement drains are shown below in Figures D4.1 and D4.2. As indicated in these figures, subsoil drain trenches are excavated to below subgrade level, while sub-pavement drains extend into or adjacent to the pavement layers to facilitate drainage of the pavement layers in addition to the subgrade.

Typical Cross Sections

Figure D4.1 - Typical Subsoil Drain Location

Base

Sub-base

Wearing Course

Geotech. Membrane 600 min

300 100 mm dia., ”socked” and “slotted” corrugated polythene pipe



Figure D4.2 - Typical Sub pavement Drain (in existing kerbed road)

2. In existing kerbed roads, the two acceptable alternative locations for the line of the trench are directly in front of or behind the kerbline. Pavement layers must extend to at least the line of the rear of the trench as shown in Figure D4.2.

Existing Kerbed Roads

3. In unkerbed roads, subsoil and sub-pavement drains shall be located within the shoulder, preferably at the edge of the pavement layers. .

Unkerbed Roads

4. The minimum desirable longitudinal design grade shall be 1.0 - 1.5%. For non corrugated pipes, an absolute minimum grade of 0.5% is acceptable.

Grade

5. Trench widths shall be a minimum of 300mm, with a minimum depth below finished subgrade level of 600mm in earth and 450mm in rock, and below the invert level of any service crossings.

Trench Dimensions

6. Outlets shall be spaced at maximum intervals of 150 metres. Where possible, subsoil and sub-pavement drainage pipes shall discharge into gully pits or other stormwater drainage structures. Where not possible, outlets shall be provided through fill batters.

Outlets

7. Cleanouts are to be provided in accordance with Council drawing WSC.D4.1 at the commencement of each run of drain, and at intervals not exceeding 80 metres. Cleanouts shall generally be located directly at the rear of kerb or at the edge of shoulder, as applicable.

8. Fill Material: The subsoil drainage trench shall be backfilled with average 10 mm aggregates of crushed stone or recycled concrete to the level bottom of the subbase layer.

Cleanouts

FOUNDATION DRAINS


1. Foundation drains are designed to drain excessive ground water areas within the foundation of an embankment or the base of cutting, or to intercept water from entering these areas.

Foundation Drains

2. The need to provide foundation drains may be apparent from the results of the geotechnical survey along the proposed road formation alignment, and in this case the

Geotechnical Survey During

300

Base

Sub-base

Wearing Course

300

Alternative locations for subsoil or sub-pavement drains

in existing kerbed roads

600 min



location shall be shown on the plans. However, more commonly, the need to provide foundation drains is determined during construction, and hence in this situation requirements and locations cannot be ascertained at the design stage.

Construction

3. Where the road formation traverses known swampy, flood-prone, or watercharged strata, the design Drawings shall be suitable annotated to the potential need for foundation drains at various locations, in addition to those shown on the Drawings.

D4.08 LAYOUT, ALIGNMENT AND GRADE

1. Typical cross-sections of foundation drains are shown below in Figure D4.3. Typical Cross Section

Figure D4.3 - Foundation Drains

2. The minimum desirable design grade shall be 1.0 - 1.5%. For non corrugated pipes an absolute minimum grade of 0.5% is acceptable.

Grade

3. Foundation drains shall be a minimum trench width of 300mm, with a variable trench depth to suit the application and ground conditions on site.

Trench Dimensions

4. Outlets shall be spaced at maximum intervals of 150 metres. Outlets

5. Where practicable, cleanouts are to be provided at the commencement of each run of foundation drain and at intervals not exceeding 80 metres. Where not practicable to provide intermediate cleanouts, outlets shall be spaced at maximum intervals of 100 metres.

Cleanouts

DRAINAGE MATS (BLANKETS)


1. Type A drainage mats are designed where there is a need to ensure continuity of a sheet flow of water under fills, to collect surface seepage from a wet seepage area, or for protection of vegetation or habitat downstream of the road reserve where a fill would otherwise cut the flow of water. Type A drainage mats are constructed after the site has been cleared and grubbed and before commencement of embankment construction.

Type A Mats

2. Type B drainage mats are designed where there is a need to intercept water which would otherwise enter pavements by capillary action or by other means on fills and to intercept and control seepage water and springs in the floors of cuttings. Type B drainage mats shall be constructed after completion of the subgrade construction and before construction of the pavement.

Type B Mats

Seepage (spring)

Engineered Embankment

Possible Additional Drain

Existing Subgrade



3. The need to design for the provision of drainage mats should be apparent from the result of the geotechnical survey along the proposed road formation alignment.

Geotechnical Survey

MATERIALS

D4.10 SUBSOIL AND SUB-PAVEMENT DRAIN PIPE

1. Pipes designated for subsoil, foundation and sub-pavement drains shall be 100mm ø slotted pipe.

2. Corrugated plastic pipe shall be Class 400 (SN8 RMS Specification 3552) conforming to the requirements of AS2439.1. Class 1000 (SN20 RMS Specification 3552) shall be used where subject to heavy vehicle traffic loads. Joints, couplings, elbows, tees and caps shall also comply with AS2439.1.

3. Slotted fibre reinforced cement pipe shall comply with RMS Specification 3555.

4. Slotted rigid UPVC pipe shall be of a type and class approved by Council.

5. All pipe shall be slotted, and fitted with seamless tubular filter fabric complying with MR Form 1160, except for cleanouts and outlets through fill batters which shall be unslotted pipe.

D4.11 INTRA PAVEMENT DRAIN PIPE

1. Pipes for use in Type B Drainage Mats shall be designated 100mm diameter slotted fibre reinforced concrete pipe, meeting the requirements of RMS Specification 3555.

2. Pipes for use in intra pavement drains where crushed rock subbase layer thicknesses are greater than 200mm shall be designated 100mm diameter slotted fibre reinforced concrete pipe, meeting the requirements of RMS Specification 3555.

3. Pipes for use in for edge drains where any part of the shoulder consists of material other than concrete, and shall be designated 100mm diameter slotted fibre reinforced concrete pipe, meeting the requirements of RMS Specification 3555.

D4.12 FILTER MATERIAL

1. The types of filter material covered by this Specification shall include:

(a) Type A filter material for use in subsoil, foundation, and sub-pavement (trench) drains and for Type B drainage mats.

(b) Type B filter material for use in subsoil, foundation and sub-pavement (trench) drains.

(c) Type C filter material comprising crushed rock for use in Type A drainage mats.

(d) Type D filter material comprising uncrushed river gravel for use in Type A drainage mats.

2. Material requirements and gradings for each type of filter material are included in the Construction Specification, SUBSURFACE DRAINAGE GENERAL.

3. The type of filter material specified to backfill the sub-surface drainage trenches (subsoil, foundation and sub-pavement drains) shall depend on the permeability of the



pavement layers and/or subgrade and the expected flow rate. Generally, Type A filter material is used for the drainage of highly permeable subgrade or pavement layers such as crushed rock or coarse sands, while Type B filter material is used for the drainage of subgrade and pavement layers of lower permeability such as clays, silts or dense graded gravels. Further guidance to the selection of appropriate filter material is contained in ARRB Special Report 35.

D4.13 GEOTEXTILE

1. Where necessary to provide separation (ie. prevent infiltration of fines) between the filter material in the trench and the subgrade or pavement material, geotextile shall be designated to encapsulate the filter material. The geotextile shall comply with the requirements included in the Construction Specification, SUBSURFACE DRAINAGE GENERAL.

2. Geotextile shall also be designated for both Type A and Type B Drainage Mats.

STANDARD DRAWINGS


1. DRAWING NUMBER DRAWING DESCRIPTION WSC.D4.1 Subsoil Drainage Clean Outs

STORMWATER DRAINAGE DESIGN



D5

STORMWATER

DRAINAGE DESIGN





Details are provided below outlining the clauses amended from the Council edition of this AUS-SPEC Specification Part. The clause numbering and context of each clause are preserved. New clauses are added towards the rear of the specification part as special requirements clauses. Project specific additional script is shown in the specification as italic font. The amendment code indicated below is ‘A’ for additional script ‘M’ for modification to script and ‘O’ for omission of script. An additional code ‘P’ is included when the amendment is project specific.



Clause No. Amendment Code

Author Initials

Amendment

Date

1 Gutter Flow Widths D5.09 M BG 1/3/16

2 Lintel Size D5.10 M BG 1/3/16

3 Pits located on small curves

D5.10 M BG 1/3/16

4 Blockage allowance for headwalls

Table D5.2 M BG 1/3/16

5 Minimum Pit Sizes

Table D5.3 M BG 1/3/16

6 Engineered Watercourse

D5.13 M BG 1/3/16

7 Piping of Watercourse

D5.13 A BG 1/3/16

8

Maximum lots per interallotment drainage line. D5.17 A BG 1/3/16

9 Connection stub for pits

D5.17 A BG 1/3/16

10 Minimum pipe grades

D5.17 A BG 1/3/16

11 Minimum Easement width

D5.17 A BG 1/3/16

12 Easement width

D5.20 M BG 1/3/16

13 Disposal of property stormwater

D5.27 M BG 1/3/16

14 On site absorption trench

D5.27 M BG 1/3/16

15 Piping against the natural grade

D5.27 M BG 1/3/16

16 Freeboard

D5.30 M BG 1/3/16

17 Water Sensitive Urban Design

D5.33 M BG 1/3/16

18 Water Quality Targets D5.33 M BG 1/3/16



SPECIFICATION D5 : STORMWATER DRAINAGE DESIGN

CONTENTS

CLAUSE PAGE

GENERAL ............................................................................................................................. 1

D5.01 SCOPE .................................................................................................................................................... 1

D5.02 OBJECTIVES .......................................................................................................................................... 1


HYDROLOGY ....................................................................................................................... 3

D5.04 DESIGN RAINFALL DATA ...................................................................................................................... 3

D5.05 CATCHMENT AREA ............................................................................................................................... 4

D5.06 RATIONAL METHOD .............................................................................................................................. 4

D5.07 OTHER HYDROLOGICAL MODELS ...................................................................................................... 5

HYDRAULICS ....................................................................................................................... 5

D5.08 HYDRAULIC GRADE LINE ..................................................................................................................... 5

D5.09 MINOR SYSTEM CRITERIA FOR STREET AND TRUNK DRAINAGE ................................................. 6

D5.10 PITS ......................................................................................................................................................... 7

D5.11 HYDRAULIC LOSSES............................................................................................................................. 8

D5.12 MAJOR SYSTEM CRITERIA .................................................................................................................. 9

D5.13 OPEN CHANNELS ................................................................................................................................ 10

D5.14 MAJOR STRUCTURES......................................................................................................................... 12

D5.15 RETARDING STRUCTURES ................................................................................................................ 13

STORMWATER DETENTION ............................................................................................. 15

D5.16 STORMWATER DETENTION ............................................................................................................... 15

INTERALLOTMENT DRAINAGE ........................................................................................ 16

D5.17 INTERALLOTMENT DRAINAGE .......................................................................................................... 16

DETAILED DESIGN ............................................................................................................ 17

D5.18 CONDUITS ............................................................................................................................................ 17

D5.19 PIT DESIGN .......................................................................................................................................... 18

D5.20 STORMWATER DISCHARGE .............................................................................................................. 18

D5.21 MISCELLANEOUS ................................................................................................................................ 18

DOCUMENTATION ............................................................................................................. 19

D5.22 PLANS – See DSQ ................................................................................................................................ 19

D5.23 EASEMENTS AND AGREEMENTS – See DSQ .................................................................................. 19

D5.24 SUMMARY SHEETS - See DSQ .......................................................................................................... 19



D5.25 COMPUTER PROGRAM FILES AND PROGRAM OUTPUT - See DSQ ............................................. 19

PROPERTY DRAINAGE ..................................................................................................... 19

D5.26 PROPERTY DRAINAGE SYSTEMS ..................................................................................................... 19

D5.27 DISPOSAL OF PROPERTY STORMWATER ....................................................................................... 21

D5.28 BUILDING ON LOTS BURDENED BY A DRAINAGE EASEMENT ..................................................... 23

MANAGING PROPERTY INUNDATION ............................................................................. 24

D5.28 GENERAL .............................................................................................................................................. 24

D5.29 SUBDIVISION OF LAND AFFECTED BY OVERLAND FLOW............................................................. 25

D5.30 BUILDINGS ON FLOOD AFFECTED LAND ......................................................................................... 25

D5.31 FLOOD HAZARD ................................................................................................................................... 26

D5.32 MISCELLANEOUS FLOOD MANAGEMENT ISSUES ......................................................................... 27

WATER SENSITIVE URAN DESIGN .................................................................................. 27

D5.33 GENERAL .............................................................................................................................................. 27

D5.36 GROSS POLLUTANT TRAPS .............................................................................................................. 30

D5.37 WETLANDS ........................................................................................................................................... 31


D5.100 LIST OF DRAWINGS ............................................................................................................................ 35



SPECIFICATION D5 : STORMWATER DRAINAGE DESIGN

GENERAL

D5.01 SCOPE

1. The work to be executed under this Specification consists of the design of stormwater drainage systems for urban and rural areas.

D5.02 OBJECTIVES

1. The objectives of stormwater drainage design are as follows:

(a) To ensure that inundation of private and public buildings located in flood-prone areas occurs only on rare occasions and that, in such events, surface flow routes convey floodwaters below the prescribed velocity/depth limits.

(b) To provide convenience and safety for pedestrians and traffic in frequent stormwater flows by controlling those flows within prescribed limits.

(c) Retain within each catchment as much incident rainfall and runoff as is possible and appropriate for the planned use and the characteristics of the catchment.

(d) To ensure the ecosystem integrity of Wollondilly’s waterways is maintained and enhanced.

2. In pursuit of these objectives, the following principles shall apply:

(a) New Developments are to provide a stormwater drainage system in accordance with the "major/minor" system concept set out in Australian Rainfall & Runoff (AR&R); that is, the "major" system shall provide safe, well-defined overland flow paths for rare and extreme storm runoff events while the "minor" system shall be capable of carrying and controlling flows from frequent runoff events.

Design Principles

(b) The design of the drainage system, and earthworks, for the development shall be such that the upstream drainage is not adversely affected and that the downstream drainage system is capable of carrying any increased discharges from the development. Such measures should include, but not be limited to, investigation of upgrading the existing downstream system and an investigation of providing stormwater retarding basins.

(c) The minor drainage system shall connect to a legal point of discharge acceptable to Council. The major drainage system shall be designed to ensure adjoining downstream properties will not be adversely affected as a result of the development.

(d) Water Sensitive Urban Design (WSUD) principles and stormwater treatment shall be considered in the design of the drainage system for developments as outlined in Wollondily Shire Council’s Water Sensitive Urban Design Policy and ‘Australian Runoff Quality – a Guide to Water Sensitive Urban Design’.



(e) Information provided by the NSW Government that indicates salinity may occur in parts of the Wollondilly Local Government Area (LGA). This salinity potential is due to inherent characteristics of the Wollondilly LGA landscape. As a result, buildings and other infrastructure in the Wollondilly LGA may be susceptible to salt damage.







Salinity



Specifications as amended:

C220 - Stormwater Drainage – General C221 - Pipe Drainage C222 - Precast Box Culverts C223 - Drainage Structures C224 - Open Drains including Kerb & Gutter


AS 1254 - Unplasticised PVC (uPVC) pipes and fittings for stormwater or surface water applications.

AS 2032 - Code of practice for installation of uPVC pipe systems. AS 3725 - Loads on buried concrete pipes. AS 4058 - Precast concrete pipes. AS 4139 - Fibre reinforced concrete pipes and fittings.

(c) State Authorities

RTA, NSW - Model Analysis to determine Hydraulic Capacities of Kerb Inlets and Gully Pit Gratings, 1979.

Department of Infrastructure, Planning and Natural Resources Guide: Roads and Salinity (2003) (ISBN: 0 73475377 2)

(d) Other

AUSTROADS - Bridge Design Code.

Inst. of Eng. Aust -Australian Rainfall and Runoff – A guide to flood estimation. Aug 1987 and 2016.

Queensland Urban Drainage Manual, Volumes 1 & 2, 1993.

Sangster, WM., Wood, HW., Smerdon, ET., and Bossy, HG. - Pressure Changes at Storm Drain Junction, Engineering

Series, Bulletin No. 41, Eng. Experiment Station, Univ. of Missouri 1958.



Hare CM. - Magnitude of Hydraulic Losses at Junctions in Piped Drainage Systems. Transactions, Inst. of Eng. Aust., Feb. 1983.

Concrete Pipe Association of Australia - Concrete Pipe Guide, charts for the selection of concrete

pipes to suit varying conditions.

Henderson, FM. Open Channel Flow, 1966.

Chow, Ven Te - Open Channel Hydraulics, 1959.

John Argue - Australian Road Research Board Special Report 34 - Stormwater drainage design in small urban catchments: a

handbook for Australian practice.

Australian National Conference On Large Dams, Leederville WA. - ANCOLD 1986, Guidelines on Design Floods for Dams.

Inst. of Eng. Aust -Australian Runoff Quality- a Guide to Water Sensitive

Urban Design

HYDROLOGY

D5.04 DESIGN RAINFALL DATA

1. Design Intensity-Frequency-Duration (IFD) Rainfall - IFD relationships shall be derived in accordance with ARR 2016, for the particular catchment under consideration.

I-F-D Relationships

2. IFD rainfall data can be obtained using the Rainfall IFD data System available from the Bureau of Meteorology at http://www.bom.gov.au/water/designRainfalls/ifd/.

IFD Parameters for use in rainfall intensity duration computations are provided below for the following locations:

Location 2I1

2I12

2I72

50I1

50I12

50I72 F2 F50 G

Picton 30 7.2 2 61 14 4.6 4.29 15.75 0

Appin 25 5.6 1.7 61.6 13.7 4.6 4.29 15.75 0

Tahmoor 30 7.2 2.1 62 14.2 4.7 4.29 15.75 0.01

Buxton 29 7.4 2 60 14 4.7 4.29 15.75 0.04

Camden South 32 6.0 1.8 60 12 4.1 4.29 15.75 0.00

Thirlmere 29.5 7 2 60 14 4.5 4.29 15.75 0.02

Warragamba 30 7 2.15 60 14.2 5 4.29 15.75 0.01

Bargo 31 7.7 2.2 64 15 4.8 4.29 15.75 0.02

Oakdale 29 6.6 1.9 58 13.8 4.5 4.29 15.75 0.04

Wilton 33.5 7.8 2.5 67 16 5.4 4.29 15.75 0

Mount Hunter 30 6.1 1.8 59 12.4 4.4 4.29 15.75 0

Menangle 32.5 6 1.8 62 13.4 4 4.29 15.75 0

Theresa Park 30 6.3 1.85 60 13 4.2 4.29 15.75 0



3. Design Average Recurrence Interval (ARI) - For design under the "major/minor" concept, the design ARIs to be used are given below.

Average Recurrence Intervals

4. Recurrence interval for minor events depends on the zoning of the land being serviced by the drainage system. The minor system design ARIs are detailed below:-

20 years for commercial/industrial area "minor" systems

10 years for residential area "minor" systems

5 years for rural residential and rural area "minor" systems

1 year for parks and recreation area "minor" systems.

10 years for residential property and interallotment drainage “minor” systems

20 years for commercial/industrial property drainage “minor” systems.

5. Where a development is designed in such a way that the major system flows involve surcharge across private property, then the underground system (both pipes and inlets) may need to be upsized to ensure flow across the property meets the standards outlined in section D5.29. A surcharge path shall be defined for systems even where 100 year ARI flows can be maintained within the system. Easements and Restrictions as to use are to be provided in private property over pipe systems and surcharge paths.

D5.05 CATCHMENT AREA

1. The catchment area of any point is defined by the limits from where surface runoff will make its way, either by natural or man made paths, to this point. Consideration shall be given to likely changes to individual catchment areas due to the full development of the catchment.

Catchment Definition

2. Where no detailed survey of the catchment is available, 1:4000 orthophoto maps or LiDar are to be used to determine the catchments and to measure areas.

3. Catchment area land use shall be based on current available zoning information and likely future zonings, where applicable. Percentage impervious for various land uses are given in table D5.1 and should be used where actual information is not available.

Land Use % Impervious

Residential (450 to 699m²) Residential (700 to 1499m²) Residential (1500 to 4000m²) Rural Residential Industrial/Commercial Road Reserve Public Recreation Area

60% 50% 40% 30% 90% 70% 10%

Table D5.1

D5.06 REGIONAL FLOOD FREQUENCY ESTIMATION AND RATIONAL METHOD

1. Australian Rainfall and Runoff 2016 recommends the use of the Regional Flood Frequency Estimation (RFFE) technique to determine peak flows in small catchments. This method replaces the Probabilistic Rational Method defined in AR&R 1987. Use of the RFFE approach as setout in Book 3 of AR&R 2016 will be the preferred method to determine flowrates from urban catchments.

Regional Flood Frequency Estimation



2. Calculations from Regional Flood Frequency Estimation Model software at http://rffe.arr-software.org/ will be accepted by Council for the purpose of drainage design.

3. Use of the Rational Method, as defined in AR&R 1987 for determining flowrates from urban catchments may be acceptable for some calculations when the catchment is relatively small (approximately 10 ha). Prior approval to use this method must be obtained from Council’s Infrastructure Planning Manager. The maximum time of concentration in an urban area shall be 15 minutes unless sufficient evidence is provided to justify a greater time. Surface roughness co-efficients "n" shall generally be derived from information in Chapter 14 of AR&R 1987. It should be noted that the use if IFD rainfall data from the Rainfall IFD data System 2016 should not be used in calculations using the 1987 Rational Method.

Rational Method

D5.07 OTHER HYDROLOGICAL MODELS

1. Other hydrological models may be used as long as the requirements of AR&R are met, summaries of calculations are provided and details are given of all program input and output. A sample of a summary sheet for hydrological calculations is given in the Council publication SUBMISSION REQUIREMENTS FOR ENGINEERING DESIGN.

Alternative Models

2. Where computer analysis programs are used, copies of the final data files and results of computer run shall be provided on submission of the design to Council and with the final drawings.

3. Where hydrological analysis is carried out using DRAINS/ILSAX, following parameter values shall be adopted in the absence of calibrated data.

Parameter Value

Impervious depression 1mm

Pervious depression 5mm

Soil Type 3

AMC 3

DRAINS/ILSAX

4. Where hydrologic modelling is carried out using RAFTS model, following parameter shall be used:

Initial Loss: Continuing Loss :

Impervious 1 mm Impervious 0 mm/hr

Pervious 10 mm Pervious 2.5 mm/hr

RAFTS

HYDRAULICS

D5.08 HYDRAULIC GRADE LINE

1. Hydraulic calculations shall generally be carried out in accordance with Australian Rainfall and Runoff and shall be undertaken by a qualified person experienced

Qualified Person



in hydrologic and hydraulic design. The calculations shall substantiate the hydraulic grade line adopted for design of the system and shown on the drawings. Summaries of calculations are added to the plan and details of all calculations are given including listings of all programme input and output. A sample of a summary sheet for hydraulic calculations is given in the Council's publication SUBMISSION REQUIREMENTS FOR ENGINEERING DESIGN.

Calculations

2. The "major" system shall provide safe, well-defined overland flow paths for rare and extreme storm runoff events while the "minor" system shall be capable of carrying and controlling flows from frequent runoff events.

3. Downstream water surface level requirements are given below:-

(a) Known hydraulic grade line level from downstream calculations including pit losses at the starting pit in the design event.

Downstream Control

(b) Where the downstream starting point is a pit and the hydraulic grade line is unknown, a level equal to the surface level of the pit inlet in the downstream pit is to be adopted.

(c) Where the outlet is an open channel and the design storm is the minor event the top of the outlet pipe shall be the downstream control.

(d) Where the outlet is an open channel and the design storm is the major event, the downstream control shall be the greater of either the top of the outlet pipe or the 1% probability flood level.

4. The water surface in drainage pits during the minor system design storm shall be limited to 0.150m below the gutter invert for inlet pits and 0.150m below the underside of the lid for junction pits.

Water Surface Limits

5. Where the hydraulic calculations are performed by the use of computer model, electronic files of computer input data and results shall be provided to the Principal Certifying Authority for checking.

6. Where the hydraulic calculations are carried out by running computer models such as DRAINS, HECRAS, SWMM, MOUSE etc. the results from these model shall be calibrated against measured flows, depth etc. If the calibration of the model is not possible due to lack of data, outputs from the model shall be checked against output from a rational/manual method of calculation or the output from another model. Acceptance of the model output shall the consideration of the Principal Certifying Authority.

D5.09 MINOR SYSTEM CRITERIA FOR STREET AND TRUNK DRAINAGE

1. The acceptable gutter flow width for roads with a carriageway width of 8m or more shall be a maximum 2.5m for a minor system. For carriageway widths less that 8m the gutter flow width shall be a maximum 1.5m for a minor system. Gutter flow widths shall be reduced to ensure gutter flows do not overtop the kerb or do not have a Velocity Depth Product of greater than 0.4m²/s. Gutter flow widths shall not exceed 0.5m at pedestrian kerb ramps for marked pedestrian crossings, school crossings, bus stops or other areas of usually high pedestrian traffic

In streets with a low level footpath the maximum flow depth shall be 75mm. Table drains should be sized to ensure table drain flows do not extend beyond the road shoulder.

Gutter Flow Widths

2. Gutter and table drain flows greater than 20 l/s will not be permitted to flow across an intersection. It will be necessary to intercept these flows with a kerb inlet pit or culvert.

3. Minimum conduit sizes are given below:

The minimum pipe size shall be 375mm diameter.

The minimum box culvert size shall be 600mm wide x 300mm high.

Conduit Sizes



4. Minimum and maximum velocity of flow in stormwater pipelines shall be 0.6m/sec and 6m/sec respectively.

Velocity Limits

5. The minimum pipe grade shall generally be 0.5%. Pipe grades less than 0.5% may be considered for pipes larger than 900 mm dia. Pipes with a grade greater than 20% will require anchor blocks at the top and bottom and at intervals not exceeding 3.0m.

Pipe Grades

D5.10 PITS

1. Inlet Pits shall be spaced so that the gutter flow width is limited in accordance with this specification and so that the inlet efficiency is not affected by adjacent inlet openings. Preference shall be given to the location of drainage pits near the centre of lots or with lintels central on lot boundaries. Pits located on small radius curves (less that 20m radius) shall be avoided. Location of inlet pits on kerb returns in line with normal pedestrian flow is to be avoided. The designer shall ensure that the kerb inlet pits are located clear of the tangent points on kerb returns.

Spacing

2. Other pits shall be provided

To enable access for maintenance.

At changes in direction, grade, level or class of pipe.

At junctions.

3. The maximum recommended spacing of pits where flow widths are not critical is:

Pipe Size (mm) Spacing (m)

Less than 1200 100

1200 or larger 150

Table D5.1 Pit Spacing

4. Maximum kerb inlet lengths to side entry pits are to be a preferred maximum of1.8m for on grade pits or 2.4m for sag pits, with an absolute maximum of 3.0m where the grade is 10% or more. The designer shall minimise use of any lintel longer than 2.4m. The absolute minimum kerb inlet pit lintel shall be 1.2m, that shall only be used where a change of pipe grade or alignment is the main reason for the pit.

Kerb Inlet Pit sizes

5. Inlet pits must be sufficiently large to permit the design inflow. Information on pit capacities is available in the following sources:-

Roads and Maritime Services "Model analysis to determine Hydraulic Capacities of Kerb Inlets and Gully Pit Gratings", with due allowance to inlet bypass due to grade, for on-grade pits, and recognised orifice or weir formulae for sag inlet pits.

Pit relationships given in AR&R.

Inlet Capacity

6. None of these pit charts include any blockage factors. The percentage of theoretical capacity allowed in relation to type of pit is given below:-

Allowance for Inlet Blockage

Condition Inlet Type Percentage of Theoretical Capacity Allowed

Sag Side entry 80%

Sag Grated 50%

Sag Combination Side inlet capacity only Grate assumed completely blocked

Sag "Letterbox" 50%



Continuous Grade Side entry 80%

Continuous Grade Grated 50%

Continuous Grade Combination 90%

- Headwalls* 50%

Table D5.2 * Headwalls without appropriate screen protection.

7. All pits shall be sized in accordance with table D5.3 to allow access for maintenance purposes.

Pit Depth (mm) Minimum pit Size (mm)

< 300

300 – 600 600-1200 1200-1500

>1500

450 x 450* 450 x 450* 600 x 600 900 x 600

900x900 include steel reinforcement in wall

Table D5.3 *Pits less than 600 x 600 shall only be used for private yard drainage or minor drainage lines. They are not to be used in interallotment or common space drainage lines or under driveways or other paved common areas.

8. Pits deeper than 600mm shall have a minimum 600mm x 600mm opening. Pits deeper than 1.2 metres shall have climb irons in accordance with drawing WSC.D5.3.

9. Bypass flow at a pit shall not exceed 20% of the approach flow for the critical design rainfall.

10. Pits 3.0 metres and deeper and greater than 2.0 metres in internal dimension are to be designed by a Structural Engineer.

D5.11 HYDRAULIC LOSSES

1. Losses at junction pits, slope junctions, bends, transition structures, end pits and outlets shall be considered. Reasonable pressure change co-efficients are to be selected using Missouri Charts, Hare Charts and U.S corp of Engineers mitre bend charts.

Pit Losses

2. Allowable reduction in "KU" due to benching is given in Missouri Charts.

3. Computer program default pressure change co-efficient "KU" shall not be acceptable unless they are consistent with above charts. The chart used and relevant co-efficients for determining pit “K" values from that chart shall be noted on the hydraulic summary sheet provided for plan checking and included on the final design drawings.

4. Bends may be permissible in certain circumstances and discussions with Council regarding their use is required prior to detailed design.

Bend Losses

5. Requirements for private pipes entering Council's system are in section D5.27

6. Construction of a junction without a structure should be avoided where possible. Permission to do this is required by Council prior to detailed design.

Pipe Junction Losses

7. Going from larger upstream to smaller downstream conduits is not permitted without approval of Council prior to detailed design. In going from smaller to larger pipes

Contraction/ Expansion



benching shall be provided in pits to enable a smooth flow transition. Losses

8. Drainage pipe systems shall be designed as an overall system incorporating pipe and all other losses, with due regard to the upstream and downstream system and not as individual pipe lengths. Drainage pipeline systems shall generally be designed as gravity systems flowing full at design discharge, but may be pressurised with the use of appropriate pits and joints only with Council approval. Pipe friction losses and pipe sizes in relation to discharge shall be determined using the Colebrook-White formula with the acceptable roughness co-efficient being 0.6mm for concrete pipes, 0.3mm for FRC and polyethylene and 0.03 for uPVC pipes.

Pipe Friction Losses

D5.12 MAJOR SYSTEM CRITERIA

1 All drainage designs shall incorporate an assessment of major system flows. The major system provides a safe and adequate “escape route” for stormwater from rare and extreme storm events.

2 The design standard for the major system is the 1% AEP event. Consideration should be given to the potential impacts of rarer storms events. Analysis of the impact of the Probable Maximum Flood (PMF) is required in instances where the quantity of stormwater is such that catastrophic failure of the proposed system/structures may place life and limb at risk.

3 The system shall be designed to ensure drainage from upstream entering the subdivision is not obstructed or adversely affected such that flow depths on adjoining properties will be increased.

4 Roads, pathways, open space reserves and drainage reserves will generally form the flow path by which the major system flows are safely routed through a new subdivision. Using private properties as part of the major flow path should be avoided where possible. Where the major flow path is through a private property, the requirements outlined in section D5.29 shall apply.

5 Reverse crossfall shall be used where the overland flow path crosses the footway.

6 Surcharging of drainage systems which would provide for water depth above the top of kerb will not be permitted except as defined below. Surcharging of drainage system for storm frequencies greater than the design minor storm event may be permitted across the road centreline where the road pavement is below the natural surface of the adjoining private property. Flow across footpaths will only be permitted in situations specifically approved by Council.

Surcharging

7. The velocity x depth product of flow across the footpath and within the road reserve shall be such that safety of children and vehicles is considered. The maximum allowable depth of water is 0.2 metres and the maximum velocity x depth product of 0.4m

2/s is permitted. Where the safety of only vehicles can be affected, a maximum

velocity x depth product of 0.6m2/s is permitted. In open channels and flowpaths through

public and drainage reserves the above velocity x depth product criteria will be followed where possible or the design shall address the requirements for safety in relation to children by providing safe egress points from the channel or other appropriate methods.

Velocity/ Depth Criteria



8. Freeboard requirements for floor levels and levee bank levels from flood levels in open channels, roadways and stormwater surcharge paths are given below:

Generally:-

(a) A minimum freeboard of 0.5m shall be provided between the 100 year flood level and floor levels on structures and entrances to underground car parks. A higher freeboard may be required in certain circumstances.

(b) Where the road is in fill or overtopping of kerbs and flow through properties may occur a 100mm freeboard shall be provided between the ponding level of water in the road and the high point in the footpath. Driveway construction in these instances needs to consider this requirement.

Freeboard

In Surcharge Paths:-

(c) A minimum freeboard of 0.5m shall be provided between the 100 year flood level and floor levels on structures and entrances to underground car parks.

In Open Channels:-

(d) A minimum freeboard of 0.5m shall be provided between the 100 year flood level and floor levels on structures and entrances to underground car parks.

9. Flow capacities of roads should be calculated using AR&R. Roadway Capacities

10. The major drainage system shall be designed to ensure adjoining downstream properties will not be adversely affected as a result of the development. Where it is proposed to divert, re-direct or intensify the flow of stormwater into adjoining property, a “permit to discharge stormwater” shall be sought and submitted to Council prior to the approval of Engineering design plans. The above shall apply unless otherwise specified by Council. A permit shall also be sought to carry out construction work on adjoining property and such permit also presented to Council.

11. The depth of flow in road kerb and gutter in major storm event shall not be more than 200 mm.

D5.13 OPEN CHANNELS

1. Generally, open channels will only be permitted where they form part of the trunk drainage system and shall be designed to have smooth transitions with adequate access provisions for maintenance and cleaning. Where Council permits the use of an open channel to convey flows from a development site to the receiving water body, such a channel shall comply with the requirements of this Specification.

Safety

2. Design of open channels shall be generally in accordance with AR&R, and shall be designed with safety requirements as set out in AR&R as a primary criterion. Open channels will be designed to contain the major system flow less any flow that is contained in the minor system, with an appropriate allowance for blockage of the minor system.



3. Friction losses in open channels shall be determined using Mannings "n" values given below:-

Mannings "n" Roughness Co-efficients for open channels shall generally be derived from information given below:-

Concrete Pipes or Box Sections 0.011 Concrete (trowel finish) 0.014 Concrete (formed without finishing) 0.016 Sprayed Concrete (gunite) 0.018 Bitumen Seal 0.018 Bricks or pavers 0.015 Pitchers or dressed stone on mortar 0.016 Rubble Masonry or Random stone in mortar 0.028 Rock Lining or Rip-Rap 0.028 Corrugated Metal 0.027 Earth (clear) 0.022 Earth (with weeds and gravel) 0.028 Rock Cut 0.038 Short Grass 0.033 Long Grass 0.043

Channel Roughness

4. Where the product of average Velocity and maximum flow Depth for the design flow rate is greater than 0.4m

2/s, the design will be required to specifically provide for the

safety of persons who may enter the channel. The depth of flow in the channel should not exceed 1.2m for the 1% AEP flow.

5. Maximum side slopes on grassed lined open channels shall be 1 in 4, with a preference given to 1 in 6 side slopes, channel inverts shall generally have minimum cross slopes of 1 in 20.

Side Slopes

6. The channel shall be designed to ensure subcritical flows with the Froude Number no greater than 0.8. Measures may have to be incorporated to reduce the bed slope, such as introducing drop structures

7. Low flow provisions in open channels (man-made or altered channels) will require low flows to be contained within a pipe system or concrete lined channel section at the invert of the main channel. Subsurface drainage shall be provided in grass lined channels to prevent waterlogging of the channel bed. The width of the concrete lined channel section shall be the width of the drain invert or at least sufficiently wide enough to accommodate the full width of a tractor.

Low Flows

8. Transition in channel slopes to be designed to avoid or accommodate any hydraulic jumps due to the nature of the transition.

Hydraulic Jumps

9. Appropriate measures must be taken to protect the channel from scour. In grassed lined channels the maximum flow velocity is to be 2.5m/s. Adequate scour protection and/or energy dissipaters shall be designed at all inlets to the channel, at the channel outlet and at any point in the channel where there is a significant change in flow conditions.

10. Turfing and landscaping of channels and basins should take account of possible changes to the water table and salt content. This may affect the type and species of planting; accordingly the designer may need to seek specialist advice as part of the landscape and rehabilitation design process.



11. A watercourse shall be defined ‘a river, creek or other natural watercourse (whether modified or not) in which water is contained or flows (whether permanently or from time to time).’

12. Engineered ‘Natural’ channels shall be designed with a meandering plan form, a main channel with a floodplain, a series of pools and riffle zones (rapids) and riparian and floodplain vegetation.

13. Watercourses, open channels and defined overland flowpaths have significant environmental and stormwater management value to the community. Changes to the condition of a watercourse such as realigning or piping can reduce it’s overall value as a stormwater drainage asset. Activities within or adjacent to a watercourse may require the approval of a State or Federal Government Authority. Generally, piping of a watercourse, open channel or defined overland flowpath will NOT be approved, other than road culverts, unless it can be demonstrated to the Manager Infrastructure Planning that there is no significant loss of environmental an asset value or increase in flood risk to the community. The Manager Infrastructure Planning will assess any application to pipe a watercourse with consideration to the following:

It must have minimal impact on the health of riparian vegetation and water quality in the system.

Must not result in cross catchment flows.

Should result in a significant community benefit.

Does it reduce existing flooding issues or reduce flooding risk.

Must not have adverse effects on flooding or flooding risk on adjacent properties(i.e. flood extent or risk must not be increased upstream or downstream)

Has the proposal considered catchment characteristics, potential debris loading and the effect of inlet and pipe blockages on overland flows.

Is it of a low maintenance design.

Overland flows from major storm events, and with consideration of pipe blockage does not exceed the requirements as setout in section D5.30 Building on Flood Effected Land.

The proposed works has undergone an extensive risk assessment to determine the impact on the development and adjoining properties in the event of 100% blockage of inlet structures during all storm events upto the PMF.

Definition of Watercourse

Engineered Watercourse

Piping of Watercourses and overland flowpaths

D5.14 MAJOR STRUCTURES

1. All major structures shall be designed for the 100 year ARI storm event without afflux in urban areas. Some afflux and upstream inundation may be permitted in certain rural and urban areas provided the increased upstream flooding is minimal and does not inundate private property.

Afflux

2. A minimum clearance of 0.5m between the required ARI flood level and the underside of any major structure superstructure is required to allow for passage of debris without blockage. This freeboard may need to be increased for bridges in accordance within the following table.

Freeboard



(i) Large Box Culverts and Deck used as road surface (ii) Slab, Beam, Concrete Girder or Concrete Frame Bridges across

streams where the maximum velocity is less than 3 m/s (with or without debris)

(iii) Slab, Beam, Concrete Girder or Concrete Frame Bridges across

streams where the maximum velocity is greater than 3 m/s. (iv) Plate Girder, Timber or Steel Truss Bridges across streams where

the maximum velocity is less than 3 m/s. (v) Plate Girder, Timber or Steel Truss Bridges across streams where the

maximum velocity is greater than 3 m/s.

0.5 m.

0.5m

1.0m

1.0m

1.25m

3. All bridges shall be designed for the relevant RTA/Austroad flood intensity without afflux in urban areas. The effects of the PMF shall be investigated and alterations made to the design to suit.

Bridges

4. Certified structural design shall be required on bridges and other major culvert structures and may be required on some specialised structures. Structural design shall be carried out in accordance with AUSTROADS Bridge Design Code.

5. All culverts shall be designed for 1% probability flood intensity without afflux in urban areas.

Culverts

6. Culverts (either pipe or box section) shall be designed with due regard being given to inlet and exit losses, inlet and outlet control and scour protection. Recommended design procedures are contained in Section 3 Hydraulics of Precast Concrete Conduits - Hydraulic Design Manual - by Concrete Pipe Association of Australia.

7. Where culverts are used for road crossings the following design criteria shall apply:

(i) Roads and embankments shall have a minimum freeboard of 500mm above the 1% AEP (100 year ARI) top water level.

(ii) Headwalls, surface inlet pits and surcharge pits shall incorporate scour protection on the upstream and downstream ends of the culvert. Scour protection measures are to be appropriate for design conditions.

(iii) A causeway shall be provided over the culvert for extremely large flood events or for improper functioning of the culverts.

(iv) Base slabs for box culverts shall be cast-in-situ and designed by a certified practicing structural engineer.

D5.15 RETARDING STRUCTURES

1. For each ARI a range of storm events shall be run to determine the peak flood level and discharge from the retarding basin. Storm patterns shall be those given in ARR 2016. Sensitivity to storm pattern should be checked by reversing these storm patterns.

Critical Storm Duration

2. The critical storm duration with the retarding basin is likely to be longer than without the basin. A graph showing the range of peak flood levels in the basin and peak discharges from the basin shall be provided for the storms examined.

3. Flood Routing should be modelled by methods outlined in ARR 2016. Routing

4. The high level outlet to any retarding basin shall have capacity to contain a High Level



minimum of the 100 year ARI flood event. Additional spillway capacity may be required due to the hazard category of the structure. The hazard category should be determined by reference to the Australian National Committee on Large Dams Incorporated (ANCOLD) rating system.

Outlet

5. The spillway design shall generally be in accordance with the requirements for Open Channel Design in this Specification.

6. Pipe systems shall contain the minor flow through the Retarding Basin wall. Outlet pipes shall be rubber ring jointed with lifting holes securely sealed. Pipe and culvert bedding shall be specified to minimise its permeability, and cut off walls and seepage collars installed where appropriate.

Low Flow Provision

7. The low flow pipe intake shall be protected to prevent blockages.

8. Freeboard - Minimum floor levels of dwelling shall be 0.5m above the 100 year ARI flood level in the basin.

Freeboard at Dwellings

9 Where a retention basin receives inflow from a public road or public land, the retention basin is to be wholly constructed on public land and designed to ensure no ponding of water on private lots. In a community title development, where a retention basin receives inflow from community land, the retention basin is to be wholly constructed on community land. Detention basins on private lots should not receive inflow from any other lot. Where this arrangement is impractical, private lots containing a retention basin that accepts inflow from other private properties must be burdened by an easement over the detention basin benefiting all lots draining to that basin. Any private lot with a retention/detention basin is to have a public positive covenant created on the title requiring that the property owner maintain the basin in good working order.

10. Public Safety Issues – Basin design is to consider the following aspects relating to public safety.

Safety Issues

The degree of risk is typically dependant on the grades of the land adjacent to the edge of the water and progressing into deeper water. Childproof fences will generally be required around dams and other water bodies in urban areas where the following criteria cannot be satisfied:

Approach Grade to Maximum Depth Maximum Depth (m) Greater than 1:4 0.3 1:4 to 1:15 0.8 Less than 1:15 No Maximum

Notwithstanding the above, Council may require safety fences around water bodies where, due to the nature of the landuse in the proximity of the waterbody, it is considered that there is an unacceptable risk.

Side slopes are to be a maximum of 1 in 6 to allow easy egress. Side slopes of greater than 1 in 4 may require handrails to assist in egress.

Water depths shall be, where possible, less than 1.5m in the 100 year ARI storm event. Where neither practical nor economic greater depths may be acceptable. In that case the provision of safety refuge mounds should be considered.

Depth indicators should be provided indicating maximum depth in the basin.

Protection of the low flow intake pipe shall be undertaken to reduce hazards for people trapped in the basin.

Signage of the spillway is necessary to indicate the additional hazard.

Basins shall be designed so that no ponding of water occurs on to private property or roads.



No planting of trees in basin walls is allowed.

No basin spillway is to be located directly upstream of urban areas.

Submission of design plans to the Dam Safety Committee is required where any of these guidelines are not met or Council specifically requires such submission.

11 Other design issues – Basin design is to also consider the following:

The minimum slope of the basin floor in a dry basin is 1%.

Outlets are to have scour and debris control along with safety rails where applicable.

Low flows through the detention basin shall be by means of a low flow pipeline or concrete dish or other system acceptable to Council. Where basins are integrated into open space activities such as playing fields, a low flow pipeline shall be provided. The low flow structure shall cater for two thirds of the 1 year flow, unless noted otherwise.

Basins shall be structurally designed as small dams. A typical section through the embankment wall is to be shown on engineering plans, and include a clay core or cut-off wall.

STORMWATER DETENTION

D5.16 STORMWATER DETENTION

1. Installation of Stormwater Detention is required on redevelopment sites within the Shire where under capacity drainage systems exist. A redevelopment site is defined as a site which used to have or was originally zoned to have a lower density development than is proposed.

Re-development

2. OSD system shall be acceptable in situations where there is an existing stormwater pipe system that is unable to cater for the increase in discharge due to the development, when the development will involve an increase in impervious area on the site and where it is intended to connect stormwater directly to the road kerb and gutter only and the discharge for the 1 in10 year ARI storm exceeds 25 litres per second.

3. It is also required to provide OSD to limit the post development discharge from a development site into a natural water course in order to mimic the pre development condition up to rainfall event of 2 year ARI.

4. Computation for on-site detention systems shall use a recognised computer model and include the 100%, 50%, 20%, 10%, 5%, 2%, and 1% AEP storms for all durations. The discharge (both piped and overland) from the post- developed site is not to exceed the rate of runoff from the pre-developed site for all storms.

5. Determination of storage size shall be based on 1 in 100 year ARI storm. Unless shown otherwise, calculation for a system including permanent storage for re-use, shall assume the permanent storage is full.

Storage

6. Where driveways and carparking areas form part of detention volume, depths of ponding in such areas shall not be greater than 200 mm to avoid damage to vehicles.

7. Where underground tanks are proposed for detention of stormwater, the tanks shall be designed by a suitably qualified structural engineer. Provision shall be made for maintenance of the tank by allowing easy access, specifying the maintenance schedule and also by dealing with any health and safety risks involved. Consideration shall be given to re-use of the stored water for use in landscaping, toilet, laundries etc.



8. The orifice plate is to be minimum 200mmx200mm flat stainless steel plate 3mm thick. Orifice diameter shall not be less than 25 mm.

9. The location of the Stormwater Detention System shall be shown on the Deposited Plan or included as a site plan attached to the Section 88B Instrument.

10. Prior to the issue of the Occupation Certificate or occupation of the site, the creation of a Restriction on Use of Land and Positive Covenant over the operation and maintenance of the On-Site Detention System are to be registered with the Land Titles Office. Wollondilly Shire Council shall be nominated as the body empowered with authority to release, modify or vary the restrictions.

11. On completion of construction, the works are to be certified by a suitably qualified and experienced civil engineer in conjunction with Works-AS- Executed Plans.

12. Where a subdivision development proposes on lot detention as part of overall Stormwater Management for the development, calculations shall be provided showing a Permissible Site Discharge (PSD) and Site Storage Requirement (SSR) for each lot. Calculations shall be based on a standard dwelling and impervious surface expected for the lot sizes. SSR for each lot shall be limited to 4KL for Residential Small Lots (450-699m²) and 7KL for Standard Residential lots (700-1499m²). A Restriction on the use of land shall be registered on the Certificate of Tile for each burdened lot(s) that specifies the calculated Permissible Site Discharge (PSD) and Site Storage Requirement (SSR).

INTERALLOTMENT DRAINAGE

D5.17 INTERALLOTMENT DRAINAGE

1. Interallotment Drainage shall be provided for every allotment which does not drain directly to its street frontage or a natural watercourse. Interallotment drainage will generally not be necessary for rural subdivisions with a lot size greater than 5000m

2.

2. The maximum number of lots draining to a single interallotment drainage line shall be ten (10). More than 10 lots will require prior approval by Council.

3. The minimum drainage easement width for interallotment drainage systems to be taken in favour of the upstream allotments shall be as shown below. easements shall be created with Council as the Authority empowered to vary, modify or release.

Pipe Diameter Minimum Easement Width

150 – 300mm 1.5m

Greater than 300mm 3.0m

Maximum lots

Easement widths

4. Pipe Capacity - The interallotment drain shall be designed to accept concentrated drainage from buildings and paved areas on each allotment for flow rates having a design ARI the same as the "minor" street drainage system.

5. In lieu of more detailed analysis, the following areas of impervious surface are assumed to be contributing runoff to the interallotment drain:-

Impervious Area

Development Type % of Lot Area

Residential (2a 40

Residential (2b) 70



Industrial 80

Commercial 90

6. Pipes shall be designed to flow full at design discharge without surcharging of pits.

7. Interallotment drainage pits shall be located at all changes of direction and/or grade. Interallotment drainage pits shall be provided in each lot. A 150mm diameter pipe stub shall be provided in each interallotment pit that is provided for future conncetion of lot drainage.Pits shall be constructed of concrete, with minimum 100mm thick (if precast) or 150mm (if cast in situ) walls and floor and have minimum internal dimensions as shown in table D5.3. Notwithstanding the requirements of table D5.3, all pits in interallotment drainage lines shall be a minimum 600 x 600 mm internal dimensions. Pits shall have a precast heavy duty 'footpath grade' concrete lid and surround from an approved manufacturer finished flush with the surface of works. Depressed heavy duty 'footpath grade' grated inlets are acceptable.

Pits

8. Pipes - Minimum Grade – Interallotment drainage shall have a minimum longitudinal gradient of 1%. Grades less that 1% but greater that 0.5% may be accepted for minor interallotment drainage lines on the condition that the drainage meets all other design standards and it is approved by Council’s Development Engineer.

Grade

9. Interallotment Drainage Pipe Standards – Interallotment drainage shall be constructed from rubber ring jointed pipes of either fibre reinforced concrete drainage pipe, reinforced concrete pipe, polyethylene or UPVC pipe which shall conform respectively to the requirements of AS 4139, AS 4058, AS 2566 and AS 1254. In public road and recreation reserves where vehicle loads may be encountered, reinforced or fibre reinforced concrete pipes min.class 3 or polyethylene pipes only, shall be used. The minimum pipe diameter in public areas shall be 375mm.

Pipe Type

10. Interallotment Drainage Pipe – Relationship to Sewer Mains – Where interallotment drainage and sewer mains are laid adjacent to each other they are to be spaced minimum 1.5 metres between pipe centrelines (where the pipe inverts are approximately equal).

Sewer

11. Where there is a disparity in level between inverts the spacing is to be submitted for approval.

12. Where sewer mains are in close proximity to interallotment drainage lines they are to be shown on the interallotment drainage plan.

13 Where the flow in the interallotment drainage line exceeds 25 l/s during the design “minor” storm event, direct discharge to the kerb and gutter will not be permitted. The interallotment system will need to connect to Council’s piped drainage system or to a suitable natural watercourse. See section 5.27 for details on disposal of property drainage.

DETAILED DESIGN

D5.18 CONDUITS

1. Conduit and Material Standards – Conduits and materials shall be reinforced concrete or fibre reinforced concrete. Polyethylene pipelines may be acceptable for use in roads other than state or regional roads or along commercial/industrial roads. PVC pipes will not be accepted as a Council pipeline. Pipes shall conform with the test requirements of the relevant Australian Standard.

2. Pipe Bedding and Cover - Pipe Bedding and Cover for reinforced and fibre reinforced concrete pipes shall be determined from the Concrete Pipe Association "Concrete Pipe Guide" or AS 3725. For uPVC pipes, requirements shall be to AS 2032.

Bedding



3. Conduit Jointing – All concrete pipes shall have rubber ring joints.

4. Conduit Location - Drainage lines in road reserves shall generally be located under and parallel to the kerb (for detailed alignment requirements see Council SD54d – standard grated KIP). All reasonable measures should be taken to limit the extent of piping beneath the road pavement. Drainage lines in easements shall generally be centrally located within the easement.

D5.19 PIT DESIGN

1. Pits shall be designed with benching to improve hydraulic efficiency and prevent water ponding. Safety and safe access are important considerations in pit design.

D5.20 STORMWATER DISCHARGE

1. A suitable headwall shall be constructed at culvert or pipe system outlets to protect against scour unless outlet conditions dictate the use of more substantial energy dissipation arrangements.

Scour

2. At points of discharge of gutters or stormwater drainage lines or at any concentration of stormwater from one lot on to adjoining properties, either upstream or downstream, Council will require the subdivider to enter into a Deed of Agreement with the adjoining owner(s) granting permission to the discharge of stormwater drainage and the creation of any necessary easements with the cost of the easement being met by the developer.

Easements

3. Where the drainage is to discharge to an area under the control of another statutory authority eg, Public Works, the design requirements of that Statutory Authority are also to be met.

4. The minimum drainage easement width for drainage systems to be taken over by Council shall be as shown below:

Council Control

Max. Nominal Pipe Diameter (mm)

Minimum Easement width ( m)**

up to 600 3.0

900 3.0

1200 3.5

1500 4.0

1800 4.5

over1800 and box culverts As required by Council

** The overall width of the easement in Council's favour shall be such as to contain the full width of overland flow, or open channel flow in the major system design event, and any access track if required by Council.

5. Discharge to Recreation Reserves – Piped stormwater drainage discharging to recreation reserves or other Council land is to be taken to a natural water course and discharged in an approved outlet structure or alternatively taken to the nearest trunk stormwater line. Drainage lines proposed to cross either existing or proposed non-operational Council land will require specific prior Council consent in writing and, if approved, a drainage easement in Council's favour at the applicant's expense. The applicant should liase with Council's Property Department at design stage.

Council Consent

D5.21 MISCELLANEOUS

1. Subsoil drainage in Pipe Trenches – Subsoil Drainage shall be provided in pipe trenches as outlined below.



2. In cases where pipe trenches are backfilled with sand or other pervious material, a 3m length of subsoil drain shall be laid in the bottom of the trench immediately upstream from each pit or headwall. The subsoil drain shall consist of 100mm diameter corrugated PVC ag. pipe in RTA approved geotechnical stocking.

Subsoil Drain at Pits

3. The upstream end of the subsoil drain shall be suitably capped and the downstream end shall discharge through the wall of the pit or headwall, and finished flush with the inside wall.

4. Termination of Kerb and Gutter and Associated Scour Protection - Kerb and Gutter shall be extended to drainage pit or natural point of outlet. Where outlet velocity is greater than 2.5m per second or where the kerb and gutter discharge may cause scour, protection shall be provided to prevent scour and dissipate the flow.

Kerb & Gutter Termination

DOCUMENTATION

D5.22 PLANS – See DSQ

D5.23 EASEMENTS AND AGREEMENTS – See DSQ

D5.24 SUMMARY SHEETS - See DSQ

D5.25 COMPUTER PROGRAM FILES AND PROGRAM OUTPUT - See DSQ

PROPERTY DRAINAGE

D5.26 PROPERTY DRAINAGE SYSTEMS

1. Property drainage systems should have:

Suitable sub-surface drainage to protect structures and mitigate long term surface water ponding,

Sub-Surface

A system for collecting and conveying stormwater runoff that will prevent water entering buildings or damaging improvements on the site, minimise nuisance for people accessing buildings, prevent long term surface water ponding, prevent erosion and protect adjoining and downstream properties from any adverse stormwater impacts resulting from improvements on the property,

Piped (Minor) System

A system of overland flow paths to provide fail-safe protection of buildings on the property and protection to adjoining downstream properties in the event of pipe blockage or storm events that generate greater runoff than the pipe capacity.

Paths for Overland Flow

2. Runoff from all new impervious surfaces (roofs and paving) on the property from storms up to the design storm listed in section D5.04 must be collected and piped to a suitable point of discharge as outlined in section D5.28.

3. Runoff from grassed and landscaped areas need only be collected and piped to Council’s system where:

regrading or other improvements will concentrate runoff or increase the rate of flow onto adjoining properties or across a public footway, or

Runoff from Grassed Areas



long term ponding will occur that could constitute a health hazard or a significant nuisance for property users.

4. Runoff currently entering the site from upstream properties should not be obstructed from flowing onto the site and should not be redirected so as to increase the quantity or concentration of surface runoff entering adjoining properties. Where the overland flow rates are large, the requirements outlined in section D5.29 will need to be satisfied.

Water from upstream lots

5. Where the efficiency of any existing drainage system on the property will be compromised by proposed additional site improvements, the existing system is to be suitably modified to offset any adverse impacts.

Existing Property Improvements

Pipes

6. The minimum pipe size for property drainage shall be 90mm ø where the line

receives only roofwater runoff, or 100mm ø in all other cases.

Min. Pipe Sizes

7. The minimum pipe grade shall be 1% for pipes less than or equal to 225mm ø

and 0.5% for large pipes.

Min. Pipe Gradients

8. The minimum pipe cover within private property shall be as follows:

Not subject to vehicle loadings 100mm In Residential Property

300mm Other than Residential Property

May be subject to vehicle loading 450mm Under Driveways - Heavy Vehicles 100mm thick granular overlay then at

least 150mm of reinforced concrete - Light Vehicles 100mm thick granular overlay then at

least 100mm of concrete

Pits

9. Stormwater pits or cleaning eyes shall be installed to facilitate maintenance:

at all junctions, changes of gradient and changes of direction,

at a maximum spacing of 30m along a length of pipe, and

directly above any reflux values, orifice plates or debris screens.

10. Inlet pits shall be installed at depressions and other locations to permit the entry of water into the stormwater pipes. Surface inlet pits or grated trench drains should be sufficiently large to accept the predict flow and positioned to ensure that for the pipe ARI:

all runoff from roofed and paved areas is collected,

runoff does not enter garages or buildings,

long term nuisance ponding of stormwater does not occur,

pedestrian access to buildings is not affected by significant flow depths,

runoff from paved driveways and paths or concentrated runoff from grassed or landscaped areas does not flow over the public footway or onto adjoining properties.

11. Arrestors are installed to remove contaminants such as silt and oil from the stormwater before it discharges into Council's system. Any silt arrestor shall be designed in accordance with AS 3500.3.

12. Minimum pit sizes shall be in accordance with table D5.3. All pipes must be cut flush with the wall of the pit and grouted securely in place. Continuous trench drains are to be a minimum width of 150mm.



13. PVC pits will only be permitted if they are heavy-duty PVC pits not greater than 300mm x 300mm. Brick pits should be constructed on a 150mm thick concrete bed. The walls shall be internally rendered and should have a thickness not less than 230mm for wall depths less than 1.5m. Deeper pits shall have a wall thickness in accordance with figure 4.3 in AS 3500.3, or shall be designed by a qualified structural engineer using reinforced concrete. Concrete pits shall have a minimum wall thickness of 95mm for pre-cast pits and 150mm for cast-in-situ.

14. Grates are to be galvanised steel grid type. Heavy-duty grates are to be used in areas where they may be subject to vehicle loading.

D5.27 DISPOSAL OF PROPERTY STORMWATER

1. Disposal of collected stormwater runoff from the property drainage system shall be in accordance with the following requirements. It should be checked that the proposed stormwater disposal method is permissible under Council’s Development Control Plan for the particular development type.

(a) Kerb and Gutter

2. Maximum discharge to the kerb and gutter from the property drainage system during the design “minor“ storm event is 25 l/s. Only one line will be permitted within the footway from each lot.

3. Discharge of property stormwater to the kerb and gutter where the peak flow is in excess 25 l/s will be considered where there is no reasonable alternative. Approval will be at the sole discretion of Council and shall include consideration of the quantity of flow being discharged, the potential impact on gutter flows in the vicinity of the outlet and the distance to Council’s existing piped drainage system. Where approval is granted, the peak velocity of water discharging to the kerb shall not exceed 3.0m/s.

4. A single 100mm ø sewer grade PVC pipeline may be used to convey collected runoff to the kerb. Where outflow exceeds the capacity of a single 100mm ø pipe, a gavanised steel rectangular hollow section with a height no greater than 100mm shall be used. Multiple PVC pipelines across the footway will not be permitted.

5. The pipeline is to cross the footway at an angle no less than 60º. At the point of connection to the kerb, the invert of the pipe must match the invert of the kerb. The kerb is to be suitably made good at the point of connection.

6. The point of discharge to the kerb should be in front of the subject property. Where this is impractical, Council will permit the pipe to be run along the back of the kerb provided the requirements that are outlined in point 8 of this section are satisfied.

(b) Connection to Council’s Underground Drainage System

7. Requirements for private pipes entering Council's piped drainage system are given below:

All pipe inlets, including roof and subsoil pipes, shall where possible, enter the main pipe system at existing junction pits. These shall be finished off flush with and be grouted into the pit wall.

If a junction has to be added which is larger than 225mm then a junction pit shall be built at this location in accordance with this specification. Where the new pit may be subject to vehicular traffic, it must not be able to transfer that load to the Council pipe.

For smaller pipes, the drainage pipes may be broken into to allow interconnection with the main line. In this case, the side line shall be finished flushed with and be



grouted into the main line.

8. Property drainage lines may be laid directly behind the kerb where all reasonable measures have been incorporated in the design to minimise the length of piping behind the kerb and:

the pipe diameter does not exceed 225mm

the length of piping does not exceed 30m

the maximum depth from invert of gutter to invert of pipe does not exceed 1.2m.

Where these criteria cannot be satisfied, Council’s drainage system may need to be extended to a point in front of the subject property. In this event, the pipe is to be a minimum 375mm ø, laid within the roadway immediately in front of the kerb. A kerb inlet pit will generally be required in front of the subject property.

(c) Discharge to Open Channels or Watercourses

9. Discharge to a suitable natural watercourse or creek may be permissible subject to approval by Council. The watercourse is to be protected against scour at the point of discharge. Only a single point of discharge for the development will be permissible. In this regard an outflow apron and/or energy dissipater is to be provided.

10. Council will not approve discharging runoff into bushland or recreation reserves. The water must be piped or conveyed in a suitably designed and constructed open channel to a well defined drainage path.

(d) On-site Absorption Trench

11. Single dwelling houses on existing lots that cannot pipe runoff to the street or do not have access to a suitable interallotment drainage easement, can discharge stormwater to an onsite absorption trench provided a grassed area is available and:

it is permissible under Council’s Development Control Plan,

it is equal to the total plan area of all roofs and hard surfaces on the site,

it is suitably located for the purpose and

the soil type is suitable for the purpose.

12. Newly created lots will not be permitted to dispose to an onsite absorption trench unless they are greater than 5000m2.

13. An onsite absorption trench should be a minimum of 6.0 metres long, 0.6 metres wide and 0.6 metres deep. It should be sited parallel to the contours, as far as practicable from the property boundaries and a minimum of 3.0m from buildings. It should not be

Void 410mm

m ø

PVC

pipe

150mm ø PVC pipe

Geotextile Filter

Fabric

No fines Concrete or

perforated Base Slab

Observation

RiserSignificant Landscaping

Stormwater System

from Driveways and

Roofs

Debris Screen

50mm ø subsoil

drain filled with

sand

Sandy Loam



placed under any paved surface and should be at least 1.0m from pavements subject to vehicular traffic. The trench is to be principally in accordance with the figure below.

(e) Pumps and Charged Lines

14. Pumps may only be used to drain seepage and a minor amount of direct runoff from a basement carparking area. Wet wells shall be designed and constructed in accordance with section 7.3 of AS 3500.3

15. Charged line will not be permitted without provision for de-watering.

(f) Piping Against the Natural Grade

16. The drainage layout should, where possible, follow the natural fall of the land and not include cross catchment discharge. Systems that drain against the natural grade of the land will only be permitted where the receiving drainage system has sufficient capacity to accept the additional runoff from the new catchment area.

(g) Piping through a Private Property

17. Pipes draining one property through another shall be sized to accommodate all collected runoff from the development site and shall be kept separate from the drainage system of the property through which it is passing.

18. Consideration must be given to the path taken by stormwater during extreme storm events. Where overflows could result in damage on adjoining properties, the pipes shall be designed to accommodate runoff from storms up to the 100 year ARI event.

19. Where it is necessary to convey collected stormwater runoff from one lot through another, an easement must exist on the downstream lot that confers rights to the upstream lot to drain through it. Where the easement must be created to facilitate development, it is the responsibility of the applicant to negotiate with the affected property owners to secure the necessary easement(s). If it is proposed to discharge collected runoff to an existing interallotment pipeline or to lay a new pipe within an existing interallotment easement, the applicant shall submit information from the Land Titles Office to indicate the subject property enjoys rights to use the interallotment drainage system.

(h) Piping Through a Public Park

20. Council has the sole discretion to approve or refuse an application to lay property drainage lines within a public park. Issues such as damage to the park, particularly the trees, will be considered.

D5.28 BUILDING ON LOTS BURDENED BY A DRAINAGE EASEMENT

1. No buildings or structures will be permitted to encroach onto a drainage easement. This shall include eaves and balconies.

2. On-ground vehicular driveways will typically be permitted over an easement however the structural stability of the existing pipeline will need to be considered. Similar considerations will need to be made when it is proposed to reduce cover over the pipe. The driveway levels must not interfere with any overland flow function of the easement.



3. Demountable carports and other easily removable structures that do not involve usable floor space may be approved over a Council drainage easement. If approval for such a structure is granted, the owner will need to enter a “deed of charge” with Council that the property owner will remove the structure at their own expense if Council deems it necessary for the purpose of accessing the easement. Any such approval will not extinguish or limit Council’s rights under the easement. The driveway and parking space levels must not interfere with any overland flow function of the easement.

4. Masonary Walls constructed across an easement must cross at an angle of not less than 60º. The section of wall spanning the easement shall be constructed to enable its easy removal without resulting in failure of the remainder of the structure.

5. All footings for buildings and other structures shall be taken below the load-bearing zone of the existing pipeline. This shall apply even when the pipe is located on an adjoining property.

6. At any time there is an existing, unsuitable encroachment onto a drainage easement, Council will take the opportunity to have the encroachment removed if and when it is presented.

7. The exact location of a Council pipeline on the property should be confirmed. It should not be assumed that the will be located within the easement.

8. Council may consent to the relocation of an existing Council pipeline through a property. Issues that will be considered will include, but not be limited to:

the hydraulic efficiency of the re-aligned system,

the management of overland flows

maintenance costs.

Should Council consent to the relocation, all associated design, construction and relocation costs shall be borne by the applicant. A Council drainage easement will need to be created over the new line of pipe and any redundant easements are to be extinguished.

9. Council will consent to releasing or extinguishing a drainage easement if it can be demonstrated to Council’s satisfaction that it is redundant to existing or future stormwater management needs. Any requests of this nature must be in writing and all costs shall be borne by the applicant.

MANAGING PROPERTY INUNDATION

D5.28 GENERAL

1. Where overland flow enters the property, due consideration must be given to the effects of that flow on persons and property, with a view to ensuring there is no increase in hazard or private and public losses resulting from inundation and ensuring the development is compatible with any mitigation strategies of Council.

2. The following key design principals must be considered when developing in flood affected properties or properties inundated by overland flows:

Any work on the property must not increase the quantity or concentration of flow through an adjoining property or otherwise aggravate stormwater overland flow characteristics on adjoining properties.

Adjoining Properties



Site improvements must be designed to ensure there will be no significant damage caused by stormwater runoff through the property.

Damages

People, particularly children, must not placed at risk by overland flow. Any development proposal must not modify the way in which overland flow is conveyed through a property in a way that makes it hazardous, or promotes the increased use of a property (or part of a property) that has an existing stormwater inundation safety hazard.

Safety

The proposal should not reduce the opportunity to undertake any reasonable options to redress existing overland flow problems.

Existing Problems

D5.29 SUBDIVISION OF LAND AFFECTED BY OVERLAND FLOW

1. Subdivisions should be designed to ensure that, where possible, newly created lots will be free from flooding and stormwater inundation.

2. Overland flow paths through newly created private lots may be acceptable at the discretion of Council where the following criteria is meet during the 100 year ARI storm event:

Flow depths do not exceed 0.2m

Flow velocities do not exceed 2.0m/s

The peak flowrate in the overland flow path does not exceed 3.0m3/s *

A suitable building platform, has been identified on the subdivision plans, that is a minimum of 0.5m above the water level.

The limit of the 100 year ARI flowpath is identified on the linen plans and a restriction as to use is placed on the title of the lot preventing any alteration to the surface level or placement of any building, structure or unsuitable fence on the land effected by the flow.

NOTE * This flowrate refers to the greater of either: The 100 year ARI flow less any piped

flow in the minor system, or the 100 year ARI flow less the flow from the design “minor” storm event. The figure is to include the total flow in the flowpath regardless of whether it is shared between more than one property.

D5.30 BUILDINGS ON FLOOD AFFECTED LAND

1. Due regard is to be given to the location and shape of proposed buildings on the land so as to minimise obstruction to overland flow.

Placement & Design

2. Dwellings will not be permitted to bridge over a designed flowpath due to the potential for blockage. In this regard, all building footprints and filling works shall be clear of extent of 1%AEP floodway. Areas under buildings are NOT to be included when calculating impacts on adjoining properties, post developed flood depths, velocities or the like.

Building over flowpaths

3. As buildings, fillings and structures are allowed in flood plain areas other than floodway limits of 1% flood, buildings and structures in such areas (eg. flood fringes of 1% AEP flood) are to be designed to withstand damage due to scour, debris or buoyancy forces.

4. Any openings into buildings are generally to be not less than 500 mm above the predicted design flood level. The floor level of lockup garages and sheds are to be at least equal with the predicted design flood level. These minimum freeboard values may be increased or reduced at the discretion of Council. Factors that will be considered in determining possible variation of freeboard are the flowrates, anticipated flow depths, potential damages in the event of inundation and the confidence in the hydrology/hydraulic prediction model. An adverse combination of factors may result in a freeboard of 500mm or greater being required.

Freeboard



5. Additions to existing buildings on properties affected by significant overland flow are to be designed using the criteria for to new buildings. Further, Council will not approve applications that involve significant capital expenditure improving an existing building that does not meet current minimum standards for overland stormwater management.

Additions & Alterations to Existing Buildings

6. The maximum depth through a designated carparking space or open carport is 180mm.

D5.31 FLOOD HAZARD

1. To satisfy restrictions pertaining to flood hazard, both depth x velocity (D.V) limits and safe water depth limits should be observed. These limits must be strictly observed when designing flowpaths on medium density residential property developments. There may be scope to relax the safety criteria standards on properties containing single residential dwellings, commercial developments and industrial developments depending on the number of children the development is likely to attract. Such relaxation of the standards are at the discretion of Council.

2. The peak depth x velocity product of stormwater runoff through areas accessible to children shall be limited to 0.4m

2/s. Such areas include driveways, carparking spaces,

pathways and courtyards.

Depth x Velocity Product

3. The degree of hazard resulting from relatively deep, slow moving or still water, is dependant on the grades of the land adjacent to the waters edge, and progressing into deeper water. Acceptable water depths are outlined in the table below.

Approach Grade to Maximum Depth

Maximum Depth (m)

Greater than 1:4 1:4 to 1:15

Less than 1:15

0.3 0.8

No Maximum

4. Safety fencing necessary to restrict access to areas affected by hazardous flows shall meet the minimum standards outlined in AS1926.1-1993 “Fencing for swimming pools”. The fenced off area will not be considered as open space for the purposes of calculating minimum private open space requirements as outlined in the relevant planning instruments. Where the property is to be a strata subdivision or community title subdivision, the fenced off area of land should be nominated as common property and direct access should only be available from common property.

Safety Fencing

5. Developments with a potential to promote the increased use of a property (or part of a property) burdened by hazardous flows, may be considered inappropriate for the site depending on issues such as the extent of property affectation and the amount of usable private open space not affected by hazardous flows. This may result in some properties being considered unsuitable for medium density residential development by virtue of them being burdened by hazardous stormwater inundation during major storm events.

6. Where appropriate applications may be required to demonstrate to Council that permanent, fail-safe, maintenance-free measures are incorporated in the development to ensure the timely, orderly and safe evacuation of people in the event of a flood. Such evacuation measures are to be designed for rainfall events of more than 1 in 100 year ARI.



D5.32 MISCELLANEOUS FLOOD MANAGEMENT ISSUES

1. Boundary or internal fences should not obstruct the natural path of overland flow. All fences located within an overland flow path shall be permeable, i.e. allow water to freely pass through them. In most instances, only the lower portions of the fence will need to be permeable. Fences must be permeable to at least 100mm above the calculated top water level.

Fences

2. The coping level of any in-ground swimming pool is to be at or above the top water level of the 5 year ARI storm event. The impact of the pool structure on the flow characteristics will need to be considered.

In Ground Pools

3 Where it is proposed to collect overland flow and pipe it through the development, consideration must be given to the potential for the inlet to become blocked. Where this will result in unacceptable flows through the property, suitable measures must be taken to minimise the risk of inlet blockage.

Blockage of Inlet

WATER SENSITIVE URAN DESIGN

D5.33 GENERAL

1. Most developments mean a change in land use that is usually accompanied by a change to the natural or pre-development water cycle. The objectives and principals of Water Sensitive Urban Design are now well established and have been adopted by many Councils to minimise the impact on the water cycle by urban development.

2. This part of the Stormwater Drainage Design Specification specifically targets long term Water Quality outcomes for developments. Short term management of water quality during the construction phase of a development should refer to Section C211- Control of Erosion and Sediment of the Construction Specification.

3. Council has developed a Water Sensitive Urban Design Policy that outlines the objectives and targets for all new developments within Wollondilly Shire.

(a)

Introduction

Long term water quality

WSUD Policy

Targets for New Developments



4. The main treatment measures to achieve the target stormwater quality include:

a. Buffer Zones and Filter Strips, being grassed, or similarly treated areas to facilitate the natural assimilation of water pollutants and reduce run-off.

b. Gross Pollutant Traps (GPT) designed to intercept litter and debris to maintain visual quality in downstream waterways, and to reduce the coarse sediment load on downstream water management structures.

c. Wet Retention Ponds are permanent sediment ponds designed to allow particulate matter to settle out. They operate under both sedimentation and macrophyte regimes. Note that a large proportion of nutrients adhere to the sediments, and therefore settle out. Other nutrients are removed by macrophytic vegetation as part of the food chain.

d. Wetland (Nutrient) Filter to enhance the removal of fine sediment and nutrients from stormwater run-off, and are largely dependent on biochemical removal mechanisms (ie, nutrients taken up as part of the plant food chain).

e. Vegetated Swales provide stormwater filtration during its passage to the drainage system.

4. In the absence of site specific data for pollutant loads and design of the treatment system, the designer shall refer to Australian standard ‘Australian Runoff Quality – a Guide to Water Sensitive Urban Design’.

Stormwater Treatment -General Requirements

5. Gross pollutants and course sediment shall be treated to a flow rate of 60L/s/ha.

6. For a development site greater than 2 ha, permanent treatment systems are to be implemented and designed for the 3 month ARI with the exception of constructed wetlands which are to be designed so that post development stormwater loads (Ryde Council 2001) meet the objectives of the Healthy Rivers Commission Inquiries.

7. The volume of runoff and hydrograph shape for existing stormwater runoff from the site up to the 2 year ARI storm event shall be maintained when the site discharges into a creek or natural water course. The flow rate and the frequency of the 2 year ARI event shall not differ from the existing runoff from the site. Details as to how this is to be achieved shall be submitted with the Engineering Plans.

8. Stormwater detention and treatment systems shall be constructed off-line of any watercourse, regardless of the order of the stream

9. Larger developments shall develop a water quality monitoring program for the site. Details of the monitoring program shall be submitted as part of the site planning requirements.

10. Unless otherwise required in the development consent, the treatment objectives in the table below, shall be met by provision of stormwater treatment measures:

Stormwater Treatment Objectives



Pollutant Description Treatment Objective

Gross Pollutants Trash, litter and vegetation larger than 5 mm

70% of the load

Coarse Sediment Contaminant particles between 0.1 mm and 5 mm

80% of the load

Fine Sediment Contaminant particles 0.1 mm or less

50% of the load

Nutrients Total phosphorus

Total nitrogen

45% of the load. 45% of the load

Hydrocarbons, motor oils, oil & grease

Whichever is greater:

1. 90% of the load; or

2. Total discharge from site of Total Petroleum Hydrocarbons (TPH) <10 mg/L at all times.

11. The developer shall be responsible for cleaning and maintenance of all water quality and detention systems including detention pits, GPTs, bio-retention ponds and filtration pits for a period of three (3) years from the date of Certificate of Practical Completion for the development or the last stage of the development or for any period specified as part of a Voluntary Planning Agreement,. 12. Where water quality measures are implemented as part of a development the Developer shall be responsible for cleaning and maintenance of the devices or measures, where not included in a Voluntary Planning Agreement, for a period of three (3) years from the date of Certificate of Practical Completion. A maintenance and cleaning bond shall be lodged with Council at the time of issue of Certificate of Practical Completion equivalent to 10% of the installation cost or a minimum $3000. At the end of the maintenance period the devices or measures must be cleaned and any defects repaired prior to hand over to Council and release of bond.

13. Riparian Vegetation Management shall conform to the following requirements:

Developer Maintenance Period


Riparian Vegetation

(a) Riparian General Requirements

13. General requirements determined by proximity to the streambank Distance from Streambank

Requirements.

0 - 20 m Riparian vegetation retained as per DNR requirements (Annand 2002, Camden Council 2002).

DNR Part 3 A Permit required for any development within 40 m of stream (Camden Council2002; Ryde Council No.41 50).

Where the development site contains riparian vegetation then construction and drainage works are to provide for rehabilitation of the vegetation (Hornsby Council 1998).

Energy dissipaters are to be provided at pipe or channel outlets (Hornsby Council 1998).

Stream rehabilitation is to be undertaken (Hornsby Council 1998) 20 - 40 m DNR Part 3 A Permit required for any development within 40 m of

stream (Camden Council 2002; Ryde Council No.41 50). Where the development site contains riparian vegetation then

construction and drainage works are to provide for rehabilitation of the vegetation (Hornsby Council 1998).

Energy dissipaters are to be provided at pipe or channel outlets (Hornsby Council 1998).



(b) Other Riparian Requirements

14. WSUD Landscaping Design and Layout Features shall be considered:

Natural landforms, water bodies, topography and features retained or restored

(Donovan 2002, Lake Macquarie Council 2001, Great Lakes Council 2001, Hornsby Council 1998).

The alignment of natural watercourse is not to be altered (Camden Council 2002, Donovan et al 1999:33).

Existing native vegetation (including canopy, understorey and herb layer) is to be retained (Donovan 2002).

Habitat corridors are maintained or restored (Donovan 2002, Tweed Council 2000; Hornsby Council 2002; Lake Macquarie Council).

Planting consist of provenant indigenous species Provision is made for fauna habitat measures such as pond, wetlands, shrubs and

nest boxes (Donovan 2002). Stormwater runoff is diverted away from native vegetation to maintain nutrient

conditions, soil moisture and to discourage conditions which promote weeds (Donovan 2002).

Infiltration, detention and treatment built into the landscaping (Donovan 2002, Tweed Council 2000; Hornsby Council 2002; Lake Macquarie Council).

Sizing, operational and maintenance requirements of stormwater quality improvement measures and retention basins factored into landscape planning (Donovan 2002).

Measures should be undertaken reduce energy, water, herbicide and fertilizer use in the landscape area (Lake Macquarie Council 2001; Donovan 2002). Measures include: -

Minimising the area occupied by lawn and subsequent mowing and watering needs by using native grasses, groundcover planting, and mulched garden beds (Donovan 2002).

Plants species with similar water needs in groups (hydrozoning) (Donovan 2002). Use species that have low water demands (Donovan 2002). Use soil preparation techniques to improve soil condition, increase water retention,

and reduce evaporation (Donovan 2002). Install water efficient irrigation systems (Donovan 2002).

D5.34 GROSS POLLUTANT TRAPS

1. Gross pollutant traps (GPTs) are permanent structures used to trap coarse sediments, trash, litter, and other floating materials. Usually, they are located upstream of constructed wetlands and receiving waters. They consist of an energy dissipater at the upper end, concrete sediment trap and trash rack at the lower end. Sometimes a "mini" wetland is incorporated at the downstream end.

Description

2. These traps have restricted application and each should be justified on individual merits. They have high construction costs and are generally unable to trap silt and clay sized particles other than in relatively small storm events (eg, one year ARI, critical duration storm event). Nevertheless, in some specialised situations their use might be justified, especially where a significant proportion of the bed load consists of particles coarser than 0.04mm (sandy soils) and/or where their construction/maintenance cost can be justified when compared with more conventional sediment retention basins.

Applications

3. GPTs can be defined as major or minor:

(a) major gross pollutant traps can be located on major floodways and waterways to intercept medium to high flows; and

(b) minor, enclosed gross pollutant traps can be located at heads of major floodways and/or where stormwater discharges into floodways or water bodies.

Definition



4. Design traps to intercept at least 75 per cent of sediment with a grain size of 0.04mm or greater under average annual runoff conditions. Further, ensure peak flow velocities are less than 0.3 metres per second in the 1 year ARI storm event, and taking into account any likely backwater effect from a blocked trash rack.

Sediment Interception

5. The structure should have sufficient capacity and stability to discharge the inlet flow with the trash rack fully blocked without flooding adjacent properties.

Capacity

6. Ensure GPTs are capable of gravity drainage to a dry condition for periodic cleaning and maintenance if at all possible.

7. Where a GPT is included as part of development works the Developer shall be responsible for cleaning and maintenance of the device, where not included in a Voluntary Planning Agreement, for a period of three (3) years from the date of Certificate of Practical Completion. A maintenance and cleaning bond shall be lodged with Council at the time of issue of Certificate of Practical Completion equivalent to 10% of the installation cost or a minimum $3000. At the end of the maintenance period the device must be cleaned and any defects repaired prior to hand over to Council.

Maintenance Requirement


D5.35 WETLANDS

1. Wetlands used for improvement of urban run-off quality can be either natural or artificial. They necessarily have to be shallow. Growth of emergent aquatic plants (reeds, etc) should be encouraged by using sideslopes of very low gradient (1 in 8 or less). A large percentage (greater than 25 per cent) of any permanent water should be less than 1 metre deep. The remainder of any open water should have a depth of not greater than 2 metres which will allow submerged plant growth. Figure D7.4 shows a typical wetland arrangement.

Depth and Batters

2. Where wetlands are natural, the provisions of State Environmental Planning Policy No 14 - Coastal Wetlands, should be consulted. This policy protects wetlands from clearing, construction of levees, draining and filing, but does not prevent wetlands being used for run-off control, provided safeguards and operation control ensures their continued viability.

SEPP No 14

3. Wetlands, like retention basins, operate more effectively when higher contact time between the pollutants and the biota of the wetland is provided. Thus, like retention basins, wetlands will be more efficient when used in conjunction with upstream flow retardation basins that will maintain run-off closer to pre-development levels.

Efficiency

4. A structure should be included to allow manipulation of water levels in the wetland. This will enable control of microphyte, insect populations and facilitate dredging.

Water Levels

5. Where possible, small islands or shoals should be constructed in the upstream areas of the wetland to reduce water velocities, prevent short circuiting and promote aquatic plant growth.

Short Circuiting

6. The performance and life of wetlands, like wet retention basins, will suffer if they are not protected from trash and large particles. It is therefore recommended that trash racks/gross sediment/pollution traps be installed upstream of the wetland.

Wetland Protection



7. Wetlands need to be surrounded by a buffer at least 20 metres wide in order to:

(a) Restrict access to maintenance vehicles by the installation of an all weather track with a lockable device.

(b) Acts as an infiltration area for surface run-off.

(c) Provide flood protection and secondary assimilation of pollutants.

Buffer Zones

8. These areas are best planted with vegetation native to the area, but they can be used as grassed areas and an aesthetic feature.

Native Vegetation

9. In open water zones, rooted emergent macrophytes appear to be more efficient than substrate microphytes (plants that are attached to the bottom of the water but which do not emerge). This is because the emergent aquatic plants act as an oxygen pump, taking oxygen from the atmosphere into their roots and eventually into the water and so making it available for bacteria and attached algae which grow on the roots on the emergent plants. In the crushed rock zones, emergent aquatic plants are the only types of macrophytes that will grow. These plants will also act as oxygen pumps, and facilitate biological uptake of nutrients and the breakdown of organic matter by bacteria which grow on their roots.

Microphyte Types

10. A variety of plant species should be planted in artificial wetlands to achieve efficient colonisation and maximise pollutant removal. Establishment of plants should be through transplantation of seedlings during spring and early summer.

Revegetation

11. Wetlands will serve other purposes than just improving a quality of urban run-off. They will serve to attract a large range of biota and bird habitat. In areas where they have been installed, they have become an aesthetic feature. Indeed, this may present problems as surrounding communities may resist efforts by the controlling authority to de-silt the wetland.

Aesthetic Feature

12. To minimise mosquito problems, limit expanses of water with more than 50 per cent shading and ensure no sections of water become isolated from the main body.

Insect Problems

13. Islands are highly beneficial as wildlife refuges, especially for birds. Their design should consider the effects on changes in water tables.

Wildlife Refuge

14. Stock ponds with selected native fish to improve the water quality (not for sport), especially species which will control mosquito larvae and select zooplankton in preference to phytoplankton. Avoid use of fish which are bottom feeders.

Native Fish



Figure D5-4 - Sediment Trap/Constructed Wetland D5.36 BIO-RETENTION SYSTEMS AND RAINGARDENS 1. Bio-retention systems are a vegetated filter system commonly used in conjunction with other devices as part of a water quality treatment train. They mostly target pollutants such as nutrients (Nitrogen and Phosphorus), heavy metals and fine to medium sediments. These systems can provide effective dissolved pollutant removal but must be protected by pretreatment devices to prevent clogging of the filter media. 2. Vegetation for use in Bio-retention systems should be properly selected to ensure a range of species are used and that species are capable of surviving period of wet and dry. Species and plant spacing needs to be specified on the design plans.

3. Filtration media selected for a bio-retention system shall comply with the specifications available from the Facility for Advancing Water Bio-filtration (FAWB) published by Monash university. Certification of materials used shall be provided to Council prior to placement. The design of a bio-filtration system shall specify the type and depth of material to be used and specify a target Hydraulic Conductivity for the media.

4. Maintenance of bio-retention systems by properly trained maintenance crews is critical to ensure efficient operation and treatment of stormwater. Regular inspections are required to check on plant health, weed removal and the build up of sediment and debris. Adequate access to a bio-retention system by maintenance crews and equipment must be considered as part of the system design. Periodic testing of filter material needs to be undertaken by trained maintenance crews to ensure efficient operation.

5. There are several proprietary filtration devices available on the market providing compact and efficient treatment of dissolved pollutants. Prior approval by Council is required when proposing the use of these devices. The use of these devices may require long term maintenance agreements to be provided.

6. Raingardens are generally compact bio-retention basins that treat small catchment areas. Normally placed in small areas associated with traffic management facilities, carparks and public parks they can provide a flexible treatment measure. Raingardens require regular inspection and maintenance by properly trained maintenance crews to ensure efficient operation.



7. The use of Raingardens as a treatment device for individual lots (i.e. constructed in a private lot to treat roof runoff) as part of a stormwater management strategy for new subdivisions is generally not supported by Council due to the specific inspection and maintenance requirements.

8. Raingardens in private lots may be supported by Council if it can be demonstrated that an adequate inspection and maintenance scheme can be supported by the land owner and implemented by properly trained maintenance crews.



STANDARD DRAWINGS


1. DRAWING NUMBER DRAWING DESCRIPTION WSC.D5.3 Components for Miscellaneous Pits WSC.D5.4 Precast Components for Kerb Inlet Gully Pit to WSC.D5.5 WSC.D5.5 Standard Kerb Inlet Gully Pit WSC.D5.6 Standard Junction Pit WSC.D5.7 Standard Grated Gully Pit in Concrete Accessways WSC.D5.8 Concrete Inspection Pit and Minor Drainage Details WSC.D5.9 Not Included WSC.D5.10 Standard Grated Kerb Inlet Pit WSC.D5.11 Standard Surcharge Pits WSC.D5.12 Standard Pathway Grated Pit

SITE REGRADING

D6 March 2016 (Copyright SWR-TM/WSC) WOLLONDILLY SHIRE COUNCIL


D6

SITE REGRADING

SITE REGRADING






Amendment

Sequence No.


amendment


Code

Author

Initials

Amendment

Date

1 WSC Construction Specification D6.03 M BG 1/3/16

SITE REGRADING


SPECIFICATION D6 : SITE REGRADING

CONTENTS

CLAUSE PAGE

GENERAL ............................................................................................................................. 1

D6.01 SCOPE .............................................................................................................................................. 1

D6.02 OBJECTIVES .................................................................................................................................... 1


D6.04 SITE REGRADING CONCEPT ......................................................................................................... 2

D6.05 SPECIAL TREATMENT OF PARTICULAR AREAS ......................................................................... 2

D6.06 GENERAL STANDARD OF LOT PREPARATION ........................................................................... 3

D6.07 STANDARD OF FILL FOR LOTS ..................................................................................................... 3

D6.08 TEMPORARY DIVERSION DRAINS ................................................................................................ 4

D6.09 CONCURRENCE WITH THE ENVIRONMENTAL PROTECTION AUTHORITY (EPA) .................. 4

D6.10 WORK AS EXECUTED PLANS ........................................................................................................ 4

D6.11 CARTAGE OF SOIL .......................................................................................................................... 5

D6.12 PERMIT TO ENTER TO DISCHARGE STORMWATER/CONSTRUCT .......................................... 5

SITE REGRADING


SPECIFICATION D6 : SITE REGRADING

GENERAL

D6.01 SCOPE

1. This design specification sets out requirements for the site regrading involved in land development and subdivision. Conceptual requirements are presented as necessary considerations when preparing designs for site regrading.

2. The scope of this specification assumes that the Designer is familiar with requirements cited in the various construction specifications, specifically those related to earthworks, clearing and grubbing, erosion and sedimentation. Additionally the Designer needs to make reference to the associated design specifications related to stormwater drainage design, geometric road design and erosion control and stormwater management.

Familiarity with other Specifications Required

D6.02 OBJECTIVES

1. This specification aims to assist the Designer in achieving:

efficient and economical design

Efficient

enhancement of the environmental character of the site whilst maintaining the natural features of the site

Environmen-tally Sound

provision of safe conditions for construction commensurate with the proposed purpose of the development

Safe for Construction

equality of building conditions for residential development

a minimal impact on adjoining properties and developments. Impact on Adjoining Properties


(a) Council Specifications Construction Specifications Wollondilly Shire Council Construction Specification Design Specifications D1 - Geometric Road Design D5 - Stormwater Drainage Design D7 - Erosion Control and Stormwater Management

SITE REGRADING

WOLLONDILLY SHIRE COUNCIL D6-2 D6 December 2016(Copyright SWR-TM/WSC)

(b) Australian Standards AS 3798 - Guidelines on earthworks for commercial and residential

developments AS 2870.1 - Residential slabs and footings - Construction.

D6.04 SITE REGRADING CONCEPT

1. Areas of a site proposed for building or recreational purposes may not be suitable in their natural state for their intended function without improvement works to:

(a) Alleviate flooding of low-lying ground

(b) Fill gullies or create emergency flowpaths after underground stormwater piping has been installed

(c) Allow improved runoff from flat ground

(d) Regrade excessively steep slopes that would preclude economical construction of dwelling foundations

(e) Allow effective recreational use or give reasonable access

The Consultant shall review the natural surface contours and where necessary shall design finished surface levels that ensure the land is suitably prepared

2. Where practical, areas should be regraded to minimise the necessity for underground drainage systems with surface inlet pits, and allow surface water to flow naturally to roads or drainage reserves without excessive concentration.

Drainage

3. The Consultant shall consider the implications of site regrading in relation to the existing natural environment. Generally site regrading shall be minimised in heavily treed areas.

Natural Environment

4. Care shall be taken to provide depressions for overland flow from low points and over major drainage lines, to direct stormwater for storms up to a 100 year average recurrence interval.

Overland Flow

5. The design of site regrading areas in conjunction with the design of roadworks shall be considered with the objective of balancing cut to fill and achieving both an economical development and minimising haulage of imported fill or spoil to and from the development site. Bulk haulage should always be considered an adverse effect on adjacent development, and infrastructure.

Minimal Road Haulage

D6.05 SPECIAL TREATMENT OF PARTICULAR AREAS

1. Subject to Council approval and meeting all requirements for managing floodwaters and overland flows outlined in the Design Specification D5 STORMATER DRAINAGE, areas abutting flooding or nuisance drainage sites shall be site regraded to a minimum level of 0.5 metres above the 1% AEP Flood levels. The site shall be identified on the design plans with appropriate notation of site specific requirements.

Flooding

2. In the event that an area is known to be affected by or inundated by local stormwater flows, the Designer shall investigate the existing conditions as they relate to the proposed development and advise the Developer in the preliminary design report on all data obtained in the investigation and recommend appropriate contour adjustments. The report should normally be accompanied by sketch plans to clarify recommendations.

Inundation Areas

SITE REGRADING


3. Site constraints either natural or otherwise may be required to be identified as a burden on developed property. It is recommended that the designer take this into account when preparing the design. The property may ultimately be affected by a "restriction as to user", which may be controlled by a legal 88B Instrument placed on title to the land and/or by a Section 149 message advising prospective purchasers of any restrictions affecting the land.

Restrictions on Land Use

4. The finished surface of filled areas shall be designed to levels allowing an adequate cover depth over the pipeline (if piped) and permitting surface stormwater flow to be guided to inlet pits if depressions are retained in the finished surface contouring.

Piped Gullies or Depressions

5. The location of such features shall be clearly defined on the site regrading plans and defined by distance to corner boundaries, monuments, etc for purposes of relocation at the geotechnical testing stage for work as executed plans. A geotechnical report specifying the site specific preparation and compaction requirements will be required to be incorporated with the site regrading plan. A description of the minimum acceptable quality of the fill shall also be specified on the plans, supported by geotechnical recommendations. All documentation necessary from various authorities to support the filling of dams and watercourses shall be supplied with the design plans.

Dams and Water Courses

6. The finished level of any building area shall be designed to ensure a desirable surface grading of 1.5% (1% minimum) oriented in the direction of the drainage system designed to cater for its catchment.

Flat Ground

7. Building areas containing natural ground slopes of an excessively steep nature, ie greater than 15% shall be brought to the attention of a Geotechnical Engineer for investigation of compatibility with dwelling types proposed. Specific requirements shall be noted on the design plans.

Steep Slopes

D6.06 GENERAL STANDARD OF LOT PREPARATION

1. Special requirements will apply where necessary but generally lots are to be cleared of low scrub, fallen timber, debris, stumps, large rocks and any trees which in the opinion of Council are approaching the end of their functional life or are dangerous or will be hazardous to normal use of the development. Prior consultation with Council's Development Branch is necessary. Such requirements shall be shown on the design plan.

Clearing

2. All timber and other materials cleared from lots shall be removed from the site. All roots, loose timber, etc which may contribute to drain blockage shall be removed. Such requirements shall be shown on the design plan.

Disposal

3 Selected trees shall be preserved by approved means to prevent destruction normally caused by placement of conventional filling or other action within the tree drip zone. The relevant Council officer shall be consulted for advice and all specific requirements noted on the design plans.

Preservation of Trees

D6.07 STANDARD OF FILL FOR LOTS

1. The following notations are to be incorporated in the design plans. "Filling is to be of sound clean material, reasonable standard and free from large rock, stumps, organic matter and other debris." "Placing of filling on the prepared areas shall not commence until the authority to do so has been obtained from the Council".

2. All work shall be in accordance with AS 3798. Fill is to be placed in layers not exceeding 150mm compacted thickness. All fill is to be compacted to not less than 95% standard maximum dry density. Maximum particle size shall be 2/3 of the layer thickness.

Fill Quality

SITE REGRADING

WOLLONDILLY SHIRE COUNCIL D6-4 D6 December 2016(Copyright SWR-TM/WSC)

3. Fill comprising natural sands or industrial wastes or by-products will be accepted by Council only in approved locations and will be subject to specific requirements determined by prevailing conditions.

Restricted Fill

4. It is essential that prior advice be given of intended use of such materials. It should be noted that failure to obtain Council's approval may lead to an order for removal of any material considered by Council or other relevant authorities as unsuitable or in any way unfit for filling.

Prior Approval

5. All areas where filling has been placed are to be dressed with clean arable topsoil, fertilised and sown with suitable grasses.

Top Dressing

6. Tests shall be taken on any proposed filling materials to ensure that they do not have a high dispersion potential as defined by the Emerson Crumb Dispersion Tests (AS1289 C8.1 – 1980 as amended).

Dispersion Testing

D6.08 TEMPORARY DIVERSION DRAINS

1. Where temporary drains are required to divert surface flows away from the site regrading area, the location and silt/erosion control treatment shall be clearly identified on the engineering plans. The scale of such works shall reflect the volume of water to be diverted.

The objective will be to ensure minimal soil disturbances and material loss off the site.

Control measures will include, but not be limited to:

(a) Provision of trench stops every 30m along a trench, with provision for overtopping to be directed to the kerb.

(b) Placement of "blue metal" bags along kerb and gutter at maximum 30m spacings.

(c) Placement of "blue metal" bags around downstream drainage pits.

The requirements identified in Council's current Specification for Sediment & Erosion control should be addressed for any additional requirements.

Erosion

D6.09 CONCURRENCE WITH THE ENVIRONMENTAL PROTECTION

AUTHORITY (EPA)

1. The Consultant is recommended to refer to the EPA with regard to any items requiring specific consideration when preparing a site regrading plan. Such plans may need to incorporate sediment/siltation/erosion control devices with specific reference to the stage at which these are to be provided. The responsibility shall rest with the consultant/ developer to make enquiries with EPA and subsequently obtain Council approval to proposed measures.

EPA

D6.10 WORK AS EXECUTED PLANS

1. The Consultant shall annotate on the site regrading plan, the site specific detail to be shown on the Work-as-Executed plans. Such detail shall include geotechnical report certifying the works to be suitable for the intended purpose and any other certifications, testing and survey data, as required in this specification.

SITE REGRADING


D6.11 CARTAGE OF SOIL

1. The Consultant shall refer to Council for acceptable haul roads with applicable load limits. This detail shall be required to be shown on the site regrading plan. The payment of a Bond may be required by the developer/contractor where Council has some concern about the ability of a haul road to sustain the loads without undue damage or maintenance requirements.

Possible Bond Requirement

2. Unless specific application is made to Council and approval obtained, the plans will be annotated as follows:

"All topsoil shall be retained on the development site and utilised effectively to encourage appropriate revegetation."

Topsoil

D6.12 PERMIT TO ENTER TO DISCHARGE STORMWATER/CONSTRUCT

1. Where it is proposed to divert, direct or intensify the flow of stormwater into adjoining property, a "permit to discharge stormwater” shall be sought and submitted to Council prior to the approval of Engineering design plans. The above shall apply unless otherwise specified by Council. A permit shall also be sought to carry out construction work on adjoining property and such permit also presented to Council.

Permit Required

CYCLEWAY AND PATHWAY DESIGN



D9

CYCLEWAY AND

PATHWAY DESIGN







Amendment

Sequence No.


amendment


Code

Author

Initials

Amendment

Date

1 Minimum Design Standards Table D9.1 M BG 1/3/16

2 Planning Concepts D9.05 M BG 19/12/16



SPECIFICATION D9 : CYCLEWAY AND PATHWAY DESIGN

CONTENTS

CLAUSE PAGE

GENERAL ............................................................................................................................. 1

D9.01 SCOPE .............................................................................................................................................. 1

D9.02 OBJECTIVES .................................................................................................................................... 1


D9.04 CONSULTATION .............................................................................................................................. 2

D9.05 PLANNING CONCEPTS ................................................................................................................... 2

D9.06 CYCLEWAY AND PATHWAY TYPES .............................................................................................. 2

D9.07 PROVISIONS FOR CYCLEWAYS AND PATHWAYS AT STRUCTURES ...................................... 3

D9.08 SIGNAGE AND PAVEMENT MARKING ........................................................................................... 3

D9.09 END OF JOURNEY FACILITIES ...................................................................................................... 3

D9.10 MINIMUM DESIGN STANDARDS .................................................................................................... 4

D9.11 DOCUMENTATION .......................................................................................................................... 4


D9.12 RESERVED ....................................................................................................................................... 5

D9.13 RESERVED ....................................................................................................................................... 5

D9.14 RESERVED ....................................................................................................................................... 5


D9.100 LIST OF DRAWINGS ....................................................................................................................... 5



SPECIFICATION D9 : CYCLEWAY AND PATHWAY DESIGN

GENERAL

D9.01 SCOPE

1. This specification sets out requirements to be used in the design of various types of cycleways and pathways.

2. All relevant design principles contained in the AUSTROADS Guide referenced below must be integrated in the design of cycleways and associated infrastructure. This specification serves as a companion document to the AUSTROADS Guide extended to incorporate basic requirements for pathways.

AUSTROADS

D9.02 OBJECTIVES

1. Wollondilly Shire is committed to an alternative transport network as a viable option for travel throughout the Shire. Provision of these services as an integrated part of all development is actively supported. Wherever possible, pathways for pedestrian and cycle transport shall be considered at the inception of a development proposal concept.

Development Integration

2. This specification aims to set standards and document requirements related to the provision of cycleways and pathways which encourage pedestrian activities and cycling for transportation and recreational purposes. Cycleways and pathways are to be safe and convenient and shall maintain a satisfactory level of service for all pathway users.

Safety

Level of Service


(a) Council Specifications D1 - Geometric Road Design

(b) Australian Standards AS 1428.1 - 2001 Design for access and mobility AS 1742 - Manual of uniform traffic control devices. AS 2890.3 - Bicycle parking facilities

(c) Other CYCLE PLANNING - Wollondilly Council Precinct 3 Cycleways Study - Final Report October, 1993 AUSTROADS - Guide to Traffic Engineering Practice - PART 13

Pedestrians, PART 14 Bicycles. - Planning and Designing for Bicycles - NAASRA (now

AUSTROADS) Technical Report June 1988. Ministry of Transport, Victoria - State Bicycle Committee - Planning and Design of Bicycle Facilities,



D9.04 CONSULTATION

1. The Designer is encouraged to consult with Council, the Developer's Landscape Architects/Designers and relevant authorities prior to and during the preparation of cycleway and pathway design.

Landscape Designers Public Authorities

D9.05 PLANNING CONCEPTS

1. Provision of cycleways and pathways must be considered as part of all developments. Generally, developments proposing new roads will need to make provision for pathways along the new roads. Developments resulting in a significant increase in pedestrian or bicycle traffic, based on a traffic generation assessment, will need to make provision for cycleways or pathways. Cycleways and pathways should be extended to connect to existing networks where possible and may require upgrade of existing pathway networks in order to meet higher traffic demands.

Where developments propose using existing road infrastructure or have minimal impact on pedestrian or bicycle traffic, then the provision of pathways may not be required. Isolated or unconnected sections of cycleway or pathways should be avoided where possible unless there possibility of future integration with Council’s pathway Infrastructure Planning Schemes.

Pathway Planning

2. The Designer should be familiar with cycleway and pathway geometric design requirements in terms of:

- width

- grade

- stopping sight distance

- change in grade

- horizontal curvature

- crossfall and drainage

- superelevation

- sight distance on horizontal curves

These requirements are discussed in the AUSTROADS Guide and in Australian Standard AS.

Geometric Design

AUSTROADS Guide

D9.06 CYCLEWAY AND PATHWAY TYPES

1. Cycleways can be provided on road and off road. The AUSTROADS Guide provides detailed descriptions, warrants, widths, pavement marking etc for the majority of these cycleways.

On Road Off Road

2. Common alternative cycleway types include:

On Road Shared Parking/Bicycle Lanes Wide Kerbside Lanes Shared Traffic Lanes Exclusive Bicycle Lane Sealed Shoulder

Off Road



Shared Bicycle/Pedestrian Pathway Segregated Pathway Exclusive Cycleway

The AUSTROADS Guide provides advice on the suitability of pavement conditions, drainage pit grates etc for on road cycleways.

AUSTROADS Guide

3. Common pathway types include: Exclusive Pedestrian Pathways Shared Bicycle/Pedestrian Pathways

By definition pedestrian pathways are "off road" in that pedestrian facilities routinely designed adjacent to roadways are termed footpaths and are designed to meet criteria outlined in Council's Subdivision Code and typically related to road cross section detailing.

Footpaths

4. Pathways by comparison diverge from the road alignment either within the road reserve or across land reserves. Pathways can be provided in conjunction with overland floodways or retention basins.

Land Reserves

D9.07 PROVISIONS FOR CYCLEWAYS AND PATHWAYS AT STRUCTURES

1. Designers shall consider the best way to cater for the uninterrupted movement of cyclists and pedestrians at proposed and existing structures wherever possible. Structures include bridges and underpasses over rivers, roads or railways. The AUSTROADS Guide provides information on:

- acceptable widths and clearances

- types of cycleways and pathways

- handrails

- bicycle bridges

- approach ramps

etc.

Bridges Underpasses

D9.08 SIGNAGE AND PAVEMENT MARKING

1. The Designer shall provide adequate signposting design for cycleways and shared pathways.

2. Signs and pavement marking will provide for the safe and convenient use of the facility. The signs and pavement marking will comply with AS 1742.

Signs Pavement Marking

D9.09 END OF JOURNEY FACILITIES

1. Consideration must be given to the design of adequate facilities at common destinations of bicyclists and pedestrians so as to encourage cycleway and pathway usage.

2. Such facilities could include:

- seats

- standby areas

- secure bicycle parking

Facilities



- picnic facilities

3. Bicycle parking installation design should meet appropriate criteria discussed in the AUSTROADS Guide and be fabricated to meet AS 2890.3.

Parking

D9.10 MINIMUM DESIGN STANDARDS

1. Notwithstanding the guidelines provided in this specification and referenced documents the following minimum standards have been determined as shown in Table D9.1.

Table D9.1 Minimum Design Standards

Cycleway Pathway(Pedestrian) Shared Pathway

Path Width 2.0m 1.5 m 2.5m (min)

Formation Width 3.0m 2.0m 3.5m

Crossfall min. (refer Note) max.

1:40 1:20

1:40 1:20

1:40 1:20

Concrete Thickness 125 mm 125mm 125 mm

Concrete Strength M25 M25 M25

Reinforcement SL72 - 40 mm cover SL72 - 40 mm cover SL72 - 40 mm cover

Preparation Min 100 mm DGB20 or crusher dust on

compacted subgrade

Layer of sand 100 mm on Compacted

subgrade

Min 100 mm DGB20 or crusher dust on

compacted subgrade

Joints in Concrete Saw cut at max 3 metres and expansion

joint at 9 m

Saw cut at max 3 metres and expansion

joint at 9 m

Saw cut at max 3 metres and expansion

joint at 9 m

Concrete colour As advised by Council As advised by Council As advised by Council

Clearance Horiz. 2.5m 2m 2.5m

Grade max. 2% for 450m 5% for 90m 10% for 30m

In accordance with AS1428 and Building Code Australia where

reasonably practicable.

2% for 140m 3% for 70m 4% for 40m 5% for 30m

Note: Council has adopted a Disability Action Plan that aims to ensure all new buildings & facilities provided and major refurbishments undertaken are fully accessible. Geometric design and construction of new pathways shall comply with the requirements of AS1428 and the Building Code of Australia where reasonably practicable.

D9.11 DOCUMENTATION

1. The following listing outlines Council's minimum requirements for presentation of cycleway and/or pathway designs.

All plans for cycleways/pathways are to be presented at the reduction ratio 1:500. Plans

The cycleway plan sheet may be incorporated into the road plan where clarity permits. Specific details are to be provided at reduction ratio 1:200.

Longitudinal Sections will be required for all off-road cycleways where grades exceed 4%.

Long Sections



Longitudinal Sections will have reduction ratios of 1:500 horizontal and 1:100 vertical.

Cross Sections will be presented at 1:100 reduction ratio (natural) and transition tables will be required where crossfalls vary or superelevation is provided.

Cross Sections

A typical cross section will be detailed to indicate pavement materials and layer depths.


D9.12 RESERVED

D9.13 RESERVED

D9.14 RESERVED

STANDARD DRAWINGS


1. DRAWING NUMBER DRAWING DESCRIPTION WSC.D9.1 Typical Pavement Details for Concrete Shared Footpath/Cycleway

BUSHFIRE PROTECTION



D10

BUSHFIRE PROTECTION

BUSHFIRE PROTECTION






Amendment

Sequence No.


amendment


Code

Author

Initials

Amendment

Date

1 Fire Trail Standard Drawing D10.100 O BG 1/3/16

BUSHFIRE PROTECTION


SPECIFICATION D10 : BUSHFIRE PROTECTION

CONTENTS

CLAUSE PAGE

GENERAL ............................................................................................................................. 0

D10.01 SCOPE .............................................................................................................................................. 0

D10.02 OBJECTIVES .................................................................................................................................... 0


DESIGN CRITERIA ............................................................................................................... 1

D10.04 GENERAL ......................................................................................................................................... 1

D10.05 FIRE PROTECTION ZONES ............................................................................................................ 1

D10.06 FUEL REDUCED ZONE ................................................................................................................... 3

D10.07 FUEL FREE ZONE ............................................................................................................................ 3

D10.08 MODIFICATIONS TO FUEL REDUCED AND FUEL FREE ZONES ................................................ 4

D10.09 INTERNAL ACCESS FROM SUBDIVISION ROADS ....................................................................... 5

D10.10 STAGING WORKS ........................................................................................................................... 5


D10.100 LIST OF DRAWINGS ........................................................................................................................ 6

SPECIFICATION D10 : BUSHFIRE PROTECTION

GENERAL

D10.01 SCOPE

1. The work to be executed under this Specification consists of the design of bushfire protection facilities to protect life and property and bring a fire to a halt.

2. The specification contains procedures for the design of fire protection facilities. Designs shall be carried out to satisfy requirements of the Council and the guidelines published by the Department of Bushfire Services, May 1991. Consultation with Council's Fire Control Officer may be required.

D10.02 OBJECTIVES

1. This specification aims to outline the requirements that will minimise bushfire hazard in developments. The requirements are particularly pertinent to rural developments but should be an integral part of urbanised development as well. The concepts proposed need to be incorporated at an early stage of development design.

Rural Development Urban Development


(a) Council Specifications Wollondilly Shire Council Construction Specification.

(b) NSW Government Legislation Environment Planning and Assessment Act 1979 - Section 94

(c) NSW Government Department Publications Department of Bushfire Services (May 1991) - Planning for Bushfire Protection. A Guide for Land Use

Planners, Fire Authorities, Developer and Home Owner. Department of Land and Water Conservation (formerly Land Management) - Soil Conservation Service 1983. Guidelines for Planning,

Construction and Maintenance of Tracks. Ministry of Urban Affairs (formerly Environment) and Planning - "Planning Guidelines for Subdivisions in Bushfire Prone

Areas" 1985. NSW Department of Urban Affairs (formerly Environment) and Planning - "Circular 74: Planning in Fire Prone Areas" 1984.

(d) Other Board of Fire Commissioners - "Hazard Reduction for the Protection of Buildings in

Bushland areas" 1984. Bush Fire Council of NSW - "Everyone's Guide to Bushfire Control" 1984. - "Everyone's Guide to Bushfire Prevention in Urban Bushland

Areas" 1986.

BUSHFIRE PROTECTION

D10 December 2016 (Copyright SWR-TM/WSC) D10.1 WOLLONDILLY SHIRE COUNCIL

- "Everyone's Guide to Wildfire Prevention in Rural Areas" 1986.

Californian Department of Forestry - "Fire Safety Guides for Residential Development in

California" 1980. Insurance Council of Australia. - "Bushfire Safety in Urban Fringe Areas." Luke, R.H. - "Before the Fires Start."

DESIGN CRITERIA

D10.04 GENERAL

1. Where a subdivision will abut unimproved timber in a bushfire prone area (as classified by Council), perimeter tracks are to be located immediately between the created allotment and the bushland within a minimum cleared width of 6m, and have a minimum formed width of 4m. Such roads shall be adequately drained to provide all weather access for fire fighting vehicles. Alternatively dedicated perimeter roads may be utilised.

Perimeter Tracks

2. The perimeter track shall be contained within a reservation or easement which borders those allotments abutting the bushfire prone area. Reservation width requirements will vary depending on slope, orientation, vegetation and/or other features but shall be not less than 20m. Such a reserve shall serve as a basis for fire protection measures to be undertaken and will not be considered as part of the public reserve dedication applicable to the subdivision.

Reservation

Width

3. Access is to be provided from the above described reservation from the local road system at regular intervals in a system of 'loops'.

Access

4. For those subdivisions receiving reticulated water, fire hydrants shall be situated at appropriate intervals or near where potential fire hazard areas exist as determined by Council.

Fire Hydrants

5. Council's Fire Control Officer shall be consulted for technical advice in relation to bushfire protection of subdivisions prior to engineering plan preparation.

Consultation

6. Fire protection zones access tracks and perimeter tracks shall be clearly indicated on the subdivision plan. Erosion control features and revegetation requirements shall also be indicated in the subdivision plan.

D10.05 FIRE PROTECTION ZONES

1. The provision of Fire Protection Zones (FPZs) can only occur as part of the development of the subdivision pattern. Each individual allotment shall have adequate space for the main building (usually a dwelling), an area of open space (front, back or side yard) and the FPZ (which may include part of the yard area and/or neighbouring properties). Figure D10.1 illustrates a typical FPZ.

Part of Development

BUSHFIRE PROTECTION

WOLLONDILLY SHIRE COUNCIL D10.2 D10 December 2016 (Copyright SWR-TM/WSC)

Figure D10.1

Fire Protection Zone

2. FPZs shall be required for any development fronting a bush fire hazard area, whether a single dwelling, a group of isolated dwellings or an urban subdivision. They act as a buffer zone between the development and the fuel.

Buffer Zone

3. The primary purpose of FPZs is to ensure that a progressive reduction of fuel occurs between the bush fire hazard and any combustible structures within the development.

Reduction of Fuel

4. Apart from its primary purpose the FPZ serves a number of other important purposes, dependent upon local fire fighting policy. The FPZ shall be designed to:

Other Purposes

(a) maximise the separation distance between high intensity fire and any structure, thereby reducing the radiation and direct flame contact;

(b) provide an area where embers can fall with minimal opportunity to create further fire outbreaks;

(c) provide a safe access to a structure for fire fighters by reducing the heat level from the main fire;

(d) provide a safe retreat for fire fighters; and

(e) provide a clear control line from which to begin back burning or hazard reduction operations.

Safety requirements sometimes dictate that fires are fought from the property itself rather than along the perimeter track.

5. The FPZ incorporates up to three separate components:

(a) Fuel Reduced Zone (FRZ); and

(b) Fuel Free Zone (FFZ) incorporating:

(i) a perimeter road or reserve (which incorporates an access track); and

(ii) a set-back (currently defined by minimum lot depths), which is usually part of the allotment.

Separate Components

BUSHFIRE PROTECTION


D10.06 FUEL REDUCED ZONE

1. The FRZ is located adjacent to the hazard:

Originally it would have been part of the bush fire hazard but has become an area where the fuel loadings are reduced through thinning of vegetation, mechanical clearing, hazard reduction burning or location of suitable developments such as playing fields or car parks (provided it is wide enough).

Location

Reduced Fuel Loadings

2. Fuel loadings within the FRZ shall be kept to a level where the fire intensity expected will not impact on adjacent developments. In the absence of any policy to the contrary, 8 tonnes per hectare of total fuel is commonly used. Liaise with Council’s Fire Control Officer.

Minimum Fuel Loadings

3. The FRZ shall always be part of the development so that dedication of land or monetary contribution through Section 94 of the EP and A Act ensures that the cost of fire protection is met by the developer, not by the general community.

Part of the Development

4. For slopes greater than 20 degrees, the environmental consequences of ground clearing (erosion) may not be acceptable. Developments abutting such slopes shall avoid both the ridge and the slope.

Clearing Steel Slopes

D10.07 FUEL FREE ZONE

1. The fuel free zone is located adjacent to, or is part of, the development and comprises a perimeter road and a set-back.

(a) Perimeter Road

(i) The perimeter road or access trail lies between the FRZ and the boundary of the allotments.

Location

(ii) The concept of a perimeter road requires that one side of the road has no fuel. Perimeter roads are not fire breaks in the same sense as used in fire fighting operations. Their main purpose relates to reduction of radiation and provision of access. Without a fuel source on the other side, perimeter roads can however prove very effective fire breaks.

Concept

(iii) The form that the perimeter road or track takes will depend on local policy in regard to both road construction and fire fighting. In many instances, a perimeter reserve will be preferred due to cost. The reserve should be a minimum of 20m wide, with a 6m access track and passing bays about every 200m.

Form

(iv) In designing for a perimeter road or track, the distance required may not seem very great. Given that the probability of fire jumping a fire break increases as the width decreases, then areas where the highest intensity fires are likely should have fire breaks of greatest width.

Design

(v) Perimeter roads can be less economic than roads which service two frontages unless some innovative designs are incorporated into the subdivision. Figure D10.2 illustrates perimeter roads and perimeter tracks.

Innovative Design

BUSHFIRE PROTECTION


Figure D10.2 Perimeter Road Track (vi) Perimeter roads that do not require clearing or maintenance

(compared to tracks), can be cheapest in the long term. Ultimately the decision between a road or track depends on the local council's subdivision and bush fire fighting policies.

No Clearance or Maintenance

(vii) Tracks shall be constructed to Dept. of Land and Water Conservation’s Soil Conservation Service (1983) guidelines.

(b) Set-back

(i) Part of the allotment can be used as a section of the buffer by setting a minimum lot depth and rear setback. This can ensure that sufficient room (30-35m) is available to allow for erection of a dwelling that does not encroach upon the rear of the allotment.

Minimum Lot Depth

(ii) The policy previously required a minimum of 40m lot depth in order to be consistent with the average minimum lot depth in bushland residential developments. Based on the requirement to maximise the distance between hazard and structures on reasonable grounds (as developed above) and a 30m wide building envelope which includes the surrounding yard, there is no justification for a 40m minimum lot depth in some instances.

Previous Policy

D10.08 MODIFICATIONS TO FUEL REDUCED AND FUEL FREE ZONES

1. Fire authorities would generally be reluctant to agree to modifications in the width of either the FRZ or the FFZ. If modifications were to be agreed, it would be after an examination of the particular cases rather than according to any formula.

Reluctance of Fire Authorities

BUSHFIRE PROTECTION


2. Modifications would need to take account of adjacent or proposed development. Some difficulties arise where new development abuts existing development that is a fire hazard because of the nature of its usage (eg forests, parks etc). The general principle is that fire protection should be shared by both users which may require a certain level of negotiation outside the planning system.

Adjacent Development

3. Even without an extensive area of fuel outside the FRZ, intense fires can develop if the FRZ has not been hazard-reduced and if the fire begins as a line ignition from spotting embers.

4. Under adverse conditions fires moving up a slope may not be slowed by the presence of rocky outcrops and ledges, even though the continuity of the fuel bed may be broken.

D10.09 INTERNAL ACCESS FROM SUBDIVISION ROADS

1. The provision of adequate internal access is also controlled by subdivision design. Subdivision roads shall incorporate the following features:

Incorporated in Subdivision Design

(a) width, vertical clearances and any dips and crests which allow the two way movement of firefighting appliances;

(b) construction standards of roads and any bridges which allow for the carrying of fully loaded fire appliances (28 tonnes or 8 tones per axle);

(c) curves which have a minimum inner radius of 12m and are minimal in number;

(d) maximum grades which do not exceed 15% (1:7) and preferably not more than 10% (1:10);

(e) clearly signposted roads;

(f) dead end roads which do not exceed 200 metres in length;

(g) dead ends which incorporate a minimum turning circle of 12.5m; and

(h) a road network which connects regularly to any access tracks.

D10.10 STAGING WORKS

1. When considering the staging of development, planners shall provide for initial development to occur on the hazard perimeter of the development. A line of dwellings will tend to minimise the threat to the entire subdivision by limiting the hazard interface.

Initial Development on Hazard Perimeter

2. Scattered developments on the other hand, will allow a continuous network of fuel to threaten individual buildings until development is substantially underway.

Scattered Developments

3. For similar reasons, new developments should be 'tacked' onto old developments to minimise the hazard perimeter.

Minimise Hazard Perimeter

4. It is important that much of the bush fire protection is incorporated into the design of the development, rather than into individual allotments.

Incorporated in Subdivision Design

BUSHFIRE PROTECTION


STANDARD DRAWINGS



WSC.D10.1 Deleted

ACCESS & OFFSTREET PARKING



D13

ACCESS & OFF-STREET

PARKING





Details are provided below outlining the clauses amended from the Council edition of this AUS-SPEC Specification Part. The clause numbering and context of each clause are preserved. New text is shown underlined and deleted text shown struck through (eg. or as 'DELETED'. New clauses are added towards the rear of the specification part as special requirements clauses. Project specific additional script is shown in the specification as italic font.




Clause No. Amendment Code

Author Initials

Amendment Date

1 Minimum footway crossing separation for property entrances

D13.05 M BG 1/316

2 Gate Setback D13.06 A BG 1/3/16

3 Footpath width D13.08 M BG 1/3/16

4 Bitumen Surface for driveways D13.09 M BG 1/3/16

5 Concrete Driveways with no kerb and gutter

D13.09 A BG 1/3/16

6 Pavers D13.10 O BG 1/3/16

7 Concrete colour D13.10 M BG 1/3/16

8 Manoeuvring Areas D13.13 A BG 1/3/16

9 Segmental Pavers Table D13.6 O BG 1/3/16

10 Driveway Clear zones D13.15 A BG 1/3/16



SPECIFICATION D13 : ACCESS & OFFSTREET PARKING

CONTENTS

CLAUSE PAGE

GENERAL ............................................................................................................................. 1

D13.01 SCOPE .................................................................................................................................................... 1

D13.02 OBJECTIVES ......................................................................................................................................... 1

D13.03 REFERENCE AND SOURCE DOCUMENTS ........................................................................................ 1

PROPERTY ENTRANCES .................................................................................................... 2

D13.04 PROPERTY ENTRANCE WIDTHS ......................................................................................................... 2

D13.05 LAYOUT .................................................................................................................................................. 2

D13.06 PROPERTY ENTRANCES LOCATIONS ................................................................................................ 3

D13.07 GUTTER CROSSINGS ........................................................................................................................... 5

D13.08 LEVELS OF FOOTPATH CROSSING .................................................................................................... 6

D13.09 SUITABLE MATERIALS FOR USE IN PROPERTY ENTRANCES ........................................................ 7

D13.10 PROPERTY ENTRANCE PAVEMENT DETAILS ................................................................................... 8

D13.11 USING AN EXSITING PROPERTY ENTRANCE .................................................................................... 8

D13.12 DISUSED ACCESS CROSSINGS .......................................................................................................... 9

INTERNAL DRIVEWAYS, MANOEUVRING AREAS AND PARKING SPACES ................ 9

D13.13 GENERAL ................................................................................................................................................ 9

D13.14 DESIGN OF PARKING SPACES ............................................................................................................ 9

D13.15 INTERNAL ACCESS DRIVEWAY WIDTHS.......................................................................................... 12

D13.16 RURAL RIGHT OF CARRIAGEWAY WIDTHS ..................................................................................... 13

D13.17 GRADIENTS .......................................................................................................................................... 13

D13.18 SUITABLE MATERIALS FOR INTERNAL DRIVEWAYS AND ACCESSWAYS .................................. 14

D13.19 INTERNAL DRIVEWAY AND ACCESSWAY PAVEMENT DETAILS ................................................... 14


D13.100 LIST OF DRAWINGS ................................................................................................................. 17



SPECIFICATION D13 : ACCESS & OFF-STREET PARKING

GENERAL

D13.01 SCOPE

1 This design & construction specification sets out the minimum requirements for:

property entrances into allotments

internal driveways, and

parking spaces.

D13.02 OBJECTIVES

1 The objective is to provide for suitable vehicular access from the road to carparking and service facilities on the property.

2 The objective in designing access driveways to developments are to:

provide safe and convenient all weather vehicle access to the development

maintain vehicle and pedestrian safety standards

maintain traffic flow standards

protect the footway.

3 The objective of designing internal roads is that they allow for safe and convenient all weather vehicle access to and from all parking spaces and loading bays on the property. They are to be constructed of such materials and in such a manner as to perform adequately and require minimal maintenance under the anticipated traffic loading for the design life adopted.

4 Carparking spaces must be of an adequate length and width.



DCP 7 Off-street Car Parking


AS 1428.1 – 1993 – General Requirements for Access – Buildings

AS 2890 – Parking Facilities

AS/NZS 3661.1- 1993 – Slip Resistance of Pedestrian Surfaces – Requirements

AS3727 – 1993 - Guide to Residential Pavements

(c) State Authorities

Roads and Traffic Authority NSW – Guide to Traffic Generating Developments

(d) Other

Austroads - Guide to Traffic Engineering Practice, Part 5 - Intersections at Grade

Austroads – Pavement Design Manual

Clay & Brick Paver Institute – Specifying and Laying Clay Pavers



PROPERTY ENTRANCES

D13.04 PROPERTY ENTRANCE WIDTHS

1 Excessively wide property entrances can compromise pedestrian safety and detract from the streetscape. The width of any access driveway to a residential property with less than 10 parking spaces, from a road with kerb and gutter and a formed footway is to be a minimum of 3.0 metres and a maximum of 4.0 metres. Wheel strips are not suitable.

Residential Property Entrances Widths

2 Property entrances with a maximum width of six (6) metres will be permitted to facilitate access to two adjacent garages or carports if the distance between the parking space and the street frontage is less than 5.0 metres.

3 Property entrances into non-residential properties and residential properties with 10 or more parking spaces shall be designed in accordance with tables D13.1 & 2

Non-Residential

Type Entry Width (m)

Exit Width (m)

Minimum Separation of Driveway (m)

1 3 – 6 Combined NA

2 6 – 9 Combined NA

3 6 4 – 6 1 – 3

4 6 – 8 6 – 8 1 – 3

5 Direct feed from a controlled intersection via a dedicated roadway

6 8 - 10 8 – 10 3

7 10 - 12 10 - 12 3

Table D13.1 – Recommended Driveway Types

Road Frontage

Number of Carparking Spaces Served by the Driveway

Less than 25 25 - 100 101 - 300 301 - 600 More than 600 Heavy Vehicles

Major 1 –2 2 - 3 3 - 4 4 5 7

Minor 1 1 - 2 2 - 3 3 - 4 4 6

Table D13.2 – Selection of a Driveway type based on parking spaces

D13.05 LAYOUT

1 Residential developments will be permitted a maximum of two property entrances to any public road frontage provided;

the minimum separation between property entrances is 3.0 metre and

the sum of the widths of all property entrances to any street frontage does not represent more that 30% of the total width of the property frontage to that



street.

2 Minimum separations prevent two property entrances being used as one. Limiting property entrance widths allows for adequate pedestrian refuge and provides opportunity to present a more desirable streetscape. The minimum separation between adjoining property footway crossings is 2.0 metre (providing at least 1.0 metre between vehicle layback crossings). Where limited frontage prevents such separation, an absolute minimum of 1.5 metre may be approved by Council’s Infrastructure Planning Engineers.

Minimum footway crossing separation

3 Despite the 30% criteria outlined above, duplex developments may be permitted to have two property entrances where the location of the garages on the property do not permit the use of a shared crossover.

Duplexes

4 Generally all property entrances are to be constructed perpendicular to the kerbline.

Crossing Angle

5 In some instances to reduce disturbance to traffic flow along a major traffic route, an angled entrance may be permissible subject to approval by Council’s Traffic Engineer.

6 It may be necessary to provide Auxiliary Lanes and/or Right Turn Bays in order to limit disruption to traffic along high speed or high volume roads. The design of auxiliary lanes must give particular attention to pedestrian safety. Refer to Austroads publication Guide to Traffic Engineering Practice, Part 5 – Intersections at Grade for design details.

Auxiliary Lanes & Turning Bays

7 In certain circumstances, the Traffic Committee may restrict property access to left in - left out movements only. It will be necessary to erect appropriate signs and may be necessary to construct a median island within the road reserve to ensure compliance.

Left In - Left Out

8 If separate crossings are provided for entering and exiting traffic they shall be sign posted with “in” or “entrance” or “out” or “exit” as appropriate.

9.

In-Out Sign Posts

D13.06 PROPERTY ENTRANCES LOCATIONS

1 Absolute Prohibitions:

To a major road if reasonable access can be gained from another public road.

Opposite or within 6m of a median opening in a major road.

Absolute Prohibitions

Desirable Restrictions

Within 25m of a signalised intersection

Within 9m at other intersections.

These distances are measured from the face of kerb of the perpendicular street.

2 The desirable restrictions set out above will be enforced unless it is demonstrated to Council’s satisfaction that extenuating circumstances exist.

3 Property entrances should be located to ensure adequate sight distances are provided to traffic and pedestrians. Minimum traffic sight distances are outlined in the desirable sight distance (DSD) column of the table D13.3.

Sight Distances

4 At the sole discretion of Council’s Traffic Engineer sight distances as low as those given in the approach sight distance (ASD) column may be approved provided no reasonable alternative exists for improving sight distances. New lots in proposed subdivision developments will not be approved if it is not possible to provide a vehicle access to that lot that will satisfy the desirable sight distance minimums of table D13.3.



Sight distance to pedestrians shall be met by providing clear sight lines in the areas indicated by figure D13.2 below.

Position of Driver

Edge of Road3.5m

No permanentsight obstruction

See Table below for Distance

See Table below for Distance

Figure D13.1 Traffic Sight Distance

Urban Roads

Approach Speed of through road (km/hr)

ASD (m) (1.5 s reaction time)

DSD (m)

50 60 70 80

45 55 70 95

80 105 130 165

Rural Roads

Approach Speed of through road (km/hr)

ASD (m) (1.2 s reaction time)

DSD (m)

80 90 100

115 140 170

175 210 250

NOTE: These figures do not include cumulative specific allowance for gradients, variations in road surface, quality of street lighting and similar factors all of which, from a safety point of view, must be taken into consideration. Table D13.3

Property Boundary

Driveway

2.0

2.02.0

These areas to be

kept clear of

obstructions to

visibility

Figure D13.2 Minimum Sight Lines for Pedestrian Safety

5 Consideration must be given to the potential for obstructions such as trees, earth mounds, bus shelters and the like to adversely affect sight lines.

Obstructions to Sight Lines

6 Where an existing bus shelter adversely impacts on the sight lines of vehicles using a proposed property entrance, Council may give consideration to moving the bus shelter to another location in front of the property, or constructing a new bus shelter in another location. All costs associated with such work will be borne by the applicant.

Moving a Bus Shelter



7 Access driveways shall be located clear of existing kerb inlet pits. Removing or reducing the length of a pit lintel is not acceptable.

Kerb Inlet Pits

8 Provided the pit is not a sag pit, Council may give consideration to moving a kerb inlet pit and lintel to another location in front of the property, in order to facilitate construction of the footway crossover. All costs associated with such work will be borne by the applicant.

9 Where a driveway entrance is to be gated, the gate needs to be setback such that there is sufficient space for a vehicle to stop clear of the carriageway while the gate is being opened. For urban areas gates shall be setback a minimum 6.0 metres from the kerb and gutter alignment or edge of carriageway. For Rural/Primary Production, Commercial or Industrial developments the gate setback shall be made suitable for the expected size of vehicle to require access to the property. Generally, Rural/Primary Production, Commercial and Industrial area gate setback will be a minimum 15.0 metres from the carriageway for 12.5 metre Single Unit Truck access.

Moving a Kerb Inlet Pit

D13.07 GUTTER CROSSINGS

1 Property entrances from roads with barrier kerb should have a gutter crossing (layback) constructed in the kerb line rather than returning the kerb to the property boundary. Details for gutter crossings (laybacks) are provided in the Appendix.

2 Kerb returns may be acceptable where:

The access is to a heavily trafficked road, and the development generates a large amount of traffic, or the driveway is used by heavy vehicles, or

The access is to a road with high traffic speeds.

Approval for the use of kerb returns shall be at the discretion of Council’s Traffic Engineer.

3 If kerb returns are permitted/required kerb ramps will need to be provided to facilitate pram and wheelchair movements. See Drawing No. WSC.D1.17 in the Appendix for details.

Kerb Ramps

4 In kerbed streets with a steep crossfall, bridge crossings over gutters may be approved for use as a last resort to prevent vehicles scraping.

5 In roads where it is necessary to cross a table drain to gain access to the property either a piped crossing or dish crossing will need to be provided depending on the depth of the table drain. See Drawing No. WSC.D1.16 in the Appendix for details.

6 Dish crossings are to be limited to locations where the gradient between the edge of the road pavement and the existing invert of the table drain does not exceed 4%. They are to be boxed below the invert level of the table drain so that the top of the dish crossing matches the existing invert level of the dish drain both on its upstream and downstream ends. A bitumen seal must be provided between the edge of the road pavement and the edge of the concrete dish crossing.

7 The location and level of the piped crossing must be approved by Council and will need to ensure:

Rainwater will not pond in the table drain.

The road shoulder is not narrowed or its levels modified.

As much as possible, it is located outside the roadside clear zone. Headwalls located within the clear zone may need to be tapered for safety.



Vehicles will not scrape when entering or leaving the property.

There is no adverse impact on pedestrian movements along the footway.

There is no adverse impact on existing trees, other crossings, service utilities and the like.

8 To limit the chance of blockage, the minimum size of a piped culvert is to be 375mm diameter. A larger culvert may be required to ensure adequate capacity to convey stormwater runoff. As a minimum, the capacity of the piped culvert should be equal to the lesser of either:

The anticipated runoff from a 5 year ARI, or

The existing capacity of the table drain.

9 All regrading of the table drain upstream and downstream of the piped culvert that may be necessary to ensure the suitable conveyance of rainwater runoff along the table-drain, will be carried out at the developer’s expense.

D13.08 LEVELS OF FOOTPATH CROSSING

1 The levels of the property entrance should be designed to:

Ensure vehicle scraping does not occur

Ensure maximum gradients are not exceeded

Limit regrading of the footpath area

Minimise disruption to pedestrians using the footpath area

Preserve existing trees

Ensure appropriate cover over existing underground utilities

Ensure compatibility with existing or possible future plans for realignment of the road.

2 Typically, the property entrance should have a 4% gradient from the property alignment to the top of kerb. In roads where there is no kerb, the property entrance should have a 4% gradient from the property alignment to the edge of road shoulder. Where this is not practical, a design detailing the levels of the proposed property entrance should be prepared and submitted to Council for approval.

3 Where pedestrians use or are likely to use the footpath area, the levels of the access driveway must provide for pedestrians. In this regard, the section of driveway between 0.9m and 2.1m from the property alignment is to have a 4% gradient towards the kerbline. Where there is existing footpath paving the location and width of the footpath over the driveway shall match the existing. Council will give consideration to permitting the 1.5 metre wide footpath section to be located at the back of the layback in situations where levels at the property boundary are significantly above or below the level at the kerbline.

4 If the approved levels of the property entrance differ from the existing footway levels, the surrounding footway area must be regraded to satisfactorily marry with the new crossing. The minimum extent of footway which must be regraded is determined using the design constraints outlined below:

Altering Public Footway Levels

The maximum change of grade along the footway is to be 1 in 10 with a



minimum segment length of 4.0 metres;

The maximum longitudinal grade of the footway is to be 1 in 6

5 If access to adjoining private properties is affected by the footway regrading, all work necessary shall be done within those properties to ensure satisfactory pedestrian and vehicular access is restored.

Regrading within Adjoining Private Properties 6 It will be necessary to obtain written consent from the adjoining property owner(s)

that they will permit the applicant’s contractors to enter their property and undertake all work necessary to ensure vehicles and pedestrians have satisfactory access to the property following regrading of the footway. This letter of consent must be submitted to the principal certifying authority prior to issuing of the construction certificate for the building works.

7 All mains, services, poles, footpath paving etc that require alteration shall be at the applicants expense and to the satisfaction of Council and the authority concerned.

8 Where the alteration of a house service is required, it is to be carried out by a suitably experienced tradesperson. Twenty-four (24) hours notice shall be given to the affected property owner before their service is affected.

Alteration of House Services

9 In the case of public utility mains, if a main must be raised, lowered or relocated, the applicant shall liase with the relevant Authority to organise the alteration and undertake all work to the satisfaction of that Authority.

Alteration of Mains

10 The applicant shall arrange with the relevant authority for the alteration of all surface fittings of all services which are affected by the new finished surface levels.

Surface Fittings

11 If the ground level of the property adjacent the footpath is above or below the finished level of the footway then adequate measures must be taken to support the land by constructing either earth batters or retaining structures. These are to be fully contained within the property and are not to encroach onto the public footway.

Retaining Private Properties

12 Where retaining of an adjoining property is necessary as a consequence of regrading the footway, written permission from the affected property owner(s) to enter their property and undertake such work must be submitted to the principal certifying authority prior to issuing of the construction certificate for the building works.

Regrading Adjoining Properties

D13.09 SUITABLE MATERIALS FOR USE IN PROPERTY ENTRANCES

1 Gutter Crossings, dish crossings and piped culvert crossings shall be constructed in accordance with the detail drawings shown in the Appendix.

2 Footpath Crossings in roads with kerb and gutter and in roads with a formed footpath area suitable for use by pedestrians are to be constructed of:

plain concrete with a 28 day compressive strength of 25Mpa, or

coloured or patterned concrete with a 28 day compressive strength of 25Mpa, or

concrete pavers

3 The applicant is to be aware that any future restoration of the footway crossing carried out by Council or another service authority will be in plain concrete. The extent of restoration will be limited to the area damaged. Generally it will not extend to replacing the entire footway crossing slab.

Future Restorations



4 In roads without kerb and gutter or a formed pedestrian footway, footway crossovers may be constructed of crushed sandstone or approved road base material and be sealed with a spray bitumen seal or asphalt surface. Access to commercial and industrial premises and accesses that service more than one dwelling will need to be sealed. .

Where it is intended to use a concrete crossover, the front lip of the concrete shall be located a minimum 2.0 metres clear of the carriageway. A bitumen seal or asphalt surface shall be constructed to the carriageway.

D13.10 PROPERTY ENTRANCE PAVEMENT DETAILS

1 Concrete slabs shall be constructed in accordance with the following thicknesses:

Thickness

Up to two dwellings

More than two dwellings, Commercial, Light Industrial

Major Commercial / Heavy Industrial

125mm thick, + 1 layer of F72 fabric

150mm thick + 1 layer of F72 fabric

200mm thick + 2 layers F72 fabric

2 Reinforcing shall have approximately 40mm top cover and should be supported during construction by bar chairs at 1 metre centres. The reinforcement should not be continuous through a control joint.

Reinforcement

3 A 150mm thick compacted, granular sub-base shall be provided for all commercial footway crossings. A 50mm thick compacted, granular sub-base shall be provided under all other concrete footway crossings.

Sub-Base

4 Mastic joints 5mm thick are to be provided at the property boundary and at the rear of the gutter crossing (layback). Dummy joints shall be provided at either side of the footway where applicable.

Construction Joints

5 Concrete crossovers should usually have a broom finish unless it has a gradient steeper than 1 (vertical) to 5 (horizontal) when it should be finished with a wooden float. The finish is to be a uniform, non-slip surface. All edges are to be rounded with a 5mm edging tool.

Finish Quality

6 Any damaged, defaced or otherwise unsatisfactory section shall be removed and replaced.

Poor Finish

7 All footway crossings should have slip resistance appropriate for the pavement slopes as required by AS/NZS 3661.1. The relative level of adjacent pavers should not be greater than 5mm, and gaps between pavers or in patterned concrete slabs, no greater than 3 mm. The finish is not to constitute a hazard to pedestrians.

Pedestrians

8 Sandstone and Road base access driveways shall have a minimum thickness of 200mm. The seal shall be asphaltic concrete or a two coat 14/7 spray seal and shall smoothly match into the existing public road pavement.

9 Concrete crossovers shall generally be of plain concrete colour from the back of kerb to the property boundary or other location as determined by Council Engineers.

D13.11 USING AN EXSITING PROPERTY ENTRANCE

1 Existing property entrance may only be used to service new property developments when:

the existing crossing is in the correct location, at the correct level and in good



condition, and

the existing crossing is not a bridge crossing.

2 Otherwise, the crossing is to be removed and a new crossing constructed.

D13.12 DISUSED ACCESS CROSSINGS

1 Footway crossings slabs, or parts of footway crossings slabs, that become redundant are to be removed and the footway area restored. Disused gutter crossings are to be removed and the kerb reinstated.

2 Any existing unused gutter crossings and footway crossing slab will also need to be removed, irrespective of the fact that it may have not become redundant as a consequence of the current application.

3 Details for kerb and gutter construction are given on plan WSC.D1.12 in the Appendix

INTERNAL DRIVEWAYS, MANOEUVRING AREAS AND PARKING SPACES

D13.13 GENERAL

1 The design of all parking spaces, circulation roads and manoeuvring areas on the property must conform to the minimum requirements outlined below and the design criteria in AS 2890.1-1993 Parking Facilities, Part1 Offstreet Parking. In so far as any inconsistency exists between criteria outlined below and the Australian Standards, the criteria in this document shall apply.

2 An internal manoeuvring area shall be provided to allow vehicles to turn and exit the property in a forward direction in the following situations:

a. Residential developments where vehicles are expected to have to reverse more than 15.0m to the road carriageway,

b. Residential developments where driveway grades or limited sight distance would make reversing vehicles a high risk manoeuvre.

c. Commercial and Industrial developments and carparks.

d. Where heavy vehicles are expected to require regular access to the property, including rural, commercial and industrial properties.

Manoeuvring Areas

D13.14 DESIGN OF PARKING SPACES

1 The depth of a parking space shall not be less than 5.5m. The width of a parking space is dependent on the width of the manoeuvring lane and will be in accordance with the following minimum standards

Clear width of space Clear width of manoeuvring lane

2.5m 2.6m 2.7m 2.8m

more than 2.8m

7.0m 6.7m 6.4m 6.1m 6.0m



Table D13.4

2 The absolute clear width of a parking space shall be 2.5m and the absolute minimum width of a manoeuvring lane shall be 6.0 metres.

3 The minimum clear width of an enclosed single vehicle garage shall be 3.0m.

4 Garage doorway shall have a minimum width of 2.5m. A wider doorway may be required if there is not sufficient manoeuvring space in front of the garage to enable a straight entry.

Garage door Width

5 Where the parking is provided as an undercover space, Council may permit a reduction of the clear width of parking spaces in accordance with the diagram below if columns are setback from the front of the space.

Columns

2.6m

2.6m

2.6m

2.6m

2.6m

5.5 m

17.2 m

6.2 m

Column

2.5m

2.5m

2.5m

2.6m

2.5m

5.5 m

17.2 m6.2 m

Column

0.75

Provision shall be made for the sweep of the front of the vehicle where a parking space is perpendicular to the access driveway.

Blind Aisles



The following Standards shall apply to angle and parallel parking:

3.9

16.8

3.68

1.84

15.4

3.9 1.84

3.9

One Way

45°

13.0

2.7 2.3

30°

1.3

5.2

4.8

16.5

3.0

One Way

17.2

60°

4.77 1.3

2.75

3.0

2.25

14.1

5.0

One Way

PARALLEL

One Way

2.5

6.1

3.1



D13.15 INTERNAL ACCESS DRIVEWAY WIDTHS

1 Provision must be available within the property to enable vehicles (85 percentile vehicle) to enter the designated parking space in a single turning movement and leave the space in no more than two turning movements. Turning templates are supplied in the appendix. A clearance of 300mm should be added to both sides of the turning path.

2 Provision must be made for vehicles to enter and leave the site in a forward direction. This standard does not apply to driveways from single domestic dwellings onto access, local or collector roads.

Forward Direction

3 Internal driveway access shall provide for a clear zone along the full length of the driveway and any associated turning area. The clear zone is required to provide adequate clearance to buildings, fences, eaves, and vegetation (other than the required access handle landscape). Horizontal clear zone should extend a minimum 500mm past the edge of the formed driveway. Vertical clear zone should extend a minimum 500mm above the expected 95

th% vehicle with a minimum overall vertical clear zone of 2.5 metre

from the upper surface of the access driveway pavement. For example, a 3.0 metre wide residential driveway access should be provided with a 4.0 metre wide by 2.5m high clear zone.

4 The minimum widths for internal driveways and accessways shall be as outlined in table D13.5 below:

Driveway access clear zone

Development Type Minimum Pavement Width (1)

Urban and Rural Residential

Single Domestic Dwelling 3.0 m

Accessways to Multiple lots ≤ 7 dwellings > 7 dwellings

4.0 m

(2)

See Category B & C Cul-de-sac requirements

D1 – GEOMETRIC ROAD REQUIREMENTS

Driveways in Medium Density Developments ≤ 10 parking spaces > 10 parking spaces

4.0m

(3)

5.5 m

Rural

Single Domestic Dwelling 3.0 m with min 0.5m shoulders with 15 m

reservation for the road

Accessways to Multiple lots ≤ 5 dwellings > 5 & less than 15 dwellings >15 dwellings

4.0 m pavement with

min. 0.5 m shoulders (4)

with 20 m reservation for the road

4.0 m pavement with min 1.5 m shoulders

(4)

with 20 m reservation for the road

See Category G2 Cul-de-sac requirements

D1 – GEOMETRIC ROAD REQUIREMENTS, provide



minimum 20 m reservation for the road

Commercial / Industrial

All 3.0 m one way 6.0 m two way

NOTES 1 If there is a kerb or barrier higher than 150mm and closer than 300mm from the edge of the roadway, the roadway

shall be widened to provide a minimum of 300mm clearance to the obstruction. 2 Maximum length is 100m. A passing bay is required if length is greater than 80m. Greater than 100m length,

minimum width = 5.5 m. 3 Provision for vehicle passing at least every 30m by way of a passing bay that will provide a minimum carriageway

width of 5.5m for a minimum length of 7.0m

4 Provision for vehicle passing at least every 100m by way of a passing bay that will provide a minimum

carriageway width of 5.5m for a minimum length of 7.0m

Table D13.5

D13.16 RURAL RIGHT OF CARRIAGEWAY WIDTHS

1 The minimum width for ROC are:

15.0 metres where located adjacent to an adjoining property with separate ownership. This width is required to provide adequate space for access construction & service provision without adversely affecting the adjoining property.

10.0 metres where located clear of any adjoining property.

ROC Width.

D13.17 GRADIENTS

1 The desirable maximum grade for parking bays shall be:

measured parallel with the angle of parking - 1 in 20 (5%); and

measured at 90° to the angle of parking - 1 in 20 (5%).

Parking Space Grades

2 The minimum driveway grade shall be 1 in 200 (0.5%). Minimum Driveway Grade

3 The maximum grade for residential driveways or accessways servicing less than 5 dwellings shall be 1 in 5 (20%). The maximum grade for all other driveways shall be 1 in 6 (16.7%)

Maximum Driveway Grade

4 The maximum grade of a driveway for commercial use shall be 1 in 6 (16.67%)

5 Driveway grades on curves shall be measured along the inside edge of the carriageway.

6 Vehicle scraping may occur when changes of grade exceed 1 in 8 (12.5%). Where there is a potential for vehicle scraping, transition sections, with a minimum length of 2.0 metres, are to be provided.

Changes of Grade

7 The maximum crossfall on an internal roadway shall be 5%. Crossfalls

8 Buildings with high public usage and aged and disabled housing developments must provide pedestrian access in accordance with the requirements of AS 1428.1 – 2001

People with limited mobility



9 Rural Right of Carriageway.

Table drains at grades greater than 10% shall be concrete lined and gutter.

Table drains at grades lesser than 10% shall be turfed.

Road surface on grade more than 16% shall be asphaltic concrete seal with 30mm AC10 on single coat seal of 10mm aggregates.

ROC Grades

D13.18 SUITABLE MATERIALS FOR INTERNAL DRIVEWAYS AND ACCESSWAYS

1 Acceptable pavement materials are listed in table D13.6 below.

Development Type Acceptable Pavement Types

Urban Residential Concrete Segmental Pavers Concrete Permeable Pavers Asphalt

Rural Residential Concrete Segmental Pavers Concrete Permeable Pavers Asphalt Flexible pavement with Spray Seal

Rural Concrete Segmental Pavers Concrete Permeable Pavers Asphalt Flexible pavement with Spray Seal

Commercial/Industrial Concrete Concrete Permeable Pavers Asphalt

Table D13.6

2 Unsealed pavements will not be permitted. Unsealed Pavements

3 In some areas, Council may require the use of a coloured or patterned concrete driveway to provide a desired streetscape appearance.

4 In high use pedestrian areas, the use of segmental pavers is discouraged particularly where these are to become Council assets or maintenance may not be performed regularly.

Pavers Discouraged

D13.19 INTERNAL DRIVEWAY AND ACCESSWAY PAVEMENT DETAILS

1 Internal pavements for residential developments consisting of single dwellings or multiple dwellings shall be in accordance AS 3727-1993 “Guide to Residential Pavement”. Extracts from this standard are provided below. Pavements that will carry heavy vehicles or significant traffic volumes shall be designed in accordance with the AustRoads “Pavement Design” manual (AustRoads 1992) or the Clay Brick & Paver

Design Manuals



Institute publication “Specifying and Laying Clay Pavers”.

(a) Concrete Pavements

2 Typical slab thickness, concrete grade, joint spacing and reinforcement should be in accordance with Table D13.7 below

Traffic Min Slab Thickness

Min Concrete Grade

Alternative 1 Max. Min Control Reo joint Fabric Spacing

Alternative 2 Max. Min Control Reo joint Fabric Spacing

Light Traffic – Use by no more than two Dwellings

Medium Residential Traffic Light/Industrial Commercial

125

150

N25

N25

3 4

SL72

SL72

5 6

SL82

SL82

Heavy Industrial/Commercial See AustRoads “Pavement Design” Manual

Note: Slab thickness is measured from the underside of the slab to the bottom of any top surface

patterning. Table D13.7

3 Reinforcing shall have approximately 40 mm top cover and should be supported during construction by bar chairs at 1 metre centres. The reinforcement should not be continuous through a control joint. Where the slab surrounds another structure such as a drainage pit, trimming reinforcement should be used. Trimming reinforcement should be not less than one Y12 bar of minimum length 600mm.

Reinforcement

4 Control joints shall have spacings no greater than shown in the table above. They shall be constructed by formwork between concrete pours, or creating a plane of weakness to a depth of one third to one quarter of the pavement thickness. Mastic isolation joints should be provided where a pavement adjoins a building or other rigid structure such as a drainage pit.

Joints

(b) Segmental Pavements

5 Typical thickness of base-courses and required class for paver units shall be as follows:

Pavers

Traffic Compacted Base-course Thickness

Paver Class

Light Traffic - Use by no more than two Dwellings

Medium Residential Traffic

75mm

150mm

4 4

Other See reference “Specifying and Laying Clay Pavers”

Table D13.8

6 The sand bedding course shall be of roughly uniform thickness and not exceed 30mm after compaction.

7 Pavers should have a nominal 3mm joint between the units. Joints should be filled with appropriate sand.

8 The entire perimeter of segmental pavements shall be provided with lateral edge restraints.



(c) Permeable Pavements

9 Permeable pavements comprising segmental pavers and pavement layers shall be acceptable provided they: Are designed and installed as per the manufacturer’s recommendations Allow infiltration of rainfall as per WSUD principles.

(d) Flexible Pavements

10 In rural or rural residential areas the minimum design requirements of flexible pavement driveways and accessways shall be:

Wearing Course two coat 14/10 spray seal or 30 mm AC10

Base Course 100mm DGB 20 where wearing course is AC or 100mm of 40mm crushed sandstone if not AC seal

Sub-base 100mm of 40 mm crushed sandstone

Compacted Sub grade

11 An asphaltic pavement may be constructed as full depth asphalt pavement or consist of a combination of sub-base, base course and asphalt surfacing. Typical pavement specifications shall be in accordance with table D13.9 below:

Flexible Pavements

Traffic Asphalt and Base course

Full Depth Asphalt

Light Traffic - Use by no more than two Dwellings

Medium Residential Traffic Light Industrial/Commercial

30mm AC10 125mm Base

30mm AC 10 200mm Base

100mm AC10

125mm AC 10

Other See AustRoads “Pavement Design” Manual

Table D13.9



STANDARD DRAWINGS



WSC.D1.5 Standard for Industrial Footpath Crossing

WSC.D1.6 Standard for Industrial Vehicular Crossing

WSC.D1.7 Standard Commercial Vehicle Crossing

WSC.D1.8 150 Integral Kerb & Gutter and Vehicular Crossings for

Formed K & G Construction

WSC.D1.9 Vehicular Footpath Crossings for Kerb and Gutter –

Cross Sections

WSC.D1.10 Vehicular Footpath Crossings for Dish Crossings –

Cross Sections

WSC.D1.11 Vehicular Footpath Crossings for Roll Kerb and Gutter –

Cross Sections

WSC.D1.12 Standard Kerb and Gutters

WSC.D1.15 Standard Residential Vehicular Crossing Using Pavers

WSC.D1.16 Driveway Standard Rural Pipe Crossing

WSC.D1.17 Standard Pram Ramp Crossing

WSC.D1.18 Turning Path Template for Design Car (B99)

WSC.D1.19 Service area Template for Design Car

WSC.D1.20 Turning Path Template for Design Car (B85)

WSC.D1.21 Turning Path Template for Heavy Rigid Vehicle

WSC.D1.22 Service Area Template for Heavy Rigid Vehicle

WSC.D1.23 Standard Residential Vehicular Crossing Using Concrete

STANDARD DRAWINGS

2016


AUS-SPEC #1


CONSTRUCTION SPECIFICATION 2016


AUS-SPEC #1


Construction Specification Contents

Section Title

C101 General

C201 Control of Traffic

C211 Control of Erosion and Sedimentation

C212 Clearing and Grubbing

C213 Earth Works

C220 Storm Water Drainage

C221 Pipe Drainage

C222 Precast Box Culverts

C223 Drainage Structures

C224 Open Drains including Kerb & Gutter

C230 Subsurface Drainage General

C231 Subsoil and Foundation Drains

C232 Pavement Drains

C233 Drainage Mats

C241 Stabilisation

C242 Flexible Pavements

C244 Sprayed Bituminous Surfacing

C245 Asphaltic Concrete

C247 Mass Concrete Subbase

C248 Plain or Reinforced Concrete base

C254 Segmental Paving

C255 Bituminous Microsurfacing

C261 Pavement Markings

C262 Signposting

C263 Guideposts

C264 Guardfence

C265 Boundary Fencing

C271 Minor Concrete Works

C273 Landscaping

GENERAL

C101 December 2016 (Copyright SWR-TM/WSC) WOLLONDILLY SHIRE COUNCIL

CONSTRUCTION SPECIFICATION

C101

GENERAL

GENERAL

C101 December 2016 (Copyright SWR-TM/WSC) C101-1 WOLLONDILLY SHIRE COUNCIL

SPECIFICATION C101 : CONSTRUCTION – GENERAL

CONTENTS

CLAUSE PAGE

PROJECT SPECIFIC INFORMATION ...................................................................................... 3

C101.01 NOT USED ........................................................................................................................................3

C101.02 SCHEDULE OF WORKS .................................................................................................................3

C101.03 NOT USED ...................................................................................... Error! Bookmark not defined.

GENERAL REQUIREMENTS .................................................................................................... 4

C101.04 PRIOR TO COMMENCING CONSTRUCTION WORKS ...............................................................4

C101.05 STANDARDS AND TEST METHODS .............................................................................................5

C101.06 TESTING AND SURVEY ..................................................................................................................5

C101.07 WORKING AREAS ...........................................................................................................................5

C101.08 SMOOTH JUNCTIONS ....................................................................................................................6

C101.09 SETTING OUT THE WORKS ..........................................................................................................6

C101.10 SITE MEETINGS ..............................................................................................................................6

C101.11 WORK-AS-EXECUTED DRAWINGS ..............................................................................................6

C101.12 ITEMS TO BE SUPPLIED BY THE COUNCIL ................................................................................7

C101.13 NOT USED ........................................................................................................................................7

ENVIRONMENTAL REQUIREMENTS ...................................................................................... 7

C101.14 PROTECTION OF THE ENVIRONMENT .......................................................................................7

C101.15 DRAINAGE OF WORKS ..................................................................................................................8

C101.16 BLASTING ........................................................................................................................................8

C101.17 LIMITS ON NOISE ............................................................................................................................8

C101.18 LIMITS ON GROUND VIBRATION ..................................................................................................9

SPECIAL REQUIREMENTS ...................................................................................................... 9

C101.19 RESERVED ......................................................................................................................................9

C101.20 RESERVED ......................................................................................................................................9

C101.21 RESERVED ......................................................................................................................................9

GENERAL

WOLLONDILLY SHIRE COUNCIL C101-2 C101 December 2016 (Copyright SWR-TM/WSC)





Amendment

Sequence No.


amendment


Code

Author

Initials

Amendment

Date

1 ADAC requirements C101.11 A MM 1/3/16

2 Prior to Commencing Construction Works

C010.04 A MM 1/3/16

GENERAL


SPECIFICATION C101 : CONSTRUCTION - GENERAL

PROJECT SPECIFIC INFORMATION

C101.01 NOT USED

C101.02 SCHEDULE OF WORKS

1. A minimum of seven (7) days prior to commencement of any work on the site, the Contractor shall make application to Council for a 138 Consent (Section 138 of the Roads Act for approval to work on a public road) and include copies of current public liability insurance for a value of $10M and payment of the current fee. References for previous work experience may be requested by Council.

2. The Contractor, if requested by Council’s Supervising Engineer shall provide a Schedule Of Works. This schedule is to show the logical commencement order of each work activity to be undertaken and includes but is not limited to the following items of construction.

EXAMPLE (TO BE COMPLETED FOR EACH SPECIFIC PROJECT)

(a) General

Provision for control, protection and safety of traffic during construction including notifications to and obtaining approvals from Authorities.

Setting out the Works.

Erosion and sedimentation control of the Works, including stockpile areas.

Site clearing and grubbing. Topsoil to stockpile.

Site regrading.

Topsoil spreading and revegetation to disturbed areas.

(b) Roadworks

Earthworks, including excavation and embankment construction.

Stormwater drainage, including kerb and gutter, pipes, pits and headwalls.

Sub-surface drainage.

Pavement, consisting of unbound granular subbase and base, bituminous primer seal, and asphaltic concrete wearing surface.

Guardrail.

Signposting and linemarking.

Ancillary works, including medians, paved footpath, turfing and landscaping.

(c) Structures

retaining wall

Bridge, single span, comprising driven prestressed concrete piles, prestressed concrete bridge beams, and cast-in-situ reinforced concrete headstocks and deck.

GENERAL


(d) Not used

(e) Work by Others

Provision of electricity and gas services and the like to the subdivision by the relevant authorities will be the responsibility of the Developer

101.03 NOT USED

GENERAL REQUIREMENTS

C101.04 PRIOR TO COMMENCING CONSTRUCTION WORKS 1. Construction works shall not commence on the site or on any adjoining road,

unless the appropriate approvals and Construction Certificates have been issued by Council and the following items have been satisfactorily addressed:

a. Approvals i. A Section 138 Road Occupancy Permit must be obtained from

Council a minimum 7 days prior to commencing works. ii. Subdivision/Civil Construction Certificate must be obtained from

Council or nominated Accredited Certifier prior to any works commencing. Copies of approved plans must be kept on site.

iii. Controlled Activity Permit issued by Department of Primary Industries – DPI Water for any works within 40m of a watercourse.

b. Preconstruction Site Meeting i. Written notification to be provided to Council or Principal Certifying

Authority a minimum two (2) days prior to commencing works. ii. A pre commencement site meeting is to be arranged between

Council or Principal Certifying Authority and the Principal Contractor to discuss Construction Methodology, Traffic Management and Site Management.

iii. Qualified and experienced Site Supervisor to be nominated for the site. Contact details including after hours contact to be provided to Council and the Principal Certifying Authority.

c. Site Management i. Service Authority searches to be obtained and services potholed

where required. Services protection to be installed as per Authority requirements. Notifications to Service Authorities to be made where required.

ii. Notification to adjoining owners that works are to commence. A copy of the notification to be forwarded to Council or Principal Certifying Authority.

iii. Site to be secured from public access using appropriate security fencing and construction site warning signs to be displayed.

iv. Provision of worker facilities such as toilets etc to be installed. v. Signs to be displayed in the site fencing in clear view of the public

notifying the name, contact phone number of the Principal Contractor.

vi. Sign to be displayed in the site fencing in clear view of the public notifying the name, address and contact number of the Principal Certifying Authority.

d. Erosion and Sediment Controls i. Install Erosion and Sedimentation control devices as per the

approved Erosion and Sedimentation Control Plan. ii. Stabilised construction vehicle access installed. iii. Stockpile site prepared and Erosion and Sedimentation controls

Pre-Construction Requirements

GENERAL


installed.

e. Traffic Management i. Prepare site specific Traffic Control Plan (TCP) to manage traffic

as per the approved Traffic Management Plan. ii. Obtain Section 138 Road Occupancy Permit from Council or

Roads and Maritime Services. iii. Obtain Permit to Erect Construction Site Speed Zone (if speed

reduction zone proposed on the TCP) from Council or Roads and Maritime Services.

iv. Obtain Permit to Erect Temporary Construction Zone Traffic Lights (if proposed on the TCP) from Council or Roads and Maritime Services.

v. Notification (letter drop) to be given to all adjoining properties and properties that may be affected by the proposed Traffic Control Plan. A copy of the notification to be forwarded to Council as the roads Authority.

vi. Install traffic control devices as per the Traffic Control Plan. Only authorised personal to implement the approved Traffic Control Plan and control traffic as per the requirements of the Traffic Control Plan.

C101.05 STANDARDS AND TEST METHODS

1. Unless otherwise specified herein, and where applicable, materials and workmanship shall be in accordance with the relevant standard of the Standards Association of Australia.

Australian Standards

2. A standard applicable to the Works shall be the edition last published 14 days prior to the issue of the Construction Certificate unless otherwise specified.

3. Overseas standards and other standard documents named in this Development Specification shall be applicable in the same manner as Australian Standards to relevant materials and workmanship.

Overseas Standards

4. Copies of any standards quoted or referred to in this Development Specification shall be kept on the site.

Copies to be kept on Site

5. Where no suitable AS test methods are available, those of the relevant State Road Authority shall be used. These are typically designated T123 etc.

Other Test Methods

C101.06 TESTING AND SURVEY

1. All testing and survey as required by this Development Specification shall be arranged and carried out by the Contractor and all test results and survey records made available to Council’s Supervising Engineer. The cost of all such testing, survey and report preparation shall be borne by the Contractor.

Contractor’s Cost

2. The minimum frequency of testing and survey shall be in accordance with Annexure CQS-C.

Minimum Frequency

C101.07 WORKING AREAS

1. Not Used

2. If existing fencing is cut or altered by the Contractor, the Contractor shall provide and maintain temporary fencing to the satisfaction of Council’s Supervising Engineer to maintain security during the works, and shall reinstate the fencing and remove temporary fencing on completion of the work.

Temporary Fencing

GENERAL


C101.08 SMOOTH JUNCTIONS

1. Construction work carried out under this development adjacent to, or adjoining existing private property or Council infrastructure or works, shall make smooth junctions with that which is existing.

C101.09 SETTING OUT THE WORKS

1. The Contractor will establish bench marks related to Australian Height Datum. Provision of Marks

2. Before any survey marks are affected by the works, the Contractor shall transfer such survey marks to side positions clear of operations and shall note, and inform Council’s Supervising Engineer in writing, of the extent of such movement. Council’s Supervising Engineer has the discretion to waive the requirement for the provision of written advice on a case-by-case basis.

Transfer of Marks

3. The Contractor shall give Council’s Supervising Engineer not less than two full working days' notice of the intention to perform any portion of the relocation of survey control, establishment of recovery pegs, or setting out or levelling, so that suitable arrangements can be made for checking of the work by Council’s Supervising Engineer. If no such notification is given and a control mark is disturbed or destroyed, then the cost of re-establishing the control shall be borne by the Contractor.

Notice for Relocation

Contractor’s Cost

4. The Contractor shall provide and fix adequate recovery pegs in suitable locations adjacent to the elements of work to enable location and construction to be checked.

Recovery Pegs

5. All pegs and profiles placed by the Contractor shall be removed on completion of work unless otherwise directed by Council’s Supervising Engineer.

Removal

C101.10 SITE MEETINGS

1. Regular site meetings will be held for the purpose of discussion of the progress and co-ordination of the work and any matters of doubt regarding the intent or interpretation of the Drawings or the Development Specification. The Contractor shall arrange for relevant parties or their responsible representatives to be present at these meetings. The meetings will be held at a mutually convenient time in consultation with Council’s Supervising Engineer.

Represen-tation

2. The Contractor shall also give Council’s Supervising Engineer 48 hours notice of the date, time and location of any meetings.

Advice to Council

3. The Council’s Supervising Engineer or a representative shall chair site meetings. The Contractor shall keep minutes of the proceedings and shall provide copies of the minutes for Council and all others present at the meeting and others concerned with the matters discussed.

Responsibility for Minutes

C101.11 WORK-AS-EXECUTED DRAWINGS

1. The Contractor shall supply Council’s Supervising Engineer with fully marked-up and certified Work-as-Executed Drawings for the whole of the works prior to issue of the Certificate of Practical Completion. The Contractor will supply, free of charge, prints and suitable electronic versions of the Drawings.

Submission

GENERAL


2. Full and complete electronic versions of the drawings must be supplied in AutoCAD DWG format or a similar format as approved by Council. Council requires ADAC “as constructed” asset information to be supplied as electronic files. Information supplied in this format does not replace hard copy plans. Hard copy and electronic plans are to be amended to reflect changes during construction to ensure they are identical to the ADAC content and vice versa. The ADAC file shall contain all relevant information for each asset group and shall be created using a recognised ADAC compliant tool using the most recent ADAC schema. All modules in the latest ADAC schema are to be completed to represent the As Constructed attributes of the infrastructure.

Detailed instructions in the compilation of ADAC .xml files can be found in Council’s “Guidelines for the Submission of ADAC .xml Files”.

ADAC and Electronic Design Files

3. Work-as-Executed Drawings for Roadworks shall show in red ink all changes to the approved Drawings and actual values of all levels shown on the Drawings. The Drawings shall be certified by a Civil Engineer or Surveyor and by the construction contractor.

Roadworks

4. Work-as-Executed Drawings for Bridgeworks and other structural works shall show in red ink all changes to the approved Drawings, including variations to levels, dimensions, concrete, reinforcement, prestressing and other materials, all non-conformances accepted without rectification, suppliers and model numbers of bearings and proprietary joints and type of barrier railings installed where both steel and/or aluminium alternatives are detailed. The Drawings shall be certified by a practising Structural Engineer and by the construction contractor(s).

Bridgeworks & Structural Works

C101.12 ITEMS TO BE SUPPLIED BY THE COUNCIL

1. Items to be supplied by the Council (TBS Items) will be supplied and delivered free on truck by the Council free of cost to the Contractor at points to be nominated. The Contractor shall give Council’s Supervising Engineer a minimum of two weeks notice of the time he requires delivery of TBS Items in accordance with the requirements of the Development Specification or as specified below.

Delivery

2. If any TBS Item is found to be damaged or defective the Contractor shall so inform Council’s Supervising Engineer within 24 hours of taking delivery of such item. If the Contractor does not report damage or defect, it shall be deemed that the TBS Item was free from damage or defect when received. The Contractor shall then be responsible for any replacement or making good as may be directed by Council’s Supervising Engineer.

Damage or Defect

3. The Contractor shall be responsible for the storage, protection and insurance of all TBS Items from the time of receipt.

Contractor’s Responsibility

C101.13 NOT USED

ENVIRONMENTAL REQUIREMENTS

C101.14 PROTECTION OF THE ENVIRONMENT

1. All work shall be carried out in such a manner as to avoid nuisance and/or damage to the environment. The Developer and all parties involved in the construction of the development shall comply with the requirements of the conditions of approval imposed by Wollondilly Shire Council, the Environment Protection Authority, the Protection of the Environment (Operations) Act, the Noise Control Act, the Rural Fires Act and any other relevant legislation.

Conformance to Acts

2. The Contractor shall plan and carry out the Works to avoid erosion, contamination and sedimentation of the site and its surroundings including maintenance of all erosion and sediment control devices/structures.

Erosion Control

GENERAL


3. Herbicides and other toxic chemicals shall not be used on the site without the prior written approval of Council’s Supervising Engineer.

Herbicides and Toxic Chemicals

4. No noise or smoke or other nuisance, which in the opinion of Council’s Supervising Engineer is unnecessary or excessive shall be permitted in the construction of the development. Should work outside customary working hours be approved, the Contractor shall not use, during such period, any plant, machinery or equipment which, in the opinion of Council’s Supervising Engineer is causing or is likely to cause a nuisance to the public. No noisy works and/or works likely to disturb nearby residents shall be undertaken during the hours precluding such activity as specified by Council in accordance with the requirements for development consent and/or building approval made under the Local Government Act and the Noise Control Act.

Noise, Smoke or Other Nuisances

5. The Contractor shall ensure that dust originating from the development is controlled to meet the requirements of the Protection of the Environment (Operations) Act.

Dust Control

C101.15 DRAINAGE OF WORKS

1. The control and management of stormwater drainage through the site is important during construction of the Works.

Stormwater Control

2. The Contractor shall at all times provide for the effective diversion of surface water from the Works and provide and ensure proper flushing for storm and subsoil water across and beyond the Works. The flow of stormwater and drainage along existing gutters and water tables shall not be interrupted.

Stormwater Diversion

3. The Contractor shall provide efficient pumping equipment on site and shall keep trenches and excavations dewatered at all times during construction.

Pumping

4. All permanent retention basins, and temporary erosion and sedimentation control shall be completed prior to commencement of any other ground disturbance including tree and/or stump removal and stripping of topsoil prior to earthworks.

C101.16 BLASTING

1. Blasting will not be permitted without the specific approval of the Council. If such approval is given then blasting shall be carried out strictly in accordance with the Specification – C213 – EARTHWORKS.

C101.17 LIMITS ON NOISE

1. The Contractor shall only use plant that has effective residential class silencers fitted to all engine exhausts, has engine covers fitted, is maintained in good order, and in addition meets the following requirements.

Plant with Silencers

(a) On purchase have met the NAASRA Specification for Noise levels of plant and equipment, or

(b) Have a Maximum Noise level (LAMAX) less than 80 dBA when measured at a distance of 7 metres.

2. Operational hours of plant, including the entry and/or departure of heavy vehicles, shall be restricted to 7 a.m. to 5 p.m. Monday to Friday and 8 am to 1 pm Saturday and at no times on Sundays or public holidays. Work outside of the hours specified shall not be undertaken without the prior written approval of Council’s Supervising Engineer.

Working Hours

3. Notwithstanding noise emission limits on plant, noise emanating from the construction site when measured at any noise sensitive location (such as a residential

Maximum Noise Levels

GENERAL


premise), as determined by the Environment Protection Authority shall not exceed an L10 sound pressure level (noise level exceeded for 10% of the sample time) the greater of:

(a) Short term (period of up to 1 month) 65dBA or 20dBA above ambient

(b) Medium term (period of 1 month up to 6 months) 55dBA or 10dBA above ambient

(c) Long term (any period of more than 6 months) 50dBA or 5dBA above ambient

4. The monitoring positions and time period for monitoring purposes shall be set by the EPA with the time period generally based on a series of 10 to 15 minute measurements which shall be averaged over the entire daily working period for the activity concerned.

Monitoring

5. The Contractor will be responsible for any damage and compensation payments as a result of non-observance of the above requirements. The Council will not consider any claim by the Contractor arising out of these requirements.


C101.18 LIMITS ON GROUND VIBRATION

1. It is the intent of this Development Specification that ground vibration levels, transmitted from operating items of plant in the vicinity of residential premises shall not exceed levels that are close to the lower level of human perception inside the premise nor will cause structural damage to the building.

Levels

2. Vibration (RMS Z-Axis) generated by construction works shall not exceed

Curve 4 - for the period of 1 month or less

Curve 2 - for the period of more than 1 month

as defined in British Standard BS6472 "Evaluation of Human Exposure to Vibration in Buildings (1 HZ to 80 HZ)" when measured inside nearby residential premises.

Limits

3. Ground vibrations generated by construction works shall not exceed a peak particle velocity (VR max) limit of 5 mm/sec when measured within one metre of any residential premise.

Peak Particle Velocity

4. The Contractor shall be responsible for any testing, damage and compensation payments as a result of non-observance of the above requirements. The Council will not consider any claim by the Contractor.



C101.19 RESERVED

C101.20 RESERVED

C101.21 RESERVED

GENERAL


CONTROL OF TRAFFIC

C201 December 2016 (Copyright SWM-TM/WSC) WOLLONDILLY SHIRE COUNCIL


C201

CONTROL OF TRAFFIC

CONTROL OF TRAFFIC

C201 December 2016 (Copyright SWM-TM/WSC) C201-1 WOLLONDILLY SHIRE COUNCIL

SPECIFICATION C201 - CONTROL OF TRAFFIC

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 4

C201.01 SCOPE ..............................................................................................................................................4

C201.02 REFERENCES..................................................................................................................................4

C201.03 TRAFFIC GUIDANCE SCHEME ......................................................................................................4

C201.04 SIDE ROADS AND PROPERTY ACCESSES .................................................................................5

C201.05 TRAFFIC CONTROLLERS ..............................................................................................................6

C201.06 APPROVED CLOTHING FOR WORK PERSONNEL .....................................................................6

C201.07 TEMPORARY SPEED ZONING ......................................................................................................6

C201.08 PLANT AND EQUIPMENT ...............................................................................................................6

TEMPORARY ROADWAYS, DETOURS AND CLOSURES .................................................... 7

C201.09 APPROVAL .......................................................................................................................................7

C201.10 DESIGN STANDARDS .....................................................................................................................7

C201.11 DESIGN DRAWINGS .......................................................................................................................7

C201.12 DRAINAGE .......................................................................................................................................7

C201.13 CONSTRUCTION OF EARTHWORKS AND PAVEMENT .............................................................8

C201.14 SURFACING .....................................................................................................................................8

C201.15 GUARDFENCE .................................................................................................................................8

C201.16 OPENING TO TRAFFIC ...................................................................................................................8

C201.17 MAINTENANCE ................................................................................................................................9

C201.18 REMOVAL .........................................................................................................................................9

ARRANGEMENTS FOR TRAFFIC ............................................................................................ 9

C201.19 CONSTRUCTION UNDER TRAFFIC ..............................................................................................9

C201.20 OPENING COMPLETED WORK .....................................................................................................9

TRAFFIC CONTROL DEVICES ................................................................................................ 9

CONTROL OF TRAFFIC

WOLLONDILLY SHIRE COUNCIL C201-2 C201 December 2016 (Copyright SWM-TM/WSC)

C201.21 ARRANGEMENT OF TRAFFIC CONTROL DEVICES ...................................................................9

C201.22 MAINTENANCE OF TRAFFIC CONTROL DEVICES .................................................................. 10

C201.23 ADEQUATE TRAFFIC CONTROL DEVICES .............................................................................. 10

C201.24 REGULATORY TRAFFIC CONTROL SIGNS AND DEVICES .................................................... 10

C201.25 SIGNS ............................................................................................................................................ 10

C201.26 SUPPLEMENTARY SIGNS ........................................................................................................... 10

C201.27 FLASHING ARROW SIGNS ......................................................................................................... 11

C201.28 BARRIER BOARDS ....................................................................................................................... 11

C201.29 HIGH VISIBILITY MESH FENCING .............................................................................................. 11

C201.30 TEMPORARY POST-MOUNTED DELINEATORS ...................................................................... 11

C201.31 CONES AND BOLLARDS ............................................................................................................. 11

C201.32 TRAFFIC WARNING LAMPS ....................................................................................................... 11

C201.33 TEMPORARY PAVEMENT MARKINGS ...................................................................................... 12

C201.34 TEMPORARY LINEMARKING ...................................................................................................... 12

C201.35 RAISED PAVEMENT MARKERS ................................................................................................. 12

C201.36 TRAFFIC SIGNALS ....................................................................................................................... 12

C201.37 SUMMARY OF APPROVALS & SUBMISSIONS TO COUNCIL’S SUPERVISING ENGINEER 13

ANNEXURE C201.A : SUPPLEMENTARY TEMPORARY WARNING SIGNS TO AS 1742.3 ........................... 14

CONTROL OF TRAFFIC






Amendment

Sequence No.


amendment


Code

Author

Initials

Amendment

Date

1 RMS Delegation C201.33 A BG 1/3/16

CONTROL OF TRAFFIC


SPECIFICATION C201 : CONTROL OF TRAFFIC

GENERAL

C201.01 SCOPE

1. The work to be executed under this Specification consists of all work activities necessary to provide for the safe movement of traffic and the protection of persons and property on any public road through and/or around any work activities in relation to the site.

2. The extent of work includes the design, construction, maintenance and removal of temporary roadways and detours, the provision of traffic controllers, signposting, road markings, raised pavement markers, lights, barriers and any other items required

Works Included

3. Control of traffic shall be in accordance with RMS manual Traffic Control at Work Sites, AS1742.3, SAA HB81, this Specification and the Drawings.

Standards

4. Wherever the word 'should' occurs in AS 1742.3 the word 'shall' applies and the required action is the Contractor's responsibility.

Contractor's Responsibility

C201.02 REFERENCES

1. Documents referenced in this specification are listed in full below whilst being cited in the text in the abbreviated form or code indicated.

Documents Standards Test Methods

(a) Australian Standards AS 1165 - Traffic Hazard Warning Lamps AS 1742.3 - Traffic Control Devices for Works on Roads AS 1743 - Road Signs Specifications AS 1744 - Standard Alphabets for Road Signs AS 1906 - Retro-reflective Materials & Devices for Road Traffic Control

Purposes AS 1742.10 - Pedestrian Control and Protection AS 4191 - Portable Traffic Signal Systems AS/NZS 4192 - Illuminated flashing arrow signs SAA HB81 - Field Guide for Traffic Control at Works on Roads

(b) AUSTROADS Publications AUSTROADS - Guide to Traffic Engineering Practice - Intersections at Grade AUSTROADS - Guide to the Geometric Design of Rural Roads

(c) RMS Publications Traffic Control at Work Sites Manual

C201.03 TRAFFIC GUIDANCE SCHEME

1. The Contractor shall construct the work with the least possible obstruction to traffic. Minimise Obstruction

CONTROL OF TRAFFIC


2. The Contractor shall obtain all necessary approvals from Council and other Authorities for temporary traffic arrangements except where specified otherwise.


3. A minimum of one (1) week prior to commencing work on the site, the Contractor shall submit to the Council a Traffic Management Plan (TMP) and Traffic Control Guidance Plan (TCGP or TCP) in accordance with RMS Traffic Control at Worksites Manual, AS1742.3 and AS 1742.10. The Roads Act requires RMS or Council, as the Roads Authority, to be informed of this TCGP. Consequently, Council reserves the right to concur with or require modification of the TCGP prior to its implementation. Submission of the TCGP constitutes a HOLD POINT

Traffic Control Guidance Plan

4. Where the TCGP involves Regulatory Traffic Control Signs or Devices, temporary roadworks, speed restrictions or temporary partial or full road closures, the period of notice shall be increased to five weeks in accordance with Clause C201.24.

Extended Notice

5. The TCGP shall include for each activity of work that is on or involves the use of the road reserve: - (a) Design drawings for any temporary roadways and detours in accordance

with Clause C201.11 showing pavement, wearing surface and drainage details,

(b) Details of arrangements for construction under traffic in accordance with RMS Traffic Control at Work Sites, and

(c) A signpost layout plan showing:

(i) Location, size and legend of all temporary signs

(ii) Temporary regulatory signs and temporary speed zones, and

(iii) All traffic control devices such as temporary traffic signals, linemarking, pavement reflectors, guideposts, guard fence and barrier boards.

(d) A maintenance plan for the above.

Control Plan Contents

6. The TCGP shall be in accordance with the requirements of this specification and the Drawings.

7. Persons preparing TCGPs shall be suitably qualified under the provisions of RMS Traffic Control at Worksites and shall make their qualification available for inspection by the Council’s Supervising Engineer upon request.

7. Special consideration to the safety of pedestrians and workers shall be given in the preparation of the TCGP. Particular care shall be taken when requiring reversal of traffic flows or the separation of unidirectional flow by medians or other physical separation.

Safety

C201.04 SIDE ROADS AND PROPERTY ACCESSES

1. At all times, the Contractor shall provide safe and convenient passage for vehicles, pedestrians and stock to and from side roads and property accesses connecting to the roadway. Work which affects the use of side roads and existing accesses shall not be undertaken without providing adequate alternative provisions to the prior satisfaction of the Council’s Supervising Engineer.

Access

2. Where an existing access is to be restricted or prohibited during certain times, arrangements are to be made with the property owner or occupier by providing a minimum of one (1) weeks notice in writing prior to commencing the restriction/prohibition.

Notification

HP

CONTROL OF TRAFFIC


C201.05 TRAFFIC CONTROLLERS

1. All traffic controllers shall hold current traffic controller qualifications from an RMS approved training provider. The Contractor shall advise the Council’s Supervising Engineer of the names of proposed traffic controllers and their qualification shall be made available to Council’s Supervising Engineer for sighting on demand.

Trained Traffic Controllers

C201.06 APPROVED CLOTHING FOR WORK PERSONNEL

1. All personnel working within the road reserve shall wear high visibility clothing to the requirements of AS 1742.3.

Safety Clothing

2. For night conditions, all personnel working within the road reserve shall wear clothing suited to the conditions, complying with Occupational Health, Welfare & Safety obligations and highlighting the wearer’s presence to all other persons on or near the site through the use of retro-reflective silver tape of a suitable width(suggested 50mm wide) attached such that:-

- There are hoops of tape on each sleeve and each leg and

- The tape covers the torso area of the wearer’s body (suggested minimum 30% of the front and 30% of the back of the torso area).

3. The traffic controller during night operations shall use an illuminated red cone wand with a minimum capacity of 30,000 candelas to control traffic.

C201.07 TEMPORARY SPEED ZONING

1. The implementation of a temporary speed limit must be approved by the relevant Road Authority. Application for Speed Zone Authority (RMS) or Permit to erect Construction speed limit (Wollondilly Shire Council) must be made along with a Road Occupancy Licence (ROL) or Section 138 Permit.

2. Where a temporary speed limit has been approved, the Contractor shall arrange for the supply of appropriate temporary speed zoning signs, including posts and fittings, for erection. The Contractor shall erect these signs; cover the signs when the speed zone is not in use and remove the signs when the speed zone is no longer required as part of the provision for traffic. The Contractor shall keep a diary that records operation times of the speed zone.

Approval or speed zone restriction.

Speed Zone Signs

3. All costs associated with temporary speed zoning signposting shall be borne by the Contractor.

Contractor's Cost

C201.08 PLANT AND EQUIPMENT

1. During the day plant and equipment working in a position adjacent to traffic and having a projection beyond the normal width of the item, for example, a grader blade shall have a fluorescent red flag attached to the outer end of the projection. During poor light conditions or at night, an additional traffic controller with an illuminated red wand shall direct traffic around such plant and equipment.

Plant Delineation

2. At night, where traffic is permitted to use the whole or portion of the existing road, all plant items and similar obstructions shall be removed from the normal path of vehicles to provide a lateral clearance of at least 6 m where practicable, with a minimum clearance of 1.2 m.

Night Time Clearance

3. At night, plant and equipment within 6 m of the normal path of vehicles shall be lit by not less than two yellow flashing lamps suspended vertically from the point of the obstruction nearest to a traffic lane, and one yellow flashing lamp at each end of the obstruction.

Warning Lamps

CONTROL OF TRAFFIC


TEMPORARY ROADWAYS, DETOURS AND CLOSURES

C201.09 APPROVAL

1. All temporary roadways, detours and temporary closures must be approved by the relevant Road Authority. Where Council is the delegated authority approval may be given can be given in accordance with Council’s Road Closures Policy. Approval is subject to compliance with the resolution of Council or the conditions placed by Council’s Delegated Authority.

Road Authority Approval

C201.10 DESIGN STANDARDS

1. The standard of alignment and grading adopted shall be in accordance with specific provisions of this Specification and shall otherwise be in accordance with the AUSTROADS publication `Guide to the Geometric Design of Rural Roads'.

Alignment & Grading

2. Intersections shall be designed in accordance with the AUSTROADS publication `Guide to Traffic Engineering Practice - Intersections at Grade'.

Intersections

3. Design drawings, geometric standards, design speed, wearing surface type and pavement design of the proposed temporary roadways and detours shall be submitted by the Contractor with the TCGP.

Standards & Pavement

C201.11 DESIGN DRAWINGS

1. Design drawings submitted for approval shall show:

(a) Alignment and grading at a horizontal scale of 1:2000 for rural roads and 1:500 for urban roads. Where the temporary road rejoins the existing road, levels showing the full cross section shall be extended along the existing road for a minimum length of 200 m.

(b) A sight distance diagram if opposing traffic is to use a single carriageway

(c) Intersections, and any other locations where traffic may be required to make turning, merging or diverging movements, at a scale of 1:500.

(d) Pavement marking details.

(e) Sufficient cross-sections to indicate the feasibility of making connections between various parts of the work.

(f) All proposed materials including sizes, quality grade, source of supply, etc

Contents

C201.12 DRAINAGE

1. Drainage structures and drains shall be constructed in accordance with the following Specifications: C220 - Stormwater Drainage - General C221 - Pipe Drainage C223 - Drainage Structures C224 - Open Drains, including Kerb and Gutter

Standard

2. Drainage proposed in accordance with Clause C201.03 shall be designed to carry the 1:5 year ARI storm event without overflow over the road.

Design Frequency

3. Pavements shall be designed and constructed to not pond water on the wearing surface or shoulders. Temporary formations to be constructed shall not dam water.

Pavement Drainage

CONTROL OF TRAFFIC


C201.13 CONSTRUCTION OF EARTHWORKS AND PAVEMENT

1. Temporary roadways shall be constructed in accordance with the following Specifications: C211 - Control of Erosion and Sedimentation C212 - Clearing And Grubbing C213 - Earthworks C242 - Flexible Pavements

Temporary Roadways

C201.14 SURFACING

1. The wearing surface width shall extend across the full width of the traffic lanes plus the width for each shoulder, or as shown on the Drawings.

Wearing Surface

2. The wearing surface shall be carried onto any existing connecting roadway so as to finish square to the existing roadway centreline.

Tie-in to existing work

3. Surfacing shall be constructed in accordance with: C244 - Sprayed Bituminous Surfacing and/or C245 - Asphaltic Concrete

Standards

C201.15 GUARDFENCE

1. Corrugated steel guard fence shall be erected on all temporary embankments where the vertical height between the edge of the shoulder and the intersection of the embankment slope and natural surface exceeds 1m and as otherwise shown on the drawings.

Warrant

2. Guardfence shall be erected in accordance with: C264 - Guardfence

Erection

C201.16 OPENING TO TRAFFIC

1. Temporary roadways and detours (including portable or temporary traffic signals sites) shall not be open to traffic until they have been inspected, approved and authorised in writing by the Council’s Supervising Engineer.

Approval to use

2. All signposting, pavement marking, guard fence and portable or temporary traffic signals shall be completed before the opening of temporary roadways to traffic.

Signposting

3. Unless otherwise approved by the Council’s Supervising Engineer, the opening of temporary roadways shall be arranged so that sections of existing roadway being replaced are not disturbed for a minimum of forty-eight hours in the event of temporary roadway failure and there is a warrant to redirect traffic back onto the existing roadway. The determination to redirect traffic shall be by the Council’s Supervising Engineer.

Existing Roadway Retained

4. The costs associated with the redirection of traffic back onto the existing roadway shall be borne by the Contractor.

Contractor's Cost

5. Unless otherwise approved by the Council’s Supervising Engineer, traffic shall be switched to a temporary roadway or detour only where the Contractor's usual workforce will be on site for a minimum of two days thereafter.

Traffic Switch

CONTROL OF TRAFFIC


C201.17 MAINTENANCE

1. The Contractor shall be responsible for the maintenance of temporary roadways and detours and shall ensure the road surface is kept safe for traffic. Any potholes or other failures shall be repaired without delay.


C201.18 REMOVAL

1. Upon completion of the Work the temporary roadways and/or detour arrangements shall be removed and the area restored to a condition equivalent to that which existed prior to the commencement of the work.

Restoration

ARRANGEMENTS FOR TRAFFIC

C201.19 CONSTRUCTION UNDER TRAFFIC

1. Where a temporary roadway or a detour is not provided or available, then subject to the approval of the Council’s Supervising Engineer, construction under traffic may be permitted, provided that a minimum of 3.5 m lane width is available for through traffic on a two lane roadway. When working on multilane roads 3.5 m lanes are to be available in both directions for through traffic. Lane widths of 3.0m on some local roads may be approved by Council under a Section 138/ROL permit.

Lane Width

2. The carriageway/s shall be restored to a safe and trafficable state for through traffic prior to cessation of work each day.

Carriageway Restoration

3. Full details of temporary signposting, traffic control devices and traffic control methods, in accordance with the appropriate arrangement diagrams in RMS Traffic Control at Work Sites, are to be submitted to the Council’s Supervising Engineer at least five working days before undertaking any work that would involve construction under traffic.

Signs and Markings

C201.20 OPENING COMPLETED WORK

1. The Contractor shall give the Council’s Supervising Engineer at least two working days written notice confirming the date of opening completed work to traffic. The procedure for opening shall be determined through consultation between the Contractor and Council’s Supervising Engineer.

Written Notice

2. The Contractor shall be responsible for the removal of all temporary traffic control devices no longer required for the safety of traffic, when the Works or part thereof are opened to traffic.


TRAFFIC CONTROL DEVICES

C201.21 ARRANGEMENT OF TRAFFIC CONTROL DEVICES

1. The arrangement and placement of traffic control devices shall be carried out in accordance with RMS

Traffic Control at Work Sites. The arrangement diagrams illustrate the more common examples of the arrangement of traffic control devices and set out the minimum requirements.

Arrangement Diagrams

2. All temporary traffic control devices shall be covered and/or removed without delay when no longer required in order to maintain unambiguous safe guidance to traffic.

Unnecessary Signs

CONTROL OF TRAFFIC


C201.22 MAINTENANCE OF TRAFFIC CONTROL DEVICES

1. All traffic control devices shall be maintained in accordance with AS 1742.3 so that they are in good order and in the correct positions day and night. They shall be neat and clean, and signs shall be clear and legible at all times.


2. The Contractor shall maintain a daily log that verifies that daily checks of all traffic control devices have been conducted. This log shall be made available for the Supervising Engineer’s inspection upon demand.

Daily Log

3. The Contractor may need to be contacted outside normal working hours to arrange for adjustments or maintenance of traffic control devices. The Contractor shall notify the Council’s Supervising Engineer and the local Police, in writing, the names, addresses, and means of communicating with personnel nominated for this purpose.

Out of Hours Contact

C201.23 ADEQUATE TRAFFIC CONTROL DEVICES

1. Where the Contractor fails to provide and maintain adequate traffic control devices specified in this Specification, the Council’s Supervising Engineer shall arrange to have such items provided and maintained at the Contractor’s cost.

Default by Contractor

2. The cost of providing and maintaining adequate traffic control devices arranged by the Council’s Supervising Engineer shall be borne by the Contractor.

Contractor's Cost

C201.24 REGULATORY TRAFFIC CONTROL SIGNS AND DEVICES

1. A Regulatory Traffic Control Sign or Devices shall be in accordance with AS 1742.3, and shall require approval by the appropriate Authority before its erection. This approval should be obtained through Council’s Supervising Engineer and/or the RMS where applicable. A minimum of five weeks written notice by the Contractor shall be required to ensure that approval is obtained before erection of these signs and/or devices.

Prior Approval

C201.25 SIGNS

1. Signs shall be designed and manufactured in accordance with AS 1743. Details of each letter shall be as shown in AS 1744.

Specifications

2. The reflective material used on signs shall be Class 2 material complying with AS 1906.1 except where otherwise specified. The fluorescent material used on signs shall be fluorescent red.

Reflective Material

C201.26 SUPPLEMENTARY SIGNS

1. Signs supplementary to AS 1742.3 are shown in Annexure C201A. These signs may be used in lieu of or in addition to those shown in AS 1742.3.

(a) Heavy Machinery Crossing

This temporary sign, shown as Sign SW5-22, shall be used in lieu of W5-22, trucks entering.

(b) Cycle Hazard Grooved Road

This temporary sign, shown as Sign ST1-10, shall be used in addition to T1-10 of AS 1742.3 where the road is grooved and is a hazard to cyclists.

CONTROL OF TRAFFIC


(c) Tar Spraying Possible Short Delay

This temporary sign, shown as Sign ST3-1, shall be used in addition to T3-1 for bituminous surfacing works.

(d) Changed Traffic Conditions Ahead

This temporary sign, shown as Sign ST1-6, shall be used in addition to T1-1, T1-6, T2-6 and T2-21 on long term works, sidetracks and detours.

C201.27 FLASHING ARROW SIGNS

1. Flashing arrow signs shall comply with AS 1742.3.

C201.28 BARRIER BOARDS

1. Barrier boards shall comply with AS 1742.3. Standard

2. Trestles supporting the barrier boards may be manufactured of timber, metal or other suitable material and shall be yellow. The trestles shall provide firm supports for the barrier board and be kept in place by sandbags or other devices. The bases of the trestles shall not protrude beyond the ends of the boards.

Trestle Support

C201.29 HIGH VISIBILITY MESH FENCING

1. High visibility mesh fencing shall be constructed where shown on the Drawings, TCGP or as directed by the Council’s Supervising Engineer.

2. High visibility mesh fencing shall be constructed in accordance with AS 1742.3, containment fences.

3. The mesh fencing shall be paraweb or equivalent as approved by the Council’s Supervising Engineer.

C201.30 TEMPORARY POST-MOUNTED DELINEATORS

1. In addition to the requirements of AS 1742.3, temporary post mounted delineators shall be provided in conjunction with high visibility mesh fencing which is erected parallel to and in close proximity to traffic.

C201.31 CONES AND BOLLARDS

1. Traffic cones and bollards shall comply with AS 1742.3 and be placed in accordance with the arrangement diagrams in RMS Traffic Control at Work Sites.

Standard and Placement

2. Unless cones are firmly fixed in position they shall be used only while work is in progress, or in locations where there is an employee in attendance who shall immediately reinstate any of the cones that have been dislodged by traffic. Otherwise they shall be removed and bollards or barriers substituted.

Conditions of Use

3. Cones and bollards used under night conditions shall be reflectorised in accordance with AS 1742.3.

Reflectorised for Night Work

C201.32 TRAFFIC WARNING LAMPS

1. Traffic warning lamps shall comply with AS 1165 and shall be installed in accordance with AS 1742.3. The Contractor shall ensure that warning lamps are in good

Standards and Positioning

CONTROL OF TRAFFIC


working order, correctly aligned and positioned with respect to the direction of traffic flow each night, before the site is left unattended.

C201.33 TEMPORARY PAVEMENT MARKINGS

1. All pavement markings shall be reflectorised and consist of painted lines, road marking tape and/or raised pavement markers in accordance with the relevant Australian Standards or as otherwise approved by the Council’s Supervising Engineer and shall be provided in accordance with AS 1742.3.

Reflectorised Markings

2. Where the adjoining roadway is edge lined, temporary roadways shall be similarly edge lined.

Adjoining Work

C201.34 TEMPORARY LINEMARKING

1. Where temporary linemarking is required on the final wearing surface, only pavement marking tape shall be used.

On Final Surface

2. Where the pavement linemarking has become ineffective in the opinion of the Council’s Supervising Engineer, remarking shall be undertaken within forty-eight hours of direction so given by the Council’s Supervising Engineer. The cost of remarking the pavement lines shall be borne by the Contractor.

Contractor's Cost

3. Where a single carriageway is opened adjacent to or used in lieu of an existing dual carriageway length, pavement arrows indicating the direction of flow of traffic shall be placed at not more than 50 m or at a spacing nominated by the Council’s Supervising Engineer. The arrows shall be removed if the section is then reincorporated as dual carriageway.

Pavement Arrows

4. Immediately before or after placement of new markings all superseded pavement markings shall be obliterated or removed to the satisfaction of the Council’s Supervising Engineer.

Old Markings Removed

5. On a final surface, obliteration by painting shall not be permitted.

C201.35 RAISED PAVEMENT MARKERS

1. Where raised pavement markers have become ineffective in the opinion of the Council’s Supervising Engineer, they shall be replaced within twenty-four hours of a direction so given by the Council’s Supervising Engineer.

Ineffective Markers

2. The cost of replacing ineffective pavement markers shall be borne by the Contractor.

Contractor's Cost

3. All superseded raised pavement markers shall be immediately removed from the pavement by the Contractor.

Removal of Superseded Markers

C201.36 TRAFFIC SIGNALS

1. Traffic Signals may be either portable or temporary as shown in AS 1742.3. Portable or Temporary

(a) Portable Traffic Signals

(i). Portable traffic signals may be used for shuttle control where a single lane has to be used alternately by traffic from opposite directions or at road crossings or intersections. They are intended for relatively short-term applications.

Warrant for Use

(ii) Where the Contractor proposes to use portable traffic signals they shall be in accordance with AS 4191.

CONTROL OF TRAFFIC


(b) Temporary Fixed Traffic Signals

(i) Temporary fixed traffic signals may be used in accordance with AS 1742.3 for longer-term shuttle operations or for non-shuttle control of intersecting traffic flows.

Warrant for Use

(ii) Where the Contractor proposes to use temporary fixed traffic signals they shall be designed and installed in accordance with AS 1742.14.

(iii) Approval of the RMS shall be sought prior to implementation. The RMS approval shall be provided to Council’s Supervising Engineer 1 week in advance of action to employ such signals. RMS may delegate Council to provide such approval on some roads.

Approval

C201.37 SUMMARY OF APPROVALS & SUBMISSIONS TO COUNCIL’S

SUPERVISING ENGINEER

Activity Notice Required Spec Clause

Traffic Control Plan Minimum One (1) week C201.03

Regulatory Traffic Control Signs

Minimum Five (5) weeks C201.03

Sighting of Traffic Controllers’ Certificates

C201.05

Proposed Temporary Roadways and Detours

C201.09

Full details of temporary signposting, traffic control devices and traffic control methods for construction under traffic

Five (5) working days C201.19

Consultation between the Contractor and the Council’s Supervising Engineer when opening completed work

Two (2) working days C201.20

Out of hours contact details for Contractor

C201.22

Use of regulatory traffic control signs and devices

Minimum Five (5) weeks C201.24

Use of temporary Fixed Traffic Signals

Minimum Eight (8) weeks C201.36

Table C201.1

CONTROL OF TRAFFIC


ANNEXURE C201.A : SUPPLEMENTARY TEMPORARY WARNING SIGNS TO AS 1742.3 Black letters and border on yellow reflectorised ground

Dimensions are in mm

(i) SW5-22

(ii) ST1-10

CONTROL OF TRAFFIC


ANNEXURE C201A SUPPLEMENTARY TEMPORARY WARNING SIGNS TO AS 1742.3

Black letters and border on yellow reflectorised ground Dimensions are in mm

(iii) ST3-1

(iv) ST1-6

CONTROL OF TRAFFIC

WOLLONDILLY SHIRE COUNCIL C201 December 2016 (Copyright SWM-TM/WSC)

CONTROL OF EROSION AND SEDIMENTATION



C211

CONTROL OF EROSION AND

SEDIMENTATION



SPECIFICATION C211 : CONTROL OF EROSION AND SEDIMENTATION

CONTENTS

CLAUSE PAGE

GENERAL ..................................................................................................................................4

C211.01 SCOPE ............................................................................................................................................. 4

C211.02 REFERENCE DOCUMENTS .......................................................................................................... 4

C211.03 EROSION AND SEDIMENTATION CONTROL PLAN ................................................................... 4

C211.04 EROSION AND SEDIMENTATION CONTROL MEASURES ....................................................... 5

PERMANENT EROSION AND SEDIMENTATION CONTROL ................................................6

C211.05 EARTHWORKS FOR PERMANENT EROSION AND SEDIMENTATION CONTROL BASINS .. 6

C211.06 INLETS, SPILLWAYS AND LOW FLOW OUTLETS FOR SEDIMENTATION CONTROL

BASINS AND SEDIMENT TRAPS .................................................................................................. 6

C211.07 DROP INLET SEDIMENT CONTROL ............................................................................................ 6

C211.08 CLEANING SEDIMENTATION CONTROL STRUCTURES .......................................................... 7

C211.09 REMOVAL OF SEDIMENTATION CONTROL STRUCTURES .................................................... 7

TEMPORARY EROSION AND SEDIMENTATION CONTROL ................................................7

C211.10 GENERAL ........................................................................................................................................ 7

C211.11 TEMPORARY DRAINS ................................................................................................................... 8

C211.12 TEMPORARY SEDIMENT TRAPS ................................................................................................. 8

C211.13 BATTER PROTECTION .................................................................................................................. 8

C211.14 MAINTENANCE AND INSPECTION .............................................................................................. 8

C211.15 REMOVAL ........................................................................................................................................ 9

SPECIAL REQUIREMENTS ......................................................................................................9

C211.16 RESERVED...................................................................................................................................... 9

C211.17 RESERVED...................................................................................................................................... 9

C211.18 RESERVED...................................................................................................................................... 9

C211.19 RESERVED...................................................................................................................................... 9



SPECIFICATION C211 : CONTROL OF EROSION AND SEDIMENTATION

GENERAL

C211.01 SCOPE

1. The work to be executed under this Specification consists of the construction of structures and the implementation of measures to control erosion and sedimentation. These may be temporary or permanent.

2. The Contractor shall plan and carry out the whole of the Works to avoid erosion and sedimentation of the site, surrounding country, watercourses, waterbodies and wetlands.

C211.02 REFERENCE DOCUMENTS


(a) Council Specifications C212 - Clearing and Grubbing C213 - Earthworks C273 - Landscaping

(b) RTA Test Methods T166 - Determination of Relative Compaction.

(c) State Legislation Protection of the Environment (Operations) Act 1997 Soil Conservation Act, 1938 Water Act, 1912

(d) Other NSW Department of environment and Conservation (DEC) Urban Erosion and Sediment Control


C211.03 EROSION AND SEDIMENTATION CONTROL PLAN

1. For consideration of erosion and sedimentation control measures, the site shall be subdivided into sections based on the catchment area draining to each permanent drainage structure in the works. In addition to the area bounded by the road reserve, the sections shall include:

Site Sections

(a) Access and haulage tracks,

(b) Borrow pits and

(c) Compound areas, such as Contractor's facilities and concrete batching areas.

2. If any construction works are within 40 metres of a watercourse no work is to commence on the site until a Controlled Activity Approval has been issued by the Department of Primary Industries Office of Water (NoW).

Integrated Development



3. The Plan shall consist of scale diagrams indicating:

(a) Features of the site including contours and drainage paths,

(b) Relevant construction details of all erosion and sedimentation control structures,

(c) All permanent and temporary erosion and sedimentation control measures, including the control measures to be implemented in advance of, or in conjunction with, clearing and grubbing operations as required under Specification C212 - CLEARING AND GRUBBING,

(d) An order of works based upon construction and stabilisation of all culverts and surface drainage works at the earliest practical stage, and

(e) Proposed time schedules for construction of structures and implementation of measures to control erosion and sedimentation.

Plan Inclusions

4. The following publications provide guidance on typical permanent and temporary erosion and sedimentary control measures which may be required and guidance in the preparation of an Erosion and Sedimentation Control Plan: DEC publication Urban Erosion and Sediment Control, DEC (formerly DECC) publication Managing Urban Stormwater and Landcom publication Managing Urban Stormwater.

Guidance

5. Any approval of the Erosion and Sedimentation Control Plan from DPI or Council shall not relieve the Contractor of the full responsibility to provide whatever measures are required for effective erosion and sedimentation control at all times.


6. The Contractor shall adhere to the approved Erosion and Sedimentation Control Plan. The Contractor shall submit a revised Erosion and Sedimentation Control Plan for approval by Council fourteen days in advance of any intended variation from the approved plan.

Adherence to Plan

C211.04 EROSION AND SEDIMENTATION CONTROL MEASURES

1. Erosion and sedimentation control measures shall include, but shall not be limited to, the following:

Scope

(a) The installation of permanent drainage structures before the removal of topsoil and commencement of formation earthworks within the catchment area of each structure.

(b) The prompt completion of all permanent and temporary drainage works to minimise the period of exposure of disturbed areas.

(c) The stabilisation of diversion and catch drains to divert uncontaminated runoff from outside the site, clear of the site. Catch drains shall be installed and lined, as specified or as directed by Council’s Supervising Engineer, before the adjacent ground is disturbed and the excavation is commenced.

(d) The passage of uncontaminated water through or around the site without mixing with contaminated runoff from the site.

(e) The provision of contour and diversion drains across exposed areas before, during and immediately after clearing and the re-establishment and maintenance of these drains during soil removal and earthworks operations.

(f) The provision of sediment filtering or sediment traps, in advance of and in conjunction with earthworks operations, to prevent contaminated water leaving the site.



(g) The restoration of the above drainage and sedimentation control works on a day-to-day basis to ensure that no disturbed area is left without adequate means of containment and treatment of contaminated water.

(h) The limitation of areas of erodible material exposed at any time to those areas being actively worked.

(i) The minimisation of sediment loss during construction of embankments by means such as temporary or reverse superelevations during fill placement, constructing berms along the edge of the formation leading to temporary batter flumes and short term sediment traps.

(j) The progressive vegetation of the site, in accordance with Specification C273 - LANDSCAPING, as work proceeds.

PERMANENT EROSION AND SEDIMENTATION CONTROL

C211.05 EARTHWORKS FOR PERMANENT EROSION AND SEDIMENTATION

CONTROL BASINS

1. Earthworks for permanent erosion and sedimentation control basins shall be to the planned levels and dimensions shown on the Drawings or such levels and dimensions as determined by Council’s Supervising Engineer.

Planned Levels

2. The entire storage and embankment foundation area of permanent erosion and sedimentation control basins shall be cleared in accordance with Specification C212 - CLEARING AND GRUBBING and shall be stripped of topsoil and any unsuitable material under embankments removed in accordance with Specification C213 - EARTHWORKS.

Site Preparation

3. The embankments shall be constructed in layers not exceeding 200 mm in depth and compacted so that the relative compaction, determined by Test Method T166, shall not be less than 95 per cent for standard compactive effort.

95% Compaction Requirements

C211.06 INLETS, SPILLWAYS AND LOW FLOW OUTLETS FOR SEDIMENTATION

CONTROL BASINS AND SEDIMENT TRAPS

1. Inlets and spillways shall be constructed using rock filled woven galvanised steel mattresses laid on a needle punched, mechanically bonded, non-woven geotextile filter fabric, as shown on the Drawings or as directed by Council’s Supervising Engineer. The rock filled mattresses shall be laid in accordance with the manufacturer's instructions and Specification.

Rock Mattresses

2. A low flow outlet consisting of a 150 mm diameter plastic pipe shall be installed as shown in the Drawings.

Plastic Pipe Outlet

C211.07 DROP INLET SEDIMENT CONTROL

1. Drop inlet sediment traps and inlet control banks shall be constructed on completion of each gully pit unless otherwise directed by Council’s Supervising Engineer. These drop inlet sediment traps and inlet control banks are additional to the temporary sedimentation control measures that may be required under Clause C211.10 during construction of the gully pits.

Time of Construction

2. The drop inlet sediment traps are intended to remove sediment from the surface flow before it enters the drainage system. The inlet control banks shall be constructed as required to prevent the surface flows bypassing the gully pits.

Purpose

3. The drop inlet sediment traps shall be constructed as shown on the Drawings. The associated inlet control banks shall consist of at least two courses of sandbags containing a

Control Banks



10:1 sand/cement mix. The bags shall be keyed at least 25 mm into the surface, dampened sufficiently to ensure hydration of the cement and tamped lightly to provide mechanical interlock between adjacent bags.

C211.08 CLEANING SEDIMENTATION CONTROL STRUCTURES

1. The permanent sedimentation control structures shall be cleaned out whenever the accumulated sediment has reduced the capacity of the structure by 50 per cent or more, or whenever the sediment has built up to a point where it is less than 300 mm below the spillway crest. Prior to issue of the Certificate of Practical Completion, all permanent sedimentation control structures shall be cleaned out


2. Accumulated sediment shall be removed from permanent sedimentation control structures in such a manner as not to damage the structures. The sediment removed shall be disposed of in such locations that the sediment will not be conveyed back into the construction areas or into watercourses. Suitable access to permanent sedimentation control structures to allow cleaning out in all weather conditions shall be provided and maintained.

Removal of Sediment

C211.09 REMOVAL OF SEDIMENTATION CONTROL STRUCTURES

1. Prior to the end of the maintenance period, Council’s Supervising Engineer may direct the removal and restoration of any sedimentation control structures or devices. The work shall result in the restoration of the ground surface disturbed by the construction of any sedimentation control structure or device to approximate that previously existing and shall include:

Restoration

(a) Removal of the rock mattresses from the spillway and their subsequent burial into the basin area or their use as scour protection or their removal from site,

(b) Spreading and compaction of the embankment material into the basin area and

(c) Removal of access roads.

2. The disturbed material shall be compacted to at least the relative density of the material existing in the adjacent ground.

Compaction

3. Landscaping in the restored area shall be carried out in accordance with Specification C273 LANDSCAPING.

Landscaping

TEMPORARY EROSION AND SEDIMENTATION CONTROL

C211.10 GENERAL

1. The Contractor shall ensure that effective erosion and sedimentation control measures are installed and maintained at all times during the development of the site.

Responsibility

2. Runoff from all areas where the natural surface is disturbed by construction, including access roads, depot and stockpile sites, shall be free of pollutants as defined in the Protection of the Environment (Operations) Act 1997 before it is either dispersed to stable areas or directed to natural watercourses. The Contractor shall be responsible for all temporary erosion and sedimentation control measures required for this purpose, and in this regard shall endeavour to prevent erosion and sediment transport occurring or control it at the source, rather than at the discharge point from the construction site.

Pollutant Free

Source Control

3. The Contractor shall provide and maintain slopes, crowns and drains on all excavations and embankments to ensure satisfactory drainage at all times. Water shall not be allowed to pond on the works unless such ponding is part of an approved Erosion and

Maintenance



Sedimentation Control Plan.

C211.11 TEMPORARY DRAINS

1. Runoff from areas exposed during the work shall be controlled by construction of temporary contour drains and/or temporary diversion drains. Generally, a temporary contour drain or temporary diversion drain takes the form of a channel constructed across a slope with a ridge on its lower side. These may require progressive implementation and frequent alteration as the work progresses.

Control of Runoff

2. Contour drains, which follow points on the natural surface of approximately the same elevation, shall be provided immediately after a construction site is cleared to intercept and divert runoff at non-erosive velocities from the site to nearby stable areas. Contour drains shall be formed with a grade of neither less than 1 per cent nor more than 1.5 per cent and shall be spaced at intervals of neither less than 20 m nor more than 50 m, depending on the erodibility of the exposed soil. Contour drains shall be constructed as shown on the Drawings.

Contour Drains

3. Diversion drains shall be provided across haul roads and access tracks when such roads and access tracks are identified as constituting an erosion hazard due to their steepness, soil erodibility or potential for concentrating runoff flow. Diversion drains shall be formed to intercept and divert runoff from the road or track to stable outlets. Spacing of diversion drains shall not be greater than that required to convey runoff at non-erosive velocities.

Diversion Drains

C211.12 TEMPORARY SEDIMENT TRAPS

1. Temporary sediment-trapping devices shall be provided during construction to remove sediment from sediment-laden runoff flowing from all disturbed areas before the runoff enters natural watercourses or adjacent land.

Sediment Traps

C211.13 BATTER PROTECTION

1. The Contractor shall take all necessary action to protect batters from erosion during the development of the site.

Responsibility

2. Scour of newly formed fill batters during and after embankment construction shall be minimised by diverting runoff from the formation away from the batter until vegetation is established.

Scour Control

C211.14 MAINTENANCE AND INSPECTION

1. The Contractor shall inspect all temporary erosion and sedimentation control works after each rain period and during periods of prolonged rainfall. Any defects revealed by such inspections shall be rectified immediately and these works shall be cleaned, repaired and augmented as required, to ensure effective erosion and sedimentation control thereafter.

Responsibility

2. The Contractor shall provide and maintain access from within the road reserve or from other locations acceptable to Council’s Supervising Engineer, for cleaning out sedimentation control works.

Access

3. The Contractor shall cause a register to be maintained that lists all sedimentation and erosion control devices installed on the site, records the date of their inspection, such inspection to be no less frequent than weekly, their condition, and any maintenance, cleansing or desilting work conducted thereon. The register shall be made available for inspection to Council’s Supervising Engineer on demand.

Inspection Register



C211.15 REMOVAL

1. The Contractor with the approval of Council’s Supervising Engineer shall remove all temporary erosion and sedimentation control works when revegetation is established on formerly exposed areas. All materials used for the temporary erosion and sedimentation control works shall be removed from the site or otherwise disposed by the Contractor to the satisfaction of Council’s Supervising Engineer.

Responsibility


C211.16 RESERVED

C211.17 RESERVED

C211.18 RESERVED

C211.19 RESERVED

CLEARING & GRUBBING



C212

CLEARING AND GRUBBING

CLEARING & GRUBBING

C212 Aug 2008 (Copyright SWR-TM/WSC) WOLLONDILLY SHIRE COUNCIL

SPECIFICATION C212 : CLEARING AND GRUBBING

CONTENTS

CLAUSE PAGE

C212.01 SCOPE ..............................................................................................................................................4

C212.02 LIMITS OF CLEARING .....................................................................................................................4

C212.03 CLEARING OPERATIONS ...............................................................................................................4

C212.04 GRUBBING .......................................................................................................................................5

C212.05 CHIPPING OF CLEARED VEGETATION .......................................................................................5

C212.06 DISPOSAL OF MATERIALS ............................................................................................................5

C212.07 SUMMARY OF APPROVALS & SUBMISSIONS TO COUNCIL’S SUPERVISING ENGINEER ...5

CLEARING & GRUBBING Contract No.

DCP No 41 C212 – August 2000 (Copyright SWR-TM/WSC) WOLLONDILLY SHIRE COUNCIL

SPECIFICATION C212 : CLEARING AND GRUBBING

C212.01 SCOPE

1. The work to be executed under this Specification consists of the clearing of all vegetation, both living and dead, all minor man-made structures (such as fences and livestock yards) and all rubbish and other materials which, in the opinion of the Council’s Supervising Engineer, are unsuitable for use in the Works; the chipping of the crowns of trees and the branches of shrubs, and the grubbing of trees and stumps from the area defined in Clause C212.02. The work also includes the disposal, in accordance with Clause C212.05 and C212.06, of all materials that have been cleared and grubbed.

Extent of Work

2. In advance of or in conjunction with clearing and grubbing operations, effective erosion and sedimentation control measures shall be implemented in accordance with Specification C211 - CONTROL OF EROSION AND SEDIMENTATION.

Erosion Control

C212.02 LIMITS OF CLEARING

1. Unless otherwise specified or directed, the area to be cleared is that required by site regrading works, including the area occupied by the completed road formation and associated drainage works and erosion and sedimentation measures, plus a clearance of 2m beyond tops of cuts and toes of embankments.

Limits of Clearing

2. The Contractor shall before clearing commences mark the limits of clearing by placing pegs at 25m intervals around the area to be cleared.

Indicator Pegs

C212.03 CLEARING OPERATIONS

1. The area within the limits of clearing shall be cleared of all vegetation, both living and dead, all minor man-made structures (such as fences and livestock yards) and all rubbish and other materials which, in the opinion of the Council’s Supervising Engineer, are unsuitable for use in the Works, with the exception of certain trees marked for preservation.

Extent

2. The Contractor shall take protective measures during the operations of clearing and grubbing on the site and during road construction to avoid damaging or destroying trees that have been identified as being required to be preserved.

Trees to be preserved

3. The Contractor shall plan all operations to ensure that there is no damage to any trees outside the limits of clearing. No growing trees shall be destroyed or damaged by the Contractor other than those specified.

Trees outside Limits of Work

4. Any tree remaining within the road reserve but outside the limits of clearing which is, in the opinion of the Council Engineer, unsound and likely to fall upon the roadway shall be cleared and disposed of in accordance with Clause C212.05.

Unsound trees in Road Reserve

5. Any branch, which overhangs the road formation, shall be cut back to within 0.5m of the tree trunk and disposed of in accordance with Clause C212.05.

Overhanging branches

6. Every precaution shall be taken to prevent timber from falling on private property and the Contractor shall dispose of any timber so fallen or produce the written consent of the owner to its remaining there. The cost of disposal of such fallen timber shall be borne by the Contractor.

Debris in Private Property

7. The Contractor shall make good damage of any kind, including damage to fencing, occurring during clearing operations. The cost of making good such damage shall be borne by the Contractor.

Damage to Property

CLEARING & GRUBBING

C212 Aug 2008 (Copyright SWR-TM/WSC) WOLLONDILLY SHIRE COUNCIL

C212.04 GRUBBING

1. All trees and stumps, on or within the limits of clearing, unable to be felled and removed by the clearing methods used by the Contractor shall be removed by grubbing.

Extent

2. Grubbing operations shall be carried out to a depth of 0.5 m below the natural surface or 1.5m below the finished surface level, whichever is the lower.

Depth

3. Holes remaining after trees and stumps have been grubbed shall be backfilled promptly with sound material to prevent the infiltration and ponding of water. The backfilling material shall be compacted to at least the relative density of the material existing in the adjacent ground.

Backfill Holes

C212.05 CHIPPING OF CLEARED VEGETATION

1. The Contractor shall produce wood-chip mulch derived from crowns of trees and branches of shrubs cleared under this Specification. The wood-chip mulch produced shall be stockpiled for subsequent use in accordance with Specification C273 - LANDSCAPING or for use at other locations as appropriate.

Wood-chip Mulch

2. The wood-chip mulch shall be produced from branches having a maximum diameter of 100 millimetres and the chipped material produced shall not have two orthogonal dimensions exceeding 75mm and 50mm.

Dimensions

C212.06 DISPOSAL OF MATERIALS

1. Unless otherwise specified elsewhere, all materials cleared and grubbed in accordance with this Specification shall become the property of the Contractor and shall be removed from the site and legally disposed.

Removal from Site

2. Unless otherwise approved by the Council’s Supervising Engineer in writing, disposal of timber and other combustible materials by burning shall not be permitted. Where the Contractor obtains the prior written approval of the Council’s Supervising Engineer, the Contractor shall comply with all Statutory requirements applicable to burning off, and any such burning off shall be carried out in such a manner that no damage is done to any trees outside the limits of clearing. Where smoke resulting from such burning off causes a traffic hazard, the burning off shall be ceased and any fire extinguished immediately.

Burning not Permitted




Clearing Operations – Clearing and grubbing

C212.03

EARTHWORKS



C213

EARTHWORKS

EARTHWORKS


SPECIFICATION C213 : EARTHWORKS

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 3

C213.01 SCOPE ..............................................................................................................................................3

C213.02 REFERENCE DOCUMENTS ...........................................................................................................3

C213.03 EARTHWORKS MATERIALS ..........................................................................................................4

C213.04 PROTECTION OF EARTHWORKS ................................................................................................4

C213.05 SETTING OUT OF EARTHWORKS ................................................................................................4

C213.06 STOCKPILE SITES ..........................................................................................................................5

REMOVAL OF TOPSOIL ........................................................................................................... 5

C213.07 SCOPE ..............................................................................................................................................5

C213.08 SURVEY AFTER REMOVAL OF TOPSOIL ....................................................................................6

C213.09 TOPSOIL STOCKPILES ..................................................................................................................6

CUTTINGS ................................................................................................................................. 6

C213.10 SCOPE ..............................................................................................................................................6

C213.11 EXCAVATION ...................................................................................................................................6

C213.12 BATTER TOLERANCES ..................................................................................................................7

C213.13 BENCHING IN CUTTINGS...............................................................................................................7

C213.14 TREATMENT OF FLOORS OF CUTTINGS ...................................................................................8

C213.15 TRANSITION FROM CUT TO FILL .................................................................................................8

BLASTING .................................................................................................................................. i

C213.16 GENERAL .......................................................................................................................................... i

C213.17 PRESPLITTING ................................................................................................................................ ii

C213.18 BLASTING RECORDS ..................................................................................................................... ii

C213.19 CONTROL OF AIR BLAST OVER-PRESSURE ............................................................................ iii

C213.20 CONTROL OF GROUND VIBRATION ........................................................................................... iii

EARTHWORKS


UNSUITABLE MATERIAL ........................................................................................................ iv

C213.21 GENERAL ........................................................................................................................................ iv

EMBANKMENT CONSTRUCTION ........................................................................................... v

C213.22 SCOPE .............................................................................................................................................. v

C213.23 EMBANKMENT MATERIAL ............................................................................................................. v

C213.24 FOUNDATIONS FOR EMBANKMENTS ......................................................................................... v

C213.25 HILLSIDE EMBANKMENTS ............................................................................................................ vi

C213.26 PLACING FILL FOR EMBANKMENT CONSTRUCTION .............................................................. vi

C213.27 EMBANKMENT BATTERS............................................................................................................. vii

C213.28 ROCK FACING OF EMBANKMENTS ........................................................................................... vii

C213.29 TRIMMING TOPS OF EMBANKMENTS ...................................................................................... viii

C213.30 SELECTED MATERIAL ZONE ..................................................................................................... viii

C213.31 FILL ADJACENT TO STRUCTURES ........................................................................................... viii

C213.32 TREATMENT AT WEEPHOLES ..................................................................................................... ix

C213.33 SELECTED BACKFILL .................................................................................................................... ix

C213.34 SPOIL ................................................................................................................................................ x

C213.35 BORROW ........................................................................................................................................ xi

COMPACTION AND QUALITY CONTROL ............................................................................. xi

C213.36 COMPACTION AND MOISTURE REQUIREMENTS .................................................................... xi

C213.37 TEST LOCATIONS ......................................................................................................................... xii

C213.38 DEFLECTION MONITORING OR PROOF ROLLING ................................................................. xiii

C213.39 WIDENING OF FORMATION ....................................................................................................... xiii

LIMITS AND TOLERANCES .................................................................................................. xiv

C213.40 SUMMARY OF TOLERANCES ..................................................................................................... xiv

SPECIAL REQUIREMENTS ................................................................................................... xiv

C213.41 RESERVED ................................................................................................................................... xiv

C213.42 RESERVED ................................................................................................................................... xiv

EARTHWORKS


C213.43 RESERVED ................................................................................................................................... xiv

C213.44 RESERVED ................................................................................................................................... xiv

C213.45 RESERVED ................................................................................................................................... xiv

SPECIFICATION C213 : EARTHWORKS

GENERAL

C213.01 SCOPE

1. The work to be executed under this Specification consists of:-

(a) Removal of topsoil

(b) All activities and quality requirements associated with site regrading, the excavation of cuttings, the haulage of material and the construction of embankments to the extent defined in the Drawings and Specification.

(c) Removal and replacement of any unsuitable material,

(d) Any spoil or borrow activities associated with earthworks, and

(e) Any additional processing of selected material for the selected material zone.

Scope




(a) Council Specifications C201 - Control of Traffic C211 - Control of Erosion and Sedimentation C212 - Clearing and Grubbing C220 - Stormwater Drainage - General C273 - Landscaping

(b) Australian Standards AS 1289.F1.1 - Determination of the California Bearing Ratio of a soil -

Standard laboratory method for a remoulded specimen. AS 1289.3.3.1 - Calculation of the plasticity index of a soil. AS 1289.5.1.1 - Determination of the dry density/moisture content relation of a

soil using standard compactive effort. AS 1289.5.7.1 - Compaction Control Test (Rapid Method). AS 2187 Explosives - Storage, transport and use (SAA Explosive Code) Part 1 Storage and land transport Part 2 Use of explosives

(c) RTA Test Methods T166 - Determination of Relative Compaction.

(d) Other

EARTHWORKS


AUSTROADS - Explosives in Roadworks, Users Guide 1982. DECC - Environmental Noise Control Manual (originally issued by the

EPA) DECC Specification for Supply of Recycled Material for Pavements,

Earthworks and Drainage June 2003 (originally issued by Resource NSW)

C213.03 EARTHWORKS MATERIALS

1. The Contractor shall be responsible for any assumptions made by their Contractor(s) in relation to the nature and types of the materials encountered in excavations and the bulking and compaction characteristics of materials incorporated in embankments.

Material Characteristics

2. The estimated quantity for general earthworks at any cutting includes all types of materials that may be encountered in the cutting.

3. Where material from excavations is acceptable for use in embankments, but the Contractor elects to:-

(a) Spoil it, or

(b) Use it for the Contractor's own purposes, or

(c) Use it as a source of pavement materials, or

(d) Construct embankments with dimensions in excess of those specified.

and a deficiency of material for embankment construction is thereby created, the Contractor shall make good that deficiency from sources of material meeting the quality requirements specified in Clause C213.23. The cost of making good such deficiency of material shall be borne by the Contractor.

Embankment Material Deficiency

Contractor’s Cost

C213.04 PROTECTION OF EARTHWORKS

1. The Contractor's responsibility for care of the Works shall include the protection of earthworks.


2. The Contractor shall install effective erosion and sedimentation control measures in accordance with Specification C211 - CONTROL OF EROSION AND SEDIMENTATION, prior to commencing earthworks, and shall maintain these control measures for the duration of the contract and defects liability or maintenance period.

Erosion and Sedimentation Control

3. Adequate drainage of all working areas shall be maintained throughout the period of construction to ensure run-off of water without ponding, except where ponding forms part of a planned erosion and sedimentation control system.

Drainage of Working Areas

4. When rain is likely or when work is not proposed to continue in a working area on the following day, precautions shall be taken to minimise ingress of any excess water into earthworks material. Ripped material remaining in cuttings and material placed on embankments shall be sealed off with a smooth roller.

Wet Weather Precautions

5. Should insitu or stockpiled material become over wet as a result of not providing adequate protection of earthworks, the material shall not be incorporated into the works until it is dried out.

Wet Material

C213.05 SETTING OUT OF EARTHWORKS

1. Before earthworks operations commence, batter profiles shall be established by the Contractor and the necessary pegs driven at 25 m intervals or at each cross section shown on the Drawings, whichever is the lesser. The chainage/station, offset from control line and slope distance to finished surface level, shall be clearly marked on each peg.

Batter Profiles

EARTHWORKS


2. The batter profiles shall be repositioned by the Contractor at each change in the slope of the batter and at intervals of not more than 5 m of vertical height.

Profile Location

3. All pegs and batter profiles shall be maintained in their correct positions. The Contractor on completion of the contract or separable part shall remove them.

Retention and Removal of Pegs

4. The foregoing shall be the minimum requirement. Additional pegs and profiles may be required to suit the Contractor. These shall not be painted with the same colours used for the specified setting out pegs and stakes.

Additional Pegs

5. The position and extent of all transitions from cuttings to embankments and foundations for shallow embankments shall be marked with clearly labelled stakes in accordance with Clauses C213.15 and C213.24.

Transitions Cuttings/ Embankments

C213.06 STOCKPILE SITES

1. The Contractor shall obtain the written consent of the Council’s Supervising Engineer to the use of any stockpile site that is not shown on the Drawings. Proposals in this regard shall be submitted at least three working days before stockpiling is due to commence and shall specify the maximum dimensions of the proposed stockpile and identify all erosion and sediment controls to be implemented and maintained for this work.

Additional Stockpile Sites

2. Any clearing and grubbing required for these sites shall be carried out in accordance with Specification C212 - CLEARING AND GRUBBING. Temporary erosion and sedimentation control measures shall be taken in accordance with Specification C211 - CONTROL OF EROSION AND SEDIMENTATION.

Clearing and Grubbing

3. The maximum height of stockpiles shall not exceed 2.0 m and the maximum batter slope shall not exceed 2:1. Stockpile heights greater than 2.0 m must be approved by Council’s Supervising Engineer in accordance with C213.06.1 above and must be located at least 100m from existing dwellings.

4. Restoration of stockpile sites following completion of the work shall be carried out in accordance with Specification C273 - LANDSCAPING. All surplus stockpile material must be removed from the site. Spreading of surplus material over the site is prohibited.

Maximum heights

Restoration and removal of surplus.

REMOVAL OF TOPSOIL

C213.07 SCOPE

1. Topsoil is surface soil, which is reasonably free from subsoil, refuse, clay lumps and stones.

Definition

2. No topsoil is to be removed from the site unless approved in writing by Council’s Supervising Engineer.

Topsoil Removal Prohibited

3. Removal of topsoil on any section of the Works shall only commence after erosion and sedimentation controls have been implemented and after clearing, grubbing and disposal of materials have been completed on that section of the Works. Topsoil throughout the length of the work shall be removed and stockpiled separately clear of the work.

Prerequisites

4. The work shall include the following:-

(a) Cuttings

Extent of Work

EARTHWORKS


Removal of the topsoil to a depth quoted in Annexure C213A or as directed by the Council’s Supervising Engineer.

(b) Embankments

Removal of topsoil over the base of embankments up to the depth below the natural surface quoted in Annexure C213A, or as directed by the Council’s Supervising Engineer. For those embankments or sections of embankment where the height of embankment from natural surface to underside of pavement is less than two metres, topsoil which is deeper than the depth quoted in Annexure C213A shall be removed to its full depth as directed by the Council’s Supervising Engineer.

(c) Other Locations

Removal of topsoil as directed by the Council’s Supervising Engineer.

C213.08 SURVEY AFTER REMOVAL OF TOPSOIL

1. Where payment is on a 'Schedule of Rates' basis, and unless alternative arrangements have been made by the Council’s Supervising Engineer, after removing the topsoil the Contractor shall determine the surface levels in each cutting and embankment at sufficient locations to determine the volume of excavation for general earthworks and the volume of compacted fill. A schedule of these surface levels shall be submitted to the Council’s Supervising Engineer for concurrence at least three working days before commencement of any work which will alter the ground surface as surveyed. Such work shall only commence with the approval of the Council’s Supervising Engineer.

Establish Surface Level

C213.09 TOPSOIL STOCKPILES

1. Topsoil stockpiles must not be located within 5 metres of existing vegetation, watercourse, overland flowpath, road or property boundary. Stockpiles must not be placed on slopes greater than 10% without formation of a stockpile pad and surface flow diversion berm.

Location

2. The maximum height of stockpiles shall not exceed 2.0 m and the maximum batter slope shall not exceed 2:1.

Height and Batter

3. Topsoil stockpiles shall not contain any timber, stones, clay lumps or other rubbish. Stockpiles to be Clean

4. To minimise erosion, stockpile batters shall be track rolled or stabilised by other means acceptable to the Council’s Supervising Engineer as soon as practically possible. Where a stockpile is to be placed for more than 10 days, appropriate E&SC must be installed. Dust control measures must be implemented on all stockpiles.

Erosion and Dust Control

5. Where seeding of stockpiles to encourage vegetation cover is undertaken, such work shall be carried out in accordance with Specification C273 - LANDSCAPING.

Seeding Stockpile

CUTTINGS

C213.10 SCOPE

1. Construction of cuttings shall include all operations associated with the excavation of material within the limits of the batters including benching, treatment of cutting floors and transition from cut to fill.

Extent of Work

C213.11 EXCAVATION

1. Materials encountered in cuttings shall be loosened and broken down as required

EARTHWORKS


so that they are acceptable for incorporation in the Works. In this regard, the Contractor's attention is drawn to Clauses C213.23, C213.26, C213.28, C213.29, C213.30 and C213.31.

2. Cuttings shall have batter slopes as shown on the Drawings or as redetermined by the Council’s Supervising Engineer on the basis of site inspection and investigation during the excavation.

Batter Slopes

3. The tops of all cuttings shall be neatly "rounded" so as the area may be maintained and to inhibit erosion and scouring.

4. In all cuttings, undulations in the general plane of the batter shall not be permitted except that batters will generally require progressive flattening at the ends of cuttings due to the presence of less stable material.

Batters to be Even

5. Cut faces shall be cleaned of loose or unstable material progressively as the excavation proceeds.

Unstable Material

6. Where, after the removal of Topsoil as specified in Clause C213.07, material of variable quality or moisture content is encountered, the Contractor shall adjust its excavation methods to ensure blending of the materials, to obtain material meeting the requirements of Clause C213.23.

Blending Material

7. Where the Council’s Supervising Engineer re-determines the batter slope of any section of a cutting after it has been completed in accordance with this Clause, the Contractor shall have no claim upon the Council or its agents as a result of the redetermination of the batter slope.

Variation for Batter Slopes

C213.12 BATTER TOLERANCES

1. The tolerances for the excavation of batters, measured at right angles to the design grade line, shall be ± 300mm.

Batter Tolerances

2. If the Contractor excavates the batter beyond the batter slope line and the tolerance applicable thereto, the Council’s Supervising Engineer may authorise a minor change in the general slope of the batter to suit the convenience of the Contractor, but such a change shall not be regarded as a redetermination of the batter slope under Clause C213.11. The cost of any increase in excavation quantities resulting from such change in batter slope shall be borne by the Contractor. Alternatively the Contractor shall submit details of the material and/or methods proposed to restore the specified slope and stability of the batter for the approval of Council’s Supervising Engineer.

Excavation beyond Batter Line Contractor’s Cost

3. For batters steeper than 1:1, if any section of the batter up to a height of 3m above the table drain level has been over excavated beyond the tolerance limit specified, the Council’s Supervising Engineer may direct that the batter be restored to the average batter slope using randomly mortared stone. The stone shall be similar to the sound rock in the cutting and the mortar shall be coloured to match the colour of the rock.

Restoration of Batter Slope

4. The cost of restoring batters shall be borne by the Contractor. Contractor’s Cost

C213.13 BENCHING IN CUTTINGS

1. Cut batters shall be benched as shown on the Drawings to provide drainage and erosion control on cut batters. Notwithstanding the tolerances permitted under Clause C213.12, bench widths shall not be less than those shown on the Drawings.

Bench

Construction

2. Benches shall be maintained and cleaned of loose stones and boulders regularly throughout the Development.

Bench Maintenance

EARTHWORKS


C213.14 TREATMENT OF FLOORS OF CUTTINGS

1. The floors of cuttings shall be excavated, parallel to the designed grade line, to a designed floor level that shall be at the underside of the selected material zone or where there is no selected material zone, to the underside of the pavement subbase. The floors shall then be trimmed to a level of not more than 50 mm above or below the designed floor level.

Excavation Level

2. The Contractor shall rip or loosen all material in the floor to a minimum depth of 200mm below the designed floor level for the width of the selected material zone (or subbase layer, where no selected material zone). The maximum dimension of any particles in the ripped or loosened zone shall not exceed 150mm.

Floor Material Ripped

3. Prior to ripping or loosening the cutting floor the Contractor shall determine the CBR of the material in the floor by AS 1289.F1.1. Sufficient tests shall be taken to represent all the various materials that may exist in the cutting floor. If material in the floors of cuttings has a CBR value less than the value quoted in Annexure C213A, the Council’s Supervising Engineer will direct the action to be taken.

CBR Testing

4. Ripped or loosened material shall be made available for inspection by the Council’s Supervising Engineer before re-compaction commences. It shall be re-compacted in accordance with Clause C213.36. No account shall be taken of the volume involved in loosening when measuring the volume of excavations.

Inspection by Supervising Engineer

5. After re-compaction, the floors of cuttings shall be re-trimmed parallel with the finished wearing surface so that their levels do not vary more than 0 mm above or 40 mm below the designed floor levels.

Level Tolerances

C213.15 TRANSITION FROM CUT TO FILL

1. After the removal of topsoil and before the excavation of any cutting commences the Contractor shall survey and mark the position of the intersection line between cutting and embankment occurring at the underside of the selected material zone or pavement subbase.

Intersection Line

2. Following excavation to the cutting floor, a terrace shall be excavated for the width of the selected material zone (or subbase layer, where no selected material zone) to a depth of 600mm below and parallel to the cutting floor, as shown in Figure C213.1.

Terrace Construction

3. The terrace shall extend into the cut to the point where the cutting floor is 600mm below the original stripped surface, or a distance of 20 metres, whichever is the lesser.

Extent of Terrace

Figure C213.1 - Transition from Cut to Fill

EARTHWORKS


EARTHWORKS


4. The material placed above the terrace shall satisfy the requirements of Clause C213.23 and shall be compacted in accordance with Clause C213.36.

Quality and Compaction

BLASTING

C213.16 GENERAL

1. Blasting is not permitted within areas zoned for urban development (residential, commercial or industrial) where any dwelling is within one kilometre of the proposed site of blasting. When explosives are permitted to be used, the Contractor shall obtain all necessary licences from the appropriate authorities, and shall comply with all Government regulations relating to transport, storage, handling and the use of explosives and also to the rules set out in AS2187, Parts 1 and 2. The requirements of the Environment Protection Authority (EPA) shall be complied with. Copies of all permits and consents shall be made available to Council’s Supervising Engineer on request.

Prohibited Locations

Contractor to Obtain Licences

2. The Contractor shall be liable for any accident, damage or injury to any person, property or thing, resulting from the use of explosives.


3. Before the start of blasting operations, the Contractor, in the presence of the Council’s Supervising Engineer, shall conduct a dilapidation survey to determine and record the existing condition of all structures likely to be affected by any blast.

Pre-blast Dilapidation Survey

4. Structures shall include public utilities. The survey shall include all structures within 500m of any blast but shall be extended where the maximum instantaneous charge proposed is likely to produce peak particle velocities greater than allowable at structures more remote from a blast site. A written report of the survey, supported by photographs where necessary, together with a list of any existing defects in the structures, shall be submitted to the owner of each structure and to the Council’s Supervising Engineer before blasting commences.

Extent of Survey

5. The Contractor shall advise the Council’s Supervising Engineer of the proposed maximum instantaneous charge and the Contractor's validation of the adequacy of the proposed structural survey at least three working days before the survey is due to commence. The Council’s Supervising Engineer may direct amendments to the scope of the survey as a result of blast monitoring during the work. All costs associated with the surveys and reports shall be borne by the Contractor.

Amendment to Extent of Survey

6. A minimum of seven (7) days prior to each blasting operation, the Contractor shall submit to the Council’s Supervising Engineer written details of the proposed blasting procedure including the quantity and type of explosive to be detonated, the blasting pattern to be used and measures proposed to limit noise and vibration. Monitoring details shall also be provided.

Proposed Blasting Procedure

7. Ground vibration caused by blasting shall not exceed the values of peak particle velocity listed in Table C213.1:

Ground Vibration

Point of Potential Damage (within 1km of blasting site)

Peak Particle Velocity

Completed and cured bridge structures or sub-structures (eg completed abutment)

25 mm/sec

EARTHWORKS

WOLLONDILLY SHIRE COUNCIL C213 Aug 2008 (Copyright SWR-TM/WSC)

Bridgeworks and structural retaining walls under construction.

20 mm/sec

Residential premises, schools, hospitals and other buildings

5 mm/sec (with 10% not to exceed 10 mm/sec)

Buildings or monuments of historical significance

2 mm/sec

Table C213.1 - Limiting Peak Particle Velocity

8. The Contractor shall advise all residents within a radius of 1km, by letter drop before blasting operations commence, of the likely times, frequency and duration of blasting and precautions being taken to ensure that damage to property will not result.

Advice to Residents

9. Unless otherwise approved, blasting operations shall be confined to the periods Mondays to Fridays (excluding public holidays), 9am to 3pm.

Time Limits

10. When blasting operations are being carried out, precautions shall be taken relating to the safety of persons and animals and the road shall be closed to traffic and the appropriate signs erected in accordance with Specification C201 - CONTROL OF TRAFFIC. A standard warning procedure such as that given in the AUSTROADS Explosives in Roadworks, Users Guide 1982 shall be established and observed at all times.

Safety Precautions

C213.17 PRESPLITTING

1. Where presplitting is carried out the spacing of presplit drill holes shall not exceed 750mm centre to centre.

Presplitting

C213.18 BLASTING RECORDS

1. The Contractor shall maintain accurate records of each blast showing the details listed below: -

Date and time of blast

Location, number and diameter of holes loaded

Depth of each hole loaded

Inclination of holes

Maximum and minimum burden

Types of explosives used

Charge distribution in each hole

Maximum instantaneous charge

Delay periods and sequence

Total amount of charges in the blast

Length and type of stemming in each hole

Name of Powderman & registered Business Name of his employer

Records to be Kept

EARTHWORKS


2. The records shall be prepared as holes are loaded and signed by the Powderman. A copy shall be provided to the Council’s Supervising Engineer on the day of the blast.

Record Preparation

C213.19 CONTROL OF AIR BLAST OVER-PRESSURE

1. This Clause shall apply only where a noise sensitive location exists within 1km of the blasting site.

Incidence

2. The Contractor's attention is drawn to the recommendations given in the EPA Noise Control Manual for the reduction of air blast over-pressure.

Noise Control Manual

3. The noise emanating from blasting operations shall not exceed an over-pressure level of 115 decibels (linear peak) at any noise sensitive location (such as residential premises, schools or hospitals). Up to 10 per cent of the total number of blasts may exceed this value provided a level of 120 decibels is not exceeded at any time.

Noise Limitations

4. The Contractor shall arrange for the monitoring of air blast over-pressure to ensure compliance with the specified limits. Personnel possessing current NATA registration for such monitoring shall carry out all monitoring. All test results shall be reported on NATA endorsed test certificates, which shall include a clear statement as to compliance or non-compliance with the requirements of this Specification. In general, a monitoring location will be near the perimeter of the noise sensitive location at the point closest to the maximum charge. The Contractor shall submit a copy of the monitoring record to the Council’s Supervising Engineer.

Monitoring of Air Blast Over-Pressure

5. In the event that the measured air blast over-pressure exceeds the specified limits, all further blasting work shall be suspended until details of proposed additional steps to be taken to eliminate future excedences are submitted to the Council’s Supervising Engineer. Blasting shall not resume until such proposals have been submitted.

Excessive Air Blast Over-Pressure

C213.20 CONTROL OF GROUND VIBRATION

1. The Contractor shall arrange for the monitoring of ground vibrations to ensure compliance with the peak particle velocity limits shown in Table C213.1. Personnel possessing current NATA registration for such monitoring shall carry out all monitoring. All test results shall be reported on NATA endorsed test certificates, which shall include a clear statement as to compliance or non-compliance with the requirements of this Part of the Specification. In general a monitoring location shall be near the perimeter of the structure or building at the point closest to the maximum charge. A copy of the monitoring record is to be submitted to the Council’s Supervising Engineer.

Monitoring Vibrations

2. To minimise the risk of peak particle velocity limits being exceeded, the Contractor shall develop a blasting site relationship between peak particle velocity, distance and blasting charge as set out below.

Blasting Site Relationship

EARTHWORKS


3. For the first blast, monitors shall be set up at not less than five points at varying distances away from the blasting site. The Maximum Instantaneous Charge for the first blast shall not exceed that calculated from the following formula:

2

625.0

1140

... 0.5 MIC

vpp

D

where MIC = Maximum Instantaneous Charge in kilograms

D = Distance in metres from charge to the point of potential damage

PPV = limiting peak particle velocity from Table C213.1

Maximum Instantaneous Charge

4. A log-log (base 10) graph of measured peak particle velocity (vertical axis) versus Scaled Distance (horizontal axis) shall be plotted, where

Scaled Distance =D

MIC

The mean regression line shall be obtained by the least squares method.

5. For subsequent blasts, the MIC and other aspects of blast design may be adjusted provided that further ground vibration monitoring is undertaken and the mean regression line redetermined to demonstrate that peak particle velocity limits are not exceeded. The Contractor shall make the regression line plots available to the Council’s Supervising Engineer, if so requested.

Adjustment of Blast Design

UNSUITABLE MATERIAL

C213.21 GENERAL

1. Unsuitable material is that occurring below the designed floor level of cuttings and below the nominated depth for stripping topsoil beneath embankments, which the Council’s Supervising Engineer deems to be unsuitable for embankment or pavement support in its present position. Unsuitable material also includes material in cuttings, which the Council’s Supervising Engineer deems to be unsuitable for embankment construction.

Definition

2. Such material shall be excavated to the extent directed by the Council’s Supervising Engineer. Material removed as unsuitable shall, as directed by the Council’s Supervising Engineer, be incorporated in embankments in accordance with Clause C213.23 or spoiled in accordance with Clause C213.34.

Extent of Excavation

3. After removal of the unsuitable material, the floor of the excavation shall be re-presented to the Council’s Supervising Engineer for inspection, prior to backfilling with replacement material, to determine whether a sufficient depth of unsuitable material has been removed. Prior to placing replacement material the excavated surface shall be compacted in accordance with Clause C213.36.

Floor Inspection

4. The unsuitable material, which has been removed, shall be replaced with material from cuttings, or with material borrowed in accordance with Clause C213.35, of the quality specified in Clause C213.23. Replacement material is deemed to form part of embankment construction. It shall be placed in accordance with Clause C213.26 and compacted in accordance with Clause C213.36.

Replacement Material

EARTHWORKS


EMBANKMENT CONSTRUCTION

C213.22 SCOPE

1. Embankment construction includes all operations associated with the preparation of the foundation areas on which fill material is to be placed, the placing and compacting of approved material within areas from which unsuitable material has been removed in accordance with Clause C213.21, the placing and compacting of fill material and of materials of specified quality in nominated zones throughout the Works and all other activities required to produce embankments as specified and to the alignment, grading and dimensions shown on the Drawings. It also includes any pretreatment such as breaking down or blending material or drying out material containing excess moisture.

Extent of Work

C213.23 EMBANKMENT MATERIAL

1. Material for embankment construction shall be obtained from the cuttings within the Works, supplemented by borrows in accordance with Clause C213.35 if necessary. Material imported to the site must be characterised as VENM or ENM under the guidelines of the NSW Environmental Protection Authority. A Material Classification Report must be submitted to Council for approval prior to placement of material.

Location and Quality

2. The work shall be programmed so that material of the quality specified in Clause C213.26 and C213.30 for the upper zones of the formation is available when required.

Selection of Material

C213.24 FOUNDATIONS FOR EMBANKMENTS

1. Following removal of topsoil in accordance with Clause C213.07, the embankment foundation area shall be made available for inspection by the Council’s Supervising Engineer.

Inspection

2. Where the Council’s Supervising Engineer considers that any underlying material is unsuitable, he may direct that it be removed and replaced in accordance with Clause C213.21.

Unsuitable Material

a) Foundations for Shallow Embankments

1. Shallow embankments are those embankments of a depth less than 1.0 metre from the top of pavement to natural surface. After removal of topsoil, the area of shallow embankments shall be calculated.

Shallow Embankments

2. Material in the foundations for shallow embankments that does not meet the requirements specified in Annexure C213A shall be deemed unsuitable in accordance with Clause C213.21 and shall be replaced by material of the specified quality.

Unsuitable Material

3. Foundations for shallow embankments shall be prepared for embankment construction after removing topsoil and unsuitable, by loosening the material exposed to a depth of 200mm, adjusting the moisture content of the loosened material and compacting as specified in Clause C213.36. Equipment and techniques to minimise surface heaving or other foundation damage shall be used.

Preparation of Foundations

b) Other Embankments

1. For all other embankments the foundation shall be prepared by grading and levelling the general area, adjusting the moisture content where necessary and compacting the top 200mm as specified in Clause C213.36.

Preparation

2. Where a bridging layer has been specified as a foundation treatment in the Contract Bridging Layer

EARTHWORKS


documents, it shall be supplied and placed as part of General Earthworks. The bridging layer shall consist of free-draining granular material, which shall be end-dumped and spread in a single layer and in sufficient depth to allow the passage of earthmoving equipment with minimal surface heaving. The compaction requirements of Clause C213.36 shall not apply to the bridging layer

3. A bridging layer may also be employed, subject to the approval of the Council’s Supervising Engineer, where ground water or seepage is encountered in the foundation area or where it is demonstrated that it is impracticable to achieve the degree of compaction specified for the foundation in Clause C213.36. A bridging layer shall not be acceptable if its proximity to the pavement is likely to affect the pavement design.

Seepage from Foundations

C213.25 HILLSIDE EMBANKMENTS

1. Where embankments are to be constructed on or against any natural slopes or the batters of existing embankments, the existing slope or batter, if it is steeper than 4 horizontal to 1 vertical in any direction shall be cut in the form of horizontal terraces over the whole area to be covered by new filling. The existing slope or batter shall be stepped in successive terraces, each at least 1 metre in width, the terraces to be cut progressively as the embankment is placed. Wherever possible terraces shall coincide with natural discontinuities. Subsoil drainage may be required in some instances. Material thus excavated shall be compacted as part of the new embankment material.

Horizontal Terraces

2. No account shall be taken of the material removed in terracing when determining the General Earthworks excavated volume.

Excavated Volume

C213.26 PLACING FILL FOR EMBANKMENT CONSTRUCTION

1. The fill material for embankment construction shall be obtained from the cuttings within the work in accordance with Clause C213.11, supplemented by borrows when authorised by the Council’s Supervising Engineer in accordance with Clause C213.35.

Source of Material

2. The methods of excavation transport, depositing and spreading of the fill material shall be selected so as to ensure that the placed material is uniformly mixed.

Uniformity of Material

3. The embankment shall be constructed so as to derive its stability from the adequate compaction of the fine material embedding the large rock pieces rather than mechanical interlock of the rock pieces. The fine material shall be compacted to meet the requirements of Clause C213.36.

Embankment Stability

4. Fill material for embankment construction shall be placed in layers parallel to the grade line and compacted in accordance with Clause C213.36. The layers shall be of uniform compacted thickness not exceeding 200mm, except that where more than 25 per cent by volume of the filling consists of rock with any dimension larger than 150mm, the Council’s Supervising Engineer may approve an increase in the compacted layer thickness to 300mm, provided that the relative compaction specified in Clause C213.36 is attained.

Layer Thickness

5. The maximum dimension, measured in any direction, of rock pieces in the fill material for embankment construction shall not exceed two-thirds of the approved compacted layer thickness. Any larger rock pieces shall be reduced in size for incorporation in the embankment layers.

Maximum Size Rock Pieces

6. Rock material shall be broken down and evenly distributed through the fill material, and sufficient fine material shall be placed around the larger material as it is deposited to fill the voids and produce a dense, compact embankment. Where the Council’s Supervising Engineer considers insufficient fine material is present to fill the voids, additional fine material shall be obtained from other places in the work or by a change in the method of winning fill material.

Grading of Fill Material

7. Stony patches with insufficient fine material to fill the voids shall be reworked with additional fine material being blended in to achieve a dense, compact layer.

Reworking Stony Patches

EARTHWORKS


8. In placing embankment layers, equipment and techniques to avoid surface heaving or other damage to the foundations and underlying embankment layers shall be used.

Equipment Selection for Placement

9. After compaction, embankment material in the zone(s) below the selected material zone (or sub-base layer, where no selected material zone) shall have a CBR value not less than that quoted in Annexure C213A for the depth(s) specified in Annexure C213A.

CBR Value

10. For the purpose of this Clause, the CBR value of the material shall be determined by Test Method AS 1289.F1.1.

Test Methods

11. The Contractor shall be responsible for determining suitable sources of material and for any processing to satisfy these quality requirements.


C213.27 EMBANKMENT BATTERS

1. The batter slopes shown on the Drawings represent the estimated requirements for the expected types of materials, and may be subject to redetermination by the Council’s Supervising Engineer according to the Council’s Supervising Engineer's assessment of the materials encountered.

Batter Slopes

2. When completed, the average planes of the batters of embankments shall conform to those shown on the Drawings or as determined by the Council’s Supervising Engineer. No point on the completed batter shall vary from the specified slope line by more than ± 300mm when measured at right angles to the grade line. However, in no case shall the edge of the formation at the underside of the pavement be nearer to the roadway than shown on the Drawings.

Slope Tolerances

3. Undulations in the general plane of the batter shall not be permitted. Slope Undulations

4. Where the Council’s Supervising Engineer re-determines the slope of any section of an embankment batter which has been completed in accordance with this Clause the Council’s Development Engineer shall order a Variation to the contract for the resetting out and removal or addition of fill material and retrimming of the batter.

Slope Re-deter-mination

C213.28 ROCK FACING OF EMBANKMENTS

1. Where shown on the Drawings, embankment batters (including embankments at bridge abutments) shall be provided with a facing of clean, hard, durable rock.

Extent

2. The rock facing shall be built up in layers ahead of each layer of filling. Rock may be placed by hand or plant but shall be placed in such a manner that its least dimension is vertical and that mechanical interlock between the larger stones occurs. Any rock deposited in the rock facing which has an excess of fine material surrounding it shall be removed together with the excess fine material and replaced.

Mechanical Interlock

3. The space between larger batter rocks shall be filled with progressively smaller rocks to form a 'graded filter' which prevents the leaching out of fines from the fill material but which does not overfill the voids between larger rocks, or cause the larger rocks to lose contact with one another. Fine material shall not cover the outside of the rocks on the face of the batter.

Graded Filter

4. Where embankment material is placed above other roads in use the outer rock layer shall be placed in such a manner as to prevent spillage and /or large rock dislodgement down the batter

Caution in Placement

EARTHWORKS


C213.29 TRIMMING TOPS OF EMBANKMENTS

1. The tops of embankments shall be trimmed parallel to the designed grade line at levels equal to the finished surface level less the thicknesses of pavement courses and the selected material zone.

Levels

2. The tops of embankments at these levels shall be compacted to meet the requirements of Clause C213.36 and trimmed so that they do not vary more than 0 mm above or 50 mm below the levels as calculated above.

Tolerances

C213.30 SELECTED MATERIAL ZONE

1. A selected material zone shall be provided as indicated on the Drawings and in accordance with the following quality requirements:

(a) It shall be free from stone larger than 100mm maximum dimension

(b) The fraction passing a 19.0mm AS sieve shall have a CBR value of not less than that quoted in Annexure C213A.

Dimension and Quality

2. The selected material shall be obtained from cuttings excavated or from borrow areas as specified in Clause C213.35. If necessary, the Contractor shall use working methods to yield material for the selected material zone by breaking down oversize rock or by other means, including processing through a crusher, to ensure that the resulting material conforms to the requirements of this Clause.

Winning Material

3. Any material encountered of the quality specified for the selected material zone shall be either placed directly in the selected material zone or stockpiled, until at least sufficient material is reserved to complete the selected material zone over the whole work.

Selection of Material

4. The Contractor shall have no right to monetary compensation or a claim for damages in respect of any loss the Contractor may claim to have suffered by reason of the Contractor's failure to reserve sufficient selected material or by reason of stockpiling material for the selected material zone.

Cost of Handling

5. The selected material zone shall be placed and compacted in layers with the compacted thickness of each layer not exceeding 150mm. Compaction shall be as specified in Clause C213.36.

Layer Thickness

6. After placement the selected material shall be homogeneous and free from patches containing segregated stone or excess fines. There shall be no areas containing material, which does not comply with the specified requirements of this Clause.

Homogeneous Layers

7. The top of the selected material zone shall be compacted and trimmed parallel with the designed grade line at a level equal to the finished surface level minus the thickness of pavement layers adopted. The tolerances for the trimmed levels are given in Annexure C213A.

Tolerances

C213.31 FILL ADJACENT TO STRUCTURES

1. Supply and placement of fill adjacent to structures shall be deemed to be part of General Earthworks.

Payment

2. For the purpose of this Clause, structures shall include bridges, precast and cast-in-place box culverts and retaining walls. Fill adjacent to other culverts and drainage structures shall be provided in accordance with the particular Specifications for STORMWATER DRAINAGE as appropriate.

Structure Types

3. No filling shall be placed against structures within 21 days after placing concrete in

EARTHWORKS


these structures, unless approved in writing by the Council’s Supervising Engineer.

C213.32 TREATMENT AT WEEPHOLES

1. Drainage adjacent to weepholes shall be provided by either a layer of broken stone or river gravel consisting of clean, hard, durable particles graded from 50mm to 10mm such that: (a) The maximum particle dimension shall not exceed 50mm

(b) No more than 5 per cent by mass shall pass the 9.5mm A.S. sieve.

Grading

2. The broken stone or river gravel shall be continuous in the line of the weepholes, extend at least 300mm horizontally into the fill and extend at least 450mm vertically above the level of the weepholes.

Extent

3. Alternatively the use of a synthetic membrane of equivalent drainage characteristics may be used. It shall be stored and installed in accordance with Manufacturer's instructions. The use of a synthetic membrane shall be subject to the Council’s Supervising Engineer's approval.

Synthetic Membrane

C213.33 SELECTED BACKFILL

1. Selected backfill shall be placed adjacent to structures in accordance with Table C213.2. The selected backfill shall consist of a granular material having a maximum dimension not exceeding 50mm and a Plasticity Index, determined by AS 1289.3.3.1, neither less than 2 nor more than 12. Material conforming to Class S Select Fill Material in accordance with the Resource NSW Specification may also be used.

Quality

EARTHWORKS


Structure Type Selected Backfill

Width Height

Bridge abutments 2m H Cast-in-place Box Culverts H/3 H + 300mm Corrugated Steel Pipes and Arches 0.5m H + 500mm Retaining walls H/3 H (Where H = height of structure)

Table C213.2 - Selected Backfill, Width and Height

2. The selected backfill shall be placed in layers, with a maximum compacted thickness of 150mm. Layers shall be placed simultaneously on both sides of box culverts to avoid differential loading. Compaction shall start at the wall and proceed away from it, and shall meet the requirements of Clause C213.36.

Placement in Layers

3. The existing embankment slope behind the structure shall be cut in the form of successive horizontal terraces, each terrace being at least 1 metre in width, and the selected backfill shall be placed in accordance with Clause C213.26.

Horizontal Terraces

4. No filling shall be placed against structures within twenty-one days after placing concrete in these structures, unless approved by the Council’s Supervising Engineer.

Time of Placement

5. Where a bridge deck is being concreted adjacent to an abutment, no filling shall be placed against the abutment within twenty-one days after placing concrete in the bridge deck, unless approved by the Council’s Supervising Engineer.

Adjacent to Concrete Deck

6. In the case of spill-through abutments, rocks shall not be dumped against the columns or retaining walls but shall be built up evenly by hand placing around or against such structures.

Spill through Abutments

7. In the case of framed structures, embankments at both ends of the structure shall be brought up simultaneously, the difference between the levels of the embankments at the respective abutments, shall not exceed 500mm.

Framed Structures

C213.34 SPOIL

1. Spoil is surplus material from excavations under the Contract, which is not required to complete the Works as specified or material from excavations under the Contract whose quality the Council’s Supervising Engineer deems to be unacceptable for incorporation in the Works.

Definition

2. Where there is surplus material the Council’s Supervising Engineer may direct that flatter batter slopes be provided on embankments which have not been commenced, and/or direct that the excess material be used in the uniform widening of embankments, the surface of which shall be shaped so as to provide a tidy appearance and effective drainage. The surplus material shall be spread and compacted as specified in Clauses C213.26 and C213.36 for material in embankments.

Use in Embankments

3. Alternatively, spoil shall be disposed of in the manner and at locations approved by the Council’s Supervising Engineer within the specified working area for the Works or be removed and disposed of off site by the Contractor. Surplus material so deposited shall be compacted as specified in Clause C213.36 for material in embankments or to such lesser

Disposal of Spoil

EARTHWORKS


extent as may be approved by the Council’s Supervising Engineer.

C213.35 BORROW

1. Unless provided by the Contract, borrow will only be authorised by the Council’s Supervising Engineer if, in constructing cuttings and embankments to the batter slopes specified or directed by the Council’s Supervising Engineer or in providing materials of the quality specified, and not by reason of excess widening of embankments or wastage by the Contractor of material of the quality specified in Clauses C213.23, C213.28, C213.29 or C213.31, there is an overall deficiency in either the quantity or the quality of material required to complete the Works.

Borrow to be Authorized

2. Where borrow material is required to complete the Works, the location of borrow sites shall be as approved by the Council’s Supervising Engineer, and the quality of material shall be acceptable to the Council’s Supervising Engineer in accordance with Clauses C213.23, C213.28 or C213.31 as appropriate. The edges of borrow sites shall be no closer than 3 metres from any fence line, or edge of excavation or embankment. Adequate clearance shall be provided for the construction of catch drains. Borrow sites shall have drainage outlets acceptable to the Council’s Supervising Engineer, cut batter slopes not steeper than 4 to 1, and shall be left by the Contractor in a tidy and safe condition.

Borrow Site Characteristics

3. For borrow within the defined working area for the Works as specified, site preparation shall be in accordance with Specification C212 - CLEARING AND GRUBBING and Clause C213.07. Restoration of borrow sites shall be carried out in accordance with Specification C273 - LANDSCAPING.

Site Preparation and Restoration

4. If borrow material is obtained by uniformly widening a cutting, the requirements of Clauses C213.11, C213.12 and C213.14 as to the redetermination of batter slopes, the trimming of batters and the compaction of floors of cuttings respectively shall apply to the borrow area.

Widening of Cutting

5. If borrow has to be obtained from locations outside the specified working area for the Works, such work shall be treated as imported fill. The Contractor shall be responsible for obtaining any permits required for removal of the imported material from its origin. The Contractor shall also comply with any requirements of the Environmental Planning and Assessment Act, the Local Council, land owners, the Rural Lands Protection Board and the NSW Soil Conservation Service, as appropriate.

Imported Fill

COMPACTION AND QUALITY CONTROL

C213.36 COMPACTION AND MOISTURE REQUIREMENTS

1. In areas listed below, all layers shall be uniformly compacted to not less than the relative compaction specified before the next layer is commenced. Each layer of material shall be trimmed prior to and during compaction to avoid bridging over low areas. A smooth surface shall be presented at the top of each layer.

Trimming and Compaction

2. The following areas shall be compacted to provide a relative compaction, determined by AS 1289.5.7.1 for standard compactive effort, of not less than 100 per cent. - Each layer of material replacing unsuitable material as detailed in Clause

C213.21.

- Each layer of material placed in embankments, up to 0.5 metres from the top of the pavement.

- The whole area on the floors of cuttings.

- Fill placed adjacent to structures up to 1.0 metre from the top of pavement.

- Material in unsealed verges and within medians up to the level at which topsoil is placed.

100% Compaction Requirements

EARTHWORKS


- Spoil (excluding unsuitable material)

- All other areas except those where other compaction requirements are specified.

3. Unsuitable material shall be stockpiled and compacted by track rolling. Unsuitable Material

4. The following areas shall be compacted to provide a relative compaction of not less than 98 per cent as determined by AS 1289.5.7.1 for modified compactive effort: - Foundations for shallow embankments.

- Foundations other than shallow embankments.

- Each layer of the embankment within 0.5 metres from the top of pavement.

- Each layer of the selected material zone as specified in Clause C213.30.

- Any areas of material of specified quality, which may be shown on the Drawings, specified elsewhere behind kerbs and/or gutters, or adjacent to rigid pavements.

- The fill material placed adjacent to structures as specified in Clauses C213.31 and C213.33 in each layer within 1.0 metre from the top of the pavement.

98% Modified Compaction Requirements

5. At the time of compaction the moisture content of the material shall be adjusted so as to permit the specified compaction to be attained at a moisture content which, unless otherwise approved by the Council’s Supervising Engineer, is within the range set out in Annexure C213A of the optimum moisture content as determined by AS 1289.5.1.1 or AS 1289.5.7.1. Material that becomes wetted up after placement shall not be compacted until it has dried out so that the moisture content is within this range. The drying process may be assisted by aeration, or where approved by the Council’s Supervising Engineer, by the use of hydrated or quick lime. If there is insufficient moisture in the material for it to be compacted as specified, water shall be added. The added water shall be applied uniformly and thoroughly mixed with the material until a homogeneous mixture is obtained.

Moisture Content

6. Compaction shall be undertaken to obtain the specified relative compaction for the full depth of each layer in embankments and for the full width of the formation over the entire length of the work. Compaction shall be completed promptly to minimise the possibility of rain damage.

Prompt Compaction

7. Any material that has been placed that has attained the specified relative compaction but subsequently becomes wetted up so that the moisture content is greater than the apparent optimum, determined by AS 1289.5.7.1, shall be dried out and uniformly re-compacted to the required relative compaction in accordance with this Clause before the next layer of material is placed.

Moisture Content above Optimum

C213.37 TEST LOCATIONS

1. The specified compaction and moisture tests shall be taken at the random test locations established in each lot in accordance with the specified minimum testing frequency. Prior to testing the area shall be worked to ensure uniform moisture content and compaction of all material within the lot.

Contractor to Prepare Area

2. The tests then taken shall be considered to represent the total volume of material placed within the lot.

Test Representation

3. Where the Council’s Supervising Engineer considers that the material that is present has not achieved uniformity required by this Clause or Clause C213.26, he may direct further testing. The Council’s Supervising Engineer shall nominate the area represented by the additional testing.

Further Testing

EARTHWORKS


4.

C213.38 DEFLECTION MONITORING OR PROOF ROLLING

1. Following completion of the formation to the underside of the selected material zone in accordance with Clause C213.24 and C213.26, and completion of the selected material zone in accordance with Clause C213.30, the work shall be made available in lots, for the Council’s Supervising Engineer to carry out deflection monitoring or proof rolling. This action

constitutes a HOLD POINT. The Council Supervising Engineer’s approval to the completed formation following deflection monitoring or proof rolling is required prior to release of the hold point.

Timing of Deflection Monitoring

2. A lot for deflection testing shall consist of a continuous length of formation, and a single carriageway width, which is generally homogeneous with respect to material and appearance. The boundaries of each lot shall be clearly identified with stakes clearly labelled to the satisfaction of the Council’s Supervising Engineer.

Lot Size

C213.39 WIDENING OF FORMATION

1. Road shoulders and formation shall be widened to accommodate footpaths, guard fence, streetlight plinths, emergency telephone bays and vehicle standing areas as shown on the Drawings.

Provision for Services

HP

EARTHWORKS


LIMITS AND TOLERANCES

C213.40 SUMMARY OF TOLERANCES

1. The tolerances applicable to the various clauses in this Specification are summarized in the Table below:

Item Activity Limits/Tolerances Spec

Clause

1. Batter Slopes a) Excavation

± 300mm C213.12

b) Embankment ± 300mm C213.27

2. Floors a) Floor of Cutting

Parallel to the designed grade line and ± 50mm of the designed floor level

C213.14

3. Tops of Embankments Trimming tops of Embankments

Parallel to the designed grade line, +0mm or -50mm of the levels specified

C213.29

4. Selected Material Annexure C213A C213.30

NOTE: Plus (+) is towards the roadway/surface and minus (-) is away from the roadway/surface. Tolerances are measured at right angles to design surfaces.

Table C213.3 - Limits and Tolerances


C213.41 RESERVED

C213.42 RESERVED

C213.43 RESERVED

C213.44 RESERVED

C213.45 RESERVED

EARTHWORKS


ANNEXURE C213.A

EARTHWORKS - SUPPLEMENTARY INFORMATION

CLAUSE DESCRIPTION VALUE

C213.24 Requirements of material in foundations for shallow embankments: Moisture Content - within the range of +/- 2% of optimum. C213.26 Upper Zones of Formation and C213.30 Selected Material Zone Material within each zone shall have a CBR value of not less than the following, under the nominated test conditions:

Location Minimum Depth Nominated CBR Soaking Period Value (Days)

a. Selected Material Zone b. Material below Selected Material Zone to 1.0 metre from top of pavement

C213.30 Construction tolerances for Selected Material Zone are + 0 mm or - 50 mm of the designed grade

and crossfall. C213.36 Moisture Content of material placed in embankments: (a) Material in upper zones of formation: - within the range of +/- 2% of optimum. (b) All other embankment material: - within the range of +/- 2% of optimum.

DRAINAGE - GENERAL



C220

STORMWATER DRAINAGE GENERAL

DRAINAGE - GENERAL


SPECIFICATION C220 : STORMWATER DRAINAGE - GENERAL

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 2

C220.01 INTRODUCTION ..............................................................................................................................2

C220.02 SCOPE ..............................................................................................................................................2

C220.03 EXTENT OF WORK .........................................................................................................................2


C220.05 TEMPORARY DRAINAGE DURING CONSTRUCTION ................................................................3

C220.06 SITING OF CULVERTS ...................................................................................................................3

C220.07 EXCAVATION ...................................................................................................................................3

C220.08 BACKFILLING ...................................................................................................................................4

C220.09 COMPACTION ..................................................................................................................................4

C220.10 CONCRETE WORK .........................................................................................................................5

C220.11 SPRAYED CONCRETE ...................................................................................................................5

LIMITS AND TOLERANCES ..................................................................................................... 6

C220.12 SUMMARY OF LIMITS AND TOLERANCES ..................................................................................6

DRAINAGE - GENERAL


SPECIFICATION C220 : STORMWATER DRAINAGE - GENERAL

GENERAL

C220.01 INTRODUCTION

1. Drainage works shall form a complete system carrying water through and away from the Works.

Purpose

2. This is the general Specification common and applicable to all types of drainage lines, open drains, kerb and gutter, and drainage structures and shall be read in conjunction with the following drainage Specifications: C221 - Pipe Drainage C222 - Precast Box Culverts C223 - Drainage Structures C224 - Open Drains, including Kerb and Gutter

as applicable.

C220.02 SCOPE

1. The work consists of: (a) Preparation for stormwater drainage construction,

(b) Temporary drainage during construction,

(c) Siting of pipes, pipe arches and box culverts.

(d) All activities and quality requirements associated with excavation, bedding and backfilling,

(e) All concrete work associated with stormwater drainage.

Scope

C220.03 EXTENT OF WORK

Complete as necessary to adequately describe the extent of the works, in addition to information shown on the drawings.




(a) Other Council Specifications C211 - Control of Erosion and Sedimentation C213 - Earthworks C271 - Minor Concrete Works C221 Pipe Drainage C222 Precast Box Culverts C223 Drainage Structures

(b) Australian Standards AS 1289.5.7.1 - Compaction Control Test (Rapid Method)

DRAINAGE - GENERAL


(c) RTA Test Methods T 166 - Determination of Relative Compaction

(d) NSW Government Legislation Occupational Health and Safety Act, 2000

C220.05 TEMPORARY DRAINAGE DURING CONSTRUCTION

1. All drainage works carried out by the Contractor shall comply with Specification C211 CONTROL OF EROSION AND SEDIMENTATION.

Control

2. Adequate provision for runoff flows at drainage works under construction to avoid damage or nuisance due to scour, sedimentation, soil erosion, flooding, diversion of flow, damming, undermining, seepage, slumping or other adverse effects to the Works or surrounding areas and structures shall be made.


3. No proposal to dam up or divert existing watercourses (either temporarily or permanently) is permitted without the prior approval of Council by way of approved Drawings or written instruction.

Limitations

4. Material and equipment shall be located clear of watercourses or secured so that they will not cause danger or damage in the event of large runoff flows.

Location of Equipment

C220.06 SITING OF CULVERTS

1. Before commencing construction of any culvert, the culvert inlet and outlet positions shall be set out to the location and levels shown on the Drawings.

Set-out

2. Council’s Supervising Engineer may amend the inlet or outlet locations, designed levels or the culvert length to suit actual site conditions. Any activity resulting from such amendments by Council’s Supervising Engineer shall be included as part of the works.

Amendments to planned work

3. Should the Contractor propose changes to the culvert location, length, designed levels, culvert strength, conditions of installation or cover to suit his construction procedures amended designs and site setout are to be submitted for consideration by Council’s Supervising Engineer. No changes shall be made unless the prior written approval of Council’s Supervising Engineer is obtained.

Proposed Changes by Contractor

C220.07 EXCAVATION

1. Before undertaking stormwater drainage excavation, topsoil shall be removed in accordance with Specification C213 EARTHWORKS.

Topsoil

2. Excavation shall be undertaken in compliance with the Occupational Health and Safety Act 2000. The Contractor shall provide any shoring, sheet piling or other stabilisation of the sides necessary to comply with these Acts.

Safety

3. Where public utilities exist or are likely to exist in the vicinity of stormwater drainage works the Contractor shall obtain the approval of the relevant authority to the method of excavation before commencing excavation and in addition shall make contact with Dial Before You Dig (phone 1100).

Approval by Public Utility Authorities – Dial Before You Dig

DRAINAGE - GENERAL


4. Excavation by blasting, if permitted by Council, shall be carried out to ensure that the peak particle velocity measured on the ground adjacent to any previously installed culvert of drainage structure does not exceed 25 millimetres per second. The Contractor shall comply with other requirements concerning blasting operations in Specification C213 EARTHWORKS.

Blasting Operation

5. Trench or foundation excavations for stormwater drainage works shall be undertaken to the planned level for the bottom of the specified bedding or foundation level. All loose material shall be removed.

Excavation Level

6. Any material at the bottom of the trench or at foundation level which Council’s Supervising Engineer deems to be unsuitable shall be removed and disposed in accordance with Specification C213 EARTHWORKS and replaced with backfill material in accordance with the requirements of this Specification and the Specifications for particular culvert types. The bottom of the excavated trench or foundation, after any unsuitable material has been removed and replaced, shall be parallel with the specified level and slope of the culvert.

Unsuitable Material

7. The excavated material may be used in the construction of embankments backfilling or spoiled in accordance with Specification C213 EARTHWORKS.

Spoil

C220.08 BACKFILLING

1. Backfilling shall be carried out in accordance with the requirements of the relevant culverts or drainage structures Specifications and to the compaction requirements specified below.

C220.09 COMPACTION

1. Foundations, bedding and backfilling shall be compacted to the following requirements when tested in accordance with Test Method T166.

Standard

Relative Compaction

Foundations or trench base to a depth of 150mm below foundation levels

95%

Material replacing unsuitable material 95%

Bedding material 95%

Selected backfill and ordinary backfill material

Below 1.5m of finished surface

Within 1.5m of finished surface

95% 100%

Backfill material within the selected Material zone 100%

2. All material shall be compacted in layers not exceeding 150mm compacted thickness. Each layer shall be compacted to the relative compaction specified before the next layer is commenced.

Layers

3. At the time of compaction, the moisture content of the material shall be adjusted so as to permit the specified compaction to be attained at a moisture content which, unless otherwise approved by Council’s Supervising Engineer, is neither less than 60 per cent nor more than 90 per cent of the apparent optimum moisture content, as determined by AS 1289.5.7.1.

Moisture Content

4. When compacting adjacent to culverts or drainage structures, compaction methods are to be adopted that will not cause damage to any culvert or drainage structure. Any damage caused shall be rectified at the Contractor’s expense.

Precautions

DRAINAGE - GENERAL


C220.10 CONCRETE WORK

1. All concrete work is to comply with Specification C217 - MINOR CONCRETE WORKS in relation to the supply and placement of normal class concrete and steel reinforcement, formwork, tolerances, construction joints, curing and protection.

Specification

C220.11 SPRAYED CONCRETE

1. If sprayed concrete has been specified, shown on the Drawings or directed by Council’s Supervising Engineer, it shall comply with requirements in Specification C217 - MINOR CONCRETE WORKS.

Standard

DRAINAGE - GENERAL



C220.12 SUMMARY OF LIMITS AND TOLERANCES

1. The limits and tolerances applicable to the various clauses in this specification are summarised in Table C220.1 below:

Item Activity Limits/Tolerances Spec Clause

1. Excavation by blasting

Peak particle velocity 25 mm/sec C220.07

2. Relative Compaction (Standard)

(a) Foundations or trench base to a depth of 150mm below foundation levels

95% C220.09

(b) Select material replacing unsuitable material

95% C220.09

(c) Bedding Material 95% C220.09

(d) Selected backfill and ordinary backfill material.

C220.09

below 1.5m of finished surface

within 1.5m of finished surface

95%

100%

(e) Backfill material within the selected material zone

100% C220.09

3. Backfill

(a) Layers 150 mm C220.09

(b) Moisture Content 60%, 95% C220.09

Table C220.1 - Summary of Limits and Tolerances

DRAINAGE - GENERAL


PIPE DRAINAGE



C221

PIPE DRAINAGE

PIPE DRAINAGE


SPECIFICATION C221 : PIPE DRAINAGE

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 2

C221.01 SCOPE ..............................................................................................................................................2


GENERAL REQUIREMENTS .................................................................................................... 3

C221.03 GENERAL .........................................................................................................................................3

REINFORCED CONCRETE AND FIBRE REINFORCED CONCRETE PIPES ....................... 4

C221.04 PIPES ................................................................................................................................................4

C221.05 EXCAVATION AND INSTALLATION ...............................................................................................4

C221.06 BEDDING ..........................................................................................................................................5

C221.07 INSTALLATION ................................................................................................................................7

C221.08 BACKFILL .........................................................................................................................................8

STEEL PIPES AND PIPE ARCHES .......................................................................................... 9

C221.09 NESTABLE STEEL PIPE AND DRAINAGE UNITS ........................................................................9

C221.10 HELICAL LOCK-SEAM CORRUGATED STEEL ............................................................................9

C221.11 BOLTED STEEL PIPES, PIPE ARCHES AND SPECIAL SHAPES ...............................................9

C221.12 MATERIALS AND SURFACE TREATMENT OF STEEL PIPES AND PIPE ARCHES .................9

C221.13 MATERIAL AGAINST STEEL STRUCTURES ............................................................................. 10

C221.14 EXCAVATION AND FOUNDATION PREPARATION .................................................................. 11

C221.15 BEDDING ....................................................................................................................................... 11

C221.16 INSTALLATION ............................................................................................................................. 11

C221.17 BACKFILL ...................................................................................................................................... 11

C221.18 INVERT PROTECTION OF CORRUGATED STEEL PIPES AND PIPE ARCHES .................... 12

PIPE DRAINAGE

WOLLONDILLY SHIRE COUNCIL C221 December 2016 (Copyright SWR-TM/WSC)

FLEXIBLE PIPES ....................................................................................................................13

C221.19 MATERIALS ................................................................................................................................... 13

C221.20 EXCAVATION AND BEDDING ..................................................................................................... 13

C221.21 INSTALLATION ............................................................................................................................. 14

C221.22 BACKFILL ...................................................................................................................................... 14

C221.23 RESERVED ................................................................................................................................... 15

C221.24 RESERVED ................................................................................................................................... 15

C221.25 RESERVED ................................................................................................................................... 15

LIMITS AND TOLERANCES ...................................................................................................16

C221.26 SUMMARY OF LIMITS AND TOLERANCES ............................................................................... 16

SPECIFICATION C221 : PIPE DRAINAGE

GENERAL

C221.01 SCOPE

1. This Specification covers the supply and installation of pipes and pipe arches for stormwater drainage.

2. This Specification should be read in conjunction with specification C220 - STORMWATER DRAINAGE - GENERAL.

Associated Specifications

3. The work to be executed under this Specification consists of supply of pipes and pipe arches, bedding, installation and backfilling.

Extent of Work




(a) Council Specifications C213 - Earthworks C220 - Stormwater Drainage – General C223 - Drainage Structures C230 - Subsurface Drainage - General C271 - Minor Concrete Works

(b) Australian Standards AS 1141.11 - Particle size distribution by dry sieving. AS 1254 - Unplasticized PVC (UPVC) pipes and fittings for storm or

surface water applications. AS 1289.3.3.1 - Calculation of the plasticity index of a soil.

PIPE DRAINAGE


AS 1289.4.3.1 - Determination of the pH value of a soil - Standard method. AS 1289.4.4.1 - Determination of the electrical resistivity of sands and granular

materials. AS 1289.4.6.1 - Compaction control test - Density index method for a

cohesionless material. AS 1289.5.4.1 - Compaction control test – Dry density ratio, moisture variation

and moisture ratio AS 1397 - Steel sheet and strip - Hot-dipped zinc coated or

aluminium/zinc coated. AS 1462 Methods of Test for Plastic Pipes & Fittings AS 1646 - Elastomeric seals for waterworks purposes. AS 1650 - Hot-dipped galvanised coatings on ferrous articles. AS 1761 - Helical lock-seam corrugated steel pipes. AS 1762 - Helical lock-seam corrugated steel pipes - Design and

installation. AS 2032 - Code of practice for installation of UPVC pipe systems. AS 2041 - Corrugated steel pipes, pipe arches and arches. AS 2042 - Corrugated steel pipes, pipe arches and arches - Design and

installation. AS 2105 - Inorganic zinc silicate paint. AS 3725 - Loads on buried concrete pipes. AS 3887 - Paints for steel structures – Coal tar epoxy. AS 4058 - Precast concrete pipes AS 4139 - Fibre reinforced concrete pipes and fittings. AS/NZS 2566.1 - Buried flexible pipelines, structural design. AS/NZS 3750.9 - Organic zinc-rich primer. AS/NZS 3750.15 Inorganic zinc silicate paint. AS/NZS ISO 9001: 2000 Quality systems – Requirements.

(c) RTA Test Methods T102 - Pretreatment of Samples of Road Materials by Compaction. T166 - Determination of Relative Compaction.

(d) NSW Government Legislation Occupational Health and Safety Act, 2000.

(e) Other

DECC Specification for Supply of Recycled Material for Pavements, Earthworks and Drainage June 2003 (originally issued by Resource NSW).

GENERAL REQUIREMENTS

C221.03 GENERAL

1. Pipes and/or pipe arches shall not be placed in position until the Contractor has produced documentary evidence if requested by Council’s Supervising Engineer that the manufacture of the products to be used in the works has complied with the manufacturer’s Quality Plan in accordance with ISO 9001:2000.

Compliance with Quality Plan

2. Documentation shall comprise a conformance certificate to AS 1462, AS 4058 or AS 4139 as appropriate for each batch of pipes or pipe arches to be included in the works

Certification

3. At the time of manufacture, each unit shall be marked with:

(a) Class and size

(b) Manufacturer’s name

Marking

PIPE DRAINAGE


(c) Date of casting/manufacture

4. All necessary steps shall be taken to drain the excavation to allow the foundation, the bedding and any backfilling to be compacted to the specified relative compaction.

Excavation Drainage

5. Culverts shall be installed within 10mm of the grade line and within 10mm of the horizontal alignment specified on the Drawings. Any culvert that is not within these tolerances shall be re-laid.

Tolerances

6. At the discharge end of culverts terminating at pits and headwalls a 3m length of 100mm diameter subsurface drain shall be laid in the trench a maximum of 100mm above the invert level of the culvert and discharging through the wall of the pit or headwall at a grade that permits free draining into the pit or headwall. The subsurface drainage pipe shall be sealed at the upstream end and shall be enclosed in a seamless tubular filter fabric in accordance with Specification C230 - SUBSURFACE DRAINAGE.

Subsurface Drain

Backfilling for culverts shall be undertaken in accordance with the requirements of the Occupational Health and Safety Act 2000.

Safety

8. Where it is proposed to travel construction plant in excess of 5 tonnes gross mass over culverts, the Contractor shall design and provide adequate protective measures for the crossings and shall submit the proposals to Council’s Supervising Engineer for prior approval.

Construction Plant Movement

REINFORCED CONCRETE AND FIBRE REINFORCED CONCRETE PIPES

C221.04 PIPES

1. Reinforced concrete pipes shall comply with AS 4058 and shall be of the class and size as shown on the Drawings.

Reinforced Concrete Pipes

2. Fibre reinforced concrete drainage pipes shall comply with AS 4139 and shall be of the class and size as shown on the Drawings.

Fibre Reinforced Pipes

3. Unless specified otherwise, joints shall be of the flexible type and the pipes shall have special sockets incorporating rubber ring joints complying with AS 1646 and as recommended by the manufacture.

Joints

C221.05 EXCAVATION AND INSTALLATION

1. Unless otherwise indicated on the Drawings or approved by Council’s Supervising Engineer, the formation shall be completed to subgrade level and the pipes then installed in the normal trench condition.

Formation to Subgrade Level

2. Installation shall be in accordance with this Specification, AS 3725 and AS 3725 Supplement 1 for Type HS3 support.

3. For normal trench conditions, the pipe shall be laid in an excavated trench with bedding as specified below. The trench shall not be excavated wider than 1.4 times the external diameter of the pipe plus 300mm.

Normal Trench Conditions

4. Pipes laid in wide trench conditions will be deemed to be in embankment conditions.

Wide trench conditions apply when, for a single pipe, the width of trench, W D + 1 metre where D is the pipe diameter. For multi-cell pipes wide trench conditions apply when the

width of trench, W D + S + 1 metre where S is the square spacing between the pipelines.

Wide Trench Conditions

PIPE DRAINAGE


5. Pipes shown on the drawings to be laid in trench conditions shall not be placed under embankment conditions without a design check for compliance of the pipe strength in accordance with AS 3725.

Design Check

6. All trenching shall be benched or supported in accordance with the requirements of Workcover and the relevant Australian Standards

C221.06 BEDDING

1. Unless otherwise shown on the Drawings, the bedding requirements shall be as set out in this clause.

Requirements

2. Figure C221.1 indicates the proportionate dimensions of bedding and backfilling for pipes laid in trench conditions and embankment conditions.

Bedding Dimensions

PIPE DRAINAGE


where, Z 0.7D Y = 0.3D

X = 100 for D 1500 X = 150 for D > 1500 D = External Diameter of Pipe

Figure C221.1

Pipe Installation Conditions

3. Bedding material for the bed and haunch zones shall consist of a granular material having a grading, determined by AS 1141.11, complying with Table C221.2, and a Plasticity Index, determined by AS 1289.3.3.1 of less than 6.

Recycled material complying with DECC specification as Class D10 may also be used as bedding material, with the exception of pipelines covered by AS 3725.

Material Requirements

Sieve size

mm

Weight passing

%

Weight passing

%

Bed and Haunch

Zones

Side Zones

75 100

19 100

9.5 50 – 100

2.36 50 – 100 30 - 100

0.60 20 – 90 15 - 50

0.30 10 – 60

0.15 0 – 25

0.075 0 – 10 0 – 25

Table C221.2

Bedding Material Grading Limits

4. The Contractor shall advise Council’s Supervising Engineer of the source of bedding material and test results prior to importing the material.

Source

PIPE DRAINAGE


5. Each layer shall be compacted to the relative compaction specified before the next layer is commenced.

Layers

6. At the time of compaction, the moisture content of the material shall be adjusted so as to permit the specified compaction to be attained at a moisture content which, unless otherwise approved by Council’s Supervising Engineer, is neither less than 60 per cent nor more than 95 per cent of the apparent optimum moisture content, as determined by AS 1289.5.7.1 (standard compaction).

Moisture Content

7. Bedding material in the bed and haunch zones shall be placed and compacted in layers to a minimum density index of 70 per cent as determined by AS 1289.E6.1. All material shall be compacted in layers not exceeding 150 mm compacted thickness. The top of the bedding material shall be shaped accurately to house the pipe.

Compaction Requirements

8. Where the impermeability of the natural ground and the slope of the drainage line are such that erosion of bedding material is considered by Council’s Supervising Engineer to be a likely problem, Council’s Supervising Engineer may specify cementitious stabilisation of the bedding material used in the bedding and haunch zones.

Cementitious Stabilisation

C221.07 INSTALLATION

(a) General

1. Pipes shall be laid with the socket end placed upstream. Pipes, which have marks indicating the crown or invert of the pipes, shall be laid strictly in accordance with the markings. Unless specified, no individual length of pipe shall be shorter than 1.2m.

Positioning of Pipes

2. In the case of pipes 1,200mm or more in diameter, laid in situations where embankments are to be more than 3m high, measured above the invert of the pipe, pipes shall be stiffened temporarily by the Contractor by interior timber struts, erected before filling is placed. Struts shall be of hardwood measuring at least 100mm by 100mm or 125mm diameter. One strut shall be placed in a vertical position at each pipe joint, thence at a spacing not greater than 1,200mm. Struts shall bear against a sill laid along the invert of the pipe and a cap bearing against the crown of the pipe. Both the sill and the cap shall be continuous throughout the length of the pipe and they shall be of sawn hardwood, of cross section not less than 100mm by 100mm. Struts shall be made to bear tightly by the use of wedges between the top of the struts and the cap. Struts, sills and caps shall be removed on completion of the embankment, unless removal is ordered earlier.

Stiffening of Culverts

3. Lifting holes in all pipes shall be sealed with 3:1 sand: cement mortar before the commencement of backfilling or preferably with a precisely fitting bung supplied by the manufacturer.

Seal Lifting Holes

(b) Joints in Reinforced Concrete Pipes

(i) Rubber Ringed Joints

1. Before making the joint, the spigot and socket and the rubber ring shall be clean and dry except for any lubricants recommended by the manufacturer.

Clean and Dry Material

2. The rubber ring shall be stretched on to the spigot end of the pipe, square with the axis and as near as possible to the end, care being taken that it is not twisted. The spigot end of the pipe shall then be pushed up to contact the socket of the pipe with which it is to join, and be concentric with it. The spigot end shall then be entered into the socket of the already laid pipe and forced home by means of a bar, lever and chain, or other method approved by Council’s Supervising Engineer.

Procedure

3. The joint shall be tested to ensure that the rubber ring has rolled evenly into place. Joint Test

(ii) Flush or Butt Joints

PIPE DRAINAGE


1. Flush or butt joints shall be used only where required to extend existing culverts. If pipes with flush or butt joints are required, the ends of the pipes shall be butted together. The joints shall be sealed with proprietary rubber sleeves, supplied and installed in accordance with the manufacturer's recommendations.

Jointing

(c) Joints in Fibre-Reinforced Cement Pipes

(i) New Pipes

1. Joints shall be of a flexible type. Rubber rings shall be used to seal joints in both rebated and spigot and socket jointed pipes in the manner specified in Clause C221.07(b). Alternatively, a jointing compound comprising plasticised butyl rubber and inert fillers may be used to seal such pipes in accordance with the manufacturer's instructions.

Procedure

(ii) Direct Side Connections to Other Pipes

1. Direct side connections to other pipes shall be as detailed on the Drawings.

(d) Concrete Bulkheads

1. Concrete bulkheads shall be constructed at intervals of 7.5 metres on stormwater lines with a grade steeper than 20%. For reinforced concrete pipes of 2.44 metres length, concrete bulkheads shall be located at every third joint.

2. The axis of the bulkhead shall be vertical with a minimum top width of 150 mm.

3. The top of the bulkhead shall extend to within 300 mm of the finished surface level or to the subgrade level where the pipeline is within a road pavement. On each side of the pipe at the level of the trench invert, 100 mm diameter pipes shall pass through the bulkhead to allow free draining of the trench. Such pipes shall be filled fibreglass wool or other approved filter material or a capped 1.5 metre length of sub-soil drainage line.

4. Bulkheads shall extend into trench walls and base by a minimum of 300mm.

Concrete Bulkheads

C221.08 BACKFILL

1. Backfill to the side and overlay zones shall consist of Selected Backfill as defined in Table C221.2, or other material as approved by Council’s Supervising Engineer which may include material complying with DECC specification as Class D10. It shall be placed around the pipe to the dimensions shown in Figure C221.1 and compacted in accordance with the requirements in Specification C220 STORMWATER DRAINAGE - GENERAL. The remainder of the trench to the underside of the selected material zone as specified in Specification C213 EARTHWORKS shall be backfilled with material satisfying the requirements for embankment material as defined in Specification 213 EARTHWORKS. Where excavation is approved through the selected material zone, the section of trench within the select material zone shall be backfilled with selected material as defined in Specification 213 EARTHWORKS.

Procedure

2. Backfilling shall be carried out simultaneously on both sides of the culvert and both sides of the wingwalls. Backfilling and compaction shall commence at the pipe or wall and work away from the pipe or wall.

Sequence

3. All backfilling operations shall conform to the requirements in Specification C220 - STORMWATER DRAINAGE - GENERAL.

Associated Specification

PIPE DRAINAGE


STEEL PIPES AND PIPE ARCHES

C221.09 NESTABLE STEEL PIPE AND DRAINAGE UNITS

1. Nestable steel pipes and drainage units shall be supplied in accordance with AS 2041 and AS 2042 and shall be of the class and size as shown on the drawings.

Specification

2. The galvanised steel sheets used in manufacture shall comply with AS 1397 for steel base grade G250 and a minimum coating Class of Z600.

Galvanised Steel Sheets

3. Where specified, the pipes and drainage units shall be given a protective coating over the steel, after assembly of a coal tar epoxy paint or equivalent as approved by Council’s Supervising Engineer, to a thickness of 400 microns.

Protective Treatment

4. Field cut ends shall be carefully wire brushed to remove any scale followed immediately by two coats of zinc-rich organic primer complying with AS/NZ 3750.9 or two coats of inorganic zinc silicate paint complying with AS/NZ 3750.15

Field Cuts

C221.10 HELICAL LOCK-SEAM CORRUGATED STEEL

1. Helical lock-seam corrugated steel pipe shall be supplied in accordance with AS 1761 and AS 1762 and shall be of the class and size as shown on the drawings.

Specification

2. The galvanised steel sheet used in manufacture shall comply with AS 1397 for steel based grade G250 and a minimum coating Class of Z600.

3. Unless otherwise approved by Council’s Supervising Engineer, no part of the pipe shall incorporate steel strips which have been joined by welding. Field cut ends shall be carefully wire brushed to remove any scale followed immediately by two coats of inorganic zinc silicate paint complying with AS/NZ 3750.15. Pipes and coupling bands shall be given a protective hot-dip coating of bitumen on both sides to AASHTO standard M190 or equivalent as part of the process of manufacturing.

C221.11 BOLTED STEEL PIPES, PIPE ARCHES AND SPECIAL SHAPES

1. Bolted steel pipes, pipe arches and special shapes shall be supplied in accordance with AS 2041 and AS 2042 and shall be of the class and size as shown on the drawings.

Specification

2. Also, after assembly, all bolted steel pipes, pipe arches and special shapes shall be given a protective coating on the outside of the steel plate, of a coal tar epoxy paint complying with AS 3887 or equivalent paint approved by Council’s Supervising Engineer. Invert plates shall be coated on the outside before they are placed on the pipe bed. The plate surface shall be cleaned and degreased with a cleaning solution recommended by the protective coating manufacturer. The protective coating shall be applied to give a uniform minimum dry thickness of 400 microns. Any coating damaged shall be recoated by first cleaning any grease, mud or other foreign matter from the affected area. The area shall then be recoated so that the minimum dry thickness of the coating is 400 microns.

Protective Treatment

C221.12 MATERIALS AND SURFACE TREATMENT OF STEEL PIPES AND PIPE

ARCHES

1. All steel pipes and pipe arches will require an Engineer's certification that the pipe materials and surface treatments are adequate to provide for installation and in-service loading as well as corrosion protection for a satisfactory design life of 100 years unless indicated otherwise on the drawings. Such certification shall address the chemistry of the soil, groundwater, stream and backfill material as specified in Clause C221.13.

PIPE DRAINAGE


C221.13 MATERIAL AGAINST STEEL STRUCTURES

1. The severity of corrosive attack on steel structures will depend on the pH value and electrical resistivity of the soil surrounding the structure and the pH value of the water in the stream.

2. Besides meeting the normal requirements of the bedding and Selected backfill materials, as specified for Reinforced Concrete and Fibre Reinforced Concrete Pipes, and the materials used for embankment construction above the steel structures and within a horizontal distance from the structure equal to the height of the filling over the structure, the pH and resistivity limits as shown in Figure C221.2 will determine the level of corrosion protection required.

3. Notwithstanding the height of fill, embankment material within 6m of the structure shall conform to these requirements.

4. The pH and electrical resistivity of the material shall be determined in accordance with AS 1289.D3.1 and AS 1289.D4.1.

5. The Contractor shall nominate the sources of the various materials and submit documentary evidence from a NATA registered laboratory that the representative samples conform to the requirements of this clause and the protective treatment provided. The samples shall be pretreated in accordance with Test Method T102.

Figure C221.2

CORROSION PROTECTION REQUIREMENTS FOR STEEL STRUCTURES

PIPE DRAINAGE


C221.14 EXCAVATION AND FOUNDATION PREPARATION

1. Unless otherwise indicated on the drawings or approved by Council’s Supervising Engineer, the formation shall be completed to subgrade level and the pipes then installed in the normal trench condition.

Specification

2. The trench shall be excavated to a level 75mm below the design invert and for a minimum width of 600 mm on each side of the structure.

Trench Width

3. Where unsuitable material as determined by Council’s Supervising Engineer is encountered at the foundation level, it shall be removed to a depth approved by Council’s Supervising Engineer. The additional excavation shall be backfilled with material complying with, and compacted to, the requirements for HS3 support as specified in Clause C221.06.

Unsuitable Material

4. Where rock is encountered at the foundation level, the foundation shall be excavated for an additional depth of 250 mm, or 0.25 times the structure width, whichever is the lesser and for a width equal to the width of the structure. The additional excavation shall be backfilled with material complying with, and compacted to, the requirements for HS3 pipe support as specified in Clause C221.06.

Rock Foundation

C221.15 BEDDING

1. Bedding shall meet the requirements of Clause C221.06. The thickness of uncompacted bedding material between the foundation and the outer surface of corrugation shall not be less than 75 mm. The uniform blanket of loose material which provides the minimum 75 mm thick bedding shall be placed on the shaped, compacted selected material foundation to allow the corrugations of the structure invert to bed in and become filled with the material.

Depth


(a) General

1. The assembly of all corrugated steel pipes and pipe arches as well as helical lock-seam corrugated steel pipes shall be carried out in accordance with the manufacturer's recommendations. These recommendations shall be submitted to Council’s Supervising Engineer before assembly or laying of the culverts is commenced.

Manufacturer's Recommen-dations

2. If deemed necessary after consultation with the manufacturer, temporary bracing of corrugated steel pipes or pipe arches shall be carried out in accordance with the manufacturer's recommendations.

Temporary Bracing

(b) Joints

1. Corrugated steel pipes or pipe arches shall be joined in accordance with the manufacturer's recommendations and AS 2042.

Method

2. Where helical-lock seam corrugated steel pipes are to be joined, both ends of the join shall be rerolled with four annular corrugations of pitch 68mm. Coupling of the re-rolled ends shall be made in accordance with AS 1761 by using semi-corrugated bands. Where specified, rubber ring joint seals shall be used in conjunction with the coupling bands.

Ends to be Rerolled

3. All joints or lap joints in pipes or pipe arches (excluding rubber ring joint coupling bands) shall be covered with strips of filter fabric material to prevent loss of sand backfill or bedding into the pipe.

Filter Fabric Cover Material

C221.17 BACKFILL

PIPE DRAINAGE


1. Compaction of the material in the side support and overlay zones shall comply with the requirements of clause 221.06 except that the required relative compaction in the side support and overlay zones shall be 95 per cent (AS 1289.5.4.1 standard compaction). Backfill shall be placed around the steel pipe or structure, to a minimum dimension equal to the pipe width on both sides. Selected backfill material as defined in Specification C213 EARTHWORKS shall be placed around the steel pipe or structure to a minimum width of 500mm and in accordance with the provisions of Clause C221.08 except that the maximum size of any particle shall not exceed 25mm.

Selected Material

2. All material shall be compacted in layers not exceeding 150 mm compacted thickness. Each layer shall be compacted to the relative compaction specified before the next layer is commenced.

Layers

3. At the time of compaction, the moisture content of the material shall be adjusted so as to permit the specified compaction to be attained at a moisture content which, unless otherwise approved by Council’s Supervising Engineer, is neither less than 60 per cent nor more than 95 per cent of the apparent optimum moisture content, as determined by AS 1289.5.7.1 (standard compaction).

Moisture Content

4. The remainder of the trench to the underside of the subgrade, or selected material zone as specified in Specification C213 EARTHWORKS, shall be backfilled with material satisfying the requirements for embankment material as defined in Specification C213 EARTHWORKS. Where excavation is approved through the selected material zone, the section of trench within the select material zone shall be backfilled with selected material as defined in Specification C213 EARTHWORKS.

Trench Backfill

5. Shape checking of the culvert during backfilling operations is required to ensure that on completion of backfilling, the vertical and horizontal centreline dimensions of the pipe or structure shall not vary from the manufacturer’s specified dimensions by more than plus or minus 2 per cent for pipes and pipe arches.

Distortion of Structure Shape

C221.18 INVERT PROTECTION OF CORRUGATED STEEL PIPES AND PIPE

ARCHES

1. Where shown on the Drawings, the invert of corrugated steel pipes and pipe arches shall be protected using sprayed concrete.

Sprayed Concrete

2. The sprayed concrete shall be placed to a thickness of not less than 100mm over the crest of the corrugations and to a width such that the bottom third of the pipe circumference is covered symmetrically about the invert of the pipe.

Depth and Width

3. All foreign material shall be removed from the surface to be protected. Where corrosion has occurred all loose scale shall be removed.

Scale Removal

4. The production, application and curing of sprayed concrete shall be in accordance with the Specification for MINOR CONCRETE WORKS.


5. The sprayed concrete shall be reinforced with fabric of hard drawn steel wire 4mm diameter with 200mm square mesh. The fabric shall be securely supported at a central location within the sprayed concrete.

Sprayed Concrete Reinforcement

6. Laps in fabric shall be 300mm and a cover of 50mm of sprayed concrete shall be provided to the fabric at all edges.

Laps in Fabric

7. Immediately after placement of the sprayed concrete, all free water shall be removed and the surface coated with cement slurry.

Cement Slurry Application

8. No water shall be allowed to flow over the surface of the sprayed concrete for twenty-four hours after the placement of sprayed concrete.

Water Flow

PIPE DRAINAGE


FLEXIBLE PIPES

C221.19 MATERIALS

1. Flexible pipes shall be UPVC or ribbed Polyethylene pipes covered by Australian Standard AS 2566.1 “Buried Flexible Pipelines Part 1: Structural Design.”

Specification

2. The size/type/class of the flexible pipeline shall be as shown on the Drawings

3. Unplasticised PVC (UPVC) Pipes and Fittings shall be manufactured in accordance with AS 1254. Ribbed Polyethylene pipes and Fittings shall be manufactured in accordance with AS 2566.1. All pipes and fittings shall be of the type and size as shown on the Approved Drawings.

4. Embedment material in the bedding, side support and overlay zones shall be in accordance with bed and haunch zone material in Clause C221.06.

5. Trench backfill material shall satisfy the requirements for embankment material as defined in Specification C213 EARTHWORKS.

C221.20 EXCAVATION AND BEDDING

1. Unless otherwise indicated on the drawings or approved by Council’s Supervising Engineer, the formation shall be completed to subgrade level and the pipes then installed in the normal trench condition.

Formation to Subgrade Level

2. Figures C221.3 and Table C221.3 indicate the dimensions of bedding and backfilling for pipes laid in trench conditions and embankment conditions, unless otherwise indicated on the drawings.

Bedding Dimensions

TRENCH EMBANKMENT

Figure C221.3 - Pipe Installation Conditions

(Figure taken from AS 2566.2)

PIPE DRAINAGE


Extreme External Minimum Dimensions (mm)

Dia (De)mm x s o y

75 150 75 100 100 Pipe dia.

>150 300 100 150 150 Pipe dia.

>300 450 100 200 150 Pipe dia.

>450 900 150 300 150 Pipe dia.

>900 1500 150 350 200 Pipe dia.

>1500 4000 150 0.25 De 300 Pipe dia.

NOTE: Where multiple pipes are laid side by side, the minimum distance between the pipes shall be dimension “s” for the larger of adjacent pipes.

Table C221.3 - Trench and Embedment Dimensions

3. Bedding zone material shall be placed and compacted in accordance with the requirements in Clause C221.06 except that the required relative compaction in the bedding zone shall be 95 per cent (AS 1289.5.4.1 standard compaction)


1. Embedment of the flexible pipe shall be in accordance with the requirements of AS/NZS 2566.1 and to the dimensions shown in Figure C221.3.

2. Pipe laying shall be in accordance with Part 7 of AS 2032 and the manufacturer’s specifications. Solvent-cement pipe jointing shall be in accordance with Part 3 of AS 2032. Jointing of UPVC pipes may be performed with the pipes either in the trench or at ground level. Jointing of Ribbed Polyethylene pipes is performed in the trench. All pipes, or jointed pipelines, shall be lowered into the trench without being dropped. Pipelines shall be placed so that joints are not strained.

Laying and Jointing

C221.22 BACKFILL

1. Compaction of the material in the side support and overlay zones shall comply with the requirements of clause C221.06 except that the required relative compaction in the side support and overlay zones shall be 95 per cent (AS 1289.5.4.1 standard compaction).

Embedment Compaction

2. All material compacted in layers not exceeding 150 mm compacted thickness. Each layer shall be compacted to the relative compaction specified before the next layer is commenced.

Layers

3. At the time of compaction, the moisture content of the material shall be adjusted so as to permit the specified compaction to be attained at a moisture content which, unless otherwise approved by Council’s Supervising Engineer, is neither less than 60 per cent nor more than 95 per cent of the apparent optimum moisture content, as determined by AS 1289.5.7.1 (standard compaction)

Moisture Content

4. The remainder of the trench to the underside of the subgrade, or selected material zone as specified in Specification C213 EARTHWORKS, shall be backfilled with material satisfying the requirements for embankment material as defined in Specification C213 EARTHWORKS. Where excavation is approved through the selected material zone, the section of trench within the select material zone shall be backfilled with selected material as defined in Specification C213 EARTHWORKS.

Trench Backfill

PIPE DRAINAGE


C221.23 RESERVED

C221.24 RESERVED

C221.25 RESERVED

PIPE DRAINAGE




Item Activity Tolerances Spec

Clause

1. Culvert Position (a) Grade Line

± 10mm

C221.03

(b) Horizontal Alignment ± 10mm C221.03 2. Bedding

(a) Bed and Haunch Zone Compaction

70% C221.06

3. Backfill – Concrete Pipes

(a) Side and Overlay Zone Compaction

70% C221.08

4. Backfill – Steel Pipes

(a) Side and Overlay Zone

Compaction 95% C221.17

(b) Pipe Structure

(i) Horizontal and Vertical Variation

< 2% of specified dimensions C221.17

5. 6. 7.

Sprayed Concrete (a) Over crest of corrugations over bottom third of pipe circumference

Bedding Zone

Compaction

Backfill – Flexible Pipes

(a) Side and Overlay Zone Compaction

100mm

95%

95%

C221.18 C221.20 C221.21


PRECAST BOX CULVERTS



C222




SPECIFICATION C222 : PRECAST BOX CULVERTS

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 2

C222.01 SCOPE ..............................................................................................................................................2


MATERIALS ............................................................................................................................... 2

C222.03 CULVERT UNITS, LINK AND BASE SLABS ...................................................................................2

C222.04 CONCRETE ......................................................................................................................................3

C222.05 SELECTED BACKFILL .....................................................................................................................3

C222.06 ORDINARY BACKFILL .....................................................................................................................3

CONSTRUCTION ...................................................................................................................... 3

C222.07 COFFER DAMS ................................................................................................................................3

C222.08 EXCAVATION ...................................................................................................................................4

C222.09 FOUNDATIONS ................................................................................................................................4

C222.10 BEDDING ..........................................................................................................................................4

C222.11 IN-SITU BASE SLABS ......................................................................................................................5

C222.12 INSTALLATION OF PRECAST UNITS ............................................................................................5

C222.13 BACKFILL .........................................................................................................................................5

C222.14 EXCAVATION OF INLET AND OUTLET CHANNELS....................................................................6

C222.15 CONSTRUCTION LOADING ON CULVERTS ................................................................................6


C222.16 SUMMARY OF TOLERANCES ........................................................................................................6


C222.19 RESERVED ......................................................................................................................................7



SPECIFICATION C222 : PRECAST BOX CULVERTS

GENERAL

C222.01 SCOPE

1. This Specification covers the installation of precast concrete box culverts and should be read in conjunction with Specification C220 - STORMWATER DRAINAGE - GENERAL.

Scope

2. The work to be executed under this Specification consists of:

(a) Preparation of foundations;

(b) Provision of bedding;

(c) Construction of base slabs;

(d) Installation of precast culvert units;

(e) Headwalls and wingwalls;

(f) Backfilling against structures;

(g) Provision and removal of coffer dams;

(h) Excavation of inlet and outlet channels.

Extent of Work




(a) Other Council Specifications C213 - Earthworks C220 - Stormwater Drainage - General C224 - Open Drains, including Kerb and Gutter C242 - Flexible Pavements C271 - Minor Concrete Works

(b) Australian Standards AS1597.1 - Precast reinforced concrete box culverts - Small culverts AS1597.2 - Precast reinforced concrete box culverts - Large culverts ISO 9001:2000 Quality Systems.

MATERIALS

C222.03 CULVERT UNITS, LINK AND BASE SLABS

1. The supply and testing of precast reinforced concrete box culvert units, link and base slabs shall be in accordance with AS 1597.1 for small culverts not exceeding 1200mm width and 900mm depth, and AS 1597.2 for large culverts from 1500mm span and up to and including 4200mm span and 4200mm height with the following alterations or additional requirements:

Supply



(a) Proof load testing shall be arranged by the Contractor in batches as specified in either AS 1597.1 or AS1597.2 as appropriate.

(b) Lifting holes, galvanised lifting points or steel lifting eyes shall be provided in the culvert units, link and base slabs.

(c) The end units shall have factory installed starter bars for headwall and wingwall construction.

(d) Delivery and unloading shall be the Contractor's responsibility.

2. The Supplier shall implement and maintain a Quality System in accordance with ISO 9001:2000 to ensure materials and manufacture conforms to the appropriate Standards.

3. A conformance certificate for the box culvert units shall be submitted at least 3 working days prior to despatch.

4. Each unit shall be marked at time of manufacture with:

(a) Type and size

(b) Casting date

(c) Manufacturer’s name

(d) Inspection pass and date.

C222.04 CONCRETE

1. The concrete and reinforcement for cast-in-situ base slabs shall comply with Specification C271 - MINOR CONCRETE WORK.

Quality

C222.05 SELECTED BACKFILL

1. The quality of selected backfill shall comply with the requirements in AS 1597.2. Quality

C222.06 ORDINARY BACKFILL

1. Ordinary backfill is material obtained from culvert excavations, cuttings and/or borrow areas, which is in accordance with the requirements for the upper 1.0m of embankment construction as detailed in Specification C213 -EARTHWORKS.

Quality

CONSTRUCTION

C222.07 COFFER DAMS

1. At some sites it may be expedient for the Contractor to construct a cofferdam. All costs associated with the construction of cofferdams shall be borne by the Contractor.

Contractor’s Costs

2. Cofferdams shall be sufficiently watertight to prevent damage of the concrete by percolation or seepage through the sides, and shall be taken sufficiently below the level of the foundations to prevent loosening of the foundation materials by water rising through the bottom of the excavation. Coffer dams shall be adequately braced and shall be so constructed that removal will not weaken or damage the structure.

Construction



3. A cofferdam may be constructed to the actual size of the reinforced concrete invert slab and used as side forms for the concrete. The details of the cofferdam and formwork, and the clearances proposed shall be subject to the approval of the Council’s Supervising Engineer, but the Contractor shall be responsible for the successful construction of the work.


4. Cofferdams that have tilted or have moved laterally during sinking shall be righted or enlarged to provide specified clearances at the Contractor's expense.

Specified Clearances

5. No timber or bracing shall be left in the concrete or in the backfill of the finished structure. Cofferdams, including temporary piles, shall be removed at least to the level of the invert after completion of the structure.

Removal

C222.08 EXCAVATION

1. Excavation shall be carried out in accordance with the provisions in Specification C220 - STORMWATER DRAINAGE - GENERAL.

Specification

2. The trench width shall be the width of the base slab plus 150mm minimum each side.

Trench Width

C222.09 FOUNDATIONS

1. Rock foundations shall be neatly excavated to the underside of the mass concrete or selected fill bedding shown on the Drawings. All minor fissures shall be thoroughly cleaned out and refilled with concrete, mortar or grout. All loose material shall be removed.

Rock Foundations

2. Where rock is encountered over part of the foundation only, or lies within 300mm below the underside of the mass concrete or selected fill, all material shall be removed to a depth of 300mm below the mass concrete or selected fill for the full width of the foundation over the length where the rock is encountered. This additional excavation shall be backfilled with ordinary backfill material.

Additional Excavation

3. Over-excavation or uneven surfaces shall be corrected with mass concrete so as to provide a uniform surface at least 50mm above the highest points of rock.

Uniform Surface

4. Earth foundations shall be finished to line and level to the underside of bedding shown on the Drawings. Care shall be taken to avoid disturbing material below this level.

Line and Level

5. All soft, yielding or unsuitable material shall be removed and replaced with ordinary backfill material as directed by the Council’s Supervising Engineer and backfilled in accordance with Specification C220 - STORMWATER DRAINAGE - GENERAL.

Unsuitable Material

C222.10 BEDDING

(a) In-Situ Base Slabs

1. No bedding material shall be placed until the foundations have been inspected and approved by the Council’s Supervising Engineer.

Inspection

2. Bedding shall be either mass concrete or lightly bound DGB20 in accordance with Specification C242 - FLEXIBLE PAVEMENTS, as shown on the Drawings.

Type

3. Mass concrete bedding shall be of the same compressive strength as for the base slab and shall not be less than 50mm thick over any point in the foundation. It shall be laid to the line and level of the underside of the base slab to a tolerance of ± 10mm in level and ± 5mm in line. The bedding shall be finished to a smooth surface.

Mass Concrete



(b) Precast Base Slabs

1. Precast base slabs, U-shaped culvert units and one piece culvert units shall be supported on a bedding zone of selected fill of minimum compacted depth 150mm in accordance with AS 1597.2.

Selected Fill

C222.11 IN-SITU BASE SLABS

1. Cast-in-situ base slabs shall be constructed to the dimensions shown on the Drawings and in accordance with the requirements of Specification C271 - MINOR CONCRETE WORKS. The invert levels shall be within -10mm to +10mm, grade 5mm in 2.5m (1 in 500) and plan position ±50mm.

Construction

2. Recesses to accommodate the walls of the precast crown units shall be formed in the base slab to the dimensions shown on the Drawings.

Recesses for Walls

C222.12 INSTALLATION OF PRECAST UNITS

1. Precast units shall not be installed until the base slab has attained a minimum compressive strength of 20 MPa and the Contractor has produced documentary evidence to the Council’s Supervising Engineer that proof load testing, as required by AS 1597.1 or AS 1597.2 as appropriate, has been carried out and the representative specimens satisfied the proof load test requirements. The cost of these tests is deemed to be part of the supply and installation Pay Item.

Proof Load Testing

2. Precast crown units shall be placed on a bed of mortar in the recesses in the base slab. Any gaps between the side walls and the sides of the recesses shall be packed with cement mortar. Lifting holes and butt joints between units shall be packed or sealed with cement mortar or grout.

Mortar Bed in Recess

3. Before placement of top slabs on U-shaped units or link slabs on adjacent crown units, the bearing areas of the supports shall be thoroughly cleaned and covered with a bed of mortar of minimum thickness 5mm after placement of precast unit.

Mortar Bed on Supports

4. Steel lifting hooks shall be cut flush with the surface of the concrete, cleaned to bright metal and coated with two coats of coal tar epoxy. Alternatively, they shall be cut off 12mm below the surface of the unit and the recess sealed with epoxy mortar.

Lifting Hooks

5. In the case of multi-cell culverts, a nominal 15mm gap shall be provided between adjacent cells. This gap shall be filled with cement mortar or grout.

Gap Between Cells

6. All mortar joints shall be protected from the sun and cured in an approved manner for not less than 48 hours.

Curing of Joints

C222.13 BACKFILL

1. All bracing and formwork shall be removed prior to backfilling. Removal of Formwork

2. Selected fill shall be placed in the side zones of the box culverts and wingwalls, and to a depth of 300mm in the overlay zone of the culverts, in layers with a maximum compacted thickness of 150mm in accordance with the backfilling and compaction requirements of AS 1597.2. The remainder of the excavation shall be backfilled with ordinary embankment fill in accordance with Specification C213 - EARTHWORKS.

Selected Fill

3. No fill shall be placed against wingwalls until 21 days after casting. Wingwalls

4. Backfill layers shall be placed simultaneously on both sides of the culvert with a Sequence



maximum 600mm level difference to avoid differential loading. Backfilling and compaction shall commence at the wall and proceed away from it.

5. Where the slopes bounding the excavation are steeper than 4:1, they shall be cut in the form of successive horizontal terraces of at least 1m before the backfill is placed.

Horizontal Terraces

C222.14 EXCAVATION OF INLET AND OUTLET CHANNELS

1. Excavation of inlet and outlet channels shall be carried out as shown on the Drawings and shall extend to join the existing stream bed in a regular manner as detailed in Specification C224 - OPEN DRAINS INCLUDING KERB AND GUTTER.

Extent

C222.15 CONSTRUCTION LOADING ON CULVERTS

1. Construction vehicles and plant shall not pass over the culvert until 28 days after the casting of the base slab or until the cylinder compressive strength of the base slab concrete has reached 32MPa.

Traffic Over Culvert

2. Construction vehicle loads on culverts for various design fill heights shall be in accordance with AS 1597.2.

Loading Restrictions



1. The tolerances applicable to the various clauses in this Specification are summarised in the Table below

Item Activity Tolerance Spec

Clauses

1. Mass Concrete

Bedding a) Level

± 10mm

C222.10

b) Line ± 5mm C222.10 2. Culvert

Location a) Invert Level

±10mm

C222.11

b) Grade 5mm in 2.5m (1 in 500) C222.11 c) Plan Position ±50mm C222.11





C222.19 RESERVED

DRAINAGE STRUCTURES



C223

DRAINAGE STRUCTURES

DRAINAGE STRUCTURES


SPECIFICATION C223 - DRAINAGE STRUCTURES

CONTENTS

CLAUSE PAGE

GENERAL ..................................................................................................................................2

C223.01 SCOPE ............................................................................................................................................. 2


CONSTRUCTION.......................................................................................................................2

C223.03 GENERAL ........................................................................................................................................ 2

C223.04 ALIGNMENT .................................................................................................................................... 3

C223.05 HEADWALLS AND WINGWALLS .................................................................................................. 3

C223.06 PITS .................................................................................................................................................. 3

C223.07 PRECAST UNITS ............................................................................................................................ 3

C223.08 JOINTING ........................................................................................................................................ 3

C223.09 MASS CONCRETE BEDDING ........................................................................................................ 4

C223.10 BACKFILL ........................................................................................................................................ 4

SPECIAL REQUIREMENTS ......................................................................................................4

C223.11 RESERVED...................................................................................................................................... 4

C223.12 RESERVED...................................................................................................................................... 4

C223.13 RESERVED...................................................................................................................................... 4

C223.14 RESERVED...................................................................................................................................... 4

DRAINAGE STRUCTURES


SPECIFICATION C223 : DRAINAGE STRUCTURES

GENERAL

C223.01 SCOPE

1. This Specification covers the construction of drainage structures and shall be read in conjunction with Specification C220 STORMWATER DRAINAGE - GENERAL and other drainage Specifications as applicable: C221 - Pipe Drainage C222 - Precast Box Culverts C224 - Open Drains, including Kerb and Gutter


2. The work to be executed under this Specification consists of the construction of headwalls, wingwalls, pits, gully pits, inspection pits, junction boxes/pits, drop structures, inlet and outlet structures, energy dissipators, batter drains and other supplementary structures as shown on the Drawings.

Extent of Work




(a) Council Specifications C213 - Earthworks C220 - Stormwater Drainage - General C221 - Pipe Drainage C222 - Precast Box Culverts C224 - Open Drains, including Kerb and Gutter C271 - Minor Concrete Works

(b) Australian Standards AS 3996 - Metal access covers, road grates and frames

(c) RTA Specifications 3204 - Preformed Joint Fillers for Concrete Road Pavements and

Structures

CONSTRUCTION

C223.03 GENERAL

1. Drainage structures shall be constructed in concrete and in accordance with Specification C271 - MINOR CONCRETE WORKS.

Concrete Work

2. All structures shall be constructed as soon as practicable and shall be completed not later than 28 days after the construction of the associated culverts, unless otherwise

Time for Completion

DRAINAGE STRUCTURES


approved by Council’s Supervising Engineer.

C223.04 ALIGNMENT

1. Unless otherwise shown on the Drawings, headwalls and pits shall be constructed parallel to the road centreline and wingwalls at 135

o to the headwall.

2. Where the culvert is laid skew to the road, the wingwalls and headwalls shall be splayed so that the front edge of the wing bisects the angle between the centreline of the culvert and the headwall.

Skew Angle

3. Energy dissipators shall be constructed on the axis of the culvert. Energy Dissipators

C223.05 HEADWALLS AND WINGWALLS

1. The wingwalls shall be constructed to retain the batters effectively. Where the dimensioned drawings do not satisfy this requirement Council’s Supervising Engineer shall be notified before the headwalls and wingwalls are constructed. Council’s Supervising Engineer shall direct the Contractor as to the action to be taken.

Batter Retention

2. Where rock is encountered at the bottom of excavations for wingwalls and headwalls, the depth of cut-off walls in uniform rock over the full width of the foundations may be reduced to less than that shown in the Drawings, but must be not less than 150mm into sound rock.

Rock Foundations

C223.06 PITS

1. All new pits, including gully grates and frames complying with AS 3996, shall be constructed to the details shown on the Drawings. Modification of existing pits is only to be carried out if such is shown on the Drawings.

Modification

2. Where pits and drop structures are deeper than 1.2m the Contractor shall install suitable galvanised step irons at a vertical spacing of 300mm in one wall of the pit, for the full depth of the pit.

Step Irons

C223.07 PRECAST UNITS

1. Where precast units are provided in the design they shall be handled and installed in accordance with the manufacturer's instructions.

Manufacturer's Instructions

2. If the Contractor proposes to use precast units, detailed drawings and complete details of installation procedures shall be submitted for the approval of Council’s Supervising Engineer.


3. Unless otherwise approved by Council’s Supervising Engineer, precast units shall not be delivered to the site before satisfactory documentary evidence has been submitted to Council’s Supervising Engineer that quality tests have been carried out.

Delivery

C223.08 JOINTING

1. Where drainage structures abut concrete paving, kerb and gutter or other concrete structures, a 10mm wide joint shall be provided between the structure and paving, or kerb and gutter or other concrete structures. The joint shall consist of preformed jointing material complying with RTA Specification 3204.

Preformed Jointing Material

DRAINAGE STRUCTURES


C223.09 MASS CONCRETE BEDDING

1. Mass concrete bedding shall not be placed on earth or rock foundations until the foundations have been inspected and approved by Council’s Supervising Engineer. Following such approval, the surface of the foundation shall be dampened and a layer of concrete not less than 50mm thick shall be placed over the excavated surface and shall be finished to a smooth even surface.

Foundation Inspection

2. Unreinforced concrete bases may be cast on earth or rock foundations without the mass concrete bedding.

Unreinforced Concrete Base

C223.10 BACKFILL

1. Backfilling shall not commence until the compressive strength of concrete has reached at least 15MPa unless otherwise approved by Council’s Supervising Engineer.

Commencement

2. Selected backfill shall be placed against the full height of the vertical faces of structures for a horizontal distance equal to one-third the height of the structure.

Selected Backfill

3. Selected backfill shall consist of a granular material in accordance with the requirements in Specification C213 - EARTHWORKS.

Composition

4. Special care shall be exercised to prevent wedge action against vertical surfaces during the backfilling. Where the sides of the excavation are steeper than 4 horizontally to 1 vertically they shall be cut in the form of successive horizontal terraces at least 600mm in width, as the backfill is placed.

Horizontal Terraces

5. Backfill on both sides of wingwalls up to stream bed level shall be carried up to level simultaneously. Backfilling and compaction shall commence at the wall. Compaction shall be in accordance with Specification C220 - STORMWATER DRAINAGE - GENERAL.

Procedure


C223.11 RESERVED

C223.12 RESERVED

C223.13 RESERVED

C223.14 RESERVED

DRAINAGE STRUCTURES


OPEN DRAINS



C224

OPEN DRAINS INCLUDING KERB & GUTTER

OPEN DRAINS


SPECIFICATION C224 : OPEN DRAINS, INCLUDING KERB AND GUTTER

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 3

C224.01 SCOPE ..............................................................................................................................................3

C224.02 DEFINITION ......................................................................................................................................3


UNLINED OPEN DRAINS ......................................................................................................... 4

C224.04 GENERAL .........................................................................................................................................4

C224.05 TYPES ...............................................................................................................................................4

C224.06 CONSTRUCTION .............................................................................................................................4

LINED OPEN DRAINS ............................................................................................................... 5

C224.07 GENERAL .........................................................................................................................................5

C224.08 CONCRETE LINING .........................................................................................................................5

C224.09 STONE PITCHING ...........................................................................................................................5

C224.10 BATTER DRAINS .............................................................................................................................5

C224.11 PROPRIETARY PRODUCTS ..........................................................................................................6

C224.12 KERB AND GUTTER ........................................................................................................................6

ROCK FILLED WIRE MATTRESSES AND GABIONS ............................................................ 6

C224.13 GENERAL .........................................................................................................................................6

C224.14 MATERIALS ......................................................................................................................................7

C224.15 ASSEMBLY AND ERECTION ..........................................................................................................8


C224.16 SUMMARY OF LIMITS AND TOLERANCES ..................................................................................9

SPECIAL REQUIREMENTS ....................................................................................................10

OPEN DRAINS


C224.17 RESERVED ................................................................................................................................... 10

C224.18 RESERVED ................................................................................................................................... 10

C224.19 RESERVED ................................................................................................................................... 10

OPEN DRAINS


SPECIFICATION C224 : OPEN DRAINS, INCLUDING KERB AND GUTTER

GENERAL

C224.01 SCOPE

1. The work to be executed under this Specification consists of the construction, lining and protection of all types of open drains including the construction of rock filled wire mattresses and gabions.

Scope

2. This Specification should be read in conjunction with Specification C220 - STORMWATER DRAINAGE - GENERAL, and other drainage Specifications as applicable: C221 - Pipe Drainage C222 - Precast Box Culverts C223 - Drainage Structures

C224.02 DEFINITION

1. Open drains are all drains other than pipe and box culverts and include catch drains, contour drains, diversion drains, table drains, batter drains, swales, channels, gutters and kerbs and gutters.

Definition




(a) Council Specifications C211 - Control of Erosion and Sedimentation C220 - Stormwater Drainage - General C221 - Pipe Drainage C222 - Precast Box Culverts C271 - Minor Concrete Works C273 - Landscaping

(b) Australian Standards AS 1141.22 - Wet/dry strength variation AS 1289.5.4.1 - Compaction control test – Dry density ratio, moisture Variation and moisture ratio AS 1289.5.7.1 - Compaction control test (rapid method) AS 1650 - Hot-dipped galvanised coatings on ferrous articles AS 2876 - Concrete kerbs and channels (gutters) - Manually or machine

placed

(c) RTA Specifications 3204 - Preformed Joint Fillers for Concrete Road Pavements and

Structures

(d) RTA Test Methods T166 - Determination of Relative Compaction

OPEN DRAINS


(e) Other Specifications AUSTROADS - Guide to Geotextiles

UNLINED OPEN DRAINS

C224.04 GENERAL

1. Unless shown otherwise on the Drawings, drains shall be vee shaped or of trapezoidal cross section and shall not be less than 300mm deep and have a minimum waterway area of 0.2 square metres.

Shape

2. Open drains shall be graded to ensure free flow of water and, shall not have a grade of less than 1 per cent.

Grade

3. Where trees exceeding 1m in girth at 500mm above the ground or rock outcrops occur in the line of a drain, the drain may be neatly diverted if approved by Council’s Supervising Engineer.

Trees and Rock Outcrops

4. Open drains shall be extended as necessary to lead the water clear of the work to natural drainage depressions, culverts or pits connected to underground drainage systems. The drains shall follow existing watercourses and depressions in the natural surface, unless other locations are shown on the Drawings

Open Drains

5. All work shall be undertaken in accordance with the requirements of Specification C211 - CONTROL OF EROSION AND SEDIMENTATION.

Control of Erosion

C224.05 TYPES

1. Catch drains shall be provided above the tops of cuttings or the toes of embankments where shown on the Drawings before construction of the adjacent roadway. The edges of catch drains shall not be less than 2m from the tops of cuttings or the toes of embankments nor more than is necessary to maintain the fall of the drains.

Catch Drains

2. Minor diversion and contour drains shall be constructed where shown on the Drawings or directed by Council’s Supervising Engineer. Minor diversion drains shall have the same capacity as the nearest pipe culvert on the line of the drain.

Diversion & Contour Drains

3. Table drains, swales and depressed medians shall be constructed to the line and level shown or calculated from the Drawings. Their construction is deemed to be part of earthworks.

Table Drains

4. Inlet, outlet and diversion channels shall be excavated as shown on the Drawings and, unless indicated otherwise, shall extend to join the existing streambed in a regular manner to the satisfaction of Council’s Supervising Engineer. The channel shall be excavated to the full width of the structure but the existing streambed shall be preserved as far as possible outside the limits of the excavation.

Channels

C224.06 CONSTRUCTION

1. Where the drawings permit, material excavated from drains shall be placed on the lower sides of the drains and formed as banks with slopes not steeper than 4:1 on the cross section of the bank. This material shall be compacted in accordance with AS 1289.5.4.1 to not less than 95% standard compactive effort.

Excavated Material

OPEN DRAINS


2. No activities associated with the work shall disturb any watercourse outside the site. Any excavation below the level of the natural channel shall be backfilled with suitable material compacted to a density equal to and compatible with that existing naturally.


3. The Contractor shall legally and responsibly dispose of any excess material. Excess Material

4. Unlined drains and areas adjacent to open drains shall be revegetated immediately after the drains are complete, in accordance with Specification C273 - LANDSCAPING.

Revegetation

LINED OPEN DRAINS

C224.07 GENERAL

1. Lined open drains include concrete gutters/channels, and kerb and gutter.

2. Where shown on the Approved Drawings, open drains shall be lined. Lining shall conform to the profile of the drain and shall be provided as soon as possible after forming the drain.

Profile

3. Before placing any lining material, the foundation material shall be shaped and compacted to form a firm base for the lining. Other than for kerb and gutter constructed on pavement courses, the relative compaction, as determined by AS 1289.5.7.1 or AS 1289.5.4.1 shall not be less than 95 per cent for standard compactive effort.

Compaction of Foundations

C224.08 CONCRETE LINING

1. Concrete lining for open drains shall be cast-in-situ or sprayed concrete supplied and placed in accordance with Specification C271 - MINOR CONCRETE WORKS. In wet areas weepholes shall be provided in the concrete at intervals as determined by Council’s Supervising Engineer.

Method

2. Contraction joints in concrete lining, consisting of narrow transverse and vertical grooves, 20mm deep, shall be formed neatly in the surface of the freshly placed concrete at intervals of 5m unless otherwise specified by Council’s Supervising Engineer. Expansion joints shall be placed at intervals not more than 15m, shall consist of jointing material complying with RTA Specification 3204 and shall be of sufficient depth to fill the joint.

Jointing

C224.09 STONE PITCHING

1. Stone Pitching shall consist of sound durable rock not less than 100mm thick, properly bedded on approved loam or sand and mortared to present a uniform surface. The exposed surface of each stone or block shall be approximately flat and not less than 0.05 square metres in area. Spaces between adjacent stones or blocks shall not exceed 20mm in width.

Rock Quality and Placing

C224.10 BATTER DRAINS

1. Batter drains shall be constructed using either half round steel pipes or precast nestable concrete units as shown and detailed on the Drawings.

Type

2. The units shall be installed in carefully excavated and template controlled trench to produce an even rim line of +0 to -50 from the batter line at the underside of topsoil.

Installation

3. Any over excavation and undulations in the batter line shall be backfilled and both Compaction

OPEN DRAINS


sides of the drain compacted over the full length to form a firm shoulder against the rim of the trough.

4. When topsoil is placed it shall be tapered over a width of 1m to zero thickness at the rim of the drain. Both sides of the drain shall then be turfed for minimum width of 600mm and pinned down as provided in Specification C273 - LANDSCAPING.

Topsoil and Turfing

C224.11 PROPRIETARY PRODUCTS

1. Unless shown on the Drawings, proprietary products may only be used with the approval of Council’s Supervising Engineer. Where specified, they must be used strictly in accordance with the manufacturer's instructions.

Manufacturer's Instructions

C224.12 KERB AND GUTTER

1. Kerb and/or gutters may be constructed in fixed forms, by extrusion or by slip forming, in accordance with AS 2876.

Method

2. The foundation, concrete quality, curing and testing details shall be in accordance AS 2876.

Construction Details

3. The top and face of the finished kerb and gutter shall be true to line and the top surface shall be of uniform width, free from humps, sags or other irregularities.

Finish

4. The level at any point on the surface of the gutters shall be within ±10mm of design levels. When a straight edge 3m long is laid on top of or along the face of the kerb or on the surface of gutters, the surface shall not vary more than 5mm from the edge of the straight edge, except at kerb laybacks, grade changes or curves or at gully pits requiring gutter depression.

Tolerances

5. Unless shown otherwise on the Drawings, contraction joints, shall be formed every 3m of gutter length for a minimum of 50 per cent of cross sectional area. The joint shall be tooled 20mm in depth to form a neat groove of 5mm minimum width.

Contraction Joints

6. Unless shown otherwise on the Drawings, expansion joints, 15mm in width for the full depth of the kerb and gutter, shall be constructed at intervals not exceeding 15m and where the gutter abuts against gutter pits, retaining walls and overbridges. Expansion joints shall consist of a joint filler complying with RTA Specification 3204.

Expansion Joints

7. Where kerbs and/or gutters are cast adjacent with a concrete pavement the same type of contraction, construction and expansion joints specified in the concrete base shall be continued across the kerb and/or gutter.

Adjacent Concrete Pavement

8. House stormwater outlets shall be provided and/or extended through the kerb for each house that drains to the kerb.

Stormwater Outlets

9. Opposite all driveways, where shown on the Drawings or where directed by Council’s Supervising Engineer, vehicular or pedestrian access shall be provided. Such accesses shall be constructed in accordance with the current issue of the Standard Drawings and shall also comply with the requirements for acess for persons with disabilities

Vehicular or Pedestrian Access

ROCK FILLED WIRE MATTRESSES AND GABIONS

C224.13 GENERAL

1. Installation shall be in accordance with the manufacturer's instructions. A geotextile shall be placed between the wire cage and the material being protected.

Location and Filter Fabric

OPEN DRAINS


C224.14 MATERIALS For wire mattresses and gabions, the galvanising requirements for wire of circular cross section cited in this clause as “heavily galvanised ‘, shall comply with the coating mass requirements for wire in AS 1650, type A wire.

(a) Gabions

1. The gabions shall be of the sizes shown on the Drawings and fabricated of woven heavily galvanised wire mesh and PVC coated where specified on the Drawings. Each gabion shall be divided by diaphragms into cells whose length shall not be greater than the width of the gabions plus 100mm. Gabions shall have a nominal mesh size of 80mm x 100mm and body wire shall be a minimum diameter of 2.7 mm heavily galvanised with an additional thickness of 0.4 mm PVC coating where specified on the Drawings. The minimum core diameters of galvanised selvedge wire and lacing wire shall be 3.4 mm and 2.2 mm respectively.

Dimensions

(b) Wire Mattresses

1. Unless specified otherwise, the wire mattresses shall be supplied in units having dimensions of 6 m x 2 m x 230 mm, and shall be cut to suit areas as shown on the Drawings. Diaphragms shall divide the mattresses into cells of length not exceeding 600mm. Unless otherwise specified, mattresses shall be fabricated of woven heavily galvanised wire and PVC coated where specified on the Drawings.

Mattress Dimension

2. Mattresses shall have a mesh size of 60 mm x 80 mm and body wire shall be a minimum diameter of 2.0 mm heavily galvanised with an additional minimum thickness of 0.4 mm PVC coating where specified on the Drawings. The minimum core diameters of heavily galvanised selvedge wire and lacing wire shall be 2.7 mm and 2.2 mm respectively.

Wire Dimensions

(c) Geotextile

1. A chemically and biologically stable geotextile with a minimum strength rating (G) of 1350 and minimum mass of 180 grams per square metre, in accordance with AUSTROADS - Guide to Geotextiles shall be used.

Type

2. Samples, manufacturer's specification and instructions on installation shall be submitted to Council’s Supervising Engineer seven days before the intended use of geotextile.

Sample

(d) Rock Fill Material

1. The rock fill shall consist of clean hard rock with a minimum wet strength of 100 kilonewtons and a maximum wet/dry strength variation of 45 per cent as determined by AS 1141.22.

Rock Quality

2. Rock fill for gabions shall have particle sizes between 100mm and 250mm and preferably not greater than 200mm. Fill material may be placed by hand or mechanically, and shall be tightly packed with a minimum of voids. Fill material shall be levelled off 25mm to 50mm above the top of the mesh to allow for settlement.

For Gabions

3. Rock fill for wire mattresses shall have particle sizes between 75mm and 150mm and preferably not greater than 125mm. When the mattress is on a slope, rock fill material shall be placed into the units starting from the low end. Units shall be filled slightly overfull to allow for settlement and to provide an even tight and smooth surface of the required contour.

For Wire Mattresses

OPEN DRAINS


C224.15 ASSEMBLY AND ERECTION

1. Before laying out the gabions or wire mattresses, filter fabric shall be placed on the founding material. The edges of wire mattresses shall be firmly tied to galvanised star pickets driven a minimum of 900mm into the surrounding ground at 1m maximum intervals and the star pickets cut off level with the top of the mattress. The upstream edge of wire mattresses shall be folded down into a trench of minimum depth 300mm and filled with rock fill. This edge shall be tied to star pickets.

Procedure

OPEN DRAINS





Clause

1. Open Drains - General

(a) Grading Grade >1% C224.04 (b) Depth >300mm C224.04 (c) Waterway Area >0.2 sq m C224.04 (d) Catch Drain Location >2m from top of cuttings or toes of

embankments C224.05

2. Open Drains - Lining

(a) Compaction of

Foundation >95% C224.07

3. Stone Pitching

(a) Rock Dimensions >100mm thickness C224.09 (b) Exposed Surface Area >0.05 sq m C224.09 (c) Spaces between

Stones <20mm width C224.09

4. Batter Drains

(a) Rim line +0, -50 from batter line C224.10 5. Kerb and Gutter

(a) Level of gutter surface Level ±10mm of design level C224.12

(b) Surface uniformity Deviation of kerb and gutter surface

from 3m straight edge 5mm

C224.12

6. Rock Fill for Gabions and

Wire Mattresses

(a) Wet Strength >100kN C224.14d (b) Wet/Dry Strength

variation <45% C224.14d

(c) Particle size for Gabions

>100mm <250mm C224.14d

(d) Fill Level >25mm <50mm above top of mesh C224.14d (e) Particle size for Wire

Mattresses >75mm <150mm C224.14d

7. Erection of Wire

Mattresses

(a) Star pickets for ties Depth in ground >900mm

Spacing <1m C224.15

(b) Trench Depth for upstream edge

Depth >300mm C224.15


OPEN DRAINS



C224.17 RESERVED

C224.18 RESERVED

C224.19 RESERVED

OPEN DRAINS


SUBSURFACE DRAINAGE



C230

SUBSURFACE DRAINAGE

GENERAL





Amendment

Sequence No.


amendment


Code

Author

Initials

Amendment

Date

1 Plastic pipe specification C230.10 M BG 1/3/16

2 Filter material C230.12 M BG 1/3/16

SUBSURFACE DRAINAGE


SPECIFICATION C230 - SUBSURFACE DRAINAGE-GENERAL

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 2

C230.01 INTRODUCTION ..............................................................................................................................2

C230.02 SCOPE ..............................................................................................................................................2

C230.03 EXTENT OF WORK .........................................................................................................................3


C230.05 TEMPORARY DRAINAGE DURING CONSTRUCTION ................................................................3

C230.06 SITING OF WORK ...........................................................................................................................4

C230.07 EXCAVATION ...................................................................................................................................4

C230.08 BACKFILLING ...................................................................................................................................4

C230.09 OUTLET STRUCTURES FOR SUBSURFACE DRAINAGE ..........................................................4

MATERIALS ............................................................................................................................... 5

C230.10 CORRUGATED PLASTIC PIPE .......................................................................................................5

C230.11 OTHER TYPES OF SUBSURFACE DRAINAGE ............................................................................5

C230.12 FILTER MATERIAL...........................................................................................................................5

C230.13 GEOTEXTILE ...................................................................................................................................7

RECORDING OF DRAINAGE ................................................................................................... 8

C230.14 RECORDING OF SUBSURFACE DRAINAGE INFORMATION ....................................................8


C230.15 RESERVED ......................................................................................................................................8

C230.16 RESERVED ......................................................................................................................................8

C230.17 RESERVED ......................................................................................................................................8

ANNEXURE C230A SLOTTED PIPES FITTED WITH SEAMLESS TUBULAR FILTER FABRIC

SUBSURFACE DRAINAGE


SPECIFICATION C230 : SUBSURFACE DRAINAGE - GENERAL

GENERAL

C230.01 INTRODUCTION

1. This is the general specification common and applicable to all types of subsurface drainage and shall be read in conjunction with subsurface drainage specifications: C231 - Subsoil and Foundation Drains C232 - Pavement Drains C233 - Drainage Mats

as applicable to particular contracts.

Purpose

C230.02 SCOPE


(a) Preparation for subsurface drainage construction;

(b) Siting of subsurface drainage facilities;

(c) The supply of all materials associated with the provision of the subsurface drainage system;

(d) All activities and quality requirements associated with the supply, placement and compaction of filter material;

(e) The provision of a detailed record of all subsurface drain installations;

(f) The marking on the ground of the location of all subsurface drains.

SUBSURFACE DRAINAGE


C230.03 EXTENT OF WORK

1. Details of the work are as shown on the Drawings, or as directed by the Council’s Supervising Engineer and Geotechnical Engineer.




(a) Council Specifications C211 - Control of Erosion and Sedimentation C213 - Earthworks C271 - Minor Concrete Works

(b) Australian Standards AS 1141.11 - Particle size distribution by dry sieving. AS 1141.22 - Wet/dry strength variation. AS 1289.E5.1 - Determination of minimum and maximum dry density of a

cohesionless material. AS 1477 - Unplasticised PVC (UPVC) pipes and fittings for pressure

applications AS 2439.1 - Perforated drainage pipe and associated fittings AS 2758.1 - Aggregates and rock for engineering purposes - Concrete

aggregates ASTM-D2434-68 Test method for permeability of granular soils (constant head)

(c) RMS Specifications MR1160 - Supply and Delivery of Seamless Tubular Filter Fabric

(d) RMS Test Methods T102 - Pretreatment of Samples of Road Materials by Compaction T103 - Pretreatment of Road Materials by Artificial Weathering

(e) Legislation Occupational Health and Safety Act, 2000

C230.05 TEMPORARY DRAINAGE DURING CONSTRUCTION

1. All drainage works carried out by the Contractor shall comply with Specification C211 - CONTROL OF EROSION AND SEDIMENTATION.

Erosion Control

2. The Contractor shall make adequate provision for runoff flows at subsurface drainage works under construction to avoid damage or nuisance due to scour, sedimentation, soil erosion, flooding, diversion of flow, damming, undermining, seepage, slumping or other adverse effects to the Works or surrounding areas and structures as a result of the Contractor's activities.


3. The Contractor's material and equipment shall be located clear of watercourses or secured so that they will not cause danger or damage in the event of large runoff flows.

Location of Equipment

SUBSURFACE DRAINAGE


C230.06 SITING OF WORK

1. Before commencing construction of any subsurface drainage activity, the Contractor shall set out on site the position of the work to the location and levels shown on the Drawings.

Set-out

2. The Council’s Supervising Engineer may amend the locations or designed levels or the lengths to suit actual site conditions.

Amendments to Planned Work

3. Should the Contractor propose changes to the location, length, designed levels, conditions of installation or cover to suit the Contractor’s construction procedures, the Contractor shall present the proposed set-out in addition to the designed set-out for consideration by the Council’s Supervising Engineer. No changes shall be made unless the prior written approval of the Council’s Supervising Engineer is obtained.

Proposed Changes by Contractor

C230.07 EXCAVATION

1. Excavation shall be undertaken in compliance with all statutory requirements. The Contractor shall provide any shoring, sheet piling or other stabilisation of the sides necessary to comply with these statutory requirements.

Safety

2. Where public utilities exist or are likely to exist in the vicinity of drainage works the Contractor shall obtain the approval of the relevant authority to the method of excavation before commencing excavation and in addition shall make contact with Dial Before You Dig (phone 1100).

Approval by Public Utility Authorities – Dial Before You Dig

3. Excavation by blasting, if permitted, shall be carried out to ensure that the peak particle velocity measured on the ground adjacent to any previously installed drainage structure does not exceed 25 millimetres per second. The Contractor shall comply with other requirements concerning blasting operations in Specification C213 - EARTHWORKS.

Blasting Operation

4. Trenches shall be excavated to the line, grade, width and depth shown on the Drawings or as directed by the Council’s Supervising Engineer. The bottom of the trench shall be constructed so that no localised ponding can occur. The Contractor shall remove all loose material.

Excavation Level

5. Any material at the bottom of the trench or at foundation level which the Council’s Supervising Engineer deems to be unsuitable shall be removed and disposed in accordance with Specification C213 - EARTHWORKS by the Contractor and replaced with backfill material in accordance with the requirements of this Specification. The bottom of the excavated trench or foundation, after any unsuitable material has been removed and replaced, shall be parallel with the specified level or grade of the pipe.

Unsuitable Material

C230.08 BACKFILLING

1. Backfilling shall be carried out in accordance with the requirements of the relevant subsurface drainage structures Specifications.

Detail

C230.09 OUTLET STRUCTURES FOR SUBSURFACE DRAINAGE

1. Subsurface drainage pipes shall be connected to discharge into gully pits or to outlet structures as shown on the Drawings or as directed by the Council’s Supervising Engineer.

Discharge

2. Outlets shall be spaced at a maximum interval of 80m. Spacing

3. Outlets, including those discharging into gully pits, shall be made rodent proof using Rodent Proof

SUBSURFACE DRAINAGE


galvanised wire netting.

4. The outlet shall be located so that erosion of the adjacent areas does not occur or shall be protected by the placement of selected stone or similar treatment.

Erosion Control

5. Outlet pipes from curtain drains shall be unslotted. At no point shall an outlet pipe be higher than the pipe at the end of the curtain drain.

Outlet Pipe

6. All concrete used in the construction of outlet structures shall conform to the requirements of Specification C271 - MINOR CONCRETE WORKS.

Concrete Specification

MATERIALS

C230.10 CORRUGATED PLASTIC PIPE

1. Corrugated plastic pipe shall be Class 400 (SN8 RMS Specification 3552) conforming to the requirements of AS2439.1. Class 1000 (SN20 RMS Specification 3552) shall be used where subject to heavy vehicle traffic loads.

Specification

2. Joints, couplings, elbows, tees and caps shall also comply with AS2439.1 and only the manufacturer's recommended fittings shall be used.

Fittings

3. The Contractor shall obtain from the Manufacturer a Test Certificate demonstrating compliance with AS2439.1.

Compliance

C230.11 OTHER TYPES OF SUBSURFACE DRAINAGE

1. Where a Contractor wishes to use a subsurface drainage pipe other than corrugated plastic pipe, he shall submit full details of the type of pipe, certification from the manufacturer of its suitability and quality and written acceptance by the Council for its use in each particular application. Certification of the suitability of any pipe will address the crushing strength, flexural strength, jointing system and slotting details.

Submit for Approval

C230.12 FILTER MATERIAL

(a) General

1. The types of filter material covered by this Specification include Type A and Type B material as specified below. Other material sizes may be used but require prior approval by council Engineer and must comply with RMS Specification 3580.

(a) Type A filter material for use in most applications

(b) Type B filter material for use in trench drains and Type B drainage mats

2. All filter material shall consist of clean, hard, tough, durable particles.

(b) Type A Filter Material

1. Type A filter material shall be crushed rock complying with the following requirements:

Grading

SUBSURFACE DRAINAGE


TEST METHOD PROPERTY REQUIREMENT

AS 1141.11 Material passing AS sieve Per cent by mass

6.7mm 4.75mm 2.36mm 1.18mm 425um

100 85 to 100 0 to 40 0 to 5 0 to 2

Table C230.1 - Type A Filter Material

(c) Type B Filter Material

1. Type B filter material shall be granular material complying with the following grading requirements:

Grading

TEST METHOD PROPERTY REQUIREMENT

AS 1141.11 Material passing AS sieve Per cent by mass

4.75mm 2.36mm 425um 300um 150um 75um

100 95 to 100 20 to 80 0 to 30 0 to 2

0 to 0.1

Table C230.2 - Type B Filter Material

2. In addition to the above grading requirements, Type B filter material shall have a coefficient of saturated permeability, when compacted to its maximum dry density as determined by AS 1289.E5.1 and then tested in accordance with Test Method ASTM-D2434-68, of at least 8 metres per day after three hours of flow.

Coefficient of Saturated Permeability

3. After treatment in accordance with Test Method T103 and five cycles of compaction in accordance with Test Method T102, Type B filter material shall not vary from its original grading before such treatment by more than the following amounts:

Grading Variation

AS Sieve Variation From Grading Before Treatment

(per cent of mass)

2.36mm 1.18mm 425um 300um 150um 75um

± 3 ± 1 ± 1 ± 1

± 0.5 ± 0.1

Table C230.3 - Type B Filter Material Variation

SUBSURFACE DRAINAGE


C230.13 GEOTEXTILE

(a) General

1. The geotextile, other than seamless tubular filter fabric, shall consist of a needle-punched felt, which shall be manufactured from synthetic materials other than polyamide. It shall be bio-stable and resistant to attack by alkalis, acids, dry heat, steam, moisture, brine, mineral oil, petrol, diesel and detergents.

Properties

2. The geotextile shall be resistant to ultra-violet light. No geotextile shall be left exposed to sunlight during storage and construction for a period longer than a total of twenty-one days. If exposure in excess of twenty-one days does occur, the geotextile shall be tested and if its characteristics have deteriorated to or below 90 per cent of the characteristics claimed by the manufacturer or the characteristics determined on unexposed geotextile, whichever is the better, it shall be removed and replaced with a geotextile complying with this Specification.

Ultra Violet Light Resistant

3. The geotextile shall be capable of retaining particles of particle size greater than 100 microns.

Particle Retention

4. The minimum mass of geotextiles for different types of subsurface drainage shall be as follows:

Mass

TYPE OF SUBSURFACE DRAINAGE MINIMUM MASS OF

GEOTEXTILE

(Grams per square metre)

Trench Drains and Drainage Mats 250

Curtain Drains 500

Table C230.6 - Geotextile Mass

5. In addition to the above requirements, geotextiles for curtain drains shall consist of polyester, polypropylene or polyethylene. Geotextiles for curtain drains shall have a rate of water transmission not less than 20 litres per hour per metre width of fabric through a 300 mm length of the fabric when subjected to a pressure of 200 kPa applied at right angles to the plane of the fabric, and to a constant head of water no greater than 50 mm applied to the top edge of the fabric.

Water Transmission Rate

(b) Seamless Tubular Filter Fabric

1. Seamless tubular filter fabric shall be used to enclose all slotted pipes and shall comply with MR Form 1160.

Specification

2. Fitting of the seamless tubular filter fabric shall be in accordance with the requirements of Annexure C230A. Filter fabric that is excessively stretched, torn or otherwise damaged during fitting of the fabric, storage, transportation or pipe laying will be removed and replaced so as to eliminate any damaged lengths.

Fitting

SUBSURFACE DRAINAGE


RECORDING OF DRAINAGE

C230.14 RECORDING OF SUBSURFACE DRAINAGE INFORMATION

1. The Contractor shall keep a detailed record of all subsurface drainage pipes and the completed subsurface drainage systems shall be shown on the work-as-executed plans.

Work As Executed Plans

2. In addition, the Contractor shall prepare a subsurface drainage information sheet or sheets at the completion of construction of each drain or drainage system and shall submit the subsurface drainage sheet or sheets to the Council’s Supervising Engineer within five working days of the completion of the drain or drainage system.

Information Sheet

3. The information to be included in the subsurface drainage information sheets shall include:

Date of completion of drain construction:

Drain Number:

Type of Drain:

Pipe Size:

Pipe Type:

Filter Type:

Grade of Drain:

Locations of Cleanouts:

Locations of Outlets:

Geotextile-

Sheet Yes/No

Seamless Tubular Filter Fabric Yes/No

Response Time:

NOTE: Response Time shall be the time taken for water to travel from the inlet end of a drain or from a cleanout leading to a drain to the outlet end of the drain.

Detail


C230.15 RESERVED

C230.16 RESERVED

C230.17 RESERVED

SUBSURFACE DRAINAGE

C230 December 2016 (Copyright SWR-TM/WSC) C230-A1 WOLLONDILLY SHIRE COUNCIL

ANNEXURE C230A

SLOTTED PIPES FITTED WITH SEAMLESS TUBULAR FILTER FABRIC

1. PROCEDURE FOR FITTING SEAMLESS TUBULAR FILTER FABRIC TO SLOTTED PIPE Seamless tubular filter fabric shall be fitted to slotted pipe immediately before the slotted pipe is to be laid in its final position in the work. The filter fabric shall be initially pulled over and onto a short length of smooth pipe of internal diameter between 20mm and 30mm greater than the external diameter of the slotted pipe to be enclosed by filter fabric. The short, larger diameter pipe shall be referred to as the 'mandrel'. The pipe to be enclosed by the filter fabric shall be passed through the mandrel. The filter fabric shall be slipped on to the pipe as the pipe emerges from the mandrel leaving enough overhang of the filter fabric to make a suitable joint with the filter fabric on the adjacent pipe. The filter fabric shall be firmly held to the forward end of the pipe so that it cannot slip back along the pipe. The pipe shall be pulled right through the mandrel allowing the filter fabric to progressively slip over the pipe. The filter fabric shall be restrained from easily slipping off the mandrel thus ensuring the filter fabric is stretch fitted onto the pipe. When the end of the pipe emerges from the mandrel, the filter fabric shall be clamped to that end of the pipe so that the filter fabric cannot slip down the pipe. The filter fabric shall remain clamped to each end of the pipe to ensure the filter fabric remains stretch fitted onto the pipe when the pipe is placed in its final position in the drain. The filter fabric shall be cut cleanly leaving enough overhang over the end of the pipe to make a fully covered join with the filter fabric on the adjacent pipe when the pipes are installed in the drain.

2. PRECAUTIONS TO BE TAKEN WHEN USING SLOTTED PIPE FITTED WITH SEAMLESS TUBULAR

FILTER FABRIC Slotted pipe fitted with seamless tubular filter fabric shall not be dragged over the ground. If carried, the pipe shall be lifted clear of the ground and the filter fabric shall be protected from damage at all times. Seamless tubular filter fabric, which has been so damaged as to affect its filtering properties, shall be removed from the pipe and replaced with undamaged filter fabric. If at any time during the installation of a slotted pipe it is found that the enclosed filter fabric has become loose on the pipe it shall be restretched to its correct position. If restretching causes any damage to the filter fabric, the damaged filter fabric shall be removed from the pipe and replaced with undamaged filter fabric.

SUBSURFACE DRAINAGE


SUBSOIL AND FOUNDATION DRAINS



C231

SUBSOIL AND

FOUNDATION DRAINS



SPECIFICATION C231 : SUBSOIL AND FOUNDATION DRAINS

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 2

C231.01 SCOPE ..............................................................................................................................................2

C231.02 TERMINOLOGY ...............................................................................................................................4


C231.04 ORDER OF CONSTRUCTION ........................................................................................................7

CONSTRUCTION ....................................................................................................................12

C231.05 SUBSOIL DRAINS ......................................................................................................................... 12

C231.06 FOUNDATION DRAINS ................................................................................................................ 23




C231.08 RESERVED ................................................................................................................................... 38



SPECIFICATION C231 : SUBSOIL AND FOUNDATION DRAINS

GENERAL

C231.01 SCOPE

1. The work to be executed under this Specification covers the excavation, bedding, installation and backfilling of subsoil and foundation drains.

Scope

2. Subsoil and foundation drains shall be constructed where and as shown on the Drawings or as directed by the Council’s Supervising Engineer.

Location

3. This Specification should be read in conjunction with Specification C230 - SUBSURFACE DRAINAGE - GENERAL.


C231.02 TERMINOLOGY

1. Subsoil drains are intended for the drainage of ground water and/or the pavement in cuttings.

Subsoil Drains

2. Foundation drains are required for the drainage of seepage, springs and wet areas within and adjacent to the foundations.

Foundation Drains




(a) Council Specifications C213 - Earthworks C230 - Subsurface Drainage - General

(b) RMS Test Method T166 - Determination of Relative Compaction

C231.04 ORDER OF CONSTRUCTION

(a) Subsoil Drains

1. Subsoil drains shall be constructed as soon as possible after necessary earthworks are completed in the area of the drain. Where stabilisation of the subgrade is required, subsoil drains shall be constructed after completion of stabilisation except that, where excessive ground water is encountered, they may be constructed prior to stabilisation of the subgrade.

Timing of Work

2. Where a Selected Material Zone is specified and excessive ground water is encountered, subsoil drains may be installed in two stages as follows: Stage 1: Standard subsoil drains installed below the base of the cutting prior

to placement of select material in the Selected Material Zone.

Two Stage Construction

Stage 2: Extension of subsoil drain to the top of the Selected Material Zone

after placement of selected material.

(b) Foundation Drains



1. Foundation drains shall be constructed after completion of clearing and stripping operations, and preceding the commencement of embankment construction.

Timing of Construction

CONSTRUCTION

C231.05 SUBSOIL DRAINS

(a) Excavation

1. Excavation shall be undertaken in accordance with the requirements of Specification C230 - SUBSURFACE DRAINAGE - GENERAL.


2. Trenches for subsoil and foundation drains shall be excavated to the line, grade, width and depth as shown on the Drawings or as directed by the Council’s Supervising Engineer.

Dimensions and Grade

3. The bottom of the trench shall be excavated to the same grade as the design pavement surface in the direction of the trench except where the grade of the design pavement surface in the direction of the trench is less than 0.5 per cent. In which case the trench depth shall be increased to provide a minimum grade of fall in the trench of 0.5 per cent. The bottom of the trench shall be excavated so that no localised ponding of water occurs.

Minimum Grade

4. If at any location the trench is excavated below the specified floor level, the trench shall be backfilled with non-porous subgrade material so that when the subgrade material is compacted to a relative compaction, determined by Test Method T166, of at least 100 per cent, the bottom of the trench shall be at the specified floor level.

Over- excavation

5. Where a subsoil drain is constructed in two stages, the excavation for Stage 2 shall be carried out after placement and compaction of the selected material zone or the stabilised subgrade layer. The Stage 2 trench shall be excavated to the same line and width as the Stage 1 trench and to a depth to provide a clean, full contact with the filter material placed in Stage 1. All excavated material shall be disposed to waste or incorporated into fills.

Two Stage Construction

(b) Laying of Pipe

1. The 100mm diameter corrugated slotted plastic piping, complying with Specification C230 - SUBSURFACE DRAINAGE - GENERAL, shall be laid on a bed of filter material 50mm in thickness and shall be laid to the required line and grade.

Bedding

2. The type of filter material shall comply with Table C230.1. Filter Material

3. Joints in the pipeline shall be kept to the minimum number and, where required, shall be made using a suitable external joint coupling. The inlet end of the pipe shall be fitted with a cap.

Joints and Capping

(c) Backfilling

1. The trench shall be backfilled with filter material to the level specified. The filter material shall be placed and compacted in layers with a maximum compacted thickness of 300mm. Tamping around and over the pipe shall be done in such a manner as to avoid damage or disturbance to the pipe.

Filter Material

2. The filter material shall be compacted for its full depth to a relative compaction of not less than 100 per cent (standard compaction) as determined by Test Method T166.

Compaction of Filter Material

3. The upper section of the trench, above the level specified for filter material backfill, shall be backfilled with selected backfill material, conforming to the requirements of Specification C213 - EARTHWORKS, compacted for its full depth to a relative compaction

Select Material



of not less than 100 per cent (standard compaction) as determined by Test Method T166.

4. Where shown on the Drawings or as directed by the Council’s Supervising Engineer, a geotextile conforming to the requirements of Specification C230 - SUBSURFACE DRAINAGE - GENERAL, shall be provided at the interface between the filter material and adjoining materials. Laps of 500mm shall be provided at joints in the fabric.

Geotextile

(d) Outlets

1. Outlets are to be provided at maximum intervals of 80m. Where possible, subsoil drains shall discharge into gully pits and other stormwater drainage structures. Where not possible, an outlet shall be constructed of unslotted plastic pipe of the same diameter as the main run to discharge below the edge of the road shoulder. An outlet structure in accordance with the Drawings shall be constructed at the discharge end.

Pipes and Structures

C231.06 FOUNDATION DRAINS

(a) Excavation

1. Excavation shall be undertaken in accordance with the requirements of Specification C230 - SUBSURFACE DRAINAGE - GENERAL and Clause C231.05 of this Specification.


(b) Laying of Pipe


Bedding

2. The type of filter material shall be as shown in Table C230.1. Filter Material


Jointing and Capping of Pipe

(c) Backfilling

1. The trench shall be backfilled with filter material in accordance with the provisions of Clause C231.05(c).

Filter Material

2. The upper section of the trench, above the level specified for filter material backfill, shall be backfilled with suitable earth backfill material, compacted for its full depth to a relative compaction of not less than 100 per cent (standard compaction) as determined by Test Method T166.

Earth Backfill and Compaction

3. Where shown on the Drawings or as directed by the Council’s Supervising Engineer, a geotextile, conforming to the requirements of Specification C230 - SUBSURFACE DRAINAGE - GENERAL, shall be provided at the interface between the filter material and adjoining materials. Laps of 500mm shall be provided at joints in the fabric.

Geotextile

(d) Outlets

1. An outlet structure in accordance with the detail shown on the Drawings and Specification C230 - SUBSURFACE DRAINAGE - GENERAL shall be constructed at the discharge end. The outlet shall be located so that erosion of the adjacent area does not occur or shall be protected by the placement of selected stone in the splash zone of the outlet.

Construction Detail





1. The limits and tolerances applicable to the various clauses in this Specification are summarised in Table C231.1 below.


Clause

1. Excavation Trench Grade

0.5%

C231.05(a)

2. Subsoil Drain Backfill

(a) Layer thickness 300mm max C231.05(c) (b) Compaction (Relative)

Filter and Backfill material

100% standard

C231.05(c)

3. Outlet Spacing 80m max C231.05(d)

4. Foundation Drain

Backfill

(a) Layer thickness 300mm max C231.05(c) (b) Compaction (Relative)

Filter material Backfill material

100% Standard

>100% Standard

C231.05(c)

Table C231.1 - Table of Limits and Tolerances


C231.08 RESERVED

PAVEMENT DRAINS



C232

PAVEMENT DRAINS

PAVEMENT DRAINS


SPECIFICATION C232 - PAVEMENT DRAINS

CONTENTS

CLAUSE PAGE

GENERAL ............................................................................................................................................ 4

C232.01 SCOPE .................................................................................................................................................... 4

C232.02 TERMINOLOGY .................................................................................................................................... 5

C232.03 REFERENCE DOCUMENTS ............................................................................................................... 7

C232.04 ORDER OF CONSTRUCTION.......................................................................................................... 12

CONSTRUCTION ............................................................................................................................. 17

C232.05 SUB-PAVEMENT DRAINS ................................................................................................................ 17

C232.06 INTRA-PAVEMENT DRAINS ............................................................................................................. 29

C232.07 EDGE DRAINS .................................................................................................................................... 44

LIMITS AND TOLERANCES .......................................................................................................... 55

C232.08 SUMMARY OF LIMITS AND TOLERANCES .................................................................................. 55

SPECIAL REQUIREMENTS ........................................................................................................... 63

C232.09 RESERVED .......................................................................................................................................... 63

ANNEXURE C232.A ......................................................................................................................... 64

SLOTTING DETAILS FOR THICK WALLED UNPLASTICISED PVC PLASTIC PIPE ......................................... 65

PAVEMENT DRAINS


SPECIFICATION C232 : PAVEMENT DRAINS

GENERAL

C232.01 SCOPE

1. This Specification covers the installation of Sub-Pavement Drains, Intra-Pavement Drains and Edge Drains.

Scope

2. Pavement drains shall be constructed where and as shown on the Drawings or as directed by Council’s Supervising Engineer.

Location



C232.02 TERMINOLOGY

1. Sub-Pavement Drains are intended for the drainage of the pavement layers where the subbase is not a macadam crushed rock.

Sub-Pavement Drains

2. Intra-Pavement Drains are intended for the drainage of the pavement layers of a flexible pavement where the subbase material is a macadam crushed rock or open graded asphaltic concrete.

Intra-Pavement Drains

3. Edge Drains are intended for the drainage of rigid pavements. Edge Drains



(a) Council Specifications C213 - Earthworks C230 - Subsurface Drainage - General C242 - Flexible Pavements C245 - Asphaltic Concrete

(b) Australian Standards AS 1289.3.3.1 - Calculation of the plasticity index of a soil. AS 1289.5.4.1 - Methods of Testing soils for engineering purposes - Soil

compaction and density tests - Compaction control test - Dry density ratio, moisture variation and moisture ratio

AS 1477 - Unplasticised PVC (UPVC) pipes and fittings for pressure applications.

(c) RTA Specifications 3555 - Slotted Fibre Reinforced Concrete Pipes for Subsurface

Drainage.


PAVEMENT DRAINS



(a) Sub-Pavement Drains

1. Sub-pavement drains shall be constructed as soon as possible after necessary earthworks are completed in the area of the drain. Where stabilisation of the subgrade is required, sub-pavement drain shall be constructed after completion of stabilisation except that where excessive ground water is encountered, sub-pavement drains may be constructed prior to stabilisation of the subgrade.


2. Where a Selected Material Zone is specified and excessive ground water is encountered, sub-pavement drains may be installed in two stages as follows:

Stage Construction

Stage 1: Standard sub-pavement drains installed below the base of the cutting prior to placement of select material in the Selected Material Zone.

Stage 2: Extension of sub-pavement drain to top of the Selected Material Zone after placement of selected material.

(b) Intra-Pavement Drains

1. Intra-Pavement Drains shall be constructed after the completion of the layer below the crushed rock Macadam or 40mm open graded asphaltic concrete subbase and preceding the construction of the subsequent layers.


(c) Edge Drains

1. Edge Drains shall be constructed after the construction of the rigid pavement and before the placement and compaction of verge material.


CONSTRUCTION

C232.05 SUB-PAVEMENT DRAINS

(a) Excavation

1. Trenches 300mm wide shall be trimmed to the required line and to a depth of 600mm below the bottom of the subbase or below the base of the cutting where two stage construction of the Sub-Pavement Drain is required.

Trench Dimensions

2. The bottom of the trench shall be to the same grade as the design pavement surface except where the grade of the roadway is less than 0.5 per cent, in which case the depth of the trench shall be increased to provide a grade of 0.5 per cent in the trench. The bottom of the trench shall be excavated so that no localised ponding of water occurs.

Trench Grade

3. Where two-stage construction of the sub-pavement is required, excavation for Stage 2 shall be carried out after placement and compaction of the Selected Material Zone. The Stage 2 trench shall be to the same line and width as Stage 1 and to a depth sufficient to provide a clean, full contact with the previously placed filter material. All excavated material shall be disposed to waste or incorporated into fills.

Two-Stage Construction

(b) Laying of Pipe


Filter Bed

PAVEMENT DRAINS


2. The type of filter materials shall be as shown in Table C230.1. Type


Jointing and Capping

(c) Backfilling

1. The trench shall be backfilled with filter material to the level specified. The type of filter material shall be as shown in Table C230.1. The filter material shall be placed and compacted in layers with a maximum compacted thickness not exceeding 300mm. Tamping around and over the pipe shall be done in such a manner as to avoid damage or disturbance of the pipe.

Filter Material

2. The filter material shall be compacted for its full depth to a relative compaction of not less than 100 per cent (standard compaction) as determined by .

Compaction

3. On the outlet section of pipes discharging through the fill batters the trench shall be backfilled with the nominated filter material to a depth of 50mm above the pipe. The balance of trench shall be backfilled with earth backfill material of maximum particle size of 50mm and shall be compacted for the full depth to a relative compaction of 100 per cent as determined by AS 1289.5.4.1.

Pipe Outlet

4. In the case of sub-pavement drains of two stage construction when it is not practical to place the Pavement Layers or the Selected Material Zone immediately after the construction of Stage 1, the filter material placed to the top of Stage 1 shall be protected from scour and/or contamination by covering with a 50mm thick plug of compacted select fill material having a maximum particle size of 25mm and Plasticity Index of not more than twelve as determined by AS 1289.3.3.1. This plug, any contaminated filter material and any select material covering shall be removed and replaced with filter material and compacted immediately ahead of the placement of the pavement layer. All excavated material shall be disposed to waste or incorporated in fills.

Temporary Plug over Filter Material

(e) Outlets

1. Outlets are to be provided at maximum intervals of 80m. Where possible sub-pavement drains shall discharge into gully pits and other stormwater drainage structures. Where not possible, an outlet shall be constructed of unslotted plastic pipe of the same diameter as the main run to discharge below the edge of the road shoulder. An outlet structure in accordance with the Drawings shall be constructed at the discharge end.

Location

2. The outlet shall be made rodent proof in accordance with the requirements of Specification C230 - SUBSURFACE DRAINAGE - GENERAL.

Rodent Proof

3. The outlet shall be located so that erosion of the adjacent area does not occur, or shall be protected by the placement of selected stone in the splash zone of the outlet.

Erosion Control

C232.06 INTRA-PAVEMENT DRAINS

(a) Excavation

1. A 'V' shaped trench approximately 50mm deep shall be cut to the required line in the pavement layer immediately below the MS75 crushed rock pavement layer. No excavation is required below a 40mm open graded asphaltic concrete subbase layer.

Type

2. The bottom of the trench is to be to the same grade as the roadway. The bottom of the trench shall be constructed so that localised ponding of water does not occur.

Grade

3. Where the pipe is to discharge through the fill batter a trench shall be constructed on a grade suitable for the pipe to discharge its contents without scour. After laying the pipe the trench shall be backfilled with fill material and compacted for the full depth to a relative

Discharge Pipe

PAVEMENT DRAINS


compaction of not less than 100 per cent (standard compaction) as determined by AS 1289.5.4.1

(b) Laying of Pipe

1. Thick walled UPVC pressure pipe, complying with AS 1477, and having a nominal diameter of 58 mm and a minimum pipe wall thickness of 6.5 mm, shall be used with crushed rock subbase having not more than 10 per cent of material passing the 9.5 mm AS sieve and having a layer thickness neither less than 150 mm nor more than 200 mm or open graded asphalt subbase having a layer thickness neither less than 80 mm nor greater than 100 mm.

UPVC Pressure Pipe

2. Where a crushed rock subbase require pavement drains and has a depth exceeding 200 mm, the type of pavement drain will need to be certified to have adequate crushing strength and the written approval of Council’s Supervising Engineer to the proposed pavement drain type will be required. A similar proposal and the approval of Council’s Supervising Engineer is required for pavement drains in asphalt subbase greater than 100 mm in depth.

Fibre Reinforced Cement Pipe

3. All pipes shall be slotted except where otherwise shown on the Drawings. Details of slot sizes and spacings shall be in accordance with Annexure C232-A for thick walled UPVC pressure pipe.

Slot Size

4. Thick walled UPVC pressure pipe shall have square ends and shall be butt jointed. UPVC Pipe Joints

5. Where spigot and socket type pipes are used, the pipes shall be joined with the socket ends facing upstream.

Spigot and Socket Joints

6. The pipe shall be laid to the specified line and level. The pipe shall not deviate from the specified line by more than 100mm at any point.

Level

7. The inlet ends of all pipes shall be fitted with caps. Inlet Caps

8. All pipes shall be securely held to the layer under the free-draining subbase to prevent movement of the pipes during placement and compaction of the free-draining subbase. At least seven days before commencement of pipe laying the Contractor shall submit details of the proposed method of securing the pipes to the layer under the free-draining subbase for the approval of Council’s Supervising Engineer.

Pipe Anchorage

9. Notwithstanding the approval of Council’s Supervising Engineer to the use of a method of securing the pipes to the layer under the free draining subbase, if such securing method allows movement of the pipes, the method shall be discontinued and the Contractor shall propose an alternative securing method for the approval of Council’s Supervising Engineer.

Alternative Securing Method

10. The outlet length of pipe from the outside edge of the free-draining subbase to an outlet structure in the embankment batter shall be unslotted and the pipe joints in this length of pipe shall be sealed with suitable couplings or mastic.

Outlet Length

(c) Backfilling

1. Subbase material shall be spread, compacted and trimmed, where appropriate, as follows:

(a) For crushed rock Macadam subbase, in accordance with Specification C242 - FLEXIBLE PAVEMENTS.

(b) For open graded asphalt subbase, in accordance with Specification C245 - ASPHALTIC CONCRETE.

Subbase

PAVEMENT DRAINS


2. Tipping, spreading and compaction of the subbase shall be undertaken in such a manner as not to damage the intra-pavement drain pipes. If any pipes are damaged as a result of the tipping, spreading and compaction of the subbase, the Contractor shall remove and replace the damaged pipes.

Damage to Pipes

3. The thickness of the layer of subbase material enclosing the pipe shall be within the limits specified in Clause C232.06 (b) for the type of pipe used in the intra-pavement drain.

Subbase Layer Thickness

(d) Outlets

1. Outlets are to be provided as shown on the Drawings or at maximum intervals of 80m. Where possible intra-pavement drains shall discharge into gully pits and other stormwater drainage structures. Where not possible, each pipe shall be extended using a 60-degree bend and unslotted pipe to discharge through the fill batter and an outlet structure constructed on the discharge end in accordance with the Drawings.

Location

2. The outlet shall be made rodent proof in accordance with the requirements of Specification C230 - SUBSURFACE DRAINAGE - GENERAL.

Rodent Proof


Erosion Control

C232.07 EDGE DRAINS

(a) Excavation

1. The verge material shall be trimmed to subgrade level and to the minimum width shown on the Drawings. The bottom of the trench is to be constructed at the same grade as the roadway and in such a manner that localised ponding of water does not occur.

Width and Level

2. Where the grade of the roadway is less than 0.5 per cent the trench shall be excavated to provide a minimum grade of 0.5 per cent.

Grade

3. When the pipe is to discharge through the fill batter a suitable trench shall be excavated to provide the required grade.

Discharge Pipe

(b) Laying of Pipe

1. Generally, 65mm diameter slotted corrugated plastic pipe enclosed in seamless tubular filter fabric, complying with Specification C230 - SUBSURFACE DRAINAGE - GENERAL, shall be used for edge drains.

Slotted Plastic Pipe

2. Where any part of a shoulder consists of material other than concrete, slotted thick walled unplasticised PVC pressure pipe, complying with AS 1477 shall be used. Spigot and socket type pipes shall be joined with the socket ends facing upstream and the ends of each pipe shall be securely held against the vertical face of the rigid pavement. At least seven days before commencement of pipe laying the Contractor shall submit details of the proposed method of securing the pipes against the rigid pavement for the approval of Council’s Supervising Engineer.

Slotted Fibre Cement Pipe

3. The pipe shall be laid on a prepared bed to the specified line and level. Prepared Bed

4. Joints in the pipe shall be kept to a minimum number and shall be made using an external joint coupling approved by Council’s Supervising Engineer.

Jointing

5. The inlet end of the pipe shall be fitted with a cap. Inlet Cap

6. The outlet section of a pipe from the vertical face of the rigid pavement to an outlet in the embankment batter shall be unslotted and the pipe joints in this length of pipe shall be sealed with mastic.

Outlet Pipe

PAVEMENT DRAINS


(c) Backfilling

1. The pipe shall be covered with Type B filter material as shown in Table C230.2

Filter Material

2. Mechanical compaction of this filter material is not required; however after placement of the filter material it shall be soaked with water. Where necessary additional filter material shall be added and soaked to provide the final dimensions shown on the Drawings.

Soaking of Filter Material

3. Backfilling over the edge drain shall be done in such a manner as to avoid damage or disturbance of the pipe. Backfill material shall be selected material as required for verges and in accordance with the requirements of the Specification EARTHWORKS. Backfilling shall be compacted to a relative compaction of not less than 100 per cent (standard compaction) as determined by AS 1289.5.4.1.

Procedure and Compaction

(e) Outlets

1. Unless otherwise shown on the Drawings outlets are to be provided at maximum intervals of 80m. Where possible edge drains shall discharge into gully pits and other stormwater drainage structures. Where not possible, an outlet shall be constructed of unslotted plastic pipe of the same diameter as the main run to discharge below the edge of the road shoulder. An outlet structure in accordance with the Drawings shall be constructed at the discharge end.

Location

2. The outlet shall be made rodent proof in accordance with the requirements of Specification C230 - SUBSURFACE DRAINAGE – GENERAL.

Rodent Proof


Erosion Control




Clause

1. Excavation Trench Grade

0.5%

C232.05(a) C232.07(a)

2. Sub-Pavement Drain

Backfill

(a) Layer Thickness 300 mm max. C232.05

(a) Compaction (Relative)

Filter Material 100% Standard C232.05(c) Backfill Material 100% Standard C232.05(c)

4. Outlet Spacing 80 m max. C232.05(e) C232.06(d) C232.07(e)

5. Intra-pavement drain

(a) Alignment Deviation 100 mm from specified line at any point

C232.06(b)

PAVEMENT DRAINS



Clause 6. Edge Drains

Compaction (Relative)

Backfill material 100% Standard C232.07(c)



C232.09 RESERVED

PAVEMENT DRAINS


ANNEXURE C232.A

SLOTTING DETAILS FOR THICK WALLED UNPLASTICISED PVC PLASTIC PIPE

PAVEMENT DRAINS


DRAINAGE MATS



C233

DRAINAGE MATS

DRAINAGE MATS

DC C233 December 2016 (Copyright SWR-TM/WSC) C233-1 WOLLONDILLY SHIRE COUNCIL

SPECIFICATION C233 - DRAINAGE MATS

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 2

C233.01 SCOPE ..............................................................................................................................................2

C233.02 TERMINOLOGY ...............................................................................................................................3


C233.04 ORDER OF CONSTRUCTION ........................................................................................................7

CONSTRUCTION ...................................................................................................................... 8

C233.05 TYPE A MATS ..................................................................................................................................8

C233.06 TYPE B MATS ............................................................................................................................... 16




C233.08 RESERVED ................................................................................................................................... 29

DRAINAGE MATS


SPECIFICATION C233 : DRAINAGE MATS

GENERAL

C233.01 SCOPE

1. The work to be executed under this Specification covers the installation of Drainage Mats (Blankets).

Scope

2. Drainage mats shall be constructed where and as shown on the Drawings or as directed by The Geotechnical Engineer or Council’s Supervising Engineer.

Location



C233.02 TERMINOLOGY

1. Type A drainage mats are intended to ensure continuity of a sheet flow of water under fills, to collect surface seepage from a wet seepage area or for protection of vegetation or habitat downstream of the road reserve where a fill would otherwise cut the flow of water.

Type A Mats

2. Type B drainage mats are constructed to intercept water, which would otherwise enter pavements by capillary action or by other means on fills, and to intercept and control seepage water and springs in the floors of cuttings.

Type B Mats



(a) Council Specifications C230 - Subsurface Drainage - General C232 - Pavement Drains

(b) Australian Standards AS 1289.5.4.1 - Compaction control test – Dry density ratio, moisture variation

and moisture ratio.



1. Type A drainage mats shall be constructed after the site has been cleared and grubbed and before commencement of embankment construction.

Type A Mats

2. Type B drainage mats shall be constructed after completion of the subgrade construction and before construction of the pavement.

Type B Mats

CONSTRUCTION

C233.05 TYPE A MATS

1. Type A drainage mats shall be constructed under embankments as and where shown on the Drawings or as directed by The Geotechnical Engineer or Council’s Supervising Engineer.

Location

2. After the embankment foundation has been trimmed and any necessary trench Placing of

DRAINAGE MATS


drains installed, a geotextile complying with the requirement of Specification C230 - SUBSURFACE DRAINAGE - GENERAL, shall be laid on the embankment foundation. The area of geotextile laid shall be sufficient to cover the area of the Type A drainage mat and an additional amount for enclosing the sides of the drainage mat after the filter material has been placed. Laps of minimum width of 500mm shall be provided at each join in the geotextile.

Geotextile

3. Filter material, as shown on the Drawings or as determined by The Geotechnical Engineer or Council’s Supervising Engineer shall be placed on the geotextile and compacted to the satisfaction of The Geotechnical Engineer or Council’s Supervising Engineer. The minimum thickness of the compacted filter material shall be 300mm plus an allowance for the expected consolidation of the embankment foundation under the embankment load or 500mm if the amount of the expected total consolidation of the embankment foundation is not known. The filter material shall be placed in two or more layers so that no layer, when compacted, has a thickness greater than 250mm.

Placing of Filter Material

4. After completion of placement and compaction of the filter material, geotextile shall be placed on top of and around the sides of the filter material so that the filter material is completely enclosed by geotextile. The geotextile shall be secured in such a manner as to prevent movement of the geotextile by wind or by construction plant placing subsequent layers of filter material or earth filling over the drainage mat.

Securing of Geotextile

5. An additional layer of geotextile shall be placed on the drainage mat under the base of any rock facing which may be placed as part of the embankment construction. The additional layer of geotextile shall extend beyond the outside and inside faces of the bottom layer of rock.

Geotextile under Rock Facing

6. Care shall be taken not to damage the geotextile during the construction of the drainage mat or during placement of subsequent layers of filter material, earth filling or rock facing. Any geotextile so damaged shall be repaired or replaced by the Contractor to the satisfaction of The Geotechnical Engineer or Council’s Supervising Engineer. The cost of repairing or replacing such damaged geotextile shall be borne by the Contractor.

Damaged Geotextile

Contractor’s Cost

7. Type A drainage mats shall extend 2m beyond the toes of embankments and such extensions shall be covered by a 300mm thick layer of filter material, as determined by The Geotechnical Engineer or Council’s Supervising Engineer. This protective layer shall be placed immediately after completion of construction of each drainage mat.

Protective Layer

8. Outlets from Type A drainage mats may be surface outlets at the toes of embankments or piped outlets connected to other drainage systems. Where piped outlets are constructed they shall conform to the requirements of Specification C230 - SUBSURFACE DRAINAGE - GENERAL.

Outlets

C233.06 TYPE B MATS

1. Type B drainage mats shall be constructed in cuttings as and where shown on the Drawings or as directed by The Geotechnical Engineer or Council’s Supervising Engineer. Type B drainage mats shall be constructed for the full width of cuttings and for the pavement width in other locations.

Location and Width

2. After the subgrade material has been compacted and trimmed, a geotextile complying with the requirements of Specification C230 - SUBSURFACE DRAINAGE - GENERAL, shall be laid on the subgrade. Laps of minimum width of 500mm shall be provided at each join in the geotextile.

Placing of Geotextile

3. Slotted thick walled unplasticised PVC pressure complying with As 1477, shall be laid on the geotextile at a distance of 200 mm from and parallel to the longitudinal edges of the drainage blanket as shown on the Drawings. Details of slot sizes and spacings are shown in Specification C233 - PAVEMENT DRAINS.

UPVC Pressure Pipe

4. Filter material complying with the requirements in Table C230.1shall be placed on the geotextile and compacted to achieve a relative compaction, determined by AS

Placing and Compaction of

DRAINAGE MATS


1289.5.4.1 of at least 100 per cent (standard compaction). Alternatively, The Geotechnical Engineer or Council’s Supervising Engineer may approve the use of a coarser filter material having a maximum particle size of 75mm and a maximum D90/D10 ratio of three.

Filter Material

5. The thickness of the compacted filter material shall be as shown on the Drawings or as tabled in this specification. If the required thickness of compacted filter material is greater than 250mm, the filter material shall be placed in two or more layers so that no layer, when compacted, has a thickness greater than 250mm.

Thickness of Filter Material

6. After completion of placement and compaction of the filter material, geotextile shall be placed on top of and around the sides of the filter material so that the filter material is completely enclosed by geotextile. The geotextile shall be secured in such a manner as to prevent movement of the geotextile by wind or by construction plant placing pavement layers over the drainage mat.

Securing of Geotextile

7. Care shall be taken not to damage the geotextile during the construction of the drainage mat or during placement of subsequent pavement layers. Any geotextile so damaged shall be repaired or replaced by the Contractor to the satisfaction of The Geotechnical Engineer or Council’s Supervising Engineer. The cost of repairing or replacing such damaged geotextile shall be borne by the Contractor.

Damaged Geotextile

Contractor’s Cost

8. The surface of the completed drainage mat shall be at the design level for the top of the drainage mat with a tolerance of plus zero and minus 40mm.

Surface Level Tolerance

9. Outlet structures where specified, or where directed by The Geotechnical Engineer or Council’s Supervising Engineer, shall be in accordance with the requirements of Specification C230 - SUBSURFACE DRAINAGE - GENERAL.





Clause

1. Filter Material

(a) Layer Thickness 250 mm max. C233.05 C233.06

(a) Compaction (Relative) Type A filter material

100% Standard C233.06

2. Type B Mats

Design Level at top of mat

0, 40 mm

C233.06

Table C233.1 - Table of Limits and Tolerances

DRAINAGE MATS



C233.08 RESERVED

DRAINAGE MATS


STABILISATION



C241

STABILISATION

STABILISATION


SPECIFICATION C241 : STABILISATION

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 3

C241.01 SCOPE ..............................................................................................................................................3


INSPECTION, SAMPLING AND TESTING ............................................................................... 4

C241.03 MATERIALS PROPOSED FOR USE IN THE WORK ....................................................................4

C241.04 MATERIALS USED IN THE WORK .................................................................................................5

MATERIALS ............................................................................................................................... 5

C241.05 CEMENT ...........................................................................................................................................5

C241.06 QUICKLIME ......................................................................................................................................5

C241.07 HYDRATED LIME .............................................................................................................................6

C241.08 GROUND GRANULATED BLAST FURNACE SLAG .....................................................................6

C241.09 FLYASH ............................................................................................................................................6

C241.10 BLENDED STABILISING AGENTS .................................................................................................6

C241.11 WATER .............................................................................................................................................7

STABILISATION PROCESSES ................................................................................................ 7

C241.12 GENERAL .........................................................................................................................................7

C241.13 APPLICATION OF STABILISING AGENT .......................................................................................7

C241.14 MIXING ..............................................................................................................................................8

C241.15 FIELD WORKING PERIOD ..............................................................................................................9

C241.16 TRIMMING AND COMPACTION .....................................................................................................9

C241.17 JOINTS ........................................................................................................................................... 10

C241.18 TOLERANCES ............................................................................................................................... 10

C241.19 CURING ......................................................................................................................................... 11

STABILISATION





C241.21 RESERVED ................................................................................................................................... 13

C241.22 RESERVED ................................................................................................................................... 13

C241.23 RESERVED ................................................................................................................................... 13

ANNEXURE C241.A ................................................................................................................14

STABILISATION MIX DESIGN ................................................................................................................................. 14

STABILISATION


SPECIFICATION C241 : STABILISATION

GENERAL

C241.01 SCOPE

1. This specification defines the materials requirements for stabilised materials provided by stationary plant production as well as materials and process requirements for in-situ stabilisation.

2. The work to be executed under this Specification consists of the supply and incorporation of stabilising binders with material in a nominated pavement course or subgrade materials (including materials for the selected material zone, selected backfill and other subgrade layers), at specified locations in the work and the spreading, compaction, trimming and curing of such materials.

Scope

3. This Specification specifies the requirements for stabilisation of the types of pavement courses and subgrade zones or layers as shown in Table C241.1.

PAVEMENT COURSE OR

SUBGRADE ZONE OR LAYER

STABILISING BINDER

PAVEMENT COURSE

Base and Subbase Blended Stabilising Agent Hydrated Lime (pugmill)

Portland Cement (pugmill)

Quicklime (in-situ)

SUBGRADE ZONE OR LAYER

Selected Material Zone Blended Stabilising Agent

Hydrated Lime (pugmill) Quicklime (in-situ)

Other Subgrade Layers Blended Stabilising Agent

Hydrated Lime (pugmill) Quicklime (in-situ)

Selected Backfill Zone Hydrated Lime (pugmill)

The type of stabilising agent is to be determined by NATA Registered Geotechnical Laboratories upon investigating the subject pavement.

Table C241.1

TYPES OF PAVEMENT COURSES, SUBGRADE ZONES

OR LAYERS AND STABILISING BINDER

4. The pavement course or subgrade zone or layer to be stabilised shall be as specified in Specification C242 - FLEXIBLE PAVEMENTS, or as indicated on the Drawings.


STABILISATION





(a) Council Specifications C201 - Control of Traffic C213 - Earthworks C220 - Stormwater Drainage – General C242 - Flexible Pavements

(b) Australian Standards AS 1141.11 - Particle size distribution by dry sieving. AS 1289.4.2.1 - Determination of the sulphate content of an undisturbed soil

and the sulphate content of the ground water. AS 1289.5.7.1 - Compaction control test (Rapid method) AS 1289.5.8.1 - Determination of field density and field moisture content of a

soil using a nuclear surface moisture-density gauge - Direct transmission mode.

AS 1289.6.1.1 - Determination of the California Bearing Ratio of a soil – Standard laboratory method for a remoulded specimen.

AS 2350.4 - Setting time of Portland and blended cements. AS 2350.9 - Fineness of Portland fly ash cement. AS 3582.1 - Fly ash. AS 3582.2 - Slag - Ground granulated iron blast furnace. AS 3583.3 - Determination of loss on ignition. AS 3583.6 - Determination of relative water requirement and relative

strength. AS 3583.12 - Determination of available alkali AS 3583.13 - Determination of chloride ion content. AS 3583.14 - Determination of insoluble residue content AS 3972 - Portland and blended cements.

(c) RTA Test Methods T136 - Rate of Spread of Stabilising Agent T430 - Available Calcium Oxide or Calcium Hydroxide in Lime T432 - Rate of Slaking of Quicklime T433 - Determination of Sieve Residue of Fly Ash and Hydrated Lime T1004 - Quantitative Determination of Chloride Ion in Water where

Chloride Content is more than 15 p.p.m.

INSPECTION, SAMPLING AND TESTING

C241.03 MATERIALS PROPOSED FOR USE IN THE WORK

1. The Contractor shall provide to Council’s Supervising Engineer a certificate from a laboratory with appropriate NATA registration stating that the mix or mixes submitted and the mix constituents comply with the mix nominated in Annexure C241A. It shall also state that the stabilised material meets the requirements of Specification C213 - EARTHWORKS if incorporated into the works as a pavement layer or alternatively Specifications C213 - EARTHWORKS or C220 - STORMWATER DRAINAGE - GENERAL.


STABILISATION


C241.04 MATERIALS USED IN THE WORK

1. The Contractor shall undertake regular inspection, sampling and testing of pavement and subgrade materials while stabilisation is in progress in accordance with this Specification.

Sampling and Testing

MATERIALS

C241.05 CEMENT

1. The type of cement used as the stabilising agent or a constituent in a blended stabilising agent shall comply with AS 3972.

Type

2. Cement shall be from a source included in the New South Wales Government Quality Assurance Scheme applicable to the period covered by the Contract.

Quality

3. The Contractor shall nominate the brand and source of all cementitious materials. Nominated Brand and Source

4. Documentary evidence of the quality and source of the cement shall be furnished by the Contractor to the Council’s Supervising Engineer upon request at any time.

Proof of Quality

5. If the Contractor proposes to use cement which has been stored for a period in excess of three months from the time of manufacture, the Contractor shall arrange a re-test, to ensure the cement still complies with AS3972, before the cement is used in the work. The cost of retesting cement that has been stored for a period in excess of three months shall be borne by the Contractor. Test results shall be forwarded to the Council’s Supervising Engineer for approval at least 2 days in advance of usage of the material.

Storage in Excess of 3 months

C241.06 QUICKLIME

1. Quicklime, consisting essentially of calcium oxide in a highly reactive form, shall have the following properties at the point of spread:

Properties

(i) Available Lime The content of calcium oxide, determined by Test Method T430, shall not be less than 85 per cent.

(ii) Slaking Rate The active slaking time shall not be greater than twenty minutes and the temperature rise on slaking, determined from the average of four samples tested in accordance with Test Method T432, shall not be less than 40

oC in six

minutes.

2. The particle size distribution of the quick lime determined by AS 1141.11 shall comply with the following requirements in Table C241.2.

Particle Size

A. S. SIEVE PER CENT PASSING

13.2mm 9.5mm 4.75mm 2.36mm

100 96 - 100 70 - 100 0 - 90

Table C241.2

Particle Size Distribution of Quicklime

STABILISATION


C241.07 HYDRATED LIME

1. Hydrated lime, consisting essentially of calcium hydroxide, whether used as the sole stabilising agent or blended with other additives, shall have the following properties:

Properties

(i) Available Lime The content of calcium hydroxide, determined by Test Method T430, shall not be less than 80 per cent.

(ii) Form The material shall be in powder form.

(iii) Residue on Sieving The residue on a 300 micron sieve, determined by Test (Particle Size) Method T433, shall not exceed 2 per cent.

2. The properties which characterise the particular hydrated lime to be used in the stabilising agent submitted as part of the mix design are:

(a) Percentage of calcium hydroxide

(b) Fineness - Percentage by mass passing the 45 micron sieve (AS 2350.9).

(c) Source.

C241.08 GROUND GRANULATED BLAST FURNACE SLAG

1. The ground granulated blast furnace slag shall conform to AS 3582.2.

2. The properties which characterise the particular ground blast furnace slag to be used in the stabilising agent submitted as part of the mix design are:

(a) Fineness - percentage by mass passing the 45 micron sieve (AS 2350.9).

(b) Relative strength (28 days) (AS 3583.6).

(c) Source.

Properties

C241.09 FLYASH

1. Flyash shall conform to AS 3582.1.

2. The properties which characterise the particular flyash to be used in the stabilising agent submitted as part of the mix design are:

(a) Fineness - percentage by mass passing the 45 micron sieve (AS 2350.9).

(b) Loss on ignition (AS 3583.3).

(c) Source.

Properties

C241.10 BLENDED STABILISING AGENTS

1. A blended stabilising agent may be used. Mill and batch information that will make the blended stabilising agent traceable to the supplier’s test results shall be obtained and provided to Council’s Supervising Engineer upon request. The handling and storage requirements of the Supplier shall be complied with. Sampling of the agent as required by Council’s Supervising Engineer shall also be arranged.

Requirements

STABILISATION


2. The components of the nominated blended stabilising agent shall not vary by more than ± 3 per cent from the blend percentages nominated in the mix design described in Annexure C241A.

3. When a blended stabilising agent is produced from a combined grinding of components the following properties will characterise the particular stabilising agent blend:

(a) Source of each component.

(b) Fineness - percentage by mass passing the 45 micron sieve (AS 2350.9).

(c) Setting time (AS2350.4).

Properties

C241.11 WATER

1. Water shall be free from harmful amounts of materials such as oils, salts, acids, alkalis and vegetable substances. The water shall not contain more than:

(a) 600 parts per million of chloride ion, determined by Test Method T1004.

(b) 400 parts per million of sulphate ion, determined by AS 1289.D2.1.

(c) 1 percent by mass of undissolved solids.

Quality

2. Water accepted as potable and fit for human consumption will not require testing to confirm suitability.

Potable

STABILISATION PROCESSES

C241.12 GENERAL

1. The Contractor shall submit details of the proposed equipment (including the mixing plant) and stabilisation procedures to be used in the work to the Council’s Supervising Engineer14 days prior to commencement of the work. This submission, hereafter called the Work Plan, will nominate the sequence of operations, widths of stabilisation passes and provision for traffic if appropriate.

Proposed Equipment and Procedures

2. Notwithstanding submission to Council’s Supervising Engineer of the Contractor's equipment and stabilisation procedures, the work shall meet all the Specification requirements and the Contractor shall perform such tests as specified as the work proceeds, to ensure compliance. Costs of such tests shall be borne by the Contractor.

Compliance Contractor’s Cost

3. Stabilisation of pavement materials shall not proceed during wet weather or if rain is imminent and likely to occur during any stage of the stabilisation process so as to significantly influence the resultant moisture content and uniformity of moisture content in the mix.

Weather Conditions

C241.13 APPLICATION OF STABILISING AGENT

(a) Stationary Mixing Plant

1. Application rate of stabilising agent shall be monitored at the pug mill or equivalent plant utilised as approved by Council’s Supervising Engineer.

Application Rate

2. Application rate measured in kilograms per tonne of product shall be monitored and recorded for every 100 tonnes of production.

Measurement

STABILISATION


3. The achieved accuracy of application rate shall be <10 per cent of the nominated rate.

4. The application rate shall not be allowed to exceed the nominated rate by more than 10 per cent.

Over Spread

(b) In-Situ

1. The incorporation of stabilising agent is to follow a process where stabilising agent is spread on the pavement in advance of the specialist mixing equipment.

Application Process

2. Spreading shall be carried out using the mechanical spreader nominated in the Work Plan and subsequently approved by Council’s Supervising Engineer. Annexure C241A nominates the spread rate.

Spreading Rate

3. The actual spread rate as determined by Test Method T136 shall be within ± 10 per cent of the nominated rate. The Contractor shall verify this by testing the spread rate for each lot or 500m

2 (whichever is less) of pavement treated in each application of binder.

Spread rate testing shall be performed by weighing the contents of a suitable four sided tray placed on the pavement and between the wheels of the mechanical spreader. The rate of stabilising agent spread shall be calculated by dividing the mass collected (in kgs) by the area of the tray (in m

2).

Tolerances

4. Where spreading vehicles are fitted with load cells, the Contractor shall ascertain the average spreading rate of the stabilising agent by dividing the mass of the stabilising agent spread per run by the area of the run. The Contractor shall record this data for each run and make it available to Council’s Supervising Engineer promptly. Such action will not negate the Contractor's obligation to undertake prescribed testing of spread rate if required by Council’s Supervising Engineer.

Load Cells

5. The actual spread rate shall not exceed the nominated rate by more than 10 per cent. The stabilising agent spread in excess of the nominated rate shall be at no cost to Council.

Over Spread Contractor’s Cost

6. Spreading shall not proceed during windy conditions which may cause loss of stabilising agent or cause nuisance or danger to people or property.

Wind

7. Traffic or equipment not involved in spreading or mixing of the stabilising agent shall not pass over the spread material until it has been mixed into the layer to be stabilised.

Construction Traffic

8. Any spillage of the stabilising agent on site or at any loading location related to the site shall be removed as soon as possible and in any case within 24 hours of such spillage.

Spillage

C241.14 MIXING

(a) Stationary Mixing Plant

1. The stationary mixing plant shall be purpose built for the process of mixing road making materials. All equipment shall be maintained and calibrated so as to provide a uniformly mixed product without segregation of the aggregate material.

Equipment

2. The plant shall provide for the controlled and metered inclusion of water into the mix.

Control of Water

3. The stationary mixing equipment shall incorporate a delivery system for mix materials capable of producing a uniform mixture to design requirements. This performance shall meet the requirements of Council’s Supervising Engineer and may be confirmed by monitoring of unconfined compressive strength of production, in accordance with AS 1289.6.1.1, with a pair of test specimens tested for each 400 tonnes of production and at no cost to the Council.

Uniform Mixture

STABILISATION


(b) In-situ

1. Mixing equipment shall be purpose built for the process of in-situ mixing of road making materials. It shall be capable of mixing to the depth specified for the layer to be stabilised and of distributing the stabilising agent uniformly through the full depth and over the whole area of the layer to be stabilised. A minimum of two passes of the mixing equipment is required. As mixing blades or tynes wear they shall be replaced so as to maintain mixing efficiency consistent with that demonstrated during the trial section. The mixing equipment will be capable of supplying a calibrated amount of water to the mixing bowl in such a manner as to provide a uniformly moist mix to a target moisture content.

Equipment

2. The resultant mix shall be uniform over the full depth so that there are no lenses, pockets, lumps or granules of stabilising agent present in the layer or adjacent to it.

Uniform Mixture

3. The procedure nominated in the Work Plan shall minimise disturbance of the distribution of stabilising agent spread in advance of the mixing process.

Disturbance

4. Council’s Supervising Engineer may require that additional passes by the mixing equipment be carried out to improve the visual uniformity of the mix and/or the moisture content. Such additional work shall be carried out at no cost to the Council.

Additional Mixing

C241.15 FIELD WORKING PERIOD

1. The Field Working Period is nominated as the time period from addition of water during the mixing process until the completion of compaction. This period will vary significantly with variations in the type of stabilising agent.

Definition

2. The nominated Field Working Period shall be provided in Annexure C241A for the stabilising agent approved for the works. The Nominated Field Working Period shall be based on laboratory tests determining the time from mixing until such time as the calculated Wet Density for modified compaction procedures decreases by more than 2 percentage points. This testing shall be undertaken utilising AS 1289.5.7.1 and samples of the materials representative of those to be utilised in the works.

Based on Laboratory Tests

3. The Contractor will complete the compaction process within the Nominated Field Working Period unless Council’s Supervising Engineer provides specific approval to an adjustment for site and seasonal conditions.

Compaction within Field Working Period

C241.16 TRIMMING AND COMPACTION

1. After mixing the layer shall be trimmed and compacted in accordance with Specification C213 - EARTHWORKS to produce a tight dense surface parallel with the finished wearing surface so that the levels do not vary from the design levels beyond the tolerance for primary trimming specified in Clause C241.18 (a).

Level Tolerance

2. Subsequent secondary trimming may be undertaken on one or more occasions in preparation for primer seal and with the objective of meeting shape and level requirements. Secondary trimming shall involve cutting to waste. Work methods that lead to the development of laminations in the pavement will not be allowed and surface slurrying will not be accepted. The Contractor's survey control methods as stated in the Work Plan will be adequate to ensure that the pavement layer thickness is not reduced during secondary trimming to an extent such that it fails to comply with the requirement for layer thickness in accordance with the tolerance specified in Clause C241.18 (b). When required by Council’s Supervising Engineer survey results shall be provided to confirm that the pavement layer thickness remains within tolerance after secondary trimming. This survey will be at no cost to the Council.

Secondary Trimming

Contractor’s Cost

3. All trimmed material having been cut to waste shall be used as fill or spoiled as directed by Council’s Supervising Engineer.

Trimmed Material

STABILISATION


4. Measurements with a 3 metre straight edge shall be taken at a minimum of 10 randomly selected stations so as to represent a 200-metre lane length or part thereof. Deviation of the surface from the bottom of a 3 metre straight edge placed in any direction will meet the tolerance shown in Clause C241.18 (a). This testing will be undertaken immediately prior to sealing or prior to agreed practical completion for any work component.

Straight Edge Test

5. The stabilised layer shall be compacted over the entire area and depth so that the relative compaction determined by AS 1289.5.7.1 is not less than that detailed in Specifications C213 - EARTHWORKS or C220 - STORMWATER DRAINAGE – GENERAL as appropriate.

Compaction

6. To provide true relative compaction assessments the lots shall be sampled and tested within the nominated field-working period in accordance with AS 1289.5.7.1.

Test Method

7. The maximum wet density (modified compaction) will be determined by sampling immediately after the determination of field density and testing will be undertaken within 2 hours of sampling. A determination of maximum wet density (modified compaction) is required for each sampling location when calculation of relative compaction is undertaken.

Wet Density

8. The field density may be determined by in-situ sand replacement testing or by single probe Nuclear Density Meter in direct transmission mode in accordance with AS 1289.5.8.1.

In-Situ Dry Density

C241.17 JOINTS

1. Joints are defined in this Specification to comprise interfaces between work episodes that are separated in time by more than the nominal field-working period for the nominated stabilisation mix design. A longitudinal joint shall be considered to be a joint generally parallel to the road centreline. A transverse joint occurs when a length of work is terminated and extended at a later time after a period that exceeds the nominated field-working period.

Joint Type

2. All longitudinal and transverse joints shall be formed by cutting back into the previously stabilised and fully compacted sections. A minimum longitudinal overlap of mixing runs shall be 75mm. Transverse joints shall be overlapped by a minimum of 2 metres. The material disturbed during cutting back shall be remixed at full depth and incorporated into the new work. No longitudinal joints shall be allowed within 0.5 metre of the centreline of a typical wheel path.

Cutting Back

3. The level and shape of the joints shall be within the limits specified in Clause C241.18.

Finish

C241.18 TOLERANCES

(a) Levels and Surface Trim

1. The surface level after primary trimming shall be within a tolerance of +30mm and +10mm of the levels shown on the Drawings.

Primary Trimming

2. The surface level after secondary trimming shall be within a tolerance of +15 mm and –15 mm of the levels shown on the Drawings.

Secondary Trimming

3. The pavement surface after secondary trimming and immediately prior to sealing shall be of a quality such that deviation under a 3 metre straight edge does not exceed 12mm.

(b) Layer Thickness

1. The final thickness of the stabilised layer at any point shall be within a tolerance of +20mm and -10mm of the nominated layer thickness.

Minimum Thickness

STABILISATION


2. The average thickness of the layer in a lot shall be determined from measurements of six randomly selected locations over any 200m length. The average thickness shall not be less than that required to meet the specified final thickness tolerances after trimming.

Average Thickness

3. The layer thickness shall be measured at the edges of the stabilising run before compaction commences. The layer thickness shall be measured relative to the finished design level.

Method of Measurement

(c) Width

1. The width of the stabilised layer measured at any point shall be not less than the specified width as shown in the Drawings by more than 50mm.

Minimum Width

2. The average width of the layer determined from measurements at 3 sites selected at random by Council’s Supervising Engineer over any 200m shall be not less than the specified width.

Average Width

C241.19 CURING

1. The Work Plan shall contain details of the proposed method of curing and shall be submitted to Council’s Supervising Engineer.

Notice

2. The stabilised work shall be protected against rapid drying out by keeping it continuously wet or damp during the period prior to the provision of a subsequent layer or the application of a prime or primer-seal.

Water Curing

3. Water curing shall consist of frequent light uniform spraying that will not produce significant runoff or flooding on sections of the area. Slurrying of the surface or leaching of the stabilising agent shall be avoided.

Caution

4. Under this Specification provision for curing up to the period indicated in Annexure C241A shall be the responsibility of the Contractor, at no cost to Council.

Curing Period

STABILISATION




1. The tolerances applicable to the various clauses of this Specification are summarised in Table C241.3 below:


Clause

1. Quicklime

a) Available Lime >85% Calcium Oxide content (Test Method T430)

C241.06

b) Slaking Rate Active Slaking time < twenty minutes,

and temperature rise on slaking not less than 40

oC in six minutes (for an

average of four samples). (Test Method T432)

C241.06

c) Particle Distribution Fraction passing AS Sieve:

100% for 13.2mm Sieve 96-100% for 9.5mm Sieve 70-100% for 4.75mm Sieve 0-90% for 2.36mm Sieve

C241.06

2. Hydrated Lime

a) Available Lime >80% Calcium Hydroxide (Test Method T430)

C241.07

b) Particle Size <2% residue on a 300 micron Sieve

(Test Method T433) C241.07

3. Blended Stabilising

Agents

a) Portland Cement

Blend percentages shall not vary by more than ± 3% from those nominated in Annexure C241A

C241.10 C241.10

4. Water

a) Chloride ion content <600 PPM Chloride ion (Test Method T1004)

C241.11

b) Sulphate ion content <400 PPM Sulphate ion

(AS 1289.D2.1) C241.11

c) Undissolved solids <1 percent by mass of undissolved

solids C241.11

STABILISATION



Clause

5. Application of Stabilising

Agent

a) Spread Rate or Incorporation Rate for in-situ plant.

Actual spread rate shall be within ± 10% of the nominated rate (Test Method T136)

C241.13

6. Trimming and

Compaction

a) Surface Level After primary trimming be within +30 mm and +10 mm of levels shown on Drawings After secondary trimming be within ±15 mm of levels shown on Drawings

C241.18 (a)

b) Layer Thickness Final thickness of layers shall not

vary more than +20mm and -10mm of required thickness

C241.18 (b)

c) Shape Shall not deviate more than 12mm

under a 3m straight edge immediately prior to first sealing

C241.18 (a)

7. Joints

a) Longitudinal Overlap > 75mm overlap of mixing runs C241.17 b) Transverse Overlap > 2m overlap of transverse joints C241.17 c) Longitudinal Joints Shall not be allowed within 0.5m of

the centreline of a typical wheel path C241.17

8. Width

a) Width of Stabilised Layer

At any point, the width shall be not less than 50 mm short of the width shown on the Drawings, with an average width always greater than that shown on the Drawings

C241.18(c)



C241.21 RESERVED

C241.22 RESERVED

C241.23 RESERVED

STABILISATION


ANNEXURE C241.A

STABILISATION MIX DESIGN All details are to be determined by the Contractor or its consultant Engineer and submitted to the Council’s Supervising Engineer for assessment a minimum of 14 days prior to commencing any work on the site. Type of Stabilising Agent .............................................................................................. ..................................................................................................................... ..................................................................................................................... Nominal Percentage of Stabilising Agent by Mass ............................................. % Spread Rate of Stabilising Agent ..................................... (kg/m

2)

Depth of Compacted Layer to be Stabilised ........................................ (mm) Nominated Field Working Period ......................................... (hrs) Nominated Target Unconfined Compressive Strength (UCS) (7 day accelerated curing) .................................................... MPa Nominated Target CBR Value (4 day soaked) for stabilised modified subgrade ........................................................ % Period for Contractor’s Curing .................................................. (days) Nominated Granular Material(s) .................................................. (type) Source of Nominated Granular Material .............................................................

STABILISATION


FLEXIBLE PAVEMENTS



C242

FLEXIBLE PAVEMENTS

FLEXIBLE PAVEMENTS



This Specification is Wollondilly Shire Council’s edition of the AUS-SPEC generic specification part and includes Council’s primary amendments.



Amendment

Sequence No.

Key Topic addressed in amendment Clause

No.

Amendment

Code

Author

Initials

Amendment

Date

1 Pavement joint C242.05 A BG 1/3/16

2 Minimum material quality C242.07 A BG 1/3/16

3 CSS75 Material C242.09 A BG 1/3/16

4 Material Properties Table C242.4

A BG 1/3/16

5 Recycled Materials C242.09 A BG 1/3/16

6 Benkelman Beam Testing C242.20 A BG 1/3/16

FLEXIBLE PAVEMENTS


SPECIFICATION C242 : FLEXIBLE PAVEMENTS

CONTENTS

CLAUSE PAGE

GENERAL ..................................................................................................................................4

C242.01 SCOPE ............................................................................................................................................. 4

C242.02 TERMINOLOGY .............................................................................................................................. 4


C242.04 SALINITY ......................................................................................................................................... 5

C242.05 PAVEMENT STRUCTURES ........................................................................................................... 5

C242.06 INSPECTION, SAMPLING AND TESTING .................................................................................... 5

MATERIALS ...............................................................................................................................6

C242.07 GENERAL ........................................................................................................................................ 6

C242.08 TRAFFIC CATEGORY .................................................................................................................... 6

C242.9 UNBOUND BASE AND SUBBASE ................................................................................................. 7

C242.10 MODIFIED BASE AND SUBBASE MATERIALS .......................................................................... 11

C242.11 BOUND BASE AND SUBBASE MATERIALS .............................................................................. 12

C242.12 UNSEALED PAVEMENT MATERIALS ......................................................................................... 12

DELIVERY, STOCKPILING AND PROCESSING OF PAVEMENT MATERIAL ................... 13

C242.13 DELIVERY TO SITE ............................................................................................................................. 13

C242.14 STOCKPILING OF UNBOUND MATERIALS ............................................................................... 14

C242.15 DELIVERY OF BOUND MATERIALS ........................................................................................... 14

SPREADING OF PAVEMENT MATERIAL ............................................................................ 14

C242.16 SPREADING PAVEMENT MATERIALS ....................................................................................... 14

TRIMMING AND COMPACTION ............................................................................................ 15

C242.17 GENERAL REQUIREMENTS ....................................................................................................... 15

C242.18 CURING OF BOUND MATERIALS ............................................................................................... 15

FLEXIBLE PAVEMENTS


ACCEPTANCE OF COMPACTED LAYERS .......................................................................... 15

C242.19 LOTS FOR ACCEPTANCE ........................................................................................................... 16

C242.20 COMPACTION ASSESSMENT .................................................................................................... 16

C242.21 RELATIVE COMPACTION ............................................................................................................ 16

C242.22 COMPACTION REQUIREMENTS AND ACCEPTANCE ............................................................. 17

C242.23 REWORKING OF REJECTED UNBOUND LAYERS .................................................................. 17

C242.24 TOLERANCES ............................................................................................................................... 18

C242.25 ACTION ON REJECTION ............................................................................................................. 18

C242.26 REMOVAL AND REPLACEMENT OF REJECTED COURSES .................................................. 19

C242.27 MAINTENANCE BEFORE COMPLETION OF WEARING SURFACE ....................................... 20

OPENING PAVEMENT TO TRAFFIC .................................................................................... 20

C242.28 GENERAL REQUIREMENTS ....................................................................................................... 20

LIMITS AND TOLERANCES .................................................................................................. 21



SPECIAL REQUIREMENTS ................................................................................................... 22

C242.31 RESERVED.................................................................................................................................... 22

C242.32 RESERVED.................................................................................................................................... 22

FLEXIBLE PAVEMENTS


SPECIFICATION 242 : FLEXIBLE PAVEMENTS

GENERAL

C242.01 SCOPE

1. The work to be executed under this Specification consists of the supply, spreading, compaction and trimming of base and subbase courses of flexible pavements to the specified levels and thicknesses as shown on the Drawings. This includes pavements containing bound material layer(s).

C242.02 TERMINOLOGY

(a) Materials designated as 'base' require the provision of a wearing surface comprising either a sprayed bituminous seal or asphalt up to 100mm thick.

(b) Materials designated as 'subbase' require a covering course of 'base'. The subbase may consist of one or more layers.

(c) A flexible pavement consists of a base and a subbase constructed of unbound, modified or bound materials.

(d) Bound material incorporates a cementitious binder to produce structural stiffness.

(e) Modified material incorporates small amounts of chemical modifying agent(s) to improve the properties of the material without significantly affecting structural stiffness.

Definitions




(a) Council Specifications C241 - Stabilisation C244 - Sprayed Bituminous Surfacing C245 Asphaltic Concrete

(b) Australian Standards AS 1141.14 - Particle shape, by proportional calliper. AS 1141.22 - Wet/dry strength variation. AS 1289.3.1.1 - Determination of the liquid limit of a soil - Four point

Casagrande method. AS 1289.3.3.1 - Calculation of the plasticity index of a soil. AS 1289.5.2.1 - Determination of the dry density/moisture content relation of a

soil using modified compactive effort. AS 1289.5.8.1 - Determination of field density and field moisture content of a

soil using a nuclear surface moisture - density gauge – Direct transmission mode.

AS 1289.6.1.1 - Determination of the California bearing ratio of a soil - Standard laboratory method for a remoulded specimen.

FLEXIBLE PAVEMENTS


(c) RMS Test Methods T106 - Coarse Particle Size Distribution (Sieve Analysis) T107 - Fine Particle in Road Materials T108 - Liquid Limit of Road Materials T114 - Maximum Dry Compressive Strength of Road Materials T116 - Unconfined Compressive Strength - Remoulded Material T119 - Determination of Density of Road Materials In-Situ using Sand

Replacement Method. T130 - Dry Density Moisture Relations for Mixtures of Road Materials

and Cement. T131 - Unconfined Compressive Strength T160 - Benkelman Beam Deflection Test T166 - Determination of Relative Compaction T171 - Modified Texas Triaxial Compression Test

d) AUSTROADS APRG Special Report No 21 - A Guide to the design of new pavements for light

traffic - 1998 A Guide to The Structural Design of Road Pavements – 1992

e) Other DECC Specification for Supply of Recycled Material for Pavements,

Earthworks and Drainage June 2003 (originally issued by Resource NSW).

DIPNR Department of Infrastructure, Planning and Natural Resources (2003) Guide. Roads and Salinity.

C242.04 SALINITY

1. The Contractor shall comply with the design plans for the treatment of salinity.

Treatment may include but not limited to the following: Minimising depth of excavation /disturbance required for road works Minising infiltration of surface waters by providing adequate sub-soil drainage Provision of adequate drainage for upstream catchments; and Use of appropriate materials in construction of road works.

Salinity and depth of excavation

C242.05 PAVEMENT STRUCTURES

1. Flexible pavement material types and layer thickness shall be as shown on the Drawings or as specified in the approved pavement design.

2. Where a pavement construction joint between a new and existing pavement is proposed each layer shall be “keyed in” a minimum 150mm over the under laying layers. Where a new asphalt wearing surface is placed against an existing wearing surface the interface shall be sealed, unless Council determines it is not required, using a hot or cold applied bituminous crack sealing product.

Materials Types and layer Thickness Pavement Joint

C242.06 INSPECTION, SAMPLING AND TESTING

1. Inspection, sampling and testing of the pavement shall be undertaken by the Contractor in accordance with the requirements of this Specification before and during the construction of the pavement. Testing shall be carried out by a NATA registered laboratory with appropriate accreditation and suitably qualified personnel.


2. The Contractor shall provide the Council’s Supervising Engineer with written notice when testing is being carried out and copies of all test reports for approval to proceed.

Written Notice

FLEXIBLE PAVEMENTS


3. Field density tests shall be carried out using Test Method T119 or AS 1289.5.3.1,or, with the concurrence of the Council’s Supervising Engineer, a Nuclear Density Meter in accordance with Clause 242.21.

Density Tests

MATERIALS

C242.07 GENERAL

1. The Contractor shall submit details of all constituents of the proposed base and subbase materials, including sources of supply and the proposed type and proportion of any stabilising agent. These details shall be submitted to Council’s Supervising Engineer, supported with test results from a nominated NATA registered laboratory confirming that the constituents comply with the requirements of this Specification. If the proposed base or subbase is a bound material, the Contractor shall submit a completed Annexure C241A contained in Specification C241 - STABILISATION.

Details of Proposed Base and Subbase to be Submitted

2. Generally, pavement material quality and compaction shall meet the following minimums:

Base course – soaked CBR not less than 80%, PI not greater that 6% and minimum dry density ratio not less than 98% Modified Compaction.

Subbase course - soaked CBR not less than 40%, PI not greater that 12% and minimum dry density ratio not less than 95% Modified Compaction.

Subgrade replacement - soaked CBR not less than 15% and minimum dry density ratio not less than 100% Standard Compaction.

Subgrade - CBR not less than 3%, PI not greater that 34% and minimum dry density ratio not less than 100% Standard Compaction.

3. No material shall be delivered until the Council’s Supervising Engineer has approved the source of supply.

Minimum material quality

Source of Supply

4. If, after the Contractor's proposals have been approved, the Contractor wishes to make changes in any of the material constituents the Contractor shall inform Council’s Supervising Engineer in writing of the proposed changes. No delivery of material produced under the altered proposal shall take place without the approval of Council’s Supervising Engineer.

Variations by Contractor

5. .At least two days before placement of the material on site, the Contractor shall submit a Certificate from a laboratory with appropriate NATA registration demonstrating and stating that the unbound material or the mix and its constituents comply with the requirements of this Specification.

6. Ongoing testing of materials during delivery and construction shall be undertaken on samples taken from the site and at the discretion of the Council.

Sampling on-site

C242.08 TRAFFIC CATEGORY

1. Pavement materials are specified in terms of the Traffic Categories given in Table C242.1 for the calculated design traffic of the pavement.

Pavement Material Traffic Category

2. The Traffic Category (or Design Traffic) for the pavement materials shall be as shown on the Drawings or as specified in the approved pavement design.

Drawings

FLEXIBLE PAVEMENTS


Pavement Material Traffic

Category

Description

1 Roads with design traffic equal to or exceeding 107

equivalent standard axle (ESA) repetitions.

2a Roads with design traffic exceeding 4 x 106 ESAs but less

than 107 ESAs.

2b Roads with design traffic exceeding 106 ESAs but less

than or equal to 4 x 106 ESAs.

2c Roads with design traffic exceeding 105 ESAs but less

than or equal to 106 ESAs.

2d Roads with design traffic less than or equal to 105 ESAs.

Table C242.1 - Pavement Material Traffic Categories

C242.09 UNBOUND BASE AND SUBBASE

1. Unbound materials, including blends of two or more different materials, shall consist of granular material, which does not develop structural stiffness when compacted. Material produced by blending shall be uniform in grading and physical characteristics.

Granular Material

2. Unbound crushed rock materials are designated as follows: DGB20 20mm nominal sized densely graded base DGS20 20mm nominal sized densely graded subbase DGS40 40mm nominal sized densely graded subbase FCR20 20mm nominal sized fine crushed rock base CSS20 20mm nominal sized crushed sandstone base FCR40 40mm nominal sized fine crushed rock subbase CSS40 40mm nominal sized crushed sandstone subbase CSS75 75mm nominal sized crushed sandstone subbase

R1 20mm nominal sized recycled densely graded base.

R2 20mm nominal sized recycled densely graded subbase.

Crushed Rock

3. Unbound natural gravel materials are designated as follows: NGB20-2c 20mm nominal sized natural gravel base for Traffic Category 2c NGB20-2d 20mm nominal sized natural gravel base for Traffic Category 2d NGS20 20mm nominal sized natural gravel subbase NGS40 40mm nominal sized natural gravel subbase

Natural Gravel

4. The acceptable material types for each Traffic Category are given in Table C242.2. Material Types

FLEXIBLE PAVEMENTS


Traffic Category Acceptable Base Material Acceptable Subbase

Material

1 DGB20-1 DGS20, DGS40, R1

2a DGB20-2a, R1 DGS20, DGS40, R1

2b DGB20-2b, R1 ANY CONFORMING SUBBASE

2c DGB20-2c,, NGB20-2c, CCS20-2c, R2

ANY CONFORMING SUBBASE

2d DGB20-2d, NGB20-2d, FCR20-2d, CCS20-2d, R2

ANY CONFORMING SUBBASE

Table C242.2 - Acceptable Pavement Material Types

5. Base materials shall comply with the requirements of Table C242.3.

Test

Method

Description

Base Material Requirements

DGB20 R1 NGB20-2c NGB20-2d

T106 Coarse Particle Size Distribution % passing 75.0mm sieve % passing 53.0mm sieve % passing 37.5mm sieve % passing 26.5mm sieve % passing 19.0mm sieve % passing 13.2mm sieve % passing 9.5mm sieve % passing 6.7mm sieve % passing 4.75mm sieve % passing 2.36mm sieve % passing 0.425mm sieve % passing 0.075mm sieve

- - -

100 95-100

- -

50-70 -

35-55 - -

- - -

100 95-100 70-90

- 50-70

- 35-55 10-30 5-15

- - -

100 93-100

- 71-87

- 47-70 35-56 14-32 6-20

- - -

100 93-100

- 71-87

- 47-70 35-56 14-32 6-20

T107 Fine Particle Size Distribution Ratios expressed as percentages (for that portion of the material passing 2.36mm sieve)

A. Pass 425m sieve %

35-55

-

-

-

B. Pass 75m sieve %

Pass 425m sieve

35-55 - - -

C. Pass 13.5m sieve %

Pass 75m sieve

35-60 - - -

T108 Liquid Limit (if non plastic) max 20 - max 20 max 20

AS 1289.3.1.1

Plastic Limit (if plastic) max 20 max 27 max 20 max 20

AS 1289.3.2.1

Plasticity Index max 6 Max 5 max 6 max 6

T114 Maximum Dry Compressive Strength on fraction passing 19mm sieve (only applies if Plasticity Index is less than 1)

min 1.7 MPa min 1.7 MPa min 1.7 MPa min 1.7 MPa

AS 1141.14 Particle Shape by Proportional Calliper % mis-shapen (2 : 1)

max 35

max 35

-

-

FLEXIBLE PAVEMENTS


Test

Method

Description

Base Material Requirements

DGB20 R1 NGB20-2c NGB20-2d

AS 1141.22 Aggregate Wet Strength

For category 1 or 2a For category 2b or 2c For category 2d

min 80 min 70 min 60

min 70 min 70 min 70

- - -

- - -

AS 1141.22 Wet/Dry Strength Variation Dry - Wet % Dry

For category 1 or 2a For category 2b or 2c For category 2d

max 35 max 40 max 45

max 35 max 35 max 35

- - -

- - -

AS 1289.F1.1

4 day Soaked CBR (98% Modified Compaction)

- - 80 60

Table C242.3 - Unbound Base Material Properties

NOTES ON TABLE C242.3:

Material consisting of rounded river stone shall have a minimum of two fractured faces on at least 75 per cent of the particles larger than 6.70mm.

The maximum value of the Liquid Limit may be increased to 23 for non-plastic material, provided that the value determined is not influenced by the presence of adverse constituents.

For category 2d base materials the maximum Plasticity Index shall be 8.

All fractions of the sample specified by AS 1141.22 must be within specification. The fraction with the highest wet/dry strength variation is the value for determining conformance with the specification. The fractions 19.0mm to 13.2mm and 6.7mm to 4.75mm must be tested.

Recycled Base and Subbase products must be approved by Council’s Supervising Engineer prior to its use for public roads construction.

FLEXIBLE PAVEMENTS


6. Subbase materials shall comply with the requirements of Table C242.4

Test

Method

Description

Subbase Material Requirements

DGS20 DGS40 R2 NGS20 CSS40 CSS75 NGS40

T106 Coarse Particle Size Distribution % passing 75.0mm sieve % passing 53.0mm sieve % passing 37.5mm sieve % passing 26.5mm sieve % passing 19.0mm sieve % passing 13.2mm sieve % passing 9.5mm sieve % passing 6.7mm sieve % passing 4.75mm sieve % passing 2.36mm sieve % passing 0.425mm sieve % passing 0.075mm sieve

- - -

100 95-100

- -

50-70 -

35-55 - -

-

100 - -

50-85 - -

30-55 -

25-50 - -

- - -

100 85-100 70-90

- 45-70

- 30-55 10-30 5-15

- - -

100 96-100

- 65-89

- 47-80 32-67 14-42 6-26

-

100 90-100 80-87

- -

47-62 -

32-48 22-38 8-11

3-11

90-100 75-95 60-90 55-85 50-80

- 37-75

- 27-65 20-55 10-30 5-15

-

100 95-100 80-97

- -

48-85 -

35-73 25-58 10-33 3-21

T107 Fine Particle Size Distribution Ratios expressed as percentages (for that portion of the material passing 2.36mm sieve)


35-55

35-60

-

-

-

-

-

B. Pass 75m sieve %

Pass 425m sieve

35-55 35-60 - - - - -


Pass 75m sieve

35-60 35-65 - - - - -

T108 Liquid Limit (if non plastic) max 23 max 23 - max 23 Max 23 Max 23 max 23

AS 1289.3.1.1

Plastic Limit (if plastic) max 20 max 20 max 27 max 23 Max 20 Max 20 max 23

AS 1289.3.2.1

Plasticity Index max 12 max 12 max 5 max 12 Max 12 Max 12 max 12


min 1.0 MPa

min 1.0 MPa

min 1.0 MPa

1.0 MPa - - 1.0 MPa


max 35

max 35

max 35

-

-

AS 1141.22 Aggregate Wet Strength min 50kN

min 50kN min 130kN

- - - -


max 60

max 60

max 40

-

-

AS 1289.F1.1

4 day Soaked CBR (98% Modified Compaction)

- - - Min 50 Min 50

Table C242.4 - Unbound Subbase Material Properties

NOTES ON TABLE C242.4:

Material consisting of rounded river stone shall have a minimum of two fractured faces on at least 75 per cent of the particles larger than 6.70mm.

All fractions of the sample specified by AS 1141.22 must be within specification. The fraction with the highest wet/dry strength variation is the value for determining conformance with the specification. The fractions 19.0mm to 13.2mm and 6.7mm to 4.75mm must be tested.

FLEXIBLE PAVEMENTS


7. Where the proposed unbound base material complies with all of the requirements of Table C242.3 except gradings (T106, T107), the Contractor may propose the use of the material, subject to approval of Council’s Supervising Engineer, if the material complies with the Modified Texas Triaxial Classification Number (T171) requirements specified in Table C242.5, (T171 tested at not less than 85 per cent of Optimum Moisture Content and 100 per cent of Maximum Dry Density as determined by Test Method T112 or AS 1289.5.2.1).

Modified Texas Triaxial Classification

Traffic Category Modified Texas Triaxial Classification

Number (Test Method T171)

1 max 2.0

2a max 2.2

2b max 2.5

2c max 3.0

2d max 3.0

Table C242.5 - Modified Texas Triaxial Classification Number Requirements

8. In addition to the forgoing, materials designated as R1 or R2 shall in all respects comply with the DECC Recycled Materials specification and be mostly crushed concrete and/or recycled pavement material.

The maximum limit by mass of foreign material using RTA T276 test method shall be as follows:

Type 1 – mortar, metal, glass, asphalt, ceramics and slag: 3%

Type 2 – plastic film, brick, plaster, clay lumps and other crushable material: 1%

Type 3 – rubber, lumps of plastic, wood and other vegetable matter: 0.2%

Recycled Materials

C242.10 MODIFIED BASE AND SUBBASE MATERIALS

1. Modification of unbound base and subbase materials to meet the requirements of Clause C242.08 by the addition of a chemical modifying agent(s) shall be subject to approval by Council’s Supervising Engineer and to the additional requirements of this clause. After modification, the material shall meet the requirements of Clause C242.08.

Modification Of Materials

2. Modification of materials for Traffic Categories 1, 2a and 2b shall only be by use of a chemical modifying agent(s) mixed in a stationary mixing plant at the supplier's quarry.

Traffic Categories 1, 2a, 2b

3. Modification of materials for Traffic Categories 2c and 2d may be by the use of a chemical modifying agent(s) through a stationary mixing plant or utilising in-situ operations.

Traffic Categories 2c, 2d

4. Material requirements of hydrated lime and quicklime shall be in accordance with Specification C241 - STABILISATION.

Lime

5. The method of incorporating chemical modifying agent(s) through the stationary mixing plant shall ensure that the agent is mixed uniformly through the material.

Incorporation

6. In-situ operations shall be in accordance with Specification C241 - In-situ

FLEXIBLE PAVEMENTS


STABILISATION. Operations

7. The proportion of modifying agent shall be at the approval of Council. The material prior to treatment shall not contain any added pozzolanic material.

Proportion

8. The modified material shall yield an unconfined compressive strength not exceeding 1.0 MPa, when tested in accordance with Test Method T116 commencing within 24 hours of modification.

Unconfined Compressive Strength

9. For DGB20 material, prior to being modified, the material shall comply with the requirements of DGB20 in Table C242.3, except that the aggregate wet strength shall not be less than 80kN and the wet/dry strength variation shall not exceed 60 per cent.

DGB20

10. For DGB20, the modified material shall yield a CBR value of not less than 100 when tested in accordance with AS 1289.F1.1, commencing within 24 hours of modification.

CBR Value

C242.11 BOUND BASE AND SUBBASE MATERIALS

1. Bound materials utilised in pavements for Traffic Categories 1, 2a and 2b shall be supplied as a crushed rock product with the cementitious binder incorporated in a stationary mixing plant (pugmill) at the supplier's quarry.

Traffic Categories 1, 2a, 2b

2. Bound material for Traffic Categories 2c and 2d may be supplied as a crushed rock product with the cementitious binder incorporated in a pugmill or may be produced by the in-situ stabilisation of natural or blended gravel where stabilisation is undertaken by mobile plant at the site.

Traffic Categories 2c, 2d

3. Prior to stabilisation, the pavement material shall meet the requirements of Table C242.4 for subbase material for the appropriate Traffic Category.

Material Requirements Prior to Stabilisation

4. Material requirements for the cementitious binder shall be in accordance with Specification C241 - STABILISATION.

Stabilising Agent

5. When produced by in-situ stabilisation, the stabilisation process shall meet the requirements of Specification C241 - STABILISATION.

In-situ Stabilisation

6. The unconfined compressive strength (UCS) of the material after seven days accelerated curing as determined by Test Method T131 shall be not less than 4MPa or more than 10MPa. Sampling and test specimen compaction of the material shall be undertaken within one hour of the incorporation of the cementitious binder.

Unconfined Compressive Strength

C242.12 UNSEALED PAVEMENT MATERIALS

1. Pavement materials for all unsealed roads shall comply with the requirements of Table C242.6

Unsealed Pavements

2. Pavement materials for maintenance and rejuvenation of existing unsealed

shoulders shall comply with the requirements of Table C242.6 and shall be subject to the approval of Council

Unsealed Shoulders

FLEXIBLE PAVEMENTS


Test

Method

Description

Unsealed Pavement Material Requirements

AS 1289.3.6.1 Coarse Particle Size Distribution % passing 75.0mm sieve % passing 53.0mm sieve % passing 37.5mm sieve % passing 26.5mm sieve % passing 19.0mm sieve % passing 13.2mm sieve % passing 9.5mm sieve % passing 6.7mm sieve % passing 4.75mm sieve % passing 2.36mm sieve % passing 0.425mm sieve % passing 0.075mm sieve

- -

100 -

65-95 -

50-80 - -

25-60 15-40

-

AS 1289.3.6.3 Fine Particle Size Distribution Ratios expressed as percentages (for that portion of the material passing 2.36mm sieve)


NA

B. Pass 75m sieve %

Pass 425m sieve

NA


Pass 75m sieve

NA

AS 1289.3.1.1 Liquid Limit (if non plastic) max 35

AS 1289.3.3.1 Plastic Limit (if plastic) max 25

AS 1289.3.3.1 Plasticity Index 4-9


NA


NA

AS 1141.22 Aggregate Wet Strength min 50kN


max 60kN

T216 Sandstone Crushing Value (in lieu of wet strength and wet/dry strength variation for sandstone materials.)

max 40

AS 1289.F1.1 4 day Soaked CBR (min) (98% Modified Compaction)

60

Table C242.6- Unsealed Pavement Material Properties

DELIVERY, STOCKPILING AND PROCESSING OF PAVEMENT MATERIAL

C242.13 DELIVERY TO SITE

1. Materials shall be supplied sufficiently damp to avoid segregation and loss of fines during transit.

Damp Condition

FLEXIBLE PAVEMENTS


C242.14 STOCKPILING OF UNBOUND MATERIALS

1. Stockpile sites shall be located as shown on the Drawings or as approved by the Council’s Supervising Engineer.

Stockpile Sites

2. Stockpile sites, which shall be cleared of all vegetation and extraneous matter, shall be shaped to form a crown so as to be free draining and compacted over the whole area to provide a relative compaction, determined by Test Method T166 for standard compactive effort, of not less than 95 per cent.

Compacted and Free Draining

3. Stockpiles and stockpile sites shall be maintained so as to prevent the stockpiled materials from becoming intermixed or contaminated with foreign material.

Stockpile Requirements

4. The total height of any stockpile shall not exceed 3m. Height

5. Stockpiles shall be of uniform shape with side slopes neither steeper than 1.5 to 1 nor flatter than 3 to 1.

Shape

6. The worked face of any stockpile shall be the full face of the stockpile. The stockpiled material shall be maintained at a moisture content sufficiently damp to avoid loss of fines.

Maintained Damp

7. At the completion of the works, stockpile sites shall be cleared of all surplus material and left in a clean and tidy condition.

Completion of Work

C242.15 DELIVERY OF BOUND MATERIALS

1. Bound materials shall be delivered in vehicles fitted with covers of canvas or other suitable material to prevent loss of moisture during transport, unless otherwise approved by the Council’s Supervising Engineer.

Vehicle Deliveries

2. For bound materials, the time between mixing and conveyance by delivery trucks to the site, shall be such as to allow incorporation into the works including trimming and compaction within the nominated field working period.

Time Limit

3. Each truck load of crushed rock bound material shall be identified by delivery dockets, indicating the time and date of mixing and registration or fleet number of the delivery truck, and such dockets shall be made available to the Council’s Supervising Engineer at the point of delivery.

Delivery Dockets

SPREADING OF PAVEMENT MATERIAL

C242.16 SPREADING PAVEMENT MATERIALS

1. Unbound materials shall not be spread upon an underlying pavement layer which has a moisture content exceeding the laboratory optimum moisture content as determined by AS 1289.5.2.1 or which has become rutted or mixed with foreign matter. The underlying layer shall be corrected to comply with this Specification before spreading of the next layer of pavement.

Underlying Layer Quality

2. Each layer of material shall be deposited and spread in one operation and, after compaction, the finished surface levels on the base and subbase courses shall be within the permitted tolerances stated in Clause C242.22 (c) without subsequent addition of material. The thickness of each compacted layer shall be neither less than 100 mm or more than 200 mm for all pavement layer types, unless otherwise approved by the Council’s Supervising Engineer.

Tolerances

3. At all work boundaries in bound materials the Contractor shall provide vertical faces to provide for transverse and longitudinal joints.

Joints

FLEXIBLE PAVEMENTS


TRIMMING AND COMPACTION

C242.17 GENERAL REQUIREMENTS

1. Each layer of the base and subbase courses shall be uniformly compacted over its entire area and depth to satisfy the requirements of relative compaction set out in Clauses C242.19 and C242.20.

Uniform Compaction

2. On sections of pavement with one-way crossfall, compaction shall begin at the low side of the pavement and progress to the high side. On crowned sections, compaction shall begin at the sides of the pavement and progress towards the crown. Each pass of the rollers shall be parallel with the centreline of the roadway and uniformly overlap each preceding pass. The outer metre of both sides of the pavement shall receive at least two more passes by the compaction plant than the remainder of the pavement.

Compaction Procedure

3. At locations where it would be impracticable to use self-propelled compaction plant, the pavement material shall be compacted by alternative hand-operated plant approved by the Council’s Supervising Engineer.

Hand Operated Plant

4. Watering and compaction plant shall not be allowed to stand on the pavement being compacted.

Plant Movement Restrictions

5. If any unstable areas develop during rolling, the unstable material shall be rejected. The rejected material shall be removed for the full depth of the layer, disposed of and replaced with fresh material in accordance with Clause C242.24.

Unstable Areas

6. The placement of subsequent layers shall not be allowed until the requisite testing has been completed and the Council’s Supervising Engineer has accepted the test results for each layer.

Placing Subsequent Layers

7. Any unbound material in a layer that has attained the specified relative compaction but subsequently becomes wetted up shall be dried out and, if necessary, uniformly recompacted and trimmed to meet the specified density requirements and level tolerances.

Excessive Moisture Content

8. Each successive layer of the pavement will be tested by proof loading after completion of trimming and compaction of the layer. Council’s Supervising Engineer shall be present during the testing. The testing will involve a visual inspection of the pavement layer as either a fully laden 8-tonne capacity truck or a roller of static weight exceeding 10

tonnes passes over the layer. This inspection will be a HOLD POINT. Any unstable areas, including areas showing excessive deflection, shall be rejected. Approval by Council’s

Supervising Engineer is required for release of the HOLD POINT.

Proof Loading

C242.18 CURING OF BOUND MATERIALS

1. The curing of the surface layer of a lot shall commence after compaction is completed.

Commence-ment Time

2. The stabilised work shall be protected against rapid drying out by keeping it continuously wet or damp during the period prior to the provision of a subsequent layer or the application of a prime or primer-seal.

Water Curing

3. Water curing shall consist of frequent light uniform spraying that will not produce significant run off or flooding on sections of the area. Slurrying of the surface or leaching of the stabilising agent shall be avoided.

Caution

ACCEPTANCE OF COMPACTED LAYERS

H P

FLEXIBLE PAVEMENTS


C242.19 LOTS FOR ACCEPTANCE

1. Acceptance of work shall be based on density testing of the work in lots. A lot shall be nominated by the Contractor, but shall conform to the following: (a) for bound materials, only a single layer of work which has been constructed

under uniform conditions in a continuous operation and not crossing any transverse construction joints;

(b) for unbound materials, it may comprise the entire layer.

Lot Requirements

C242.20 COMPACTION ASSESSMENT

1. For residential, commercial and industrial roads, the Contractor shall arrange for testing to assess compaction on the basis of either one test per 50 linear m or per 250 m

2 (which ever is the greater) with a minimum of two tests in any one length.

The results shall be presented to the Council’s Supervising Engineer for approval.

2. For rural roads, the Contractor shall arrange for testing to assess compaction on the basis of either one test per 100 linear m or per 500 m

2 (which ever is the greater)

with a minimum of two tests in any one length. The results shall be presented to the Council’s Supervising Engineer for approval.

Sampling

3. Acceptance of the final pavement layer shall be determined according to the elastic rebound deflection. The elastic rebound deflection shall be taken as the maximum deflection in accordance with Test Method T160 utilising the Benkelman Beam or equivalent. The average maximum deflection for any lot shall not exceed: 1.4mm (2x10

4 and 6x10

4 ESA), 1.3mm (3x10

5 ESA), 1.1mm (1x10

6 ESA) and 1.0mm

(2x106 ESA) or the limits stated in AUSTROADS. The co-efficient of variation (CV)

in recorded deflections shall not exceed 30 per cent. Measurements shall be taken at maximum spacings of 20 metres in alternating wheel paths in each lane, with not less than 4 measurements per any one length of road.

Benkelman Beam Testing

4. The presentation of compaction testing results shall be a HOLD POINT. Approval

by Council’s Supervising Engineer is required for release of the HOLD POINT

Approval

5. Proof rolling shall be performed. Proof Roll Test

C242.21 RELATIVE COMPACTION

1. The relative compaction of pavement material at each location tested for in-situ dry density shall be calculated in accordance with Test Method T166 as follows: Relative Compaction (per cent) = In-situ dry density x 100 Comparative dry density

Calculation

2. In-situ dry density testing shall be carried out by the Contractor using Test Method T119 or, alternatively, the Council’s Supervising Engineer may approve some or all of the in-situ dry density testing to be carried out with a single probe Nuclear Density Meter in the direct transmission mode in accordance with AS 1289.5.8.1.

In-Situ Dry Density Testing

3. Each day that material is produced for placement in a layer or layers, a sample of the material shall be taken by the Contractor for maximum dry density testing to represent that day's production.

Daily Samples

4. For unbound layers, the sample shall be tested in accordance with AS 1289.5.2.1 to determine the maximum dry density (modified compactive effort) for the material.

Maximum Dry Density

HP

FLEXIBLE PAVEMENTS


5. For bound layers the sample shall be tested within two hours after the addition of stabilising agent to the mix in accordance with Test Method T130 to determine the maximum dry density (modified compactive effort) for the material. This test method shall also be used to determine the optimum moisture content.

Time for Testing

6. The maximum dry density so determined shall be used as the comparative dry density in relative compaction calculations for all material from that day's production placed in a single layer of work.

Comparative Dry Density

C242.22 COMPACTION REQUIREMENTS AND ACCEPTANCE

1. A lot shall be accepted for compaction if:

a) For sub-base:

i. The minimum value of all calculated relative compaction for modified compactive effort is not less than 98 per cent (Modified) within the lot or the area of pavement being assessed.

ii. Pass proof roll test

iii. Thickness within tolerance as determined from test pits at locations nominated by the Supervising Engineer.

b) For base:

i. The minimum value of all calculated relative compaction for modified compactive effort is not less than 98 per cent (Modified) within the lot or the area of pavement being assessed.

ii. Pass proof roll test

iii. Thickness within tolerance as determined from test pits at locations nominated by the Supervising Engineer.

iv. Comply with deflection criteria of Benkelman Beam Testing.

c) For bound layers:

An area of pavement presented for compaction assessment having within that area a zone or zones with relative compaction less than 98 per cent but equal to or greater than 96 per cent, may be accepted by Council’s Supervising Engineer provided such zone or zones shall not comprise more than 5 per cent of the area presented.

Compaction Acceptance Requirements

2. Lots or areas of pavement not achieving these specified values shall be rejected. Unbound layers may be reworked as provided by Clause C242.22, but the bound materials in rejected layers/courses shall be removed and replaced with fresh materials in accordance with Clause C242.24.

Rejection of Lots

C242.23 REWORKING OF REJECTED UNBOUND LAYERS

1. Lots or areas of pavement that have been rejected in regard to compaction shall be reworked before resubmission for compaction assessment.

Reworking

2. Material that has become degraded, segregated or otherwise reduced in quality by reworking shall be rejected. The rejected material shall be removed, disposed of and replaced with fresh material complying with this Specification in accordance with Clause C242.24. When a lot or area of pavement is resubmitted for compaction assessment, testing shall be carried out in accordance with Clauses C242.18 and C242.19.

Rejected Material

FLEXIBLE PAVEMENTS


3. All costs associated with corrective work carried out before the resubmission of a lot, including rewatering, re-rolling, removal and replacement of material as well as reworking shall be carried out at no cost to the Council.

Contractor's Costs

C242.24 TOLERANCES

a) General

1. The tolerances stated are the acceptable limits of departure from the dimensions shown on the Drawings.

Tolerances

2. Areas for assessment of conformity with tolerance requirements shall be divided into lots and presented to the Council’s Supervising Engineer together with survey reports covering line and level.

Lots for Assessment of Conformity

b) Width

1. At any cross section without kerb and/or guttering, and for pavement layers extending under the kerb and/or guttering, the horizontal dimension measured from the design centre line to the edge of the constructed pavement surface shall be neither less than 50mm less than the dimension nor more than 300 mm greater than the dimension shown on the Drawings.

Horizontal Dimensions

2. The average width of the layer determined from measurements at three sites selected at random by the Council’s Supervising Engineer over any 200 metre road length, or part thereof, shall be not less than the specified width.

Average Width

c) Levels and Surface Trim

1. The levels of the finished surface of the top of the subbase course shall not vary from the design levels by more than ± 10mm.

Subbase Surface Level

2. Level tolerances at the top of the base course shall not vary from the design levels by more than 10mm. In addition, where kerb and gutter exists or is being constructed, the level of the top of the base course adjacent to the kerb and gutter shall not vary by more than ± 5mm from the lip level of the gutter minus the design thickness of the wearing surface.

Base Surface Level

3. The design level of the top of the subbase course shall be determined from the design level of the finished road surface less the thickness of the base course and the wearing course.

Subbase Design Level

4. The pavement surface after trimming and immediately prior to sealing shall be of a quality such that the deviation under a 3 metre straight edge placed in any direction does not exceed 12mm. Measurements with the 3 metre straight edge shall be taken at a minimum of 10 randomly selected stations so as to represent a 200-metre lane length or part thereof.

Straight Edge Deviation

C242.25 ACTION ON REJECTION

(a) Unbound Materials

1. A lot that has not complied with the requirements for width or level tolerance as set out in Clauses C242.22 (b) and C242.22 (c) respectively shall be rejected except as otherwise provided in this Clause. Rejected lots shall be removed, disposed of and replaced with fresh material in accordance with Clause C242.24.

Rejection Criteria

2. Notwithstanding the above, where the rejected lot can be corrected by further trimming, Council’s Supervising Engineer may allow the surface to be corrected without complete removal and replacement with fresh material. Such trimming shall be undertaken

Corrective Action

FLEXIBLE PAVEMENTS


in a manner that produces a uniform, hard surface and shall be achieved by cutting only without filling. After any such cutting, the level tolerances in Clause C242.22(c) shall apply.

3. The cost of surface correction or replacement work ordered in accordance with this Clause including removal of material, disposal and supply and transport of replacement material shall be borne by the Contractor.

Contractor's Costs

(b) Bound Materials

1. An area that has not complied with the requirements for width or level tolerance as set out in Clauses C242.22 (b) and C242.22 (c) respectively shall be rejected except as otherwise provided for in this Clause. Rejected areas shall be removed, disposed of and replaced with fresh material in accordance with Clause C242.24.

Rejection Criteria

2. The cost of removal and disposal of rejected material and its replacement with fresh material shall be borne by the Contractor.

Contractor's Costs

3. Notwithstanding the above, Council’s Supervising Engineer may allow the Contractor to rectify the area in the following cases:

(i) Where the cause for rejection is under Clause C242.22 (c), the course is a subbase course and rejection is due to departures from design level being too far below the design level, the Contractor may increase the thickness of the base course to make up such deficiency in thickness.

(ii) Where the cause for rejection is under Clause C242.22(c), the course is a subbase course and rejection is due to departures from design level being too far above the design level, the Contractor may propose a regrading of the design level of the base course, to allow for its design thickness to be laid, up to a maximum of 20mm above the original design level. Approval by the Council’s Supervising Engineer shall be subject to the following requirements:

- The rate of change of grade from the original finished design surface level

shall be less than 3 mm per metre. - The regrading shall not interfere with the proper design functioning of the

drainage system. - The regrading shall not interfere with levels at the property boundary, or

increase or decrease footpath or footpath crossover levels or grades beyond Council's allowable design limits.

- The regrading shall not interfere with clearances.

Corrective Action Circumstances

(iii) Where the cause for rejection is under Clause C242.22(c), the course is a base course and rejection is due to departures from design level being too far above the design level, the Contractor may propose a regrading of the design level of the base course. Approval by Council’s Supervising Engineer shall be subject to the requirements of this Clause in (ii) above.

4. The cost associated with surface level corrections required in this Clause shall be borne by the Contractor.

Contractor's Costs

C242.26 REMOVAL AND REPLACEMENT OF REJECTED COURSES

1. Sections of the work that have been rejected shall be removed from the work and replaced with fresh material. Rejected material shall be removed from site.

Rejected Material

2. In rejected sections the material shall be removed over the full length of the rejected lot, except that a minimum length of 50 m of pavement layer shall be removed and replaced. Any damage to underlying or abutting layers or structures shall be made good by the Contractor using methods approved by the Council’s Supervising Engineer.

Length to be Removed

FLEXIBLE PAVEMENTS


3. The Council’s Supervising Engineer may approve removal for less than the full width as constructed if the cause of the rejection of the work can be isolated transversely to the Council’s Supervising Engineer's satisfaction. In this case, the new longitudinal cold joint shall be formed and located along the centreline of the road pavement.

Superinten-dent's Discretion

4. After removal of rejected base or subbase course material, the section shall be presented for inspection by the Council’s Supervising Engineer before replacement work is commenced.

Inspection Before Replacement

5. Materials used as replacement materials, and the subsequent spreading, compaction, trimming, curing and testing of the replacement materials, shall comply with the requirements of this Specification.

Replacement Material

6. All costs associated with removals, replacements and corrections of base and subbase courses required under this Clause and the extra costs incurred by the Contractor in respect of delays caused by such removals, replacements and corrections shall be borne by the Contractor.

Contractor's Costs

C242.27 MAINTENANCE BEFORE COMPLETION OF WEARING SURFACE

1. Following the Council Engineer’s acceptance of any section of the work, the Contractor shall maintain the prepared surface of the base in the condition specified for acceptance until the wearing surface is completed. The base course of sections of the accepted work shall be covered with a primer seal over the full width of pavement in accordance with the Specification for SPRAYED BITUMINOUS SURFACING within seven days of the date of the acceptance of such sections, unless otherwise approved by the Council’s Supervising Engineer.

Primerseal

2. Should the pavement condition deteriorate before the application of the primer seal and consent to proceed with the bitumen surfacing work is withdrawn by Council’s Supervising Engineer, the Contractor shall re-prepare the pavement and re-present the pavement for acceptance by Council’s Supervising Engineer.


3. The cost of re-preparing areas of the deteriorated pavement shall be borne by the Contractor.

Contractor's Cost

OPENING PAVEMENT TO TRAFFIC

C242.28 GENERAL REQUIREMENTS

1. For unbound pavements, construction plant and vehicles not involved in the current construction or testing of the work shall not be permitted to use the pavement until the primer seal has been applied, unless otherwise approved by the Council’s Supervising Engineer.

Restrictions on Movement

2. For bound pavements, construction plant and vehicles not involved in the current construction or testing of the work shall not be permitted to use the pavement until the primer seal has been applied and seven days have elapsed since placement of the base.

Restrictions on Movement of Construction Traffic

3. For bound pavements, traffic shall not be allowed to use the constructed pavement until a minimum of seven days after completion of the full pavement depth and the primer seal.

Open to Traffic Bound Pavement

FLEXIBLE PAVEMENTS




1. The tolerances applicable to the various clauses in this Specification are summarised in the Table below


Clause

1. Stockpile Sites (i) Relative Compaction > 95% C242.14

(ii) Stockpile height < 3m C242.14 (iii) Stockpile batter < 1.5:1 and >

3:1

2. Spreading Pavement

Materials

(i) Compacted Layer Thickness

100mm, 200mm C242.16

3. Compaction Acceptance

Minimum value of all calculated relative compaction results

98 per cent (modified compactive effort)

C242.22

4. Width of Pavement (i) Design centre-line to edge of constructed pavement

-50mm to +300mm of dimensions on Drawings

C242.24(b)

(ii) Average Width The average width determined from 3

random sites over any 200m road length, or part thereof, shall be not less than the specified width.

C242.24(b)

5. Surface Level (i) Subbase levels

<± 10mm from design level

C242.24(c)

(ii) Base levels <± 10mm from design level C242.24(c) (iii) Base levels adjacent to

Kerb and Gutter <±5mm from the lip levels of adjacent gutter minus design thickness of wearing surface.

C242.24(c)

(iv) Shape Deviation from a 3m long

straightedge on base surface immediately prior to sealing shall be less than 12mm

C242.24(c)


FLEXIBLE PAVEMENTS





Details of Proposed Base and Subbase to be Submitted

C242.07 1.

Variations by Contractor of Proposed Base and Subbase

C242.07 3.

Modified Texas Triaxial Classification C242.09 7.

Modification of unbound base and subbase materials

C242.10 1.

Thickness of each compacted layer C242.16 2.

Proof Loading of each successive layer of the pavement

HOLD POINT C242.17 8.

The presentation of compaction and deflection testing results


Correction of rejected lot by further trimming C242.25 (a) 2.

Correction of rejected lot – bound layer C242.25 (b) 3.

Table C242.4


C242.31 RESERVED

C242.32 RESERVED

FLEXIBLE PAVEMENTS


SPRAYED BITUMINOUS SURFACING



C244

SPRAYED

BITUMINOUS SURFACING



SPECIFICATION C244 : SPRAYED BITUMINOUS SURFACING

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 3

C244.01 SCOPE ..............................................................................................................................................3


MATERIALS ............................................................................................................................... 4

C244.03 BINDERS ..........................................................................................................................................4

C244.04 ADDITIVES .......................................................................................................................................4

C244.05 AGGREGATE ...................................................................................................................................5

C244.06 PRECOATING AGENT ....................................................................................................................5

C244.07 SAMPLING AND TESTING OF MATERIALS ..................................................................................5

DESIGN OF BITUMINOUS SURFACING ................................................................................. 5

C244.08 GENERAL .........................................................................................................................................5

APPLICATION OF SPRAYED BITUMINOUS SURFACING .................................................... 6

C244.09 GENERAL .........................................................................................................................................6

C244.10 PRECOATING OF AGGREGATE....................................................................................................6

C244.11 PLANT ...............................................................................................................................................6

C244.12 PREPARATION OF PAVEMENT SURFACE ..................................................................................6

C244.13 REVIEW OF NOMINATED APPLICATION RATES ........................................................................7

C244.14 BINDER TEMPERATURE REQUIREMENTS .................................................................................7

C244.15 PAVEMENT TEMPERATURE AND WEATHER CONDITIONS ....................................................7

C244.16 INCORPORATION OF CUTTER OIL AND ADHESION AGENT ...................................................8

C244.17 APPLICATION OF PRIMER, PRIMER BINDER AND BINDER ......................................................9

C244.18 WORK RECORDS ........................................................................................................................ 10

C244.19 CONTROL OF TRAFFIC ............................................................................................................... 10

C244.20 APPLICATION AND INCORPORATION OF AGGREGATE ....................................................... 11



C244.21 PROTECTION OF SERVICES AND ROAD FIXTURES .............................................................. 12

NON-CONFORMANCE OF MATERIALS AND WORK ..........................................................12

C244.22 GENERAL ...................................................................................................................................... 12


C244.23 RESERVED ................................................................................................................................... 13

C244.24 RESERVED ................................................................................................................................... 13

C244.25 RESERVED ................................................................................................................................... 13

C244.26 RESERVED ................................................................................................................................... 13

C244.27 RESERVED ................................................................................................................................... 13

C244.28 RESERVED ................................................................................................................................... 13




ANNEXURE C244A - DETAILS OF WORK ............................................................................16



SPECIFICATION C244 : SPRAYED BITUMINOUS SURFACING

GENERAL

C244.01 SCOPE

1. The work to be executed under this Specification consists of the supply of all materials and the application of any or all of the following types of sprayed bituminous surfacing:

(i) Prime

Consisting of the application of a primer of field or refinery cutback bitumen without aggregate to provide penetration of the surface (preferably from 5 to 10 mm) and waterproofing.

(ii) Primerseal

Consisting of the application of a primer binder of field or refinery cutback bitumen to provide surface penetration (preferably from 2mm to 5mm), into which aggregate is incorporated to provide a temporary wearing surface prior to the application of the final wearing surface.

(iii) Seal or Reseal

Consisting of the application of a bitumen binder into which aggregate is incorporated to provide a durable wearing surface.

2. The locations and required types of sprayed bituminous surfacing, including types of binders and aggregate sizes, shall be as shown on the Drawings and/or as detailed in Annexure C244.A.

3. For multiple application treatments, the binder and aggregate may be required to be laid in one or more separate applications.




(a) Council Specifications C201 - Control of Traffic

(b) Australian Standards AS 2008 - Residual bitumen for pavements. AS 2157 - Cutback bitumen. AS 2341.9 - Determination of water content. AS 3568 - Oils for Reducing the Viscosity of Bitumen for Pavements AS 2758.2 - Aggregate for sprayed bituminous surfacing.



(c) RTA Specifications and Forms MR466 - Sprayed Bituminous Surfacing Cutback Chart 3253 - Bitumen for Pavements 3258 - Aggregate Precoating Agents 3259 - Bitumen Adhesion Agents 3261 - Cutback Bitumen RTA Form 23 - Bituminous Surfacing Daily Record

(d) Government Legislation

- Rural Fires Act 1997 - Rural Fires Amendment Act 2000

- Rural Fires and Environmental Assessment Legislation Amendment Act 2002

- Local Government Act, 1993

(e) Other AUSTROADS - Design of Sprayed Seals.

MATERIALS

C244.03 BINDERS

(a) Bitumen

1. Bitumen shall be Class 170 conforming to AS2008.

Bitumen

(b) Refinery Cutback Bitumen

1. Refinery cutback bitumen shall conform to AS 2157.

Cutback Bitumen

C244.04 ADDITIVES

(a) Cutter Oil

1. Cutter oil shall conform to the requirements of AS3568, displaying an Abel flash point of not less than 38

oC and a viscosity at 40

oC not greater than 2.0 millipascal seconds,

with the following qualifications to the properties for its classification as set down in AS 3568 Table 1:

(i) Either "Aniline point" or "Aromatic content" is acceptable.

(ii) There shall be no "Density" requirement.

(iii) The presence of water, assessed visually as an immiscible phase in any sample of the material, shall be grounds for its rejection. AS2341.9 shall not be demanded as a referee test if more than 0.1% of liquid water is found in any delivery or batch.

(iv) If the viscosity is calculated by the equation given in Table 1, Note 3 of AS3568, "f" shall be taken to be 0.0009 per

oC.

Cutter Specification

2. Delivery and storage procedures for cutter oil delivered in drums shall ensure that all containers are clean and free from any deleterious material prior to filling with cutter oil, and all drums are stored so as to ensure that entry of water through seals or welds in the drums is prevented.

Delivery & Storage



(b) Adhesion Agent

1. Bitumen adhesion agents shall conform to RTA Specification 3259.

Adhesion Agent

C244.05 AGGREGATE

1. Aggregate shall conform to AS 2758.2. Specification

2. The Contractor shall obtain test results for each lot/stockpile of aggregate, and certification of compliance with AS 2758.2 from a suitably accredited NATA laboratory, before aggregate from the lot is incorporated in the Works.

Test Results

C244.06 PRECOATING AGENT

1. Aggregate precoating agent(s) shall conform to RTA Specification 3258. Precoat

C244.07 SAMPLING AND TESTING OF MATERIALS

1. Sampling and testing of materials shall be arranged by the Contractor and carried out by a NATA registered laboratory in accordance with the relevant materials specifications cited in this Specification.


DESIGN OF BITUMINOUS SURFACING

C244.08 GENERAL

1. The Contractor shall carry out the design of bituminous surfacing in accordance with the procedure contained in AUSTROADS Design of Sprayed Seals and shall submit these design details to the Council’s Supervising Engineer. Design application rates shall be known as "nominated application rates" and materials as "nominated materials.”

AUSTROADS Design Procedure

2. The following additional details are required:

(i) Test results for all nominated materials.

(ii) Aggregates - source, geological type, nominated grading, ALD.

(iii) Precoating agent and bitumen adhesion agent - types and proportions.

(iv) Bitumen - refinery source, certification of compliance with AS 2008.

(v) Cutback bitumen - refinery source of bitumen, source of cutter, certification of compliance with AS 2157.

3. The Contractor shall ensure that the notifications required under Clause 245.04 1 – 5 of Specification C245 ASPHALTIC CONCRETE are carried out.

Additional Information Sought



APPLICATION OF SPRAYED BITUMINOUS SURFACING

C244.09 GENERAL

1. The Contractor shall carry out sprayed bituminous surfacing so as to:

(i) provide a uniform application of binder with adequate adhesion to the underlying surface;

(ii) provide a complete cover of interlocking aggregate particles, and

(iii) achieve effective bond between binder and aggregate.

Work Quality

2. The Contractor shall give the Council’s Supervising Engineer two days notice of intention to commence sprayed bituminous surfacing, confirming spray rates, nominal aggregate size and ALD, and shall obtain the Council’s Supervising Engineer's approval to proceed.

C244.10 PRECOATING OF AGGREGATE

1. The aggregate precoat agent shall be applied to the aggregate in a manner and at a rate and time which will provide a complete, light, uniform, effective cover of all aggregate particles at the time of spreading.

Application

2. Precoating of aggregate shall not be carried out when rain is imminent. If aggregate has been precoated and rain appears imminent, the aggregate shall be adequately covered to prevent the precoating material being washed from the aggregate particles.

Weather Conditions

3. The Contractor shall take precautions, such as covering stockpiles, to prevent settlement of dust, penetration of moisture or drying out of the precoating agent on the stockpiled aggregate.

Cover for Stockpiles

C244.11 PLANT

1. A mechanical sprayer shall be used to apply primer, primer binder and binder. The sprayer shall have a current Sprayer Certificate (RTA Form 354) issued by the Roads and Traffic Authority of NSW.

Sprayer Certificate

2. The spray nozzles shall be of the make and type endorsed on the Sprayer Certificate. Satisfactory nozzles of similar type shall replace any nozzles, which may be damaged or become unduly worn or defective. A sufficient number of nozzles for this purpose shall be available at all times.

Spray Nozzles

3. Mechanical spreading equipment shall be used to spread aggregate and shall be capable of achieving a uniform spreading rate.

Aggregate Spreader

4. Rollers shall be in accordance with Clause C244.20. Rollers

5. The Contractor shall remove from the work any plant or equipment not fully operational or not in a satisfactory condition for carrying out work in accordance with this Specification.

Faulty Equipment

C244.12 PREPARATION OF PAVEMENT SURFACE

1. Before the application of primer, primer binder or binder, the pavement surface shall be swept by the use of a mechanically-operated rotary road broom or suction broom to provide a uniformly clean surface. If necessary, additional sweeping shall be done by hand, using stiff bass or similar brooms. Sweeping shall extend at least 300mm beyond each

Pavement Sweeping



edge of the area to be sprayed.

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

Foreign Matter on Pavement

3. For the spraying of primer or primer binder, the pavement surface shall be slightly damp so as to impede dust interfering with initial adhesion.

Damp Pavement

C244.13 REVIEW OF NOMINATED APPLICATION RATES

1. The Contractor shall select the locations where each lot of aggregate is to be incorporated in the Works.

Aggregate Lots

2. The Contractor shall review the bituminous surfacing design at each location based on the actual ALD test result for the lot of aggregate instead of the ALD value of the nominated aggregate, and using the AUSTROADS Design of Sprayed Seals. The revised application rates shall be known as “target application rates.”

Target Application Rates

3. The Contractor shall submit details of the aggregate lot and target application rates of each work location to the Council’s Supervising Engineer for approval before commencing sprayed sealing at that location. Approval in accordance with this clause shall

constitute a HOLD POINT.


C244.14 BINDER TEMPERATURE REQUIREMENTS

1. Bitumen and cutback bitumen shall be within the range shown in Table C244.1 when incorporated with cutter oil.

Mixing Temperature

2. Temperature ranges for spraying of primers, primer binders and binders shall be within the ranges shown in Table C244.1.

Spraying Temperature

3. The Contractor shall measure and record the temperature of the bituminous material, using a suitable means. The thermometer shall be verified as accurate to within 2.5 percent of the correct temperature.

Measurement of Temperature

4. If the temperature of the bituminous material is below the applicable lower limit from Table C244.1, the bituminous material may be heated providing safe heating practices are adopted. Burners shall not be used unless the level of the material in the heating tank is at least 250 mm above the tops of the heating tubes. The Contractor shall comply with the current legislative requirements. Two or more suitable fully-charged pressurised chemical fire extinguishers shall be placed conveniently to the heaters at all times while heating is in progress.

Safe Heating Practices

5. During heating, the temperature of the bituminous material shall not exceed the applicable upper limit from Table C244.1. The temperature of the bituminous material just above the heating tubes shall be checked at regular intervals to ensure that there is no local overheating.

Heating Limits

6. Bituminous materials shall not be held at temperatures within the ranges shown in Tables C244.1 for periods in excess of ten hours.

Max Period of Heating

7. Any bituminous material that has been overheated shall not be used in the work. The Contractor shall record disposal of such material confirming its exclusion from use under this contract.

Overheated Bitumen

C244.15 PAVEMENT TEMPERATURE AND WEATHER CONDITIONS

1. The Contractor shall measure and record pavement temperatures at regular intervals during the course of the work. For this purpose, a spirit or mercury-in-glass

Measurement and Recording

HP



thermometer or other suitable type of thermometer shall be placed in direct contact with the pavement and allowed to remain in position until the reading becomes steady. When a spirit or mercury-in-glass thermometer is used to measure pavement temperature, the bulb of the thermometer shall be covered from direct sunlight with a small heap of grit or similar material.

2. If the pavement is partly in sun and partly in shade, the temperatures for both conditions shall be taken and recorded.

Sun and Shade Conditions

3. Spraying primers, primer binders and binders shall be undertaken only if the pavement temperature has been at or above the minimum temperature shown in Table C244.1 for at least one hour before commencement of spraying and does not fall below the specified minimum pavement temperature for spraying during the period of spraying.

Minimum Pavement Temperature

4. Spraying shall not be carried out on a wet pavement, while rain appears imminent or during high winds or dust storms.

Spraying Conditions

TYPE OF MATERIAL CLASS OR

GRADE

EQUIVALENT

% CUTTER

MAX HEATING

TEMP (OC)

MIN PAVEMENT

TEMP (OC)

SPRAYING

TEMP (OC)

Bitumen 170 190 10 160 - 190

Cutback Bitumen AMC 00 AMC 0 AMC 1 AMC 2 AMC 3 AMC 4 AMC 5 AMC 6 AMC 7

56) 44) 34) 27) Conven- 21) tional 16) Cutter 11) 7) 3)

30 55 80 100 115 135 150 160 175

10 10 10 10 10 10 10 10 10

10 - 20 35 - 55 60 - 80

75 - 100 95 - 115 110 - 135 120 - 150 135 - 160 150 - 175

Cutback Bitumen FC2 FC3 FC4 FC5 FC6 FC7

25) 20) Fast 15) Evapo- 10) rating 7) Cutter 3)

95 95 110 140 150 160

5 5 5 10 10 10

70 - 75 80 - 90

95 - 110 120 - 140 130 - 150 140 - 160

Table C244.1 - Temperature Limits

C244.16 INCORPORATION OF CUTTER OIL AND ADHESION AGENT

(a) Cutting Back Bitumen

1. The Contractor shall determine and record the proportion of cutter oil required for each sprayer load, using MR Form 466 and based on the measured pavement temperatures.


2. The cutter oil, without being previously heated, shall be pumped into the sprayer, followed by the hot bitumen. The full sprayer load of cutback bitumen shall be circulated at a rate of at least 700 litres per minute for twenty minutes to ensure that the mixture is homogeneous.

Mixing Cutter Oil



3. If a part sprayer load of field cutback bitumen is unused on the date of mixing, and needs to be returned to the heater tanks, it shall be placed in an empty tank reserved for that purpose. No bitumen or cutter shall be added to the returned cutback bitumen unless the tank is fitted with an effective mechanical mixing system. When the returned cutback bitumen is subsequently used as part of a sprayer load, allowance shall be made for the cutter oil contained in the returned cutback bitumen.

Unused Cutback Bitumen

(b) Bitumen Adhesion Agent

1. Where bitumen adhesion agent is to be included, it shall be added to the bitumen in the sprayer and the mixture circulated at a rate of at least 700 litres per minute for fifteen minutes before spraying.

Mixing Adhesion Agent

C244.17 APPLICATION OF PRIMER, PRIMER BINDER AND BINDER

(a) General

1. The area to be sprayed with primer binder or binder shall be limited to the area that can be covered with aggregate at the target application rate within ten minutes of spraying bitumen or cutback bitumen.

Limit on Spray Area

2. Nominated and target application rates and quantities of primer and primer binder shall apply to the whole material, including cutter oil, measured at 15

oC.

Application Rates

3. Nominated and target application rates and quantities of binder shall be based on the volumes of bitumen measured at a temperature of 15

oC and shall not include any

bitumen adhesion agent and/or cutter oil.

Nominated and Target Rates

4. Where bitumen adhesion agent and/or cutter oil have been added to the binder, the application rate of the total binder at 15

oC shall be adjusted to allow for the quantities of

bitumen adhesion agent and/or cutter oil in the mixture.

Adjustment of Application Rate

5. The Contractor shall determine the hot application rate of total binder, including bitumen adhesion agent and/or cutter oil, using MR Form 466.

Calculation of Hot Application

6. Where refinery cutback bitumen is used as the binder, the target application rate of binder shall be increased by the Contractor to allow for the percentage cutter oil in the mixture as indicated in Table C244.1.

Refinery Cutback Bitumen Variation

(b) Operation of the Sprayer

1. The type of spray nozzles to be used on the spray bar of the sprayer shall be compatible with the nature of the binder to be sprayed and its application rate.

Nozzle Type

2. Where the longitudinal edges of spray runs are not required to overlap, either special type end nozzles or intermediate nozzles set with a jig as end nozzles may be used. Where an overlap is required, the overlap of spray between adjacent longitudinal runs shall be 50 mm for special type end nozzles. If intermediate nozzles are to be used to overlap adjacent longitudinal sprays the nozzles shall be set in the normal manner for intermediate nozzles and the overlap shall be 300 mm.

Spray Overlap

3. The spraying of primer, primer binder or binder for each run of the sprayer shall commence on a protective strip of heavy paper weighing not less than 120 grams per square metre laid across and held securely to the pavement surface beforehand. The sprayer shall commence moving at a sufficient distance in advance of the protective strip to ensure that the road speed for correct application is attained at the commencement of spraying.

Protective Paper Strip

4. The sprayer shall maintain a constant road speed throughout the length of each Road Speed



sprayer run.

5. The spraying for each run shall terminate on a protective strip of paper laid across and held securely to the pavement surface beforehand. The width of paper at the commencement and/or termination of each run shall not be less than that endorsed on the Sprayer Certificate.

Terminating Paper Strip

6. Spraying shall cease immediately any defect develops in the spraying equipment and spraying shall not recommence until the fault has been rectified.

Equipment Defects

7. Where any blockage or partial blockage of nozzles occurs, spraying shall cease immediately. If the blockage is due to the condition of the binder being sprayed, that load together with any binder from the same bulk tanker or supply unit shall not be used.

Nozzle Blockage

8. Where a mechanical sprayer is not able to satisfactorily spray small areas or areas of irregular shape, such areas shall be sprayed by means of the hand spray equipment attached to the sprayer.

Hand Spraying

9. After each sprayer run, the quantity of binder sprayed shall be checked against the area covered and any necessary adjustments shall be made to ensure that the target application rate is achieved in subsequent runs. If the actual application rate of binder after three runs differs by more than 5 per cent from the target application rate, the sprayer shall not be used until a new Sprayer Certificate has been obtained.

Application Rate Checks

10. Areas not within 5 percent of the target application rate of primer, primer binder or binder shall constitute a 'Non-conformance' under the Contract.

Non- conformance

C244.18 WORK RECORDS

1. Particulars of the work performed shall be recorded by the Contractor on RTA Form 23 - Bituminous Surfacing Daily Record. Details of primer, primer binder, binder and aggregate applied shall be recorded immediately after every sprayer run. The Contractor’s representative shall sign each form as a true record of the work performed. The Contractor shall supply to the Council’s Supervising Engineer a copy of each completed form.

Sprayer Run Records

C244.19 CONTROL OF TRAFFIC

1. The Contractor shall provide for traffic in accordance with the requirements of Specification C201 - CONTROL OF TRAFFIC while undertaking the work and shall take all necessary precautions to protect the work from damage until such time as the new seal coat has developed sufficient strength to carry normal traffic without disturbance of the aggregate.


2. Where early use of the new seal is needed to facilitate the movement of traffic, vehicles may be allowed to run on the work after initial rolling has taken place provided that vehicles are controlled to such slow speeds that no displacement of aggregate occurs. Where necessary, the Contractor shall use pilot vehicles to ensure that traffic travels at an acceptable speed.

Speed Control

3. The Contractor shall take all necessary steps to avoid or minimise delays and inconvenience to road users during the course of the work. Where adequate detours or side tracks are included in the Contract or are otherwise available, traffic shall be temporarily diverted while the work is in progress.

Minimise Traffic Delays

4. If facilities for the diversion of traffic are not available, the Contractor may spray part width of the pavement in the one operation and make available to traffic the adjacent strip of roadway, except during the actual spraying operation when all traffic movement through the work shall cease. Traffic shall not be permitted to encroach upon the edge of the sprayed bituminous material until such time as it is covered with aggregate.

Part Width

Spraying



C244.20 APPLICATION AND INCORPORATION OF AGGREGATE

1. The application of aggregate shall proceed after spraying is commenced and shall be completed within ten minutes of spraying bitumen or cutback bitumen.

Time for Completion

2. Wet aggregate shall not be used. Wet Aggregate

3. The Contractor shall apply the aggregate of the specified nominal size and at the target aggregate application rate. Sufficient loaded and measured trucks of dry aggregate shall be at the site to provide full cover for the area sprayed within the required time frame.

Procedure

4. The aggregate shall be spread uniformly over the sprayed surface by means of suitable mechanical spreading equipment.

Uniform Application

5. Any bare or insufficiently covered areas shall be re-run by the mechanical spreader or covered by hand as necessary to give a uniform and complete coverage. Any aggregate spread in excess of the target aggregate application rate shall be removed before rolling is commenced.

Deficient or Excess Aggregate

6. After the aggregate has been applied to each section of the work, initial rolling shall be carried out with two or more dual axle smooth pneumatic tyred multi-wheel rollers of minimum load of one tonne per tyre and minimum tyre pressure of 550 kPa. Initial rolling shall continue until the aggregate is firmly embedded in the primer binder or binder.

Initial Rolling

7. If the aggregate is not evenly distributed over the surface of the pavement, the surface shall be traversed with a light drag broom or by light hand brooming after the initial rolling. If the broom has any tendency to dislodge aggregate particles bedded in the primer binder or binder, the Contractor shall defer or eliminate the drag brooming.

Brooming of Surface

8. Back rolling shall then be carried out for a minimum period of one hour per roller per 1000 square metres sprayed.

Back rolling

9. Where a bituminous surfacing is specified with separate applications of coarse and fine aggregate on a single application of binder, the coarse aggregate shall be applied first, rolled and any necessary brooming carried out as described above, before application of the fine aggregate and its subsequent rolling and brooming. In this case, the time limits for incorporation of aggregate (paragraph 1 above) shall apply only to the application of the coarse aggregate. The application of fine aggregate will proceed in any case as soon as possible after satisfactory application and embedment of the coarse aggregate.

Two Aggregate Application

10. When the aggregate has been evenly spread and embedded in the binder, any remaining loose particles of aggregate shall be removed from the pavement not prior to two days and not later than ten days after sealing.

11. During sealing/resealing work, where the aggregate has been evenly spread and embedded in the binder, any remaining loose particles shall be removed from the pavement. The Contractor shall be responsible for the removal of any and all loose aggregate from the pavement prior to the opening of the road to traffic, and also for a period of at least forty eight (48) hours after the completion of the work. The Supervising Engineer may request additional sweeping of the pavement as and when required. The Contractor will be responsible for any windscreen damage to vehicles and tar stains caused to vehicles, driveways and footpaths as a result of the work.

12. Suitable warning signs must be displayed when sweeping of the pavement is being carried out. A “Traffic Control Plan” must be submitted to the Supervising Engineer prior to any sweeping taking place. The Supervising Engineer shall be advised as to when sweeping is taking place so that the work can be monitored.

13. A mechanical suction sweeper is to be used on all urban roads and where there is kerb and gutter. The Council’s Supervising Engineer may permit the use of a road broom to remove the loose aggregate from rural roads where the loose aggregate may be broomed to

Removal of Loose Particles



the edge of the seal. It shall then be removed by a mechanical suction sweeper. Contractors are to consider the above when tendering for sealing and resealing work.

14. In the event no sweeping or inadequate sweeping has been carried out following reseals/ new seals within the specified time frame, the Supervising Engineer may engage a Sweeping Contractor at the expense of the Resealing/Sealing Contractor.

15. If any sweeping is carried out on a road contrary to the submitted and approved “Traffic Control Plan”, the Supervising Engineer shall stop the work immediately.

C244.21 PROTECTION OF SERVICES AND ROAD FIXTURES

1. The Contractor shall take all necessary precautions to prevent primer, primer binder, binder, aggregate or other material used on the work from entering or adhering to gratings, hydrants or valve boxes, manhole covers, kerb and gutter, bridge or culvert decks and other road fixtures.

2. The contractor shall also advice residents, businesses and agencies of any temporary “ no parking” conditions and possible delays to traffic movements during the work


3 Immediately after aggregate has been spread over the binder, the Contractor shall clean off or remove any sprayed surfacing material and leave the services and road fixtures in a condition equivalent to that existing when the Contractor commenced the sprayed surfacing work.

4. The contractor shall supply and erect its own signs during the work and also supply, erect and maintain all necessary signs after work and be responsible for all relevant signs continuously for a period of at least two (2) weeks or until practical completion of the work to the satisfaction of Council’s Supervising Engineer. The Council may erect or maintain signs or additional signs as may be necessary and the cost incurred shall be borne by the contractor. A separate “Traffic Control Plan” for each area of work must be submitted at least seven (7) days prior to commencement of work.

5. Stick and stomps shall be placed on the centre line after the completion of work.

Services and Road Fixtures

NON-CONFORMANCE OF MATERIALS AND WORK

C244.22 GENERAL

1. Non conforming materials and work shall be rejected. Replace or Correct Non-conformance




C244.23 RESERVED

C244.24 RESERVED

C244.25 RESERVED

C244.26 RESERVED

C244.27 RESERVED

C244.28 RESERVED




C244.29 SUMMARY OF LIMITS AND TOLERANCES 1. The limits and tolerances applicable to the various clauses in this Specification are summarised in Table C244.2 below:


Clause

1. Design of Bituminous

Surfacing Contractor to provide details of design to Council’s Supervising Engineer at least seven days before proposed commencement of work

C244.08

2. Sweeping of Pavement

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

C244.12

3. Bitumen Heating (a) Bitumen Temperature

When incorporated with cutter oil, bitumen shall be in temperature ranges as per Table C244.1.

C244.14

(b) Refinery Cutback

Bitumen Temperature At the time of spraying shall be in temperature range as per Table C244.1.

C244.14

(c) Overheating of Bitumen Bituminous material shall not be

heated above the upper temperature limits of Table C244.1. Overheated material shall be rejected.

C244.14

(d) Retention of

Temperature Bituminous materials shall not be held at temperatures within the ranges of Table C244.1 for periods in excess of 10 hours.

C244.14

4. Spraying Temperature (a) Pavement Temperature

Bituminous surfacing shall not be undertaken if the pavement temperature has not been at or above temperatures given in Table C244.1 for at least one hour before commencement of spraying.

C244.15

5. Cutting Back Bitumen Circulation of hot bitumen and cutter

oil mixture in the sprayer shall be at the rate of 700 litres per minute for 20 minutes.

C244.16

6. Bituminous Adhesion Agent Circulation of bituminous adhesion

agent with hot bitumen shall be at the rate of 700 litres per minute for 15 minutes.

C244.16




Clause

7. Application of Bituminous

Material (a) Spray Area

Area to be sprayed shall be limited to area that can be covered by aggregate at target application rate within 10 minutes of spraying.

C244.17

(b) Application Rates Application rates and quantities shall

apply to a temperature of 15oC.

C244.17

(c) Non-conformance Areas not within 5 percent of the

target application rate of primer, primer binder or binder shall constitute 'non-conformance' under the Contract.

C244.17

8. Application of Aggregate (a) Spreading Time

Application of aggregate shall be completed within 10 minutes of spraying bitumen or cutback bitumen on each section.

C244.20

9. Rolling (a) Roller Numbers and

Type

Initial rolling shall be carried out with two or more dual axle smooth pneumatic tyred multi-wheeled rollers. Minimum load of one tonne per tyre and minimum tyre pressure 550KPa.

C244.20

(b) Back rolling Back rolling shall be undertaken for

minimum of one hour per roller per 1000 square metres sprayed.

C244.20


C244.30 SUMMARY OF APPROVALS & SUBMISSIONS TO COUNCIL’S SUPERVISING ENGINEER


Notice of Intention to commence surfacing, with details of spray rates, aggregate size and ALD

Two days C244.09 2.

Approval of the aggregate lot and target application rates


Table C244.3



ANNEXURE C244A - DETAILS OF WORK

Section Prime Primer Seal Seal or Reseal

From To Binder Aggregate Binder Aggregate

ASPHALTIC CONCRETE



C245

ASPHALTIC CONCRETE

ASPHALTIC CONCRETE


ASPHALTIC CONCRETE


SPECIFICATION C245 : ASPHALTIC CONCRETE

CONTENTS

CLAUSE PAGE

GENERAL ................................................................................................................................11

C245.01 SCOPE ........................................................................................................................................... 11

C245.02 REFERENCE DOCUMENTS ........................................................................................................ 15

C245.03 PLANT ............................................................................................................................................ 23

C245.04 NOTIFICATION AND PROTECTION OF SERVICES AND ROAD FIXTURES .......................... 24

C245.05 PROTECTION OF WORK ............................................................................................................ 29

C245.06 WORK RECORDS ........................................................................................................................ 31

MATERIALS .............................................................................................................................33

C245.07 GENERAL ...................................................................................................................................... 33

C245.08 AGGREGATES .............................................................................................................................. 34

C245.09 MINERAL FILLER .......................................................................................................................... 45

C245.10 BINDER .......................................................................................................................................... 46

C245.11 BITUMEN ADHESION AGENT ..................................................................................................... 66

C245.12 BITUMEN EMULSION ................................................................................................................... 68

C245.13 SCRAP RUBBER ........................................................................................................................... 69

C245.14 GEOTEXTILE ................................................................................................................................ 74

ASPHALT MIX DESIGN ..........................................................................................................76

C245.15 NOMINATED MIX .......................................................................................................................... 76

C245.16 APPROVED MIX ............................................................................................................................ 87

C245.17 REQUIREMENTS OF PRODUCTION MIX .................................................................................. 91

PRODUCTION .........................................................................................................................98

C245.18 MIXING PROCEDURE .................................................................................................................. 98

ASPHALTIC CONCRETE


C245.19 SAMPLING AND TESTING OF PRODUCTION MIX ................................................................. 106

TRANSPORT ........................................................................................................................ 114

C245.20 GENERAL .................................................................................................................................... 114

PLACING ............................................................................................................................... 117

C245.21 GENERAL .................................................................................................................................... 117

C245.22 PREPARATION OF PAVEMENT ................................................................................................ 119

C245.23 LAYING OF GEOTEXTILES ....................................................................................................... 125

C245.24 PAVEMENT DRAIN ..................................................................................................................... 127

C245.25 TACK COAT................................................................................................................................. 128

C245.26 LAYING ........................................................................................................................................ 133

C245.27 JOINTS ......................................................................................................................................... 150

COMPACTION ...................................................................................................................... 162

C245.28 PLANT AND EQUIPMENT .......................................................................................................... 162

C245.29 DENSE GRADED ASPHALT ...................................................................................................... 168

C245.30 OPEN GRADED ASPHALT ......................................................................................................... 174

C245.31 ACCEPTANCE CRITERIA FOR COMPACTION ....................................................................... 176

C245.32 FINISHED PAVEMENT PROPERTIES ...................................................................................... 181

LIMITS AND TOLERANCES ................................................................................................ 198

C245.33 SUMMARY OF LIMITS AND TOLERANCES ............................................................................. 198


C245.34 RESERVED ................................................................................................................................. 235

C245.35 RESERVED ................................................................................................................................. 236

C245.36 RESERVED ................................................................................................................................. 236

C245.37 RESERVED ................................................................................................................................. 237

C245.38 RESERVED ................................................................................................................................. 237

ANNEXURES

ASPHALTIC CONCRETE


C245A ASPHALT WORK RECORD C245B SCHEDULE OF DETAILS

ASPHALTIC CONCRETE


SPECIFICATION C245 : ASPHALTIC CONCRETE

GENERAL

C245.01 SCOPE

1. The work to be executed under this Specification consists of the design, production and placing of asphalt including the supply of materials, sampling, testing and any other operations necessary to provide asphalt in accordance with the provisions of the Contract. The extent of the Contractor's work shall include:

Extent of Work

(a) Notification to residents

(b) Sampling and testing of materials and the design of asphalt mixes required

by the Contract.

(c) Manufacture of the production mix.

(d) Provision of a testing laboratory.

(e) Preparation of the surface on which asphalt is to be placed.

(f) Transport of asphalt.

(g) Key in to existing pavement, kerbs and other fixtures

(h) Placing and compaction of asphalt.

(i) Sampling and testing.

The asphalt mixes shall be dense graded.





(b) Australian Standards AS 1141.11 - Particle size distribution by dry sieving. AS 1141.14 - Particle shape, by proportional caliper. AS 1141.18 - Crushed particles of coarse aggregates. AS 1141.22 - Wet/dry strength variation. AS 1141.41 - Laboratory polishing of aggregate using the horizontal bed

machine. AS 1141.50 - Resistance to stripping of cover aggregates from binders. AS 1160 - Bitumen emulsions for construction and maintenance of

ASPHALTIC CONCRETE


pavements. AS 1507 - Road tars for pavements. AS 2008 - Residual bitumen for pavements. AS 2150 - Hot mix asphalt. AS 2341.2 - Determination of dynamic viscosity by flow through a capillary

tube. AS 2341.5 - Determination of apparent viscosity by ‘Shell’ sliding plate

micro-viscometer. AS 2341.7 - Determination of density using a density bottle. AS 2341.8 - Determination of matter insoluble in toluene. AS 2341.11 - Determination of ductility. AS 2341.12 - Determination of penetration. AS 2341.14 - Determination of flashpoint of residual bitumen. AS 2341.18 - Determination of softening point (ring and ball method). AS 2357 - Mineral fillers for asphalt. AS 2758.5 - Asphalt aggregates. AS 1742.3 Traffic Control Devices for Work on Roads

(c) RTA Standard Test Methods T103 - Pretreatment of Road Materials by Artificial Weathering. T230 - Resistance of Stripping of Cover Aggregates and Binders. T239 - Fractured Faces of Coarse Aggregate. T501 - Freedom from Foaming of Bituminous Materials T600 - Methods of Sampling Materials used in Bituminous Sealing

Works T601 - Compaction of Test Specimens of Dense Graded Bituminous

Mixtures - Modified Hubbard-Field Procedure. T603 - Stability of Dense Graded Bituminous Mixtures - Modified

Hubbard-Field Procedure T606 - Bulk Density of Compacted Dense Graded Bituminous

Mixtures T607 - Bitumen Content and Aggregate Grading of Bituminous

Mixtures - Reflux Method. T731 - Moisture Content of Scrap Rubber T732 - Metallic Iron Content of Scrap Rubber T733 - Bulk Density of Scrap Rubber T734 - Foaming Caused by Scrap Rubber Addition to Bitumen T735 - Laboratory Preparation of Rubber Bitumen Mixes. T736 - Flow Test for Rubber Bitumen Mixes T739 - Torsional Recovery of Polymer Modified Bitumen T741 - Elastic Recovery of Polymer Modified Bitumens (ARRB

Elastometer) T1180 - Resilience Test for Hot Poured Elastomeric Joint Sealants.

(d) ASTM Test Methods D5 - Penetration of bituminous materials.

C245.03 PLANT

1. The Contractor shall provide all the plant and equipment necessary for carrying out the work in accordance with this Specification.


2. All plant and equipment used on the work shall be kept in good operating condition. The Contractor shall remove from the work any plant or equipment that Council’s Supervising Engineer considers to be unsuitable, not fully operational, or not in a satisfactory condition for carrying out work in accordance with this Specification.

Plant to be Suitable

C245.04 NOTIFICATION AND PROTECTION OF SERVICES AND ROAD FIXTURES

1. Before commencing site operations, the Contractor shall notify all affected Contractor to

ASPHALTIC CONCRETE


residents, businesses and the Council’s Supervising Engineer of the scheduled works.

2. Such notification shall consist of two parts:

a. Written notice delivered at least seven days in advance of proposed work; and

b. A further written or verbal confirmation delivered not less than 24 hours prior to commencement of work.

3. Such notices shall detail:

intended date of commencement;

duration of project;

hours of work;

name of street(s) affected and limits of work;

a contact phone number of Contractor’s local representative;

description of work; and

any precautions to be followed by the public.

4. A sample of the proposed written notification for residents and businesses shall be submitted to the Council’s Supervising Engineer for approval prior to use. The contractor shall also advise residents, businesses and agencies of any temporary “no parking” conditions and possible delays to traffic movements during the work.

Notify

5. The Contractor shall take all necessary precautions to prevent asphalt or other material used on the work from entering or adhering to gratings, hydrants or valve boxes, manhole covers, bridge or culvert decks and other road fixtures. Immediately after the asphalt has been spread the Contractor shall clean off or remove any such material as directed by Council’s Supervising Engineer and leave the services and road fixtures in a condition satisfactory to Council’s Supervising Engineer.


C245.05 PROTECTION OF WORK

1. The Contractor shall provide for traffic in accordance with the requirements of Specification C201 - CONTROL OF TRAFFIC while undertaking the work.

Provision for Traffic

2. The contractor shall supply and erect its own signs during the work and also supply, erect and maintain all necessary signs after work and be responsible for all relevant signs continuously for a period of at least two (2) weeks or until practical completion of the work to the satisfaction of Council’s Supervising Engineer. The Council may erect or maintain signs or additional signs as may be necessary and the cost incurred shall be borne by the contractor. A separate “Traffic Control Plan” for each area of work must be submitted at least seven (7) days prior to commencement of work.


4. The Contractor shall take all necessary steps to avoid or minimise delays and inconvenience to road users during the course of the work.

Delays

C245.06 WORK RECORDS

1. Particulars of the work performed shall be recorded by the Contractor on the Asphalt Work Record attached as Annexure C245A. The Contractor shall complete the Asphalt Work Record, which shall be countersigned by Council’s Supervising Engineer each day as a true record of the work performed. A copy shall be supplied to Council’s Supervising Engineer.

Asphalt Work Record

2. Delivery dockets stating the mass of each truck load of asphalt shall be attached to the Asphalt Work Record.

Delivery Dockets

ASPHALTIC CONCRETE


MATERIALS

C245.07 GENERAL

1. Unless otherwise directed by Council’s Supervising Engineer or separately stated in this Specification, materials or mix ingredients shall be sampled in accordance with Test Method T600.

Sampling

C245.08 AGGREGATES

1. Aggregates shall be of uniform quality and grading. Aggregates complying with the requirements of this Clause when combined with the mineral filler shall be capable of achieving the asphalt properties required by this Specification.

Uniformity

(a) Coarse Aggregate

1. Coarse aggregate shall comply with AS 2758.5 and comprises all mineral matter retained on a 4.75mm AS Sieve. Coarse aggregate shall consist of clean, dry, hard, tough and sound crushed rock, metallurgical slag or gravel, be of uniform quality and be free from dust, clay, dirt or other matter deleterious to asphalt.

Quality

2. The grading of the coarse aggregate used in the work shall be determined in accordance with AS 1141.11.

Grading

3. When submitting details of the nominated mix the Contractor shall submit to Council’s Supervising Engineer NATA Certified Laboratory Test Reports on the quality and grading of the coarse aggregate proposed to be used. The grading shall be known as the "Proposed Grading".

NATA Reports

4. If the Contractor proposes to blend two or more coarse aggregates to provide the Proposed Grading then Test Reports for each constituent material shall be submitted separately and Council’s Supervising Engineer advised of the proportions in which the various sizes and constituents are to be combined. The coarse aggregate from each source and the combined aggregate shall comply with the following requirements:

(i) Wet Strength - AS 1141.22.

Shall be not less than 100 kN for any fraction.

Test Requirements

(ii) Wet/Dry Strength Variation - AS 1141.22

Shall not exceed 35 per cent for any fraction or constituent.

(iii) Particle Shape - AS 1141.14

The proportion of misshapen particles in the fraction retained on the 9.50 mm AS sieve shall not exceed 35 per cent using a caliper ratio of 2:1 and shall not exceed 10 per cent using a caliper ratio of 3:1.

(iv) Fractured (Crushed) Faces of Coarse Aggregate - AS 1141.18

Aggregate which is retained on a 6.70 mm AS sieve shall consist of at least 75 per cent by mass of particles with at least two fractured faces and when used in the wearing course shall have at least 90 per cent by mass of particles with at least one fractured face. The area of each fractured face shall be a significant proportion of the total surface area of the particle.

(v) Resistance to Stripping - AS 1141.50

ASPHALTIC CONCRETE


Stripping of aggregates treated by the addition of a suitable adhesion agent to the binder shall not exceed 10 per cent.

5. When tested in accordance with AS 1141.11 aggregate shall be rejected if the Polishing Aggregate Friction Value (PAFV) for the aggregate is less than 50. Use of the aggregate with a lesser value shall be subject to approval by Council’s Supervising Engineer.

Polishing Value

6. Test samples may be pretreated by procedures described in Test Method T103 before commencement of the tests referred to in Clause C245.08 (a).

Pretreatment of Samples

(b) Fine Aggregate

1. Fine aggregate comprises all mineral matter (other than filler) passing the 4.75 mm AS sieve. It shall consist of clean, hard, tough and sound grains, free of coatings or loose particles of clay, silt or other matter deleterious to asphalt. The fine aggregate shall consist of natural sand or a mixture of natural sand and material derived from the crushing of sound stone or gravel.

Soundness

2. When submitting details of the nominated mix the Contractor shall submit to Council’s Supervising Engineer a NATA Certified Laboratory Test Report on the quality and grading of the fine aggregate proposed to be used. The grading shall be known as the "Proposed Grading.”

NATA Reports

3. If the Contractor proposes to blend two or more fine aggregates to provide the Proposed Grading then Test Reports for each constituent material shall be submitted separately and Council’s Supervising Engineer advised of the proportions in which the various sizes and constituents are to be combined. The fine aggregate from each source and the combined aggregate shall comply with the requirements of Clause C245.08 (a).

Test Requirements

(c) Special Aggregates

1. Where special aggregates are required in the asphalt, the aggregates shall be from a source approved by Council’s Supervising Engineer.

Approved Source

C245.09 MINERAL FILLER

1. Mineral filler comprises all material passing a 0.75mm AS sieve. Constituents

2. The mineral filler shall comply in all other respects with the requirements of AS 2357. The voids in the dry compacted filler shall be not less than 40 per cent.

Voids

C245.10 BINDER

1. Unless otherwise directed by Council’s Supervising Engineer, the binder supplied and used in the works shall be bitumen complying with Clause C245.10 (a).

Bitumen Quality

2. Where other binders are required they shall comply with the requirements of Clause C245.10 (b).

(a) Bitumen

1. The bitumen shall be obtained from processing the residual from the refining of naturally occurring crude petroleum. The residual bitumen shall be homogeneous, contain no inorganic mineral matter other than that naturally occurring and shall be tested and comply with the requirements as shown in Table C245.1.

Qualities

2. The bitumen used in the works shall be as specified in Annexure C245B. Specification

ASPHALTIC CONCRETE


Requirements

Property Class 170 Class 320 Test Method

Min Max Min Max

Viscosity at 60

°C (Pa.s) 140 200 260 380 AS 2341.2

Viscosity at 135°C

(Pa.s) 0.25 0.45 0.40 0.65 AS 2008

Penetration at 15°C

(mm) (200g, 60s) 8 - 6 - AS 2341.12

Flashpoint (°C

) 250 - 250 - AS 2341.14

Matter insoluble in Toluene (% by mass) - 1.0 - 1.0 AS 2341.8

Effect of heat and air (Rolling thin film oven test)

AS 2008

(a) Ductility of residue at 15°C

(mm) 200 - - - AS 2341.11

(b) Viscosity of residue at 60°C

as percentage of original

- 300 - 300 AS 2341.2

(c) Apparent viscosity of residue at 25°C

and a shear strain rate of 1 x 10

-2/s as

percentage of original (alternative to (b) above)

- 300 - - AS 2008 AS 2341.5

The film oven test (1.6mm) AS 2008

(a) Ductility of residue at 25°C

(mm) 600 - - - AS 2341.11

Density at 15°C

(kg/L) 1.00 - 1.01 - AS 2341.7

Water Content and Foaming at 175°C

Nil Nil T501

Table C245.1 - Requirements of Residual Bitumen

(b) Other Binders

1. These binders shall be incorporated in the works in accordance with the requirements of this Specification unless otherwise directed by Council’s Supervising Engineer.

Incorporated in Works

2. Where other binders are produced by the inclusion of an additive at the time of manufacture of the asphalt, the mixing time required by Clause C245.18 (c) shall be increased by 25 per cent unless otherwise approved by Council’s Supervising Engineer.

Mixing Tim

(i) Scrap Rubber Bitumen

1. Scrap Rubber Bitumen shall comprise Class 170 bitumen with scrap rubber either added at the time of mixing or pre-blended in the proportions as directed by Council’s Supervising Engineer.

Scrap Rubber

2. When Scrap Rubber Bitumen is pre-blended, the bitumen shall be heated to between 190

°C and 200

°C and the scrap rubber added in the required proportion. The

mixture shall be maintained at between 190°C

and 200°C

and mixed continuously for one hour to allow for digestion of the scrap rubber in the bitumen.

Heating Temperature

3. A 20 per cent scrap rubber bitumen mixture prepared in accordance with Test Method T735 shall have a minimum recovery of 20 per cent when tested in accordance with Test Method T1180.

Recovery Test

ASPHALTIC CONCRETE


4. Scrap rubber bitumen that has either separated or increased in viscosity to the extent that it is difficult to pump shall be rejected. Scrap rubber shall comply with the requirements of Clause C245.13.

Viscosity

(ii) Modified Bitumens

1. Polymer modified bitumens containing Styrene Butadiene Styrene (SBS) and Ethylene Vinyl Acetate (EVA) modifiers shall comply with the limits shown in Tables C245.2 and C245.3 as appropriate and the requirements set out below. The polymer modified bitumens shall be supplied in the grades shown in Annexure C245.B.

Polymer Modified

2. The binder shall be pumped and stored at the manufacturer's recommended temperatures unless Council’s Supervising Engineer otherwise specifies the temperatures.

Storage Temperature

3. For polymer modified bitumens all blending of materials (with the exception of bitumen adhesion agent) shall be carried out in the manufacturer's premises before dispatch. Materials shall not be blended in a road tanker or sprayer. The polymer modifiers shall be compatible with bitumen complying with AS 2008.

Blending

4. Polymer modifiers may be supplied as powder, pellets or prills provided that, when mixed with bitumen, the resultant modified bitumen complies with Grades 60 or DX of this Specification. For both testing compliance and field use, the Contractor shall advise the required amount of modifier.

Form


Test Grade 4* Grade 5* Grade 6* Grade 60 Test

Method

Elastic Recovery at 60°C

(%) - - 85 min 90 min T741

Viscosity on ER at 60°C

(Pa.s) - - 5000 min 6000 min T741

Torsional Recovery at 25°C

(%) - - 60 min 60 min T739

Flow at 60°C

(mm) - - 10 max 1 max T736

Viscosity at 135 °C

(Pa.s) - - 3 max 5 max AS 2008

Flash Point (°C

) - - 250 min 250 min As 2341.14

Softening Point (°C

) - - 75 min 85 min AS 2341.18

Penetration at 25 °C

(mm/10) (100g. 5 s)

- - 75 min 50 min ASTM D5

Other polymers and Mineral Matter

- - 0.5 max unless

disclosed

0.5 max unless

disclosed

* Not applicable to this Specification NOTE: For the purpose of assessing compliance with this Table samples shall be heated to 135

°C

without high shear mixing and immediately cast into test moulds.

Table C245.2 - Specified Properties for SBS Modified Bitumens

ASPHALTIC CONCRETE


Test Grade A Grade B Grade BX Grade C Grade DX Test

Method

Elastic Recovery at 45°C

(%) on heat up

80 min 85 min 40 min 75 min 35 min T741

Viscosity by Elastomer at 60

°C (Pa.s)


Torsional Recovery at 25°C

(%)


Softening Point (°C

)

62 min 59 min 64 min 57 min 54 min AS 2341.18

Viscosity at 135 °C

(Pa.s) 11 max 5.5 max 7 max 2.5 max 0.625 min

1.25 max AS 2008

Penetration at 25 °C

(mm/10) (100g. 5 s) after overnight cure

30 min 40 min 45 min 40 min 45 min ASTM D5

Other polymers and Mineral Matter (%)

0.5 max unless

disclosed

0.5 max unless

disclosed

0.5 max unless

disclosed

0.5 max unless

disclosed

0.5 max unless

disclosed

Table C245.3 - Specified Properties for EVA Modified Bitumens

C245.11 BITUMEN ADHESION AGENT

1. A bitumen adhesion agent shall be added to the binder. Details of the proposed bitumen adhesion agent shall be submitted for the approval of Council’s Supervising Engineer in accordance with Clause C245.15. The bitumen adhesion agent shall be used in a manner compatible with the manufacturer's recommendations. When tested in accordance with Test Method T230, the bitumen adhesion agent shall comply with the requirement in Clause C245.08(a) at a concentration within the range 0.5 per cent to 1.0 per cent by mass of the binder.

Use and Test Requirements

C245.12 BITUMEN EMULSION

1. The bitumen emulsion shall be cationic rapid setting C170 bitumen emulsion complying with the requirements of AS 1160.

Type

C245.13 SCRAP RUBBER

1. Scrap rubber may consist of either natural or synthetic rubber or a mixture of both. The scrap rubber shall be milled to comply with the grading limits shown in Table C245.4.

Composition

Sieve Size (mm) Per Cent Passing by Mass

1.18 0.600 0.300

100 60 min. 20 max.

Table C245.4 - Required Grading for Scrap Rubber

ASPHALTIC CONCRETE


2. Scrap rubber particles shall be granular in shape with no more than 10 per cent of the particles having a length greater than 7.5 mm and shall comply with the limits shown in Table C245.5.

Particle Shape

Property Requirements Test Method

Foaming (%) Moisture Content (%) Iron Content (%) Bulk Density (kg/m

3)

50 max. 1.0 max.

Nil 400 max.

T734 T731 T732 T733

Table C245.5 - Required Properties for Scrap Rubber

3. Scrap rubber shall not contain any metal fragments or other foreign material. Foreign Matter

4. Cryogenically produced scrap rubber shall not be acceptable unless grinding follows the cryogenic size reduction.

C245.14 GEOTEXTILE

1. Geotextile may be required as an underlay for the drainage layer of asphalt or for other applications as an underlay for wearing or intermediate courses.

Underlay

2. The geotextile used as an underlay for drainage shall be needle punched polyester felt with a mass per square metre of at least 340 grams.

Mass

3. For other applications, geotextile proposed by the Contractor may be approved provided the geotextile is considered by Council’s Supervising Engineer to be appropriate to the application and is used in accordance with the manufacturer's specification.

Other Applications

ASPHALT MIX DESIGN

C245.15 NOMINATED MIX

1. The Contractor shall design each asphalt mix, henceforth called the `nominated mix', within the limits shown in Table C245.6 unless otherwise approved by Council’s Supervising Engineer.

Design

2. Each asphalt mix shall include a bitumen adhesion agent in the binder in accordance with Clause C245.11.

Adhesion Agent

3. When asphalt containing special aggregate is specified, the special aggregate shall comprise all coarse and fine aggregates of 5 mm nominal size and greater.

Special Aggregate

4. The Contractor shall provide a Certificate from a laboratory with appropriate NATA registration stating that each nominated mix and its constituents meet the requirements of this Specification. All relevant test results shall accompany the Certificate. All phases of any particular test must be performed at one laboratory. The Certificate shall confirm that the required testing has been carried out in the twelve-month period before the date of submission to Council’s Supervising Engineer.

NATA Laboratory Tests

ASPHALTIC CONCRETE


5. Details of the nominated mix shall be submitted to Council’s Supervising Engineer at least twenty-one days before the placing of asphalt. The nominated mix information shall include combined aggregate grading and binder content, proportions of constituent materials used (including adhesion agent), grading of aggregate and filler, and type and sources of aggregates, filler, binder and adhesion agent.

Submit Details

6 If any revision is necessary, then the costs associated with revision of the Nominated Mix and testing of the revised Nominated Mix in accordance with this clause shall be borne by the Contractor.

Revised Mix Contractor’s Cost

ASPHALTIC CONCRETE


Requirements

Property Classified Roads Unclassified Roads**

Aggregate passing

AS Sieve

(% by mass)

Nominal Size of Asphalt

5mm

(AC5)

10mm

(AC10)

14mm

(AC14)

20mm

(AC20)

28mm

(AC28)

40mm

(AC40)

Type A Type B Type R

53.0mm 100

37.5mm 100 85-98

26.5mm 100 85-98

19.0mm 100 90-98

13.2mm 100 85-98 70-90 57-75 55-75 100 100

9.50mm 90-98 95-100 90-100

6.70mm 100 70-90 60-75 40-70 45-60 40-55 80-95 65-85 100

4.75mm 85-98 65-80 60-80 85-100

2.36mm 55-75 40-60 35-47 25-55 25-37 25-40 45-60 55-75 55-80

1.18mm 35-50 45-65 38-60

0.600mm 26-43 23-38 15-30 15-27 15-27 14-24 25-40 30-50 25-43

0.300mm 15-25 20-30 15-30

0.150mm 7-15 10-18 8-20

0.075mm 4.5-11 4.5-10 3-7 3-7 3-6 3-6 3-10 5-11 5-12

Binder content (% by mass of total asphalt mix)*

5.6-6.8 5.1-6.4 4.8-6.2 4.6-6.1 4.2-5.8 3.5-5.5 6.0-7.0 5.8-6.8 6.5-7.5

Stability of the compacted asphalt mix (kN)

Test Methods T601 and T603 (Modified Hubbard Field Procedure)

22-34 22-34 22-34 22-34 22-34 22-34

Min as per Marshall Method (at 35 blows)

4.0 4.0 3.5

Voids in compacted asphalt mix (% of voids in volume of mix)

Test Methods T601, AS1507 and T606 (modified Hubbard Field Procedures)

4-7 4-7 4-7 4-7 4-7 4-7

As per Marshall Method (at 35 blows)

3-5 3-5 3-5

Voids filled by binder (% voids in the total mineral aggregate to be filled by binder) Test Method T606

65-80 65-80 65-80 65-80 65-80 65-80

Flow (mm) of compacted mix (35 blow Marshall)

2-5 2-5 2-5

NOTE: * Some increase beyond these ranges of binder content may be permitted for aggregates having unusually high absorption characteristics.

** Type A and B are suitable for residential streets, car parks and commercial driveways carrying light traffic. Type R is

suitable for footpaths, cycleways and recreation areas.

Table C245.6

Limits for Design of Nominated Mix - Dense Graded Asphalt (AC)

ASPHALTIC CONCRETE


C245.16 APPROVED MIX

1. When Council’s Supervising Engineer has approved a nominated mix, it shall be known as the `approved mix'. Work shall not commence until an asphalt mix has been

approved. Release of the mix approval shall constitute a HOLD POINT.

Approval

Hold Point

2. The Contractor shall not make any changes to the approved mix, its method of production or constituent materials without the prior written approval of Council’s Supervising Engineer. If any such change is proposed, then the Contractor shall provide details of the nominated mix and materials, in accordance with Clause C245.15.

Changes to Approved Mix

3. If the Contractor's nominated mix has received prior approval under a separate contract with the Principal within twelve months before the proposed date of initial delivery under this contract, then provided that:

Prior Approval

(a) the Contractor produces documentary evidence and full details of the previously approved mix supplied under a specification which required the same standard of materials and product as this Specification;

(b) the constituent materials and their quality remain unchanged from that previously approved; and

(c) the in-service performance of the asphalt incorporating the nominated mix has proved acceptable to the Principal;

Council’s Supervising Engineer may approve the nominated mix without requiring the prior-testing of samples by the Contractor at a NATA registered laboratory, but may require samples to be tested in accordance with Clause 241.15 at any time during the course of the contract.

4. Notwithstanding any approval given by Council’s Supervising Engineer to a proposed asphalt mix, the Contractor shall be responsible for producing asphalt that satisfies all requirements of the Specification.


C245.17 REQUIREMENTS OF PRODUCTION MIX

1. Asphalt produced in the plant and delivered to the site shall be known as the `production mix'.

(a) Dense Graded Asphalt

Dense graded asphalt shall comply with the requirements shown in Table C245.7 unless otherwise approved by Council’s Supervising Engineer.

ASPHALTIC CONCRETE


Production Mix Properties Allowable Variations from

Approved Mix *

Nominated Mix Type (see Table C245.6) AC5, AC10, AC14, AC20, AC28, AC40

A, B, R

Grading - Test Method T607

Passing 4.75mm AS sieve and larger Passing 2.36mm and 1.18mm Passing 0.600mm and 0.300mm Passing 0.150mm Passing 0.075mm

±7% ±5% ±4%

±2.5% ±1.5%

±7% ±5% ±4%

±2.5% ±1.5%

Binder Content - Test Method T607 ±0.3% ±0.3%

Voids in compacted mix - Test Methods T601, AS1507 and T606

4 - 7% -

Voids in compacted mix - Marshall method (at 35 blows)

- 3 - 5%

Voids filled by binder - Test Method T606

65 - 80% -

Flow of compacted mix - (35 blow Marshall)

- 2 - 5mm

* Notwithstanding, these allowable variations shall not fall outside the limits for design of nominal

mix as shown in Table C245.6.

Table C245.7

Dense Graded Asphalt - Requirements for Production Mix

PRODUCTION

C245.18 MIXING PROCEDURE

(a) Plant

1. 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 requirements specified in this Specification at all times.

Characteristics

(b) Temperature

1. Plant temperatures shall be maintained in a range sufficient to ensure homogeneous asphalt without causing deleterious effects to the binder through overheating. Temperatures shall be in the ranges shown in Table C245.8. For asphalt made with other binders complying with Clause C245.10 (b), the temperatures shall be in accordance with manufacturer's recommendation.

Temperatures

2. In special cases, Council’s Supervising Engineer may permit a lower temperature for manufacture, but in no circumstances shall the temperature of the asphalt at the time of laying be less than the minimum value specified in Clause C245.26 (c) for the appropriate road surface temperature and layer thickness.

Limits

ASPHALTIC CONCRETE


3. The asphalt temperature shall be measured as the asphalt leaves the pugmill, drum and/or the hot storage bin(s).

Measurement

4. The asphalt shall have a moisture content not greater than 0.5 per cent by mass when tested in accordance with AS 2150.

Moisture Content

DENSE GRADED ASPHALT

Type of Binder

Class 170

Class 320

SBS Modified

Class 170

Min Binder Temp 140°C

140°C

180°C

Max Binder Temp 165°C

170°C

190°C

Min Asphalt Temp 140°C

140°C

180°C

Max Asphalt Temp 165°C

170°C

190°C

Table C245.8

Temperatures for Manufacture of the Asphalt

(c) Mixing Time

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

Uniform Coating

(d) Storage of Asphalt

1. Asphalt may be stored in an insulated storage bin prior to delivery. Asphalt that has been stored for more than twenty-four hours or is below the minimum temperature specified in Clause C245.26 (c) shall not be used.

Limitations

(e) Contractor's Laboratory

1. The Contractor shall maintain and operate a testing laboratory at or near the mixing plant to control the quality of the asphalt produced.

Quality Control

C245.19 SAMPLING AND TESTING OF PRODUCTION MIX

(a) Responsibility for Sampling

1. The Contractor shall be responsible for taking samples and shall supply all facilities, equipment and labour for that purpose. The Contractor shall take the samples. The costs associated with taking samples of production mix shall be borne by the Contractor.

Contractor's Responsibility and Costs

(b) Frequency of Sampling

1. For the purpose of testing production mix, samples shall be taken at the rate of one sample for each 50 tonnes of asphalt or part thereof. Unless otherwise directed by Council’s Supervising Engineer the sample shall be taken at the point of delivery from trucks spaced to represent each 50 tonnes of asphalt or part thereof.

Sampling Rate

(c) Method of Sampling

1. Each sample shall comprise two increments taken from separate sites distributed over the area of the truckload. Each increment shall represent half the truckload. The

Sampling Points

ASPHALTIC CONCRETE


sampling point shall be at least 500 mm from any side of the truck body. Surface material shall be removed for a depth of approximately 100 mm and the sample taken from the exposed surface by a deep-sided sampling scoop of such a shape as to prevent the inclusion of material falling in from the sides.

2. A sample of at least 5 kilograms shall be taken. Size of Sample

(d) Containers

1. Each sample or sample portion as appropriate shall be placed in an airtight metal container, suitably labelled for identification and delivered to the Contractor's nominated NATA registered Laboratory. The label shall be affixed to the body and the lid of the metal container. A suitable label is as follows: Date Contract No Type of Material Quantity delivered Sample No. Supplier Delivery Docket No. Delivery Vehicle Regd. No. Location and Lot Number

(e) Testing

1. The Contractor shall arrange testing required by this Clause at a NATA registered laboratory.

Registered Laboratory

2. The cost of such testing shall be borne by the Contractor. Contractor’s Costs

(f) Inspection of Mixing Plant

1. Council’s Supervising Engineer shall have access at all times to all parts of the mixing plant for checking masses or proportions, the nature of materials, temperature measurements or the general operation of the plant and may direct action to be taken to correct any deficiencies. Council’s Supervising Engineer shall advise the asphalt supplier or the supplier's representative of the inspection on or before arrival at the plant.

Access

TRANSPORT

C245.20 GENERAL

1. The bodies of haulage trucks shall be kept clean and coated with a thin film of an approved release agent to prevent asphalt sticking to the body of the truck. Any surplus release agent shall be removed before loading.

Release Agent

2. During transport asphalt shall be covered with a canvas or other suitable cover, which is securely held down.

Cover of Load

3. When mix is to be transported over long distances or in cold conditions, the mix shall be covered with a heavy-duty canvas or similar waterproof cover, which shall overlap the sides of the truck body by at least 250 mm and shall be securely tied down. The bodies of all trucks shall be suitably insulated.

Long Distance

4. Delivery of the asphalt shall be at a uniform rate within the capacity of the spreading and compacting equipment. Transport shall be as expeditious as possible to minimise cooling of the asphaltic concrete.

Delivery Rate

ASPHALTIC CONCRETE


5. Unless Council’s Supervising Engineer approves another means of measurement, the mass of all truckloads of asphalt shall be measured on a weighbridge certified by the Department of Fair Trading.

Weighbridge

PLACING

C245.21 GENERAL

1. The type and size of asphalt and the surface levels and thickness for each layer of asphalt shall be as shown in the Drawings, or as specified by Council’s Supervising Engineer.

Layers

2. Placing of asphalt shall not be permitted when the surface of the road is wet or while rain appears imminent, or when cold winds chill the asphalt to such an extent that, in the opinion of Council’s Supervising Engineer, spreading and compaction will be adversely affected.

Weather Conditions

C245.22 PREPARATION OF PAVEMENT

(a) Cleaning of Surface

1. The existing surface shall be dry, clean and free from any loose stones, dirt and foreign matter. The surface shall be swept beyond the edge of the proposed asphalt layer by at least 300 mm. Any foreign matter adhering to the pavement and not swept off shall be removed by other means. Any areas significantly affected by oil contamination shall be cleaned to the satisfaction of Council’s Supervising Engineer.

Requirement

(b) Rectification of Pavement Surface

1. The Contractor shall repair any damage to the existing pavement surface caused by the Contractor's cleaning activities. Affected areas designated by Council’s Supervising Engineer shall be removed and reinstated with fresh asphalt compacted to the degree specified in Clause C245.31 and the cost of repairing such damage shall be borne by the Contractor.


Contractor’s Cost

2. Council’s Supervising Engineer may direct that specific surface depressions of greater depth than twice the permissible tolerance (specified in Clause C245.32 (d)) of the layer to be placed be tack coated and squared where necessary, filled with fresh asphalt of appropriate nominal size in accordance with Table C245.12 and compacted before the main course is placed. The asphalt in these patches shall be compacted in accordance with Clause C245.31 to the general level of the existing surface.

Correction Courses

3. No placing of asphalt shall be undertaken until the pavement has been prepared to the satisfaction of Council’s Supervising Engineer. The Supervising Engineer’s approval

shall constitute a HOLD POINT

Asphalt Placement

Hold Point

4. Key-in to existing kerbs and fixtures shall be such that the total asphalt cover is not less than the pavement being surfaced

5. Where an existing pavement is being overlaid, transverse Key-in joints shall be provided at the start and finish of the overlay such that: -

a. the compacted thickness of new asphalt at the joint is not less than 2.0 to 3.0 times the nominal size of aggregate in the mix for a minimum of 40mm depth.

b. transition from the existing to new pavements shall be smooth and at a grade that does not depart from the overall pavement grade by more than 3%

Key-in

ASPHALTIC CONCRETE


c. the length of the transverse key is to be not less than 3.0 metres

C245.23 LAYING OF GEOTEXTILES

(a) Geotextile for Drainage Layer

1. Where a geotextile as specified in Clause C245.14 is to be applied, the surface shall be prepared in accordance with Clause C245.22.

Surface Preparation

2. The geotextile shall be neatly cut to fit and at all joins of the geotextile it shall be lapped a minimum of 300 mm with the overlap in the direction of paving. Joins shall be kept to a minimum.

Cutting and Joining

3. The geotextile shall be pinned by means of `U' shaped wire staples of suitable leg length and a wire diameter of 3mm minimum or other rapid fastening system approved by Council’s Supervising Engineer.

Staples

4. The geotextile shall be pinned through each join and the centre of any length at intervals not exceeding 2 m, and also at all ends and edges. The pinning shall prevent movement of the geotextile before and during the paving operation.

Pinning

Locations

C245.24 PAVEMENT DRAIN

1. Where a pavement drain or an edge drain is specified or shown on the Drawings, Council’s Supervising Engineer will direct the sequence of operations.

C245.25 TACK COAT

1. Unless otherwise directed by Council’s Supervising Engineer, the whole of the area to be sheeted with asphalt shall be tack coated with a light and even coat of bitumen emulsion that shall meet the requirements of Clause C245.12. Where multiple courses are to be applied a tack coat shall be used between each course unless directed otherwise by Council’s Supervising Engineer.

2. The application rate of undiluted bitumen emulsion shall be neither less than 0.15 litres per square metre nor more than 0.50 litres per square metre.

Application Rate

3. Where a geotextile is used as specified in Clause C245.23 (a) no tack coat shall be applied.

Excluded with Geotextile

4. The bitumen emulsion shall be applied by a mechanical sprayer with spray bar. Where the areas to be sprayed are small, irregular or inaccessible to mechanical sprayers, such areas shall be tack coated by hand spraying or brushing.

Mechanical Sprayer

5. The bitumen emulsion may be warmed or diluted with water to facilitate spraying of a light uniform application. Adequate time shall be allowed for the emulsion to break before asphalt is laid. Over application of tack coat due to surface depressions shall be removed or dispersed by brushing.

Application

6. All contact surfaces of kerbs and other structures and all cold joints shall be coated with a thin uniform application of tack coat.

Contact Surfaces

7. Care shall be taken to ensure that bitumen emulsion is not sprayed on, or allowed to coat any services or exposed fixtures including concrete kerbs, guardrail or bridge handrails. Any such spray or coating shall be removed in accordance with Clause C245.04.

Surface Protection

ASPHALTIC CONCRETE


8. When trucks or other vehicles are likely to move from tack coated areas onto adjacent finished surfaces, Council’s Supervising Engineer may require that the finished surfaces be blinded with limestone dust or similar material to protect them from carryover of bituminous material.

Truck Movements

9. Proprietary tack coats may be approved by Council’s Supervising Engineer in special circumstances.

Proprietary Tack Coats

C245.26 LAYING

(a) Paver

1. The paver(s) shall have a minimum spreading capacity of 50 tonnes of asphalt per hour and capable of spreading a width of at least 3.7m to the requirements of this Specification. It shall have automatic screed control operated from joint matching shoe, fixed line, travelling straight edge or levelling beam and an automatic crossfall control.

(b) Laying Operations

1. The work shall be so arranged as to keep the number of joints, both longitudinal and transverse to a minimum.

Joints to be Minimised

2. The paver shall operate at a uniform speed and the delivery of asphalt shall match the output of the paver such that continuous laying of asphalt is achieved.

Continuous Laying

3. When laying asphalt in echelon the distance between pavers shall be such that the temperature of the asphalt at the edge of the asphalt laid by the advance paver is not less than 80

°C by the time the following paver matches the longitudinal joint.

Laying in Echelon

4. In the event of faulty operation of the paver causing irregularities in the spread asphalt, work shall cease until the fault is rectified.

Irregularities in Laying

5. Unless otherwise approved by Council’s Supervising Engineer, asphalt shall not be spread by hand behind the paver. Workers shall not stand or walk on the hot surface until compaction has been completed except where necessary for correction of the surface.

Worker Control

6. Council’s Supervising Engineer may approve spreading asphalt by hand for minor correction of the existing surface and in areas inaccessible to mechanical pavers. Asphalt so placed, shall be spread so as to produce a smooth even surface with uniform density to the correct level.

Hand Spreading

(c) Laying Temperature

1. For asphalts made with Class 170 or 320 bitumens, the minimum asphalt temperatures at the time of discharge into the paver shall be as shown in Table C245.9.

Limits

2. For asphalt made with other binders complying with Clause C245.10 (b), the minimum asphalt temperature for laying shall be as directed by Council’s Supervising Engineer.

Other Binders

3. Council’s Supervising Engineer may allow asphalt to be laid outside the specified limits for wind velocities if the Contractor supplies at least an additional roller above the minimum number of rollers specified in Clause C245.28 and can demonstrate that the level of compaction specified in Clause C245.31 can be achieved.

Outside Specified Wind Velocities

4. Council’s Supervising Engineer may reject that part of any truckload that contains lumps of cooled asphalt that are liable to affect the quality of the finished surface.

Cooled Asphalt in Truck

5. The laying temperature shall be measured in the truck just prior to discharging into Temperature

ASPHALTIC CONCRETE


the paver hopper. A suitable stem type thermometer readable and accurate to within plus or minus 2

°C with a range from at least 0

°C to 200

°C shall be used. The stem shall be inserted

into the asphalt to a depth of approximately 200 mm at a location at least 300 mm from the side of the truck body. The average of two readings shall be adopted as the temperature of the mix. The Contractor in the presence of Council’s Supervising Engineer shall make any necessary measurements of asphalt and road surface temperatures and wind velocity to comply with this Clause.

Determination

Binder

Type

Road Surface

Temperature

in Shade

(°C

)

Asphalt Temperatures (°C

)

Layer

Thickness

Less than

30mm

Layer

Thickness

30mm to

45mm

Layer

Thickness

45mm to

100mm

Layer

Thickness

over 100mm

Class 170 5-10 * * 145 130-155

& 10-15 150# 145## 140 125-150

Class 320 15-25 145# 140## 135 120-145

Bitumen over 25 140 135 130 115-140

SBS polymer

15-25 160 155

modified bitumen **

over 25 150 150

NOTE: * Layers thinner than 45mm shall not be placed when the pavement temperature is below 10

°C for dense graded asphalt and 15

°C for open graded asphalt.

** For other polymers the minimum temperatures are as directed by Council’s

Supervising Engineer. # Laying not permitted if wind velocity across the pavement exceeds 5 km/hr. ## Laying not permitted if wind velocity across the pavement exceeds 15 km/h.

Table C245.9

Minimum Asphalt Temperatures for Laying

(d) Level Control

1. The minimum controls for level set out below shall be used. Additional controls may be necessary to obtain the required finished pavement properties.

Minimum

2. Corrective courses shall be automatically controlled from fixed wire or stringline level controls and, as required by Council’s Supervising Engineer, a joint matching shoe. Where the correction is only minor, Council’s Supervising Engineer may allow the use of levelling beams at least 10m long.

Corrective Course

3. Intermediate courses shall be automatically controlled from fixed wire or stringline level controls and, as required by Council’s Supervising Engineer, a joint matching shoe.

Intermediate Course

4. The wearing course shall be controlled by levelling beams at least 10 m long and, as required by Council’s Supervising Engineer, a joint matching shoe.

Wearing Course

ASPHALTIC CONCRETE


(e) Layer Thickness

1. The compacted thickness of each course shall be as shown on the Drawings, or as directed by Council’s Supervising Engineer at any location. A course may comprise one or more layers. The nominal compacted layer thickness shall be in accordance with Table C245.10.

Nominated Layer Thickness

Nominal Size of

Asphalt

(mm)

Compacted Layer

Thickness

(mm)

Type of Work

5* 10 14

15 to 25 25 to 40 35 to 50

Wearing course Wearing course Wearing course

10 14 20 28 40

25 to 40 35 to 50 40 to 80 75 to 120

100 to 160

Intermediate course Intermediate course Intermediate course Intermediate course Intermediate course

NOTE: *Special purpose asphalt

Table C245.10 - Course and Layer Thickness

C245.27 JOINTS

(a) General

1. The density of the asphalt and surface finish at joints shall be similar to those of the remainder of the layer.

Density & Finish

(b) Longitudinal Joints

1. Unless otherwise directed by Council’s Supervising Engineer, an automatically controlled joint matching device shall be used to control the levels of adjacent runs. Care shall be taken to provide positive bond between adjoining runs. Unless otherwise directed by Council’s Supervising Engineer, longitudinal joints shall be:

- continuous and parallel

- coincident with 150mm of line of change in crossfall

- offset by at least 150mm from joints in underlying layers

- located away from traffic wheel paths

- located beneath proposed traffic line markings in the case of a wearing course.

Joint Matching Device

2. Work shall be arranged to avoid longitudinal joint faces being left exposed overnight.

Overnight Exposure

3. When pavers are laying asphalt in echelon, the hot joint so produced shall be constructed by leaving an uncompacted strip approximately 150 mm wide along the edge of the first run, and after the adjoining run has been spread, both sides of the joint shall be rolled simultaneously.

Paving in Echelon

ASPHALTIC CONCRETE


4. In the case of cold longitudinal joints, the edge or edges of the first paver run shall be butted and slightly elevated while hot using hand lutes.

Cold

5. If the edges of joints are left exposed overnight or longer, the edge 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. The adjoining run shall be placed against the prepared edge with an overlap of 25 mm to 50 mm. The overlap shall be pushed back using lutes, immediately after placing, to form a slight ridge along the joint which the roller shall compress adjacent to the edge of the previously placed run. Any excess, overlapping or segregated material shall be discarded and not incorporated in the mat.

Treatment of Exposed Joints

6. The compaction of asphalt at a longitudinal joint shall be carried out immediately behind the paver using either a static steel wheeled roller or a vibratory steel wheeled roller operated in a static mode. Compaction shall commence with the roller travelling on the cold lane with a 150 mm overlap on the hot lane for the first forward and reverse pass. The second pass shall be made on the hot lane with 150 mm overlap on the cold lane.

Compaction

7. When thin layers are to be compacted, Council’s Supervising Engineer may allow the use of a vibratory steel wheeled roller operated in the vibratory mode. In this instance, the first forward and reverse pass shall be made with the roller travelling on the hot lane and with a 150 mm overlap on the cold lane.

Thin Layers

8. Rolling shall continue until the joint is smooth and dense. Rolling

(c) Transverse Joints

1. When the end of the asphalt layer has cooled due to disruption of the work, or when resuming work on the next day, a transverse joint shall be formed.

Location

2. Transverse joints shall be at right angles to the direction of laying. They shall be staggered by at least 1 m between successive layers and between adjacent runs.

3. Runs shall end either against a timber bulkhead to ensure a straight vertical, well-compacted edge or by feathering out and compacting. In the latter case, before continuing the run the feathered material shall be cut back to a line where the full thickness exists. The surface shape of the end of the run shall be checked by a straight edge to locate the line of cut. The end of the previous run shall be lightly tack coated before the laying of the next run proceeds.

Feathered Edge

4. At the start of the run, care shall be taken to set the screed level with sufficient allowance for compaction so that just the correct thickness of asphalt is placed. The screed shall be heated to the asphalt temperature.

Setting of Screed

5. When the paver has moved a sufficient distance from the joint, a steel roller shall compact the joint in several transverse passes. The roller shall project about 150 mm further onto the fresh asphalt in each pass. If a vibratory roller is used, it shall be operated in the static mode. At locations where it is difficult to roll the joint transversely, Council’s Supervising Engineer may approve an alternative procedure.

Rolling

6. Boards shall be used for off pavement movement of the roller to prevent rounding the edge of the mat.

Off Pavement Movement

7. The joint shall then be rolled longitudinally.

8. When the asphalt layer is required to join and match the level of an existing pavement surface, bridge deck or other fixture, sufficient of the existing material shall be cut out to achieve the minimum layer thicknesses as set out in Table C245.10.

Matching Existing Surface

ASPHALTIC CONCRETE


COMPACTION

C245.28 PLANT AND EQUIPMENT

1. The proposed compaction fleet and rolling pattern shall be adequate to achieve the specified compaction and finish.

Compaction Fleet

2. The minimum number of rollers used for compaction of asphalt laid at various rates shall be as shown in Table C245.11.

Minimum Plant

3. For compaction of confined areas or patching works a small vibrating roller, or hand operated vibrating compactor acceptable to Council’s Supervising Engineer shall be used.

Confined Areas

4. Rollers shall travel at a uniform speed not exceeding 5 kilometres per hour for steel rollers and 10 kilometres per hour for both vibratory steel and pneumatic tyred rollers.

Roller Speed

5. Lateral changes in the direction of rolling shall be made on previously compacted asphalt. Sharp turns shall be avoided and any changes from forward to reverse shall be made smoothly. Vibrating rollers shall not be stopped or reversed while in the vibrating mode.

Direction Change

ASPHALT OUTPUT ALTERNATIVE ROLLER COMBINATION

Dense Graded Asphalt

Tonnes per hour per paver Static

Steel

Steel

Vibrating

Pneumatic

Tyred

Up to 45 1 - 1

- 1 1

45 to 85 1 - 2

- 1 1

85 to 120 1 - 3

2 - 2

- 2 1

Above 120 As for 85 to 120 plus additional rollers as determined by Compaction Trials

NOTES: 1. At the discretion of Council’s Supervising Engineer, the minimum number of rollers may be decreased for layer thicknesses in excess of 60mm.

2. Additional pneumatic tyred rollers to those specified may be required for

backrolling asphalt.

Table C245.11 - Minimum Roller Combinations for Compaction

C245.29 DENSE GRADED ASPHALT

(a) Initial Rolling

Initial rolling shall be carried out using steel rollers. Vibratory steel rollers may be used, but they shall be operated in the static mode for the first pass. On deep lift

Roller Type

ASPHALTIC CONCRETE


asphalt, pneumatic tyred rollers may be used.

Initial rolling shall commence as soon as possible after laying has commenced. Rollers shall be operated as close as possible to the paver.

Commencing Time

The transverse and longitudinal joints and edges shall be compacted first as specified in Clause C245.27.

Priority

Initial rolling shall be completed before the bitumen asphalt temperature falls below 105

°C, or 120

°C for polymer-modified asphalt.

Temperature Level

(b) Secondary Rolling

Secondary rolling shall immediately follow initial rolling. Vibratory steel rollers, static steel rollers or pneumatic tyred rollers shall be used. The tyre pressures of pneumatic tyred rollers shall be between 500 kilopascals and 600 kilopascals. Rolling shall commence at the longitudinal joint side of the run.

Roller Types and Tyre Pressures

Secondary rolling shall be completed before the mix temperature falls below 80°C

. Temperature Level

(c) Final Rolling

A pneumatic tyred roller shall carry out final rolling with tyre pressures between 600 kilopascals and 700 kilopascals to eliminate all roller marks and to produce a uniform finish. If secondary rolling has been carried out with a pneumatic tyred roller, a steel roller may be used for final rolling instead of the pneumatic tyred roller specified.

Tyre Pressures

Final rolling shall be completed before the asphalt temperature falls below 60°C

.

C245.30 OPEN GRADED ASPHALT

1. All rolling of open graded asphalt shall be with static steel rollers. The minimum number of rollers shall be in accordance with Table C245.11. Only initial and final rolling shall be required.

Roller Type

2. Compaction methods shall be in accordance with AS 2734, Section 8. Number of Passes

3. All rolling shall be completed while the asphalt temperature is neither less than 90oC

nor more than 110oC.

Rolling Temperature

C245.31 ACCEPTANCE CRITERIA FOR COMPACTION

1. The acceptance for compaction shall be on a lot-by-lot basis where each day's work is generally one lot. Any defective areas that show cracking or bony or fatty material shall be excluded from the lot and shall be rectified by the Contractor before being tested.

Statistical Basis

2. The Contractor shall arrange for the determination of the relative compaction of the lot by either of the following methods:

Relative Compaction

Cores

The cores shall be taken on a random basis or in any locations as directed by the Council’s Supervising Engineer and have density tests performed on the cores in accordance with Test Method T606. The layer thickness shall be deemed to be the mean thickness of the cores. The testing shall be undertaken at a NATA registered laboratory.

ASPHALTIC CONCRETE


Nuclear Density Meter

The type of nuclear density meter shall be appropriate to the depth of the layer being measured and shall be calibrated for each type of asphalt.

The Contractor shall arrange for a nuclear density meter (backscatter mode) to measure density in situ and shall determine the acceptable compaction level, in terms of the nuclear density meter, from compaction trials or by correlation with cores taken from a compacted layer. The layer thickness shall be deemed to be the nominal layer thickness. The proposed correlation shall be submitted to Council’s Supervising Engineer for approval.

3. Relative compaction of the core is the ratio of the field bulk density of the core and the mean laboratory density of the lot, determined by Test Methods T601 and T606, and reported as a percentage of the mean laboratory density.

Relative Compaction

4. No cores or nuclear density measurements shall be taken within 150 mm of a joint or free edge. Unless directed by Council’s Supervising Engineer, layers less than 30 mm in thickness shall not be cored.

Curing Limitations

5. The minimum Relative Compaction of all values within a lot shall be 95 per cent for a layer of thickness less than 50 mm or 96 per cent for a layer of thickness of 50 mm or greater.

Minimum Relative Compaction

C245.32 FINISHED PAVEMENT PROPERTIES

(a) General

1. Each course of asphalt shall be finished parallel to the finished surface of the wearing course.

Parallel to Finished Course

(b) Thickness

1. The thickness of asphalt, which for each layer shall not be less than the compacted thickness as shown in Table C245.10, shall be specified and/or measured in one of the following ways:

Measurement

(i) No Finished Surface Levels Specified

No corrective course required

When asphalt is placed over an existing pavement in one or more courses and no corrective course is applied, the calculated average compacted thickness of each course shall be in accordance with the course thickness specified in the Drawings and tolerances indicated in Table C245.12.

Calculated Average Compacted Thickness

Nominal Size of

Asphalt

(mm)

Tolerance

(mm)

5 10 14 20 28 40

+5 0 +5 - 0 +5 - 0

+10 - 5 +10 5 +10 -10

ASPHALTIC CONCRETE


Table C245.12

Tolerance for Course Thickness

(ii) Finished Surface Levels Specified

When asphalt is placed in more than one course (excluding a corrective course) to specified levels over a pavement built by others, each course shall be placed in accordance with this clause provided that the thickness of the wearing course shall be not less than 90 per cent of that specified and the level of the wearing course shall comply with the limits shown in Table C245.13.

When the Contractor also constructs the underlying pavement, the level and thickness of the asphalt shall comply with the requirements of Clauses C245.26 (d) and C245.32 (c).

(c) Level

1. The top surface of any course after final compaction shall be parallel with the final wearing surface and the levels of the surface of the nominated course shall not vary from the levels determined from the Drawings or as determined by Council’s Supervising Engineer by more than the limits shown in Table C245.13.

Nominated Course Below Nominated

Course Level

(mm)

Above Nominated

Course Level

(mm)

Wearing Course

0

10

Top of Intermediate Course 5 10

Other Intermediate Course 10 10

Corrective Course 10 10

Table C245.13 - Tolerance for Course Levels

2. Surface irregularities exceeding the tolerances given in this Clause shall be corrected to the satisfaction of Council’s Supervising Engineer before a subsequent course is placed.

Surface Irregularities

(d) Shape

1. The surface shall not deviate from the bottom of a 3 m long straightedge laid in any direction by more than the tolerances shown in Table C245.14.

Tolerances

Course Unclassified

Roads

(mm)

Corrective Course 15

Intermediate Course 10

Wearing Course 10

Table C245.14 - Deviation from 3m Straightedge

ASPHALTIC CONCRETE


2. Surface irregularities exceeding the tolerances given in Table C245.14 for a particular course shall be corrected to the satisfaction of Council’s Supervising Engineer before a subsequent course is placed. When the Contractor is required to provide a new wearing course in a single layer operation over a pavement built by others, the tolerance for the wearing course shown in Table C245.12 shall apply provided the deviations of the existing surface from a 3 metre straightedge do not exceed the tolerance specified in Table C245.14 for an intermediate course.

Surface Irregularities

(e) Riding Quality

1. The finished surface shall have a smooth longitudinal profile.

(f) Voids

1. For asphalt mixes having voids outside the limits specified in Table C245.7, the requirements in Clause C245.39 (a) shall apply.

Limits on Voids

(g) Sampling and Testing of Finished Pavement

1. The Council’s Supervising Engineer may take core samples at any locations for the purpose of verifying the thickness of asphalt layers, density void ratio, bitumen content and such other tests as the Council’s Supervising Engineer considers to be reasonable under the circumstances. The Council’s Supervising Engineer may direct that the core samples be tested at the Contractor’s nominated NATA registered laboratory at no cost to the Council and the results made available for the inspection of the Council’s Supervising Engineer.

2. Any work found to not be not in accordance with the specification as a result of testing carried out in accordance with this Clause shall be remedied at no cost to the Council.

Core Sampling and Testing

(h) Work Record

The Contractor shall keep a record of the details of delivery, laying and compaction on the form “Asphalt Work Record” in Annexure C245A and shall cause a signed copy of the fully completed form to be submitted to the Council’s Supervising Engineer.

Submission of Paving Record

ASPHALTIC CONCRETE




1. The tolerances applicable to the various clauses of this Specification are summarised in Table C245.17 below:


Clause

1. Coarse Aggregate (a) Wet Strength

>100kN for any fraction other than the 40mm open graded asphalt where wet strength is to be >150kN (Test Method T215)

C245.08

(b) Wet/Dry Strength

Variation <35% (Test Method T215)

C245.08

(c) Particle Shape Fraction retained on 9.50mm AS

sieve: <35% for caliper ratio 2:1 <10% for caliper ratio 3:1 (Test Method T213)

C245.08

(d) Fractured Faces Fraction retained on

6.70mm AS sieve: >75% of mass with at least two fractured faces. When used as a wearing course shall have at least 90% by mass with at least one fractured face. (Test Method T239)

C245.08

(f) Polished Aggregate

Friction Value (PAFV) > minimum value specified in Annexure C245. (Test Method T233)

C245.08

2. Fine Aggregate Shall meet the requirements as specified for Coarse Aggregate (Item 1) above.

C245.08

3. Mineral Filler (a) Voids

Dry compacted filler voids > 40%

C245.09

4. Bitumen (a) Property Requirements

As Table C245.1

C245.10

ASPHALTIC CONCRETE



Clause

5. Scrap Rubber Bitumen A 20% scrap rubber bitumen mixture prepared as for Test Method T735 shall have a minimum recovery of 20% when tested in accordance with Test Method T1180

C245.10

6. Scrap Rubber (a) Grading

As Table C245.4

C245.13

(b) Length < 10% of particles having a length

greater than 7.50mm C245.13

7. SBS Modified Bitumens (a) Specified Properties

As per Table C245.2

C245.10

8. EVA Modified Bitumens (a) Specified Properties

As per Table C245.3

C245.10

9. Design of Nominated Mix (a) Dense Graded Limits

As per Table C245.6

C245.15

10. Production Mix Variation (a) Dense Graded Asphalt

As per Table C245.7

C245.17

11. Temperatures for

Manufacture of Asphalt (a) Binder Temperature

As per Table C245.8

C245.18

(b) Asphalt Temperature As per Table C245.8 C245.18

12. Asphalt (a) Moisture Content

< 0.5% by mass

C245.18

13. Laying of Geotextiles (a) Lapping at joins

Lap to be > 300mm

C245.23

(b) Wire Staples Wire diameter > 3mm C245.23 (c) Pinning Intervals < 2m C245.23

14. Tack Coat (a) Bitumen Emulsion

Application Rate > 0.15 and < 0.50 litres per square metre

C245.25

ASPHALTIC CONCRETE



Clause

15. Laying (a) Paver Capacity

>50 tonnes asphalt per hour

C245.26

(b) Laying Depth Adjustment between 10mm and

150mm C245.26

(c) Laying in Echelon Distance between pavers is such that

temperature of asphalt at edge (or laid by leading paver) is >80

°C when

following paver matches the longitudinal joint.

C245.26

(d) Faulty Operation of

Paver Thin layer spread by hand to correct irregularity if surface temperature >115

°C for dense graded.

C245.26

(e) Laying Temperature As per Table C245.9. C245.26 (f) Course and Layer

Thickness Nominal size mix and compacted layer thickness as per Table C245.10.

C245.26

16. Level Control (a) Levelling Beam for

Corrective Course

>10m length

C245.26

(b) Levelling Beam for

Wearing Course >10m length C245.26

17. Longitudinal Jointing (a) Change in Crossfall

Within 150mm of line of change.

C245.27

(b) Where Underlying

Layers Offset at least 150mm from joints in underlying layers.

C245.27

18. Transverse Jointing (a) Where Underlying

Layers

Stagger to be >1m between successive layers and adjacent runs.

C245.27

19. Compaction (a) Dense Graded Asphalt (i) Roller Speed

Steel Rollers <5km per hr Vibratory Pneumatic <10km per hr.

C245.29 C245.29

ASPHALTIC CONCRETE



Clause

19. Compaction (Cont'd) (a) Dense Graded Asphalt (ii) Rolling

Initial Rolling: To be completed before asphalt temperature falls below 105

°C

C245.29

Secondary Rolling:

Tyre pressures on pneumatic rollers to be 500kP to 600kP. Rolling to be completed before the asphalt temperature falls below 80

°C.

C245.29

Final Rolling:

Tyre pressures on pneumatic rollers to be between 600kP and 700kP. Rolling to be completed before asphalt temperature falls below 60

°C.

C245.29

(b) Acceptance

Criteria for Compaction

Minimum Relative Compaction of all values within a lot >95% for layer of thickness <50mm and >96% for layer thickness >50mm.

C245.31

20. Finished Pavement (a) Thickness

Max compacted thickness as for Table C245.12 Where finished surface levels are specified, thickness shall be >90% of specified and level shall comply with requirements of Table C245.13

C245.32

(b) Shape Shall not deviate from bottom of 3m

straight edge by more than tolerance in Table C245.14

C245.32

Table C245.15 - Summary of Limits & Tolerances

ASPHALTIC CONCRETE



C245.34 RESERVED

C245.35 RESERVED

C245.36 RESERVED

C245.37 RESERVED

C245.38 RESERVED

ASPHALTIC CONCRETE


WOLLONDILLY SHIRE COUNCIL ANNEXURE C245A

ASPHALT WORK RECORD Date: Contract No: Work Location: km to km DO/WO: Supplier: From towards Road No: Job No: Road Loc:[ / / / ] to [ / / / ] Plan No: Mix Type: New Surfacing Resurfacing Existing Surface Type

Delivery Paving Remarks

Load No. Time

Truck Rego No Docket No. Nett Mass (t)

Mix Temperature Chainage Paved Width

Direction With or

Dist from

Thick- ness

Layer Sample No.

& Weather,

Work Stoppages,

Depot Plant

Arrive Job

Depart Job

Ex Plant Ex Truck From To (m) Against

Ch

Left

(m)

(mm) 1st 2nd 3rd tonnes

sampled

Start & Finish

etc

Remarks: Penciller: Sampling by: Council’s Contractor's Representative: Representative: Affiliation: Affiliation: (Signature) (Signature)

ASPHALTIC CONCRETE

C245 December2016 (Copyright SWR-TM/WSC) WOLLONDILLY SHIRE COUNCIL

ANNEXURE C245B SCHEDULE OF DETAILS

Pavement Type Sheet No. Location of Sheets

Level Control Device

Course

Type and

Nom Size of

Asphalt

Type of

Binder

Grade of

Binder and/or

% by Wt of

Additive

Compacted

thickness of

course

(mm)

Minimum

Delivery Rate

(per hr)

Delivery

Trucks

to be

Insulated*

Pavers in

Echelon

Fixed Wire

String Line with

Support Intervals

(m)

Levelling

Beam

Joint

Matching

Shoe

Automatic

Crossfall

Control

Clause

C245.39

Voids

Deduction

Requirement**

Wearing

Intermediate 1

Intermediate 2

Intermediate 3

Intermediate 4

Correction 1

Correction 2

Drainage Layer

NAASRA Roughness Count of Existing Surface (Clause C245.32 (e)) Section Counts/km Section Counts/km * Delivery Trucks to be insulated unless otherwise shown (Clause C245.20) Section Counts/km ** Requirement A to apply unless otherwise shown PAFV of Aggregate 50 minimum. (Test Method T233)

(TO BE ISSUED BY COUNCIL FOR EACH SEPARABLE PART)

ASPHALTIC CONCRETE


MASS CONCRETE SUBBASE



C247




SPECIFICATION C247 : MASS CONCRETE SUBBASE

CONTENTS

CLAUSE PAGE

GENERAL ............................................................................................................................... 17

C247.01 SCOPE ........................................................................................................................................... 17

C247.02 THICKNESS AND LEVELS OF SUBBASE .................................................................................. 19

C247.03 PROVISION FOR BASE SLAB ANCHORS .................................................................................. 20


MATERIALS FOR CONCRETE .............................................................................................. 28

C247.05 CEMENT ........................................................................................................................................ 28

C247.06 FLYASH.......................................................................................................................................... 32

C247.07 WATER .......................................................................................................................................... 34

C247.08 ADMIXTURES................................................................................................................................ 35

C247.09 AGGREGATES .............................................................................................................................. 40

QUALITY REQUIREMENTS OF CONCRETE ....................................................................... 52

C247.10 CEMENT AND FLYASH CONTENT ............................................................................................. 52

C247.11 COMPRESSIVE STRENGTH ....................................................................................................... 53

C247.12 SHRINKAGE .................................................................................................................................. 55

C247.13 CONSISTENCY ............................................................................................................................. 56

C247.14 AIR CONTENT ............................................................................................................................... 57

DESIGN AND CONTROL OF CONCRETE MIXES ............................................................... 58

C247.15 GENERAL ...................................................................................................................................... 58

C247.16 VARIATIONS TO APPROVED MIXES ......................................................................................... 62

CONFORMANCE FOR CONCRETE STRENGTH AND THICKNESS .................................. 65

C247.17 CONCRETE CYLINDERS ............................................................................................................. 65

C247.18 COMPRESSIVE STRENGTH OF CONCRETE ........................................................................... 74



C247.19 SPECIMENS CUT FROM THE WORK ........................................................................................ 82

C247.20 ACCEPTANCE OF CORED CONCRETE FOR COMPRESSIVE STRENGTH .......................... 91

C247.21 CONFORMANCE FOR THICKNESS ........................................................................................... 94

PRODUCTION, TRANSPORT AND CONSISTENCY OF CONCRETE ................................ 98

C247.22 PRODUCTION AND TRANSPORT OF CONCRETE .................................................................. 98

C247.23 HANDLING, STORAGE AND BATCHING MATERIALS ............................................................ 100

C247.24 MIXERS AND AGITATION EQUIPMENT ................................................................................... 103

C247.25 MIXING AND TRANSPORT ........................................................................................................ 104

C247.26 MAXIMUM MIXING TIME ............................................................................................................ 109

C247.27 CONSISTENCY ........................................................................................................................... 111

PLACING AND FINISHING CONCRETE SUBBASE .......................................................... 114

C247.28 GENERAL .................................................................................................................................... 114

C247.29 RATE OF EVAPORATION .......................................................................................................... 118

C247.30 MECHANICAL PAVING ............................................................................................................... 125

C247.31 HAND PLACING .......................................................................................................................... 131

C247.32 ALIGNMENT AND SURFACE TOLERANCES ........................................................................... 135

C247.33 CURING ....................................................................................................................................... 139

C247.34 PROTECTION OF WORK .......................................................................................................... 145

JOINTS .................................................................................................................................. 150

C247.35 TRANSVERSE CONSTRUCTION JOINTS................................................................................ 150

C247.36 LONGITUDINAL CONSTRUCTION JOINTS ............................................................................. 153

BOND BREAKER AND SPALL TREATMENT .................................................................... 155

C247.37 GENERAL .................................................................................................................................... 155

C247.38 PREPARATION OF SUBBASE ................................................................................................... 157

C247.39 TREATMENT OF SPALLING ...................................................................................................... 158

C247.40 APPLICATION OF BOND BREAKER ......................................................................................... 160

C247.41 TREATMENT OF UNPLANNED CRACKS ................................................................................. 161



SUBGRADE BEAMS ............................................................................................................ 164

C247.42 GENERAL .................................................................................................................................... 164

C247.43 EXCAVATION .............................................................................................................................. 166

C247.44 CONCRETE ................................................................................................................................. 168

C247.45 STEEL REINFORCEMENT ......................................................................................................... 169

C247.46 CONSTRUCTION AND PROTECTION ...................................................................................... 170

C247.47 CURING ....................................................................................................................................... 172

C247.48 BOND BREAKER ........................................................................................................................ 173

TRIAL CONCRETE SUBBASE ............................................................................................ 174

C247.49 GENERAL .................................................................................................................................... 174




C247.51 RESERVED.................................................................................................................................. 207

C247.52 RESERVED.................................................................................................................................. 207

C247.53 RESERVED.................................................................................................................................. 208

C247.54 RESERVED.................................................................................................................................. 208

C247.55 RESERVED.................................................................................................................................. 209

C247.56 RESERVED.................................................................................................................................. 209



SPECIFICATION C247 : MASS CONCRETE SUBBASE

GENERAL

C247.01 SCOPE

1. The work to be executed under this Specification consists of the construction, by mechanical or hand placement of mass concrete subbase including trial sections and subgrade beams to the dimensions and levels shown on the Drawings and in accordance with the provisions of the Contract.

C247.02 THICKNESS AND LEVELS OF SUBBASE

1. The subbase thickness and levels shall be as shown on the Drawings. Levels

C247.03 PROVISION FOR BASE SLAB ANCHORS

1. During construction of the subbase, in advance of concrete base construction the Contractor shall make provision to permit construction of base slab anchors at the locations and to the dimensions shown on the Drawings. Excavation of material, trimming of trenches, compacting the bottom of the trench, disposal of surplus material and construction of the concrete anchors shall be carried out in accordance with Specification C248 - PLAIN OR REINFORCED CONCRETE BASE as part of the concrete base construction.

Base Slab Anchors




(a) Council Specifications C248 - Plain or Reinforced Concrete Base C271 - Minor Concrete Works

(b) Australian Standards AS 1012.1 - Sampling of fresh concrete. AS 1012.3 - Determination of properties related to the consistence of

concrete. AS 1012.4 - Determination of air content of freshly mixed concrete. AS 1012.8 - Making and curing concrete compression, indirect tensile and

flexure test specimens, in the laboratory or in the field. AS 1012.9 - Determination of the compressive strength of concrete

specimens. AS 1012.14 - Securing and testing cores from hardened concrete for

compressive strength. AS 1141.11 - Particle size distribution by sieving. AS 1141.14 - Particle shape, by proportional caliper. AS 1141.22 - Wet/dry strength variation. AS 1160 - Bitumen emulsion for construction and maintenance of

pavements. AS 1379 - The specification and manufacture of concrete. AS 1478 - Chemical admixtures in concrete. AS 2758.1 - Concrete aggregates. AS 3582.1 - Supplementary cementitious materials for use with portland

cement - Flyash. AS 3799 - Liquid membrane - forming curing compounds for concrete.



AS 3972 - Portland and blended cements.

(c) RMS Test Methods T 321 - Dry Shrinkage of 100 x 100 x 280mm Concrete Prisms.

MATERIALS FOR CONCRETE

C247.05 CEMENT

1. Cement shall be Type GP Portland cement or Type GB blended cement complying with AS 3972. Cement shall be from a source included in the New South Wales Government Cement Quality Assurance Scheme.

Quality

2. When submitting details of the nominated mix in accordance with Clause C247.15 the Contractor shall nominate the brand and source (including works) of the cement. On approval of a nominated mix by Council’s Supervising Engineer, the Contractor shall use only the nominated cement in the work.

Nominated Brand and Source

3. The Contractor shall upon request furnish documentary evidence of the quality and source of the cement to Council’s Supervising Engineer at any stage of the work.

Proof of Quality

4. If the Contractor proposes to use cement, which has been stored for a period in excess of three months from the time of manufacture, Council’s Supervising Engineer may require a retest to ensure the cement complies with AS 3972 before the cement is used in the work. The cost of retesting cement shall be borne by the Contractor.

Storage Time

Contractor’s Cost

5. Cement shall be transported in watertight containers and shall be protected from moisture until used. Caked or lumpy cement shall not be used.

Transport and Storage

C247.06 FLYASH

1. Flyash shall be from a source included in the New South Wales Government Cement Quality Assurance Scheme. The use and the quality of flyash shall comply with AS 3582.1.

Quality

2. When submitting details of the nominated mix in accordance with Clause C247.15, the Contractor shall nominate the powerhouse source of the flyash. On approval of a nominated mix by Council’s Supervising Engineer, the Contractor shall use only flyash from the nominated powerhouse.

Source

3. The Contractor shall upon request furnish documentary evidence of the quality and source of the flyash to Council’s Supervising Engineer at any stage of the work.

Documentary Evidence

C247.07 WATER

1. Water used in the production of concrete shall be potable, free from materials harmful to concrete or reinforcement, and be neither salty nor brackish.

Quality

C247.08 ADMIXTURES

1. Chemical admixtures and their uses shall comply with AS 1478. Admixtures shall not contain calcium chloride, calcium formate, or triethanolamine or any other accelerator. Admixtures or combinations of admixtures other than specified below shall not be used. An air-entraining agent may be included in the mix. If an air-entrainer is used, the air content of the fresh concrete shall comply with Clause C247.14.

Quality



2. Fresh concrete with air content not complying with Clause C247.14 shall be rejected. Excess Air Content

3. During the warm season (October to March inclusive), a lignin or lignin-based (`ligpol') set-retarding admixture (Type Re or Type WR Re) approved by Council’s Supervising Engineer shall be used to control slump within the limits stated in Clause C247.13. The dosage shall be varied to account for air temperature and haul time in accordance with the manufacturer's recommendations. A copy of the NATA endorsed Certificate of Compliance with AS 1478 for Type Re or Type WR Re shall be submitted to Council’s Supervising Engineer, together with the proposed `dosage chart' in accordance with Clause C247.15.

Retarder for Warm Season

4. During the cool season (April to September inclusive), only a lignin or lignin-based set retarding admixture containing not more than 6 per cent reducing sugars (Type WR Re complying with AS 1478) may be used in the mix or, alternatively, omitted altogether. If the Contractor proposes to vary the admixture between the warm and cool seasons such variation shall constitute a proposed change to an approved mix for the purposes of Clause C247.16.

Retarder for Cool Season

5. When submitting details of the nominated mix in accordance with Clause C247.15, the Contractor shall nominate the proprietary source, type and name of each admixture to be used. The Contractor shall furnish documentary evidence of the quality to Council’s Supervising Engineer upon request at any stage of the work.

Source and Type

C247.09 AGGREGATES

(a) General

1. When submitting details of the nominated mix in accordance with Clause C247.15, the Contractor shall nominate the sources of aggregate to be used and shall submit details of the geological type of each aggregate.

Source and Type

2. Aggregates shall all pass the 37.5 mm AS sieve and shall comply with AS 2758.1 in respect of bulk density, water absorption (maximum 5 per cent), and material finer than 75 micrometres, impurities and reactive materials. The proportion of misshapen particles (2:1 ratio) determined by AS 1141.14 shall not exceed 35 per cent.

Quality

3. When submitting details of the nominated mix, the Contractor shall submit to Council’s Supervising Engineer a NATA Certified Laboratory Test Report on the quality and grading of the aggregate proposed to be used. The grading shall be known as the "Proposed Grading.”

Proposed Grading

If the Contractor proposes to blend two or more aggregates to provide the Proposed Grading the Test Reports for each constituent material shall be submitted separately and Council’s Supervising Engineer advised of the proportions in which the various sizes and constituents are to be combined. The aggregate from each source and the combined aggregate shall comply with the requirements of this clause.

Blending of Aggregates

5. All aggregate used in the production of concrete shall be clean, hard, durable rock fragments free from the inclusion of mineral salts, oils, organic matter or other materials deleterious to the performance of concrete.

(b) Grading

1. The grading of the combined aggregate used in the work, determined by AS 1141.11, shall not deviate from that of the Proposed Grading by more than the amounts shown in Table C247.1.



Australian Standard

Sieve

Maximum Deviation

Per Cent Passing by

Mass of Total Sample

37.5 mm 19.0 mm 4.75 mm 1.18 mm

600 m

150 m

-5 + or -10 + or -10 + or -5 + or -5 + or -2

Table C247.1 - Aggregate Grading Deviation Limits

(c) Durability

1. Any fraction of any constituent and any fraction of combined aggregate shall conform to the following requirements: -

(i) Wet Strength - AS 1141.22 - Shall not be less than 50 kN.

(ii) 10 per cent Fines Wet/Dry Variation - AS 1141.22 - Shall not exceed 35 per cent.

Tolerances

(d) Storage

1. Storage and handling facilities shall be such as to prevent the aggregates becoming intermixed or mixed with foreign materials, and to prevent segregation occurring.

Facilities Required

2. The area surrounding the storage facilities and mixing plant shall be constructed so that delivery vehicles, loaders and trucks shall not be capable of introducing foreign matter to the aggregates at any time. If foreign matter is introduced or the area reaches a condition where, in the opinion of Council’s Supervising Engineer, foreign matter may be introduced to the aggregates, production of concrete and delivery of materials shall cease until the condition is corrected to the satisfaction of Council’s Supervising Engineer.

Introduction of Foreign Matter

QUALITY REQUIREMENTS OF CONCRETE

C247.10 CEMENT AND FLYASH CONTENT

1. When a cement and flyash blend is nominated the minimum Portland cement content shall be 90 kilograms per yielded cubic metre of concrete and the minimum flyash content shall be 100 kilograms per yielded cubic metre of concrete.

Minimum Content

C247.11 COMPRESSIVE STRENGTH

1. The compressive strength of concrete shall be determined in accordance with AS1012.9. The minimum compressive strength at 7 days shall be 4MPa and at 28 days shall not be less than 5MPa for flyash blended cement. The maximum compressive strength at 28 days shall be less than 15MPa, with the exception that where the nominated mix demonstrates a 28-day shrinkage less than 400 microstrains, then concrete achieving a strength less than 20MPa shall be accepted.

Compressive Strength

C247.12 SHRINKAGE

1. The drying shrinkage of the nominated mix, determined by Test Method T321 shall not exceed 450 microstrain after three weeks air-drying. The drying shrinkage at the nominated slump plus 10 mm shall be taken as the average of the reading or readings within 5 per cent of the median of the three readings obtained in accordance with AS

Shrinkage Limit



1012.13.

C247.13 CONSISTENCY

1. The Contractor's nominated slump, determined in accordance with AS 1012.3, Method 1, shall be neither less than 25 mm nor more than 40 mm for mechanically placed concrete and shall be neither less than 50 mm nor more than 65 mm for hand placed concrete.

Slump Tolerances

C247.14 AIR CONTENT

1. If an air entraining agent is used, the air content of the fresh concrete, determined in accordance with AS 1012.4, Method 2, shall be neither less than 3 per cent nor more than 7 per cent when discharged from the transport vehicle ready for placement.

Air Content Tolerances

DESIGN AND CONTROL OF CONCRETE MIXES

C247.15 GENERAL

1. The Contractor shall submit, for approval by Council’s Supervising Engineer, details of the concrete mix or mixes and the materials, including source, to be used for each of mechanically placed and hand placed subbase, including the nominated slump and moisture condition of the aggregates (oven dry, saturated surface dry, or other specified moisture content) on which the mix is based. Each such mix shall be known as a 'nominated mix'.

Nominated Mix

2. Also, the Contractor shall provide a Certificate from a laboratory with appropriate NATA registration stating that each nominated mix and its constituents meet the requirements of this Specification. All relevant test results shall accompany the Certificate. All phases of any particular test must be performed at one laboratory. The certificate shall confirm that the required testing has been carried out in the twelve-month period before the date of submission to Council’s Supervising Engineer.

Certificate of Compliance with Specification

3. In the tests supporting the above certification, the compressive strength gain curve shall be submitted showing the compressive strengths at ages 3, 7, 10 and 28 days determined in accordance with AS1012.9. Each of the results shall be based on three specimens of concrete produced from a batch of the nominated mix. The compressive strength shall be the average of individual results within 1.0 MPa of the median.

Compressive Strength Determination

4. These details shall be submitted at least 21 days before using the nominated mix in the work.

Submission of Details

C247.16 VARIATIONS TO APPROVED MIXES

1. The Contractor shall not make any changes to the approved mix, its method of production or source of supply of constituents without the prior written approval of Council’s Supervising Engineer.

Approval required to vary mix

2. Where changes to an approved mix are proposed, the Contractor shall provide details of the nominated mix and materials, in accordance with Clause C247.15. If the variations to the quantities of the constituents in the approved mix are less than 10 kilograms for Portland cement, 20 kilograms for other cementitious material and 5 per cent by mass for each other constituent, except admixtures, per yielded cubic metre of concrete, Council’s Supervising Engineer may approve the changes without new trials being carried out.


3. Notwithstanding these tolerances, the minimum cement content shall be 90 kilograms per yielded cubic metre of concrete; the minimum flyash content shall be 100 kilograms per yielded cubic metre of concrete.

Minimum Constituent Quantities



CONFORMANCE FOR CONCRETE STRENGTH AND THICKNESS

C247.17 CONCRETE CYLINDERS

(a) Test Specimens

1. Test specimens for determining the compressive strength of concrete shall be standard cylinders complying with AS 1012.8. The Contractor shall supply a sufficient number of moulds to meet the requirements for the frequency of testing specified in this Clause and shall also arrange for a laboratory with appropriate NATA registration to conduct the sampling of fresh concrete and the making, curing, delivery and testing of specimens. Copies of test results shall be forwarded to Council’s Supervising Engineer.


2. Samples of concrete for testing shall be taken in accordance with AS 1012.1. The selection of the batches to be sampled shall be taken randomly. The specimens shall be moulded from each sample so that they are as identical as practicable.

Sampling

3. The method of making and curing specimens shall be in accordance with AS 1012.8 with compaction by internal vibration.

4. The Contractor shall mark the specimens for identification purposes. Marking

(b) Frequency of Moulding of Test Specimens

1. Test specimens shall be moulded as follows: -

Moulding of Cylinders

(i) For the determination of the compressive strength at twenty-eight days. For each lot of up to 50 cubic metres of concrete placed at the one time: One pair of specimens

(ii) For the determination of the compressive strength at seven days. For each lot of up to 50 cubic metres of concrete placed at the one time: One pair of specimens

(iii) For the determination of compressive strength for any early testing as deemed necessary by the Contractor. For each lot of up to 50 cubic metres of concrete placed at the one time: One pair of specimens

2. A lot is defined as a continuous pour of up to 50 cubic metres of concrete placed in the subbase.

Lot Size

(c) Inspection, Capping and Crushing of Specimens

1. Specimens required by this Specification shall be tested at the NATA registered laboratory nominated by the Contractor. The cost of such testing shall be borne by the Contractor.

Contractor’s Cost

2. Specimens shall be inspected, capped and crushed in accordance with AS 1012.8 and AS 1012.9.

Standards

C247.18 COMPRESSIVE STRENGTH OF CONCRETE

(a) General



1. The compressive strength of the concrete represented by a pair of specimens moulded from one sample shall be the average compressive strength of the two specimens.

Determination of Strength

2. At the time of approving the mix design, Council’s Supervising Engineer shall nominate whether 7 day or 28 day compressive strength or both shall be the acceptance criteria for strength.

(b) Adjustment of Test Compressive Strength for Age of Specimen

1. Should any specimen be tested more than 28 days after moulding the equivalent 28-day compressive strength shall be the test compressive strength divided by the factor applying to the age of the specimen at the time of the test shown in Table C247.2. For intermediate ages the factor shall be determined on a pro-rata basis.

Strength Age Factor

Age of Specimen at time of

test (days)

Factor

28 35 42 49 56 70 84 112 140 168 196 224 308

365 or greater

1.00 1.02 1.04 1.06 1.08 1.10 1.12 1.14 1.16 1.18 1.20 1.22 1.24 1.25

Table C247.2 - Concrete Age Conversion Factors

(c) Conformance for Compressive Strength

1. If the compressive strength of test cylinders for any lot is less than the criteria specified in Clause C247.11, the lot represented by the test cylinders shall be removed and replaced.

Limits

2. In case of non-conformance the Contractor may elect to core the in situ subbase for testing of the actual compressive strength to represent the particular lot. The locations for testing shall be nominated by Council’s Supervising Engineer. Such locations may be determined by the use of a nuclear density meter, or any alternative method. Testing shall be carried out at the request and the cost of the Contractor. Subbase concrete failing to reach the required in situ compressive strength shall not be retested for at least 72 hours after the determination of the value of the in situ compressive strength.

Non-conformance and Coring

C247.19 SPECIMENS CUT FROM THE WORK

1. Specimens cut from the work shall be tested in a NATA registered laboratory nominated by the Contractor. Specimens shall be in the form of cylindrical cores of hardened concrete.

Test Specimens

2. Cores shall be secured, accepted, cured, capped and tested in accordance with AS 1012. 14 with the following amendments: -

(a) The requirement that the concrete shall be at least 28 days old before the core is removed shall not apply. However, concrete must have hardened

Specimen Characteristics



enough to permit removal without disturbing the bond between the mortar and the coarse aggregate.

(b) The preferred dimension for cores shall be 100 mm diameter but in no case shall the diameter be less than 75 mm or two and one half times the nominal size of the coarse aggregate, whichever is the greater.

(c) When inspected in the uncapped state, cores shall be rejected if any diameter departs by more than 5 mm from the mean diameter.

(d) Cores shall be rejected where the length of the core when ready for capping is less than the diameter. The test strength determined shall be adjusted for form by a factor in accordance with Table C247.3.

Length/Diameter Ratio of Core

Adjustment Factor

1 :1 1.5:1 2 :1

0.89 0.965 1.00

NOTE: For intermediate form ratios, the factor shall be determined on a pro-rata basis.

Table C247.3 - Core Strength Factor (e) Wet Conditioning only shall be used.

3. Core cutting shall be carried out by the Contractor in the presence of and at the locations nominated by Council’s Supervising Engineer. The frequency of coring shall be such that a core is taken to represent each lot or the area of subbase placed between any two consecutive construction joints whichever is the lesser. The lot represented by each core shall be nominated by the Contractor at the time of sampling and duly recorded prior to testing.

Frequency of Coring

4. Cores shall be dispatched to arrive at the testing laboratory within 24 hours of the core being cut from the subbase. Wet curing shall commence within 24 hours of the receipt of the cores.

Curing of Cores

5. Council’s Supervising Engineer shall approve the method of restoration. Approval

6. The cost of core preparation for testing, curing and testing shall be borne by the Contractor.

Testing Contractor’s Cost

C247.20 ACCEPTANCE OF CORED CONCRETE FOR COMPRESSIVE STRENGTH

1. Concrete shall achieve an in situ compressive strength of 5MPa within 28 days of placement.

Strength Requirement

2. If the specimen cut from the subbase reaches 4MPa for in situ compressive strength, base paving may proceed.

Core Strength

3. No payment shall be made for the rejected concrete nor any bond breaker placed. Rejected Concrete

4. The cost of removal of rejected concrete, including its legal and responsible disposal from the site, shall be borne by the Contractor.

Contractor's Cost



C247.21 CONFORMANCE FOR THICKNESS

(a) General

1. No thickness measurements will be carried out if the surface of the subbase is within the tolerances as specified in Clause C247.32(b).

Conforming Tolerances

2. If scabbling is required to achieve these, Council’s Supervising Engineer may order thickness checks to be carried out. Where the survey ground model of the subgrade is available, subbase thickness shall be calculated from levels taken on a 5m grid on the plan area. Alternatively, Council’s Supervising Engineer may authorise coring and measurement at the edges of the layer.

Thickness Measurement

3. Thickness measurements shall be rounded off to the nearest 5mm.

(b) Thickness Below Specification

1. After making due allowance for the tolerances, subbase which is more than 20mm below the theoretical thickness shall be rejected and removed from the site. The cost of removal and disposal from the site shall be borne by the Contractor.

Remove and Replace

2. Subbase which is 20mm or less below the theoretical thickness may be accepted by Council’s Supervising Engineer providing that it represents isolated sections within a lot and such sections comprise less than 10 per cent of the area of the lot.

Acceptance

PRODUCTION, TRANSPORT AND CONSISTENCY OF CONCRETE

C247.22 PRODUCTION AND TRANSPORT OF CONCRETE

1. At least four weeks before commencing work under this Specification, the Contractor shall submit, for the information of Council’s Supervising Engineer, details of the proposed methods of handling, storing and batching materials for concrete, details of proposed mixers and methods of agitation, mixing and transport.


C247.23 HANDLING, STORAGE AND BATCHING MATERIALS

1. The methods of handling, storing and batching materials for concrete shall be in accordance with AS 1379, with the following additional requirements: -

Methods

(a) Certificates of Calibration issued by a recognised authority shall be made available for inspection by Council’s Supervising Engineer, as evidence of the accuracy of the scales.

(b) Cementitious material shall be weighed in an individual hopper, with the cement weighed first.

(c) The moisture content of the aggregates shall be determined at least daily immediately prior to batching. Corresponding corrections shall be made to the quantities of aggregates and water.

(d) Where a continuous type mixer is employed, the components shall be measured by a method of continuous weighing approved by Council’s Supervising Engineer, except for liquids that may be measured by volume or flow rate meter.

C247.24 MIXERS AND AGITATION EQUIPMENT

1. Details of proposed mixers and agitation methods shall be in accordance with the plant and equipment sections of AS 1379, with the following additional requirement that in

Requirements



Appendix A of AS 1379 the maximum permissible difference in slump shall be 10mm.

C247.25 MIXING AND TRANSPORT

1. Mixing and transport methods shall be in accordance with the production and delivery sections of AS 1379, with the following additional requirements:-

Methods

(a) The mixer shall be charged in accordance with the manufacturer's instructions.

(b) For the purpose of conducting mixer uniformity tests in accordance with Appendix A of AS 1379 on a split drum mixer producing centrally mixed concrete, the whole of the batch shall be discharged into the tray of a moving vehicle. The concrete shall then be sampled from the tray of the vehicle at points approximately 15 per cent and 85 per cent along the length of the tray.

(c) For truck-mixed concrete, addition of water in accordance with the batch production section of AS 1379 shall be permitted only within ten minutes of completion of batching and within 200m of the batching facilities. The delivery docket must clearly indicate the amount of water added, but in no circumstance shall the water/cement ratio be exceeded. Mixing of the concrete shall be completed at that location.

(d) After addition of the cement to the aggregate, concrete shall be incorporated into the work within: -

(i) One and a half hours, where transported by truck mixer or agitator

(ii) One hour, where transported by non-agitating trucks

Means of verification satisfactory to Council’s Supervising Engineer of the times of addition of the cement to the aggregate shall be provided.

The times within which the concrete shall be incorporated into the work may be reduced if Council’s Supervising Engineer considers the prevailing weather, mix type, or materials being used warrant such a change.

(e) The size of the batch in an agitator vehicle shall not exceed the manufacturer's rated capacity nor shall it exceed 80 per cent of the gross volume of the drum of the mixer.

C247.26 MAXIMUM MIXING TIME

1. Where by reason of delay, it is necessary to hold a batch in the mixer, mixing may be continued for a maximum of ten minutes except for split drum mixers where the maximum shall be five minutes.

Batch in Mixer

2. For longer periods, the batch may be held in the mixer and turned over at regular intervals, subject to the time limits specified for incorporation of the concrete into the work not being exceeded.

Long Delays

C247.27 CONSISTENCY

1. The consistency of the concrete shall be such as to allow the production of a dense, non-segregated mass with bleeding limited so as to prevent bleed water flowing over the slab edge under the conditions of placement. If bleed water does so flow, the Contractor shall cease paving until the consistency of the mix is adjusted to prevent flow or the mix is redesigned and approved by Council’s Supervising Engineer. The edge produced shall maintain its shape and shall not sag or tear.

Requirements

2. The Contractor shall provide all equipment, materials and labour for consistency testing and shall carry out tests in the presence of Council’s Supervising Engineer. The cost

Contractor’s Obligations



of consistency testing shall be borne by the Contractor.

3. The consistency of the concrete shall be checked by use of a slump cone in accordance with AS 1012.3, Method 1. The test shall be made on concrete samples obtained in accordance with AS 1012.1.

Test Method

4. Check tests shall be done on each truckload of concrete. Check Tests

PLACING AND FINISHING CONCRETE SUBBASE

C247.28 GENERAL

1. At least four weeks before commencing work under this Specification, the Contractor shall submit as part of the Quality Plan, for the information of Council’s Supervising Engineer, full details of the equipment and methods proposed for placing and finishing the concrete subbase together with a paving plan showing proposed paving widths, sequence and estimated daily outputs.


2. The Contractor shall give Council’s Supervising Engineer seven days written notice of the intention to commence construction of the subbase on any section of work (including the placement of the trial subbase in accordance with Clause C247.49).

Written Notice

3. The surface on which concrete subbase is to be placed shall be clean and free of loose or foreign matter and in damp condition.

Surface Conditions

4. Concrete shall not be placed either during rain or when the air temperature in the

shade is below 5C or above 38C.

Air Tempera-ture Limits

5. The temperature of the concrete placed in the work shall be neither less than 10C

nor more than 32C.

Concrete Tem-perature Limits

C247.29 RATE OF EVAPORATION

1. When the value of Rate of Evaporation, determined from the graph in Figure C247.1, exceeds 0.50 kilograms per square metre per hour the Contractor shall take precautionary measures, satisfactory to Council’s Supervising Engineer, for the prevention of excessive moisture loss. If, in the opinion of Council’s Supervising Engineer, such precautionary measures prove to be unsatisfactory, the Contractor shall cease work while the evaporation rate is in excess of 0.50 kilograms per square metre per hour.

Evaporation Limit

2. The cost of such precautionary measures shall be borne by the Contractor. Contractor's Cost

3. Should the Contractor elect to use an evaporation retarder to prevent excessive moisture loss, application shall be by fine spray after all finishing operations, except minor manual bull-floating, are complete.

Use of Retarder

4. The Contractor shall be responsible for measuring and recording concrete temperature and wind velocity at the point of concrete placement, and for continuously measuring and recording air temperature and relative humidity daily, at the site throughout the course of the work. The Contractor shall provide and maintain all equipment, and shall provide suitable personnel necessary for all such measuring and recording.




The graph shows the effects of air temperature, humidity, concrete temperature and wind velocity

together on the rate of evaporation of water from freshly placed and unprotected concrete. Example:

with air temperature at 27oC

with relative humidity at 40%

with concrete temperature at 27oC

with a wind velocity of 26km/h the rate of evaporation would be 1.6 kg/m2/hour.

To determine the evaporation rate from the graph, enter the graph at the air temperature (in this

case 27oC), and move vertically to intersect the curve for relative humidity encountered - here 40%.

From this point move horizontally to the respective line for concrete temperature - here 27oC.

Move vertically down to the respective wind velocity curve - in this case interpolating for 26km per hour - and then horizontally to the left to intersect the scale for the rate of evaporation.

Figure C247.1 - Rate of Evaporation



C247.30 MECHANICAL PAVING

1. The mechanical paver shall be a self-propelled machine with a gross operating mass of not less than 4 tonnes per lineal metre of paved width. It shall be capable of paving at a speed of one metre per minute or less as required to enable the continuous operation of the paver and obtain the required degree of compaction. It shall include the following features:-

Paving Machine Requirements

(a) An automatic control system with a sensing device to control line and level to the specified tolerances.

(b) Means of spreading the mix uniformly and regulating the flow of mix to the vibrators without segregation of the components.

(c) Internal vibrators capable of compacting the full depth of the concrete.

(d) Adjustable extrusion screed and/or conforming plate to form the slab profile

and produce the required finish on all surfaces.

(e) Capability of paving the slab widths or combination of slab widths and slab depths shown on the Drawings.

2. The mechanical paver shall spread, compact, screed and finish the freshly placed concrete in such a manner that a minimum of finishing by hand will be required. A dense and homogeneous concrete with a surface exhibiting low permeability shall be provided.

Concrete Finish

3. Surface texture shall be steel screed or float finish except that a hessian dragged finish shall be provided where the subbase is to be overlain by asphaltic concrete.

4. The supporting surface for the tracks of the paver, curing machine and any other equipment in the paving and curing train shall be in a smooth and firm condition.

Supporting Surface

5. Once spreading commences, the concrete paving operation shall be continuous. The mechanical paver shall be operated so that its forward progress shall not be stopped due to lack of concrete. If disruptions occur for any reason, Council’s Supervising Engineer may direct that a construction joint be formed before the recommencement of paving operations. The cost of forming such construction joint shall be borne by the Contractor.

Continuity of Paving Operation

Contractor’s Cost

C247.31 HAND PLACING

1. Forms shall be so designed and constructed that they can be removed without damaging the concrete and shall be true to line and grade and braced in a substantial and unyielding manner. Forms shall be mortar tight and debonded to ensure non-adhesion of concrete to the forms.

Formwork

2. Concrete shall be delivered in agitator trucks and shall be deposited uniformly in the forms without segregation. The concrete shall be compacted by poker vibrators and by at least two passes of a hand-guided vibratory screed traversing the full width of the slab on each pass. Any buildup of concrete between the forms and vibratory screed shall be prevented.

Placing in Forms

3. If disruptions occur for any reason, Council’s Supervising Engineer may direct that a construction joint be formed before the recommencement of paving operations. The cost of forming such construction joint shall be borne by the Contractor.

Disruption, Contractor’s Cost

4. A dense and homogeneous concrete with a surface exhibiting low permeability shall be provided.

Concrete Finish

5. Surface texture shall be steel screed or float finish except that a hessian dragged finish shall be provided where the subbase is to be overlain by asphaltic concrete.



C247.32 ALIGNMENT AND SURFACE TOLERANCES

(a) Horizontal Alignment Tolerance

1. The outer edges of the subbase shall be square to the subgrade and shall be constructed 50mm wider than the plan position of the base formation with a tolerance of

25mm.

Outer Edge Location

2. Where an edge of a slab is to form a longitudinal construction joint line, the allowable horizontal alignment tolerances shall comply with Clause C247.36

Longitudinal Construction Joint

(b) Surface Tolerances

1. The level at any point on the top of the subbase shall not vary by more than 0 mm above or 20 mm below that shown on the Drawings or as directed by Council’s Supervising Engineer. Where the concrete is found to be above the level tolerance, it shall be removed. Where the concrete is found to be below level tolerance, it shall be made up with base concrete.

Surface Levels

2. The top surface of the subbase shall also not deviate from a 3 m straightedge, laid in any direction, by more than 5 mm.

Surface Levels

C247.33 CURING

1. The subbase shall be cured by the use of one of the following:

(a) Chlorinated rubber curing compound complying with AS 3799 Class C Type 1D or resin-based curing compound complying with AS 3799 Class B, Type 1D or Type 2, if an asphalt base is used, or

(b) White pigmented wax emulsion curing compound complying with AS 3799 Class A Type 2, if a concrete base is used, or

(c) Bitumen emulsion Grade CRS/170 complying with AS 1160 for either asphalt or concrete base.

Curing Compounds

2. The Contractor shall submit, for the information of Council’s Supervising Engineer, a current Certificate of Compliance from an Australian Laboratory, approved by Council’s Supervising Engineer, showing an Efficiency Index of not less than 90 per cent when tested in accordance with Appendix B of AS 3799.

Efficiency Index

3. The curing compound shall be applied using a fine spray immediately following texturing at the rate stated on the Certificate of Compliance or at a minimum of 0.2 litres per square metre, whichever rate is the greater. Bitumen emulsion shall be applied at a minimum rate of 0.5 litres per square metre. When applied with a hand lance the rates should be increased by 25 per cent.

Application

4. The average application rate shall be checked by the Contractor and certified to Council’s Supervising Engineer by calculating the amount of curing compound applied to a measured area representative of a lot and nominated by Council’s Supervising Engineer.

Application Rate

5. The curing membrane shall be maintained intact for seven days after placing the concrete. Any damage to the curing membrane shall be made good by handspraying of the affected areas.

Curing Period

6. The cost of making good such damaged curing membrane shall be borne by the Contractor.

Contractor's Cost



7. Equipment and materials for curing operations shall be kept on site at all times during concrete pours.

Equipment on Site


1. The Contractor shall ensure that the temperature of the concrete does not fall below

5C during the first twenty-four hours after placing. The Contractor shall provide, for the information of Council’s Supervising Engineer, details of procedures and equipment proposed to be used for the protection of sections recently placed in the event of low air temperatures. If the Contractor fails to maintain the temperature of the concrete at or above

5C and if, in the opinion of Council’s Supervising Engineer, the concrete exhibits any deficiencies, due to failure to comply with this Specification, the concrete shall be rejected.

Temperature Control

2. The Contractor shall protect the work from rain damage and shall provide, for the information of Council’s Supervising Engineer, detailed proposals for procedures and equipment to be used for such protection.

Rain Protection

3. Neither traffic nor construction equipment, other than that associated with testing, shall be allowed on the subbase until the strength of the subbase has reached at least 4.0 MPa. Thereafter, only construction equipment necessary for the following operations shall be permitted to traffic the subbase:-

(a) Bond-breaker and spall treatment and

(b) Concrete or asphalt paving.

Traffic Restrictions

4. Notwithstanding the above, any damage caused to the subbase by the Contractor's operations shall be rectified to Council’s Supervising Engineer's satisfaction. The cost of rectifying such damage to the subbase shall be borne by the Contractor.

Damage Restoration Contractor’s Cost

JOINTS

C247.35 TRANSVERSE CONSTRUCTION JOINTS

1. Transverse construction joints shall:

- be provided only at discontinuities in the placement of concrete determined by the Contractor's paving operations.

- be constructed normal to the edge line and to the dimensions shown on the Drawings.

- not deviate from a 3 m straightedge placed along the joint by more than 10 mm.

- be smooth across the joint.



C247.36 LONGITUDINAL CONSTRUCTION JOINTS

1. Longitudinal construction joints shall:

- be formed no closer than 300mm of the base longitudinal joints as shown in the Drawings, unless directed otherwise by Council’s Supervising Engineer.

- not deviate from the plan or nominated position at any point by more than 20 mm.

- not deviate from a 3 m straightedge placed along the joint by more than 10 mm, having made due allowances for any planned curvature.

- be smooth across the joint.

BOND BREAKER AND SPALL TREATMENT

C247.37 GENERAL

1. Subbase to be covered by concrete base shall be provided with a wax emulsion bond breaker. The wax emulsion shall comply with AS 3799 Class A Type 2.

Bond Breaker

2. Where the base consists of asphaltic concrete, no bond breaker shall be used. In this case bond is essential and wax emulsion curing compounds shall not be permitted.

No Bond Breaker

3. Subbase with spalled areas shall be treated, where directed by Council’s Supervising Engineer, prior to application of the bond breaker or asphaltic concrete.

Spalled Areas

C247.38 PREPARATION OF SUBBASE

1. Immediately prior to any spalled area treatment and the application of bond breaker, the subbase surface shall be cleaned to the satisfaction of Council’s Supervising Engineer of all loose, foreign and deleterious material.

Subbase Preparation

C247.39 TREATMENT OF SPALLING

1. Where directed by Council’s Supervising Engineer, spalled areas shall be treated before the application of the bitumen bond breaker or asphaltic concrete by infilling with 6:1 sand/cement mortar to provide a surface flush with the surrounding concrete. The area shall be wetted and sprinkled with neat cement before screeding the mortar into the patches.

Method

2. A spalled area, if directed to be treated, shall have such treatment completed no earlier than five working days before the application of the bond breaker. Treated spalled areas damaged by the Contractor or others shall be made good by the Contractor.

Spalling Repair Time

3. The cost of making good treated spalled areas which have been damaged shall be borne by the Contractor.

Contractor's Cost

C247.40 APPLICATION OF BOND BREAKER

1. The wax emulsion used as bond breaker should be the same as used for curing compound. This second application shall be applied at a minimum rate of 0.2 litres per square metre and not earlier than 72 hours before the placement of the base concrete.

Wax Emulsion

2. The method of application shall conform to the requirements of Clause C247.33.



C247.41 TREATMENT OF UNPLANNED CRACKS

1. Council’s Supervising Engineer shall direct treatment of unplanned cracks whose width exceeds 0.3mm. This may take the form of applying an approved 300mm minimum width Stress Alleviating Membrane (Bituthene or equivalent) over the crack prior to placement of the first asphalt layer, or an extra application of wax emulsion for a width of 300mm along the crack when a concrete base is required.

2. The Contractor shall install the Stress Alleviating Membrane strip in accordance with the manufacturer's instructions.

SUBGRADE BEAMS

C247.42 GENERAL

1. Subgrade beams shall be provided below the subbase at expansion joints and isolation joints in the concrete base as shown in the Drawings or as directed by Council’s Supervising Engineer. They shall extend the full length of joints unless otherwise indicated on the Drawings.

Scope

C247.43 EXCAVATION

1. Excavation for subgrade beams shall be to the dimensions shown on the Drawings. All loose material shall be removed and the vertical faces trimmed to neat lines. The bottom of the trench shall be recompacted, where required, to the degree of consolidation of the adjacent undisturbed material.

Excavation Standards

2. The Contractor shall legally dispose of excavated material. Disposal of Excavated Materials

C247.44 CONCRETE

1. Concrete in subgrade beams shall comply with the requirements of Specification C271 - MINOR CONCRETE WORKS. The minimum compressive strength at 28 days shall be 32MPa.


C247.45 STEEL REINFORCEMENT

1. Steel reinforcement shall be of the type and size shown on the Drawings and shall be supplied and installed in accordance with Specification C248 - PLAIN OR REINFORCED CONCRETE BASE.

Type and Size

C247.46 CONSTRUCTION AND PROTECTION

1. Subgrade beams shall be constructed before construction of the subbase. The top surface of the subgrade beam shall be level with the top of the subgrade. Any loose subgrade material shall be recompacted to the correct level. If the contractor elects to remove any loose material, the voids shall be filled with mortar or concrete and screeded to provide a surface flush with the top of the subgrade beam and the surrounding subgrade.

Timing and Type of Finish

2. A steel float shall be used to produce a smooth surface finish, free of any texture.

3. The subgrade beams shall be protected from damage by plant, motor vehicles and the paving operation. The Contractor shall make good any damage caused. The cost of making good such damage to the subgrade beams shall be borne by the Contractor.

Damage Protection Contractor’s



Cost

C247.47 CURING

1. The top surface of the subgrade beam shall be cured in accordance with Clause C247.33 before placing the subbase.

Curing

C247.48 BOND BREAKER

1. The top surface of the subgrade beam shall be treated with a bond breaker, which shall consist of a further application of curing compound neither less than twenty-four hours nor more than seventy-two hours before placing of subbase concrete.

Time of Placement

TRIAL CONCRETE SUBBASE

C247.49 GENERAL

1. Before the commencement of paving, the Contractor shall construct a trial section of concrete subbase on the carriageway to demonstrate to Council’s Supervising Engineer the Contractor's capability of constructing subbase in accordance with the Specification. This section shall be constructed so that it may be incorporated in the finished work.

Location

2. The trial subbase shall be constructed using the same materials, concrete mix, equipment and methods the Contractor intends to use for the remaining subbase work. The Contractor shall demonstrate the methods proposed to be used for texturing, the application of curing compound and the construction of joints.

Purpose

3. The trial shall also be used to demonstrate that the Contractor's allowances for concrete strength, compaction and slab thickness are adequate to achieve the minimum requirements specified.

Quality Parameters

4. A trial length of between 100m and 200m for mechanical paving equipment or between 20m and 50m for hand placement is required. The trial length shall be the maximum width proposed to be laid, and shall be constructed in one continuous operation.

Dimensions

5. Unless advised by Council’s Supervising Engineer of any deficiencies in the trial concrete subbase, due to failure to comply with this Specification, the Contractor may proceed with placing concrete subbase from a time ten working days after the completion of the trial concrete subbase or such earlier time as Council’s Supervising Engineer may allow. In the event of deficiencies in the trial concrete subbase, Council’s Supervising Engineer may order the Contractor to construct a further length of trial concrete subbase, which shall be treated as the first. If, after three trials, the subbase still is deficient in some way, Council’s Supervising Engineer may require the Contractor to justify to the satisfaction of Council’s Supervising Engineer why the work should be allowed to continue using that method and/or equipment and/or materials and/or personnel.

Deficiencies in Trial

Section

6. Council’s Supervising Engineer shall have the right to call for a new trial section at any stage of work under the contract when changes by the Contractor in the equipment, materials, mix, plant or rate of paving are deemed by Council’s Supervising Engineer to warrant such procedure or when concrete as placed does not comply with this Specification.

New Trial Section

7. Any trial concrete subbase, which does not comply with the Specification, shall be rejected by Council’s Supervising Engineer and shall be removed and disposed from the site by the Contractor.

Non - conformancet

8. The cost of removal of rejected trial concrete subbase and the cost of making good any damage caused by such removal to the subgrade or subgrade beams shall be borne by the Contractor.

Contractor's Cost



9. All non-conforming material shall be discarded in a legal fashion at a location that meets Superintendent approval.



1. The tolerances applicable to the various clauses in this Specification are summarized in Table C247.4 below:


Clause

1. Materials for Concrete

a. Misshapen Particles 2:1 ratio < 35 percent C247.09a

b. Aggregates Grading Deviation from submitted sample not

greater than Table C247.1 C247.09b

c. Durability Wet Strength > 50 kN

10% Fines < 35 percent C247.09c

2. Concrete a. Shrinkage

Drying Shrinkage <450 microstrain

C247.12

b. Consistency Mechanically placed: >25mm<40mm

Hand Placed: >50mm <65mm C247.13

c. Air Content 3, 7 percent C247.14

d. Thickness Concrete shall be removed if

thickness >20mm below specified thickness.

C247.21

e. Mixing and Transport After addition of cement to the

aggregate, concrete shall be incorporated into the work within: (i) One and a half hours where

transported by truck mixer or agitator.

(ii) One hour where transported by non-agitating trucks.

C247.25

f. Placing Concrete shall not be placed when

the air temperature in the shade is less than 5

oC or >38

oC.

Temperature of concrete shall be >10

oC but <32

oC.

C247.28

Concrete shall not be placed when

the Rate of Evaporation exceeds 0.5kg per square metre per hour.

C247.29




Clause

3. Alignment and Surface

Tolerances a. Horizontal Alignment

Outer edges not to deviate from plan position by more than ±25mm.

C247.32

b. Surface Level on top surface to be no more

than +0mm or -20mm to that shown on the drawings.

C247.32

The top surface shall not deviate

from a 3m straightedge laid in any direction by more than 5mm.

C247.32

4. Joints a. Transverse Construction

Shall not deviate from a 3m straight-edge placed along the joint by more than 10mm.

C247.35

b. Longitudinal Joint (i) Shall not deviate from the

plan or nominated position at any point by more than 20mm.

C247.36

(ii) Shall not deviate from a 3m

straightedge placed along the joint by more than 10mm after allowing for any curvature.

5. Bond Breaker

a. Wax Emulsion Minimum 0.2 litres per square metre,

not earlier than 72 hours before placement of base.

C247.40





C247.51 RESERVED

C247.52 RESERVED

C247.53 RESERVED

C247.54 RESERVED

C247.55 RESERVED

C247.56 RESERVED

CONCRETE BASE



C248

PLAIN OR REINFORCED

CONCRETE BASE

CONCRETE BASE


SPECIFICATION C248 : PLAIN CONCRETE BASE

CONTENTS

CLAUSE PAGE

GENERAL ................................................................................................................................34

C248.01 SCOPE ........................................................................................................................................... 34

C248.02 THICKNESS AND LEVELS OF BASE .......................................................................................... 37


MATERIALS FOR CONCRETE ...............................................................................................52

C248.04 CEMENT ........................................................................................................................................ 52

C248.05 FLYASH ......................................................................................................................................... 58

C248.06 WATER .......................................................................................................................................... 61

C248.07 ADMIXTURES ............................................................................................................................... 62

C248.08 AGGREGATES .............................................................................................................................. 68

QUALITY REQUIREMENTS OF CONCRETE ..................................................................... 101

C248.09 CEMENT AND FLYASH CONTENT ........................................................................................... 101

C248.10 COMPRESSIVE STRENGTH ..................................................................................................... 103

C248.11 SHRINKAGE ................................................................................................................................ 104

C248.12 CONSISTENCY ........................................................................................................................... 106

C248.13 AIR CONTENT ............................................................................................................................. 108

STEEL REINFORCEMENT .................................................................................................. 109

C248.14 MATERIAL ................................................................................................................................... 110

C248.15 BENDING ..................................................................................................................................... 116

C248.16 SPLICING ..................................................................................................................................... 118

C248.17 STORAGE .................................................................................................................................... 123

C248.18 PLACING ...................................................................................................................................... 124

CONCRETE BASE


DESIGN AND CONTROL OF CONCRETE MIXES ............................................................. 131

C248.19 GENERAL .................................................................................................................................... 131

C248.20 VARIATIONS TO APPROVED MIXES ....................................................................................... 136

CONFORMANCE OF CONCRETE STRENGTH, COMPACTION AND THICKNESS ....... 141

C248.21 CONCRETE CYLINDERS ........................................................................................................... 142

C248.22 COMPRESSIVE STRENGTH OF CONCRETE ......................................................................... 154

C248.23 CONFORMANCE FOR THICKNESS ......................................................................................... 167

C248.24 RELATIVE COMPACTION OF CONCRETE .............................................................................. 170

PRODUCTION, TRANSPORT AND CONSISTENCY OF CONCRETE .............................. 190

C248.25 PRODUCTION AND HANDLING OF CONCRETE .................................................................... 190

C248.26 MIXING AND TRANSPORT ........................................................................................................ 196

C248.27 MAXIMUM MIXING TIME ............................................................................................................ 204

248.28 CONSISTENCY ........................................................................................................................... 207

PLACING AND FINISHING CONCRETE BASE .................................................................. 211

C248.29 GENERAL .................................................................................................................................... 211

C248.30 RATE OF EVAPORATION .......................................................................................................... 217

C248.31 MECHANICAL PAVING ............................................................................................................... 227

C248.32 HAND PLACING .......................................................................................................................... 236

C248.33 ALIGNMENT AND SURFACE TOLERANCES........................................................................... 243

C248.34 TEXTURING OF SURFACE ....................................................................................................... 248

C248.35 CURING ....................................................................................................................................... 249

C248.36 PROTECTION OF WORK .......................................................................................................... 257

C248.37 ODD-SHAPED AND MISMATCHED SLABS.............................................................................. 261

C248.38 TERMINAL SLABS ...................................................................................................................... 265

C248.39 TRIAL CONCRETE BASE ........................................................................................................... 266

JOINTS .................................................................................................................................. 275

C248.40 GENERAL .................................................................................................................................... 275

CONCRETE BASE


C248.41 TRANSVERSE CONSTRUCTION JOINTS ............................................................................... 277

C248.42 TRANSVERSE CONTRACTION JOINTS .................................................................................. 283

C248.43 TRANSVERSE ISOLATION JOINTS .......................................................................................... 313

C248.44 LONGITUDINAL TIED JOINTS ................................................................................................... 318

C248.45 LONGITUDINAL JOINT WITH KERB AND/OR GUTTER ......................................................... 334

C248.46 LONGITUDINAL ISOLATION JOINTS ....................................................................................... 340

SLAB ANCHORS .................................................................................................................. 343

C248.47 GENERAL .................................................................................................................................... 343

C248.48 EXCAVATION .............................................................................................................................. 346

C248.49 CONCRETE ................................................................................................................................. 352

REMOVAL AND REPLACEMENT OF BASE ...................................................................... 356

C248.50 GENERAL .................................................................................................................................... 356

C248.51 REMOVAL AND DISPOSAL OF BASE ...................................................................................... 360

C248.52 REPLACEMENT OF BASE ......................................................................................................... 364




C248.54 RESERVED ................................................................................................................................. 464

C248.55 RESERVED ................................................................................................................................. 465

C248.56 RESERVED ................................................................................................................................. 465

C248.57 RESERVED ................................................................................................................................. 466

C248.58 RESERVED ................................................................................................................................. 466

CONCRETE BASE


SPECIFICATION C248 : PLAIN OR REINFORCED CONCRETE BASE

GENERAL

C248.01 SCOPE

1. The work to be executed under this Specification consists of the construction, by mechanical or hand placement of plain or reinforced concrete base, including trial sections, slab anchors and terminal slabs to the dimensions and levels shown on the Drawings and in accordance with the provisions of the Contract.

2. The work also includes the construction of reinforced concrete approach slabs at bridge abutments and traffic signal approach slabs where specified on the Drawings.

Approach Slabs

C248.02 THICKNESS AND LEVELS OF BASE

1. The base thickness and levels shall be shown on the Drawings.




(a) Council Specifications C224 - Open Drains including Kerb and Gutter C231 - Subsoil and Foundation Drains C247 - Mass Concrete Subbase

(b) Australian Standards AS 1012.1 - Sampling fresh concrete. AS 1012.3 - Determination of properties related to the consistence of

concrete. AS 1012.4 - Determination of air content of freshly mixed concrete. AS 1012.8 - Making and curing concrete compression, indirect tensile and

flexure test specimens in the laboratory or in the field. AS 1012.9 - Determination of the compressive strength of concrete

specimens. AS 1012.12 - Determination of mass per unit volume of hardened concrete. AS 1012.13 - Determination of the drying shrinkage of concrete for samples

prepared in the field or in the laboratory. AS 1012.14 - Securing and testing cores from hardened concrete for

compressive strength or indirect tensile strength. AS 1141.11 - Particle size distribution by dry sieving. AS 1141.14 - Particle shape by proportional caliper. AS 1141.18 - Crushed particles of coarse aggregates. AS 1141.22 - Wet/dry strength variation. AS 1141.24 - Soundness (by use of sodium sulphate solution). AS 1160 - Bitumen emulsions for construction and maintenance of

pavements. AS 1302 - Steel reinforcing bars for concrete. AS 1303 - Steel reinforcing wire for concrete. AS 1304 - Welded wire reinforcing fabric for concrete. AS 1379 - The specification and manufacture of concrete. AS 1478 - Chemical admixtures in concrete. AS 1554.3 - Welding of reinforcing steel. AS 2758.1 - Concrete aggregates.

CONCRETE BASE


AS 3582.1 - Supplementary Cementitious materials - flyash. AS 3799 - Liquid membrane - forming curing compounds for concrete. AS 3972 - Portland and blended cement.

(c) RMS Test Methods T 1160 - Low Temperature Recovery of Preformed Polychloroprene

Elastomeric Joint Seals for Bridge Structures. T 1161 - High Temperature Recovery of Polychloroprene Elastomeric

Joint Seals for Bridge Structures. T 1163 - Resistance of Vulcanised Rubber to the Absorption of Oil. T1192 - Adhesion of Sealant. T1193 - Accelerated Ageing of Cured Sealant.

(d) ASTM Standards D792 - Test Method for Specific Gravity (Relative Density) and

Density of Plastics by Displacement. C793 - Test Method for Effects of Accelerated Weathering on

Elastomeric Joint Sealants. C794 - Test Method for Adhesion-in-Peel of Elastomeric Joint

Sealants. D2240 - Test Method for Rubber Property Durometer Hardness. D2628 - Specification for Preformed Polychloroprene Elastomeric Joint

Seals for Concrete. D2835 - Specification for Lubricant for Installation of Preformed

Compression Seal in Concrete Pavements.

(e) US Military Specifications MIL-S-8802 - Sealing Compound, Temperature Resistant, Integral Fuel

Tanks and Fuel Cell Cavities, High Adhesion.


C248.04 CEMENT

1. Cement shall be Type GP Portland cement complying with AS 3972 and shall be from a source included in the New South Wales Government Cement Quality Assurance Scheme.

Quality

2. When submitting details of the nominated mix in accordance with Clause C248.19 the Contractor shall nominate the brand and source (including works) of the cement. On approval of a nominated mix by Council’s Supervising Engineer, the Contractor shall use only the nominated cement in the work.


3. The Contractor shall furnish documentary evidence of the quality and source of the cement to Council’s Supervising Engineer upon request at any stage of the work.

Proof of Quality

4. If the Contractor proposes to use cement which has been stored for a period in excess of three months from the time of manufacture, a re-test shall be required to ensure the cement still complies with AS 3972, before the cement is used in the work.

Storage Time

5. The cost of re-testing the cement shall be borne by the Contractor and results of the testing forwarded to the Superintendent prior to incorporation of cement into the works.

Contractor’s Cost

6. Cement shall be transported in watertight containers and shall be protected from moisture until used. Caked or lumpy cement shall not be used.


CONCRETE BASE


C248.05 FLYASH

1. Flyash shall be from a source included in the New South Wales Government Cement Quality Assurance Scheme. The use and the quality of flyash shall comply with AS 3582.1.

Quality

2. When submitting details of the nominated mix in accordance with Clause C248.19, the Contractor shall nominate the powerhouse source of the flyash. The Contractor shall use only flyash from the nominated powerhouse.

Source

3. The Contractor shall furnish documentary evidence of the quality and source of the flyash to Council’s Supervising Engineer.


C248.06 WATER

1. Water used in the production of concrete shall be potable, free from materials harmful to concrete or reinforcement, and be neither salty nor brackish.

Quality

C248.07 ADMIXTURES

1. Chemical admixtures and their use shall comply with AS 1478. Admixtures shall not contain calcium chloride, calcium formate, or triethanolamine or any other accelerator. Admixtures or combinations of admixtures other than specified below shall not be used. An air-entraining agent shall be included in the mix and the air content of the concrete shall comply with Clause C248.13.

Quality and Use

2. Fresh concrete with an air content not complying with Clause C248.13 shall be rejected.

Excess Air Content

3. During the warm season, (October to March inclusive), a lignin or lignin-based (`ligpol') set-retarding admixture (Type Re or Type WR Re) approved by Council’s Supervising Engineer shall be used to control slump within the limits stated in Clause C248.12. The dosage shall be varied to account for air temperature and haul time in accordance with the manufacturer's recommendations. A copy of the NATA endorsed Certificate of Compliance with AS 1478 for Type Re or Type WR Re shall be submitted to Council’s Supervising Engineer, together with the proposed `dosage chart' in accordance with Clause C248.19.


4. During the cool season, (April to September inclusive), only a lignin or lignin based set-retarding admixture containing not more than 6 per cent reducing sugars (Type WR Re complying with AS 1478) may be used in the mix. If the Contractor proposes to vary the admixture between the warm and cool seasons such variation shall constitute a proposed change to an approved mix for the purposes of Clause C248.21.


5. When submitting details of the nominated mix in accordance with Clause C248.19, the Contractor shall nominate the proprietary source, type and name for each admixture to be used. At any stage of the work, the Contractor shall furnish documentary evidence of the quality to Council’s Supervising Engineer upon request.

Source and Type

C248.08 AGGREGATES

(a) General

1. At least 40 per cent by mass of the total aggregates in the concrete mix shall be quartz sand. Quartz sand is aggregate having a nominal size of less than 5 mm and shall contain at least 70 per cent quartz, by mass. Where present, chert fragments will be regarded as `quartz' for the purpose of this specification but the ratio of chert to quartz shall not exceed unity.

Quartz Sand Content

CONCRETE BASE


2. When submitting details of the nominated mix in accordance with Clause C248.19, the Contractor shall nominate the sources of aggregate to be used in the concrete and shall submit details of the geological type of each aggregate.

Source and Type

(b) Fine Aggregate

1. Fine aggregate shall consist of clean, hard, tough, durable, uncoated grains uniform in quality. Fine aggregate shall comply with AS 2758.1 in respect of bulk density, water absorption (maximum 5 per cent), and material finer than 2 micrometres, and impurities and reactive materials. The sodium sulphate soundness, determined by AS 1141.24, shall not exceed the limits in Table C248.1.

Quality

Australian Standard

Sieve

Per Cent Loss by Mass

4.75mm to 2.36mm 2.36mm to 1.18mm

1.18mm to 600m

600m to 300m

4 6 8 12

Table C248.1 - Sodium Sulphate Soundness Limits

2. In the case of a blend of two or more fine aggregates, the above limits shall apply to each constituent material.

Blending

3. The grading of the fine aggregate, determined by AS 1141.11, shall be within the limits given in Table C248.2.

Grading

4. When submitting details of the nominated mix the Contractor shall submit to Council’s Supervising Engineer a NATA Certified Laboratory Test Report on the quality and grading of the fine aggregate proposed to be used. The grading shall be known as the "Proposed Fine Aggregate Grading.”

Proposed Grading

5. If the Contractor proposes to blend two or more fine aggregates to provide the Proposed Grading then Test Reports for each constituent material shall be submitted separately and Council’s Supervising Engineer advised of the proportions in which the various sizes and constituents are to be combined. The fine aggregate from each source and the combined aggregate shall comply with the requirements of this clause.

Test for Each Constituent

6. The grading of the fine aggregate used in the work shall not deviate from that of the Proposed Grading by more than the amounts in Table C248.2.

Grading Deviation

7. Notwithstanding these tolerances, the fine aggregate used in the work shall comply with the limits shown in Table C248.2.

CONCRETE BASE


Australian Standard

Sieve

Proportion Passing

(% of Mass of

Sample)

Deviation from

Proposed Grading

(% of Mass of

Sample)

9.50mm 4.75mm 2.36mm 1.18mm

600m

300m

150m

75m

100 90 - 100 65 - 95 40 - 80 24 - 52 8 - 25 1 - 8 0 - 3

± 3 ± 10 ± 10 ± 10 ± 5 ± 2

Table C248.2 - Fine Aggregate Grading

(c) Coarse Aggregate

1. Coarse aggregate shall consist of clean, crushed, hard durable rock, metallurgical furnace slag or gravel. Coarse aggregate shall comply with AS 2758.1 in respect of particle density, bulk density, water absorption (maximum 2.5 per cent), material finer than 75 micrometres, weak particles, light particles, impurities and reactive materials, iron unsoundness and falling or dusting unsoundness. In all other respects, the coarse aggregate shall comply with this Specification. If required, coarse aggregate shall be washed to satisfy these requirements.

Quality

2. The grading of the coarse aggregate, determined by AS 1141.11, shall be within the limits given in Table C248.3.

Grading

3. When submitting details of the nominated mix the Contractor shall submit to Council’s Supervising Engineer a NATA Certified Laboratory Test Report on the quality and grading of the coarse aggregate proposed to be used. The grading shall be known as the "Proposed Coarse Aggregate Grading.”

Proposed Grading

4. If the Contractor proposes to blend two or more coarse aggregates to provide the Proposed Grading then Test Reports for each constituent material shall be submitted separately and Council’s Supervising Engineer advised of the proportions in which the various sizes and constituents are to be combined. The coarse aggregate from each source and the combined aggregate shall comply with the requirements of this clause.

Test for Each Constituent

5. The grading of the coarse aggregate used in the work shall not deviate from that of the Proposed Grading by more than the amounts in Table C248.3.

Grading Deviation

Australian Standard

Sieve

Proportion Passing

(% of Mass of

Sample)

Deviation from

Proposed Grading

(% of Mass of

Sample)

26.50 mm 19.00 mm 13.20 mm 9.50 mm 4.75 mm 2.36 mm

100 95 - 100 (Design) 25 - 55 0 - 10 0 - 2

± 2 ± 5 ± 5 ± 3

Table C248.3 - Coarse Aggregate Grading

6. Notwithstanding these tolerances, the coarse aggregate used in the work shall

CONCRETE BASE


comply with the limits shown in Table C248.3.

7. The coarse aggregate shall also conform to the following requirements: -

(i) Wet Strength - AS 1141.22.

Shall not be less than 80 kN for any fraction and/or constituent.

Additional Tests

(ii) 10 per cent Fines Wet/Dry Variation - AS 1141.22.

Shall not exceed 35 per cent for any fraction and/or constituent.

(iii) Soundness - AS 1141.24

The loss in mass when tested with sodium sulphate shall not exceed 9 per cent for any constituent.

(iv) Particle Shape - AS 1141.14

The proportion of misshapen particles (2:1 ratio) shall not exceed 35 per cent.

(v) Fractured Faces - AS 1141.18.

At least 80 per cent by mass of the particles shall have two or more fractured faces.

(d) Storage

1. Storage and handling facilities shall be such as to prevent the aggregates becoming intermixed or mixed with foreign materials, and to prevent segregation occurring.

Facilities

2. The area surrounding the storage facilities and mixing plant shall be constructed so that delivery vehicles, loaders and trucks shall not be capable of introducing foreign matter to the aggregates at any time. If foreign matter is introduced or the area reaches a condition where, in the opinion of Council’s Supervising Engineer, foreign matter may be introduced to the aggregates, production of concrete and delivery of materials shall cease until the condition is corrected to the satisfaction of Council’s Supervising Engineer.

Introduction of Foreign Matter

QUALITY REQUIREMENTS OF CONCRETE

C248.09 CEMENT AND FLYASH CONTENT

1. The minimum Portland cement content shall be 270 kilograms per yielded cubic metre of concrete. The maximum flyash content shall be 50 kilograms per yielded cubic metre of concrete.

Cement and Flyash

C248.10 COMPRESSIVE STRENGTH

1. The compressive strength of concrete shall be determined in accordance with AS 1012.9. The minimum compressive strength at twenty-eight days shall be 36.0 MPa.


C248.11 SHRINKAGE

1. The drying shrinkage of the nominated mix, determined by AS 1012.13, shall not exceed 450 microstrain after three weeks air-drying. The drying shrinkage at the nominated slump plus 10 mm shall be taken as the average of the reading or readings within 5 per cent of the median of the three readings obtained in accordance with AS 1012.13.

Shrinkage Limit

CONCRETE BASE


C248.12 CONSISTENCY

1. The Contractor's nominated slump, determined in accordance with AS 1012.3, Method 1, shall be neither less than 30 mm nor more than 40 mm for mechanically placed concrete and shall be neither less than 55 mm nor more than 65 mm for hand placed concrete.

Slump Tolerance

C248.13 AIR CONTENT

1. The air content of the concrete, determined in accordance with AS 1012.4, Method 2, shall be neither less than 4 per cent nor more than 7 per cent, when discharged from the transport vehicle ready for placement.

Tolerances

STEEL REINFORCEMENT

C248.14 MATERIAL

1. Steel reinforcement shall comply with the requirements of the appropriate following Australian Standards:-

(a) AS 1302 Steel Reinforcing Bars for Concrete.

(b) AS 1303 Steel Reinforcing Wire for Concrete.

(c) AS 1304 Welded Wire Reinforcing Fabric for Concrete.

Standards

2. The type and size of bars shall be as shown on the Drawings. Type and Size

3. Steel reinforcement shall be free from loose or thick rust, grease, tar, paint, oil, mud, mill scale, mortar or any other coating, but shall not be brought to a smooth polished condition.

Quality

4. The Contractor shall supply evidence satisfactory to Council’s Supervising Engineer that steel reinforcement complies with AS 1302, AS 1303 or AS 1304, as appropriate. Test certificates shall show the results of mechanical tests and chemical analysis.


5. Where the material cannot be identified with a test certificate, samples shall be taken and testing arranged by the Contractor. The samples shall be selected randomly and consist of three specimens each at least 1.2 m in length. The cost of all samples and tests shall be borne by the Contractor.

Sampling

Contractor’s Cost

6. Plastic tips for wire chairs shall be capable of withstanding a load of 200kg mass on the chair for one hour at 23 ± 5

oC without being pierced by the wire. The Contractor shall

demonstrate that the proposed chairs conform to these requirements.

Wire Chairs

C248.15 BENDING

1. Reinforcement shall be formed to the dimensions and shapes shown on the Drawings. Reinforcement shall not be bent or straightened in a manner that will damage the material. Bars with kinks or bends not shown on the Drawings shall not be used. Heating of reinforcement for the purposes of bending will only be permitted if uniform heat is applied.

Temperature shall not exceed 450 C and the heating shall extend beyond the portion to be bent. Heated bars shall not be cooled by quenching. Where the radius of a bend or hook is not stated on the Drawings, it shall be made around a pin having a diameter of not less than four times the diameter of the bar bent.

Bending

CONCRETE BASE


C248.16 SPLICING

1. All reinforcement shall be furnished in the lengths indicated on the Drawings. Except where shown on the Drawings, splicing of bars shall only be permitted with the approval of Council’s Supervising Engineer as to the location and method of splicing.

The length of lapped splices not shown on the Drawings shall be as follows for unhooked bars: -

Grade 400Y - 35 bar diameters Grade 250R - 40 bar diameters Hard drawn wire - 50 bar diameters

Plan Lengths

2. Splices in reinforcing fabric shall be measured as the overlap between the outermost wires in each sheet of fabric transverse to the direction of splice. This overlap shall not be less than the pitch of the transverse wires plus 25 mm.

Splice Dimensions

3. In welded splices, bars shall only be welded by an approved electrical method. Grade 400Y reinforcing bars shall not be welded.

Welded Splice

4. Welding shall comply with AS 1554.3. The welded splice shall meet requirements of tensile and bend tests specified for the parent metal.

Welding Standard

C248.17 STORAGE

1. Reinforcement, unless promptly incorporated into the concrete, shall be stored under a waterproof cover and supported clear of the ground, and shall be protected from damage and from deterioration due to exposure.

Protection of Reinforcement

C248.18 PLACING

1. Reinforcing bars and wire reinforcing fabric shall be accurately placed to the dimensions and details shown on the Drawings. They shall be securely held by blocking from the forms, by supporting on concrete or plastic chairs or metal hangers as approved by Council’s Supervising Engineer and by wiring together where required using annealed iron wire not less than 1.25 mm diameter. These supports shall be in a regular grid not exceeding 1 m and steel shall not be supported on metal supports which extend to any surface of the concrete, on wooden supports, nor on pieces of aggregate.

Position

2. Tack welding instead of wire ties may be used on reinforcing steel. Cold-worked reinforcing bars shall not be tack welded.

Tack Welding

3. The minimum cover of any bar to the nearest concrete surface shall be 50 mm unless otherwise shown on the Drawings.

Bar Cover

4. Tie bars shall be placed in the pavement such that after placement they remain in their specified location. Tie bars shall not be placed through the finished upper surface of the pavement. Tie bars shall be placed either ahead of paving or by a bar vibrator into the edge of the joint or by an automatic tie bar inserter on the mechanical paver. Irrespective of the method of placement, tie bars extending from any side face of base concrete or gutter shall be anchored in a manner which will develop 85 per cent of the yield strength of the bar in tension.

Tie Bars

5. Placing and fastening of all reinforcement in the work shall be approved by Council’s Supervising Engineer before concrete is placed and adequate time shall be allowed for inspections and any corrective work which Council’s Supervising Engineer may require. Notice for inspection shall not be less than four working hours before the intended time of commencement of concrete placement or such time as determined by Council’s Supervising Engineer.

Inspection

CONCRETE BASE


DESIGN AND CONTROL OF CONCRETE MIXES

C248.19 GENERAL

1. The Contractor shall submit, for approval by Council’s Supervising Engineer, details of the concrete mix (or mixes) and the materials, including source, to be used for each of mechanically placed and hand placed base, including nominated slump and moisture condition of the aggregates (oven dry, saturated surface dry, or other specified moisture content) on which the mix is based. Each such mix shall be known as a 'nominated mix'.

Nominated Mix

2. Also, the Contractor shall provide a Certificate from a laboratory with appropriate NATA registration stating that each nominated mix and its constituents meet the requirements of this Specification. All relevant test results shall accompany the Certificate. All phases of any particular test must be performed at one laboratory. The certificate shall confirm that the required testing has been carried out in the twelve-month period before the date of submission to Council’s Supervising Engineer.

Certified Test Results

3. In the tests supporting the above certification, the compressive strength gain curve shall be submitted showing the compressive strengths at ages 3, 7, 10 and 28 days determined in accordance with AS 1012.9. Each of the results shall be based on three specimens of concrete produced from a batch of the nominated mix. The compressive strength shall be the average of individual results within 2.0 MPa of the median and the compressive strength for 28 days shall not be less than 36.0 MPa.


4. These details shall be submitted at least 21 days before using the nominated mix in the work.

Submission of Details

C248.20 VARIATIONS TO APPROVED MIXES

1. The Contractor shall not make any changes to the approved mix, its method of production or source of supply of constituents without the prior written approval of Council’s Supervising Engineer.

Approval for Mix Variation

2. Where changes to an approved mix are proposed, the Contractor shall provide details of the nominated mix and materials, in accordance with Clause C248.19. If the variations to the quantities of the constituents in the approved mix are less than 10 kg for Portland cement and flyash, and 5 per cent by mass for each other constituent, except admixtures, per yielded cubic metre of concrete Council’s Supervising Engineer may approve the changes without new trials being carried out.


3. Notwithstanding these tolerances the minimum Portland cement content shall be 270 kilograms per yielded cubic metre of concrete and the maximum flyash content shall be 50 kilograms per yielded cubic metre of concrete.

Content per Cubic Metre

CONCRETE BASE


CONFORMANCE OF CONCRETE STRENGTH, COMPACTION AND

THICKNESS

C248.21 CONCRETE CYLINDERS

(a) Test Specimens

1. Test specimens for determining the compressive strength of concrete shall be standard cylinders complying with AS 1012.8. The Contractor shall supply a sufficient number of moulds to meet the requirements for the frequency of testing specified in this Clause and shall also arrange for a laboratory with appropriate NATA registration to conduct the sampling of fresh concrete and the making, curing, delivery and testing of specimens. Copies of test results shall be forwarded to Council’s Supervising Engineer.


2. Samples of concrete for testing shall be taken in accordance with AS1012.1. The selection of the batches to be sampled shall be taken randomly. The specimens shall be moulded from each sample so that they are as identical as practicable.

Sampling

3. The method of making and curing specimens shall be in accordance with AS1012.8 with compaction by internal vibration.

Curing

4. The Contractor shall mark the specimens for identification purposes. Marking

5. The cost of all work and material required in the making, curing, delivery and testing of specimens shall be borne by the Contractor.

Contractor’s Cost

(b) Frequency of Moulding of Test Specimens

1. Test specimens shall be moulded as follows: -


(i) For the determination of the compressive strength at twenty-eight days. For each lot of up to 50 cubic metres of concrete placed at the one time: One pair of specimens

(ii) For the determination of the compressive strength at seven days. For each lot of up to 50 cubic metres of concrete placed at the one time: One pair of specimens (iii) For the determination of compressive strength for any early testing as deemed

necessary by the Contractor. For each lot of up to 50 cubic metres of concrete placed at the one time: One pair of specimens

2. A lot is defined as a continuous pour of up to 50 cubic metres of concrete placed. Lot Size

(c) Inspection, Capping and Crushing of Specimens

1. Specimens required by this Specification shall be tested at the NATA registered laboratory nominated by the Contractor. The cost of such testing shall be borne by the Contractor.

NATA Laboratory Contractor’s Cost

2. Specimens shall be inspected, capped and crushed in accordance with AS1012.9. Standards

3. Before crushing, the mass per unit volume of the seven-day specimens shall also be determined in accordance with AS1012.12 Method 2, so that the relative compaction of cores taken from the same lot of concrete base can be determined.

Mass Unit Volume

CONCRETE BASE


C248.22 COMPRESSIVE STRENGTH OF CONCRETE

(a) General

1. The compressive strength of the concrete represented by a pair of specimens moulded from one sample shall be the average compressive strength of the two specimens unless the two results differ by more than 3.0 MPa, in which case the higher result shall be taken to represent the compressive strength of the lot of concrete.


(b) Adjustment of Test Compressive Strength for Age of Specimen

1. Should any specimen be tested more than twenty-eight days after moulding the equivalent twenty-eight day compressive strength shall be the test compressive strength divided by the factor applying to the age of the specimen at the time of the test shown in Table C248.4. For intermediate ages the factor shall be determined on a pro-rata basis.

Strength Age Factor

Age of Specimen at time of

test (days)

Factor

28 35 42 49 56 70 84 112 140 168 196 224 308

365 or greater

1.00 1.02 1.04 1.06 1.08 1.10 1.12 1.14 1.16 1.18 1.20 1.22 1.24 1.25


(c) Conformance for Compressive Strength

1. If the 28 day compressive strength of test cylinders for any lot is less than 33.0 MPa or greater than 45.0 MPa, the lot represented by the test cylinders shall be removed and replaced in accordance with Clauses C248.50, C248.51 and C248.52.

Limits

2. In case of non-conformance the Contractor may elect to core the in situ base concrete for testing of the actual compressive strength to represent the particular lot. The locations for testing shall be nominated by Council’s Supervising Engineer. Such locations may be determined by the use of a nuclear density meter, or any alternative method. Testing shall be carried out at the request of the Contractor. Base concrete failing to reach the required in situ compressive strength shall not be retested for at least 72 hours after the determination of the value of the in situ compressive strength.

Coring

3. After testing for compressive strength of cores, where required, Council’s Supervising Engineer shall consider the test results and shall at his absolute discretion determine the compressive strength of the concrete to be either: -

Council Supervising Engineer’s Absolute Discretion

(i) The average of the twenty-eight day compressive strength of the pair of specimens moulded at the time of placing; or

(ii) The equivalent twenty-eight day compressive strength of the core.

CONCRETE BASE


4. A lot is defined as a continuous pour of up to 50 cubic metres of base represented by a pair of test specimens cast from a sample of the concrete used in its construction.

Lot Size

C248.23 CONFORMANCE FOR THICKNESS

1. Thickness measurements of the concrete base shall be determined by survey, measurements at the edges or by coring. Audit checks using a suitable probe may be carried out whilst the concrete is being placed. The readings shall be rounded off to the nearest 5mm.

Thickness Measurement

2. Base, which is below the specified thickness, shall be removed and replaced in accordance with Clauses C248.50, C248.51 and C248.52.

Remove and Replace

3. Base, which is thicker than the design thickness, will be acceptable ,provided the finish satisfies the requirements of Clause C248.31.

C248.24 RELATIVE COMPACTION OF CONCRETE

(a) Test Specimens

1. Test specimens for determining the relative compaction of the concrete placed in the work shall be cores cut from the work. Cores shall be cut from the full depth of the concrete base to the requirements of AS 1012.14, with the following exceptions: -

(i) The requirement that the concrete shall be at least 28 days old before the core is removed shall not apply. However before removal, concrete must be not less than three days old in the warm season and six days old in the cool season.

(ii) The nominal diameter of the cores shall not be less than 75 mm.

Cores

2. The location of coring shall be chosen to exclude joints, steel reinforcement or tie bars from the core. The locations are not intended to be random, but are intended to ensure that the whole of the concrete base conforms to the minimum requirements of the Specification. Cores shall be marked for identification.

Location of Cores

3. Cores shall be placed immediately either in a tank of lime-saturated water or in an individual plastic bag and sealed to prevent water loss. Cores stored in plastic bags shall be kept in the shade.

Storage

4. Cores shall not be subjected to temperatures in excess of either ambient temperature or 23

oC whichever is the higher and they shall not be subjected to temperature

less than 10oC, until delivered to the testing laboratory.

Temperature Control

(b) Frequency of Coring

1. The Contractor shall take a minimum of one core specimen from each lot of concrete base represented by standard cylinders moulded in accordance with Clause C248.21.

Minimum

2. In the case of hand-placed base concrete, two cores shall be taken to represent a section of work. A section of work shall be confined between construction joints. Hand-worked or placed base that is cast with machine-placed concrete and not separated from the machine-placed concrete shall be deemed to be part of the machine-placed concrete, and be cored and tested as part of the machine-placed concrete base.

Hand Placed Concrete

(c) Repair of Core Holes

1. The Contractor shall clean and restore all core holes taken in the base with non-shrink cementitious concrete having a compressive strength of not less than that in the base and a maximum nominal aggregate size of 10 mm.


CONCRETE BASE


2. The surface of the restored hole shall be similar to the surrounding surface in texture and colour.

Surface Condition

3. The cost of core restoration or reparation shall be borne by the Contractor. Contractor’s Cost

(d) Testing of Cores for Compaction

1. The core specimens shall be wet conditioned in accordance with AS 1012.14 for not less than 24 hours immediately prior to testing for compaction. Testing to determine mass per unit volume shall be carried out on specimens at age seven days.

Curing

2. The relative compaction of a core specimen shall be the ratio, expressed as a percentage, of the mass per unit volume of the core specimen to the average mass per unit volume of the standard cylinders used to determine the seven day compressive strength from the same lot of concrete base. The mass per unit volume of both standard cylinders and cores shall be determined in accordance with AS 1012.12 Method 2. All costs associated with obtaining, curing and testing of cores shall be borne by the Contractor.

Relative Compaction

Contractor’s Cost

(e) Conformance for Compaction

1. If the relative compaction is less than 97.0 per cent, the lot represented by the core shall be removed and replaced in accordance with Clauses C248.50, C248.51 and C248.52.

Rejection Percentage

2. Core specimens for compressive strength testing shall be wet-conditioned, prepared and tested in accordance with AS 1012.14. Cores obtained for compaction shall not be re-used for compressive strength testing.

Core Preparation

3. The test strength shall be adjusted for age at test in accordance with Clause C248.22 and for length/diameter ratio in accordance with Table C248.5 by multiplying the correction factor in Table C248.5.

Adjustment for Age

4. If the 28-day compressive strength of the core is less than 33.0 MPa, the lot represented by the compaction core shall be removed and replaced in accordance with Clauses C248.50, C248.51 and C248.52.

Core Compressive Strength

Length/Diameter Ratio Correction Factor

2.00 1.00

1.75 0.98

1.50 0.96

1.25 0.93

1.00 0.89

PRODUCTION, TRANSPORT AND CONSISTENCY OF CONCRETE

C248.25 PRODUCTION AND HANDLING OF CONCRETE

1. At least four weeks before commencing work under this Specification, the Contractor shall submit, for the information of Council’s Supervising Engineer, details of the proposed methods of handling, storing and batching materials for concrete, details of proposed mixers and methods of agitation, mixing and transport.


2. The methods of handling, storing and batching materials for concrete shall be in accordance with AS 1379, with the following additional requirements: -

Handling and Batching

CONCRETE BASE


Methods (a) Certificates of Calibration issued by a recognised authority shall be made

available for inspection by Council’s Supervising Engineer, as evidence of the accuracy of the scales.

(b) Cementitious material shall be weighed in an individual hopper, with the Portland cement weighed first.

(c) The moisture content of the aggregates shall be determined at least daily immediately prior to batching. Corresponding corrections shall be made to the quantities of aggregates and water.

3. Details of proposed mixers and agitation methods shall be in accordance with the plant and equipment sections of AS 1379, with the additional requirement that in Appendix A of AS 1379 the maximum permissible difference in slump shall be 10 mm.

Mixer

Requirements

C248.26 MIXING AND TRANSPORT

1. Mixing and transport methods shall be in accordance with the production and delivery sections of AS 1379, with the following additional requirements: -

Methods

(a) The mixer shall be charged in accordance with the manufacturer's instructions.

(b) For the purpose of conducting mixer uniformity tests in accordance with Appendix A of AS 1379 on a split drum mixer producing centrally mixed concrete, the whole of the batch shall be discharged into the tray of a moving vehicle. The concrete shall then be sampled from the tray of the vehicle at points approximately 15 per cent and 85 per cent along the length of the tray.

(c) For truck-mixed concrete, addition of water in accordance with the batch production section of AS 1379 shall be permitted only within ten minutes of completion of batching and within 200 m of the batching facilities. The delivery docket must clearly indicate the amount of water added, but in no circumstance shall the water:cement ratio be exceeded. Mixing of the concrete shall be completed at that location.

(d) Admixtures shall be separately prediluted with mixing water and shall be incorporated by a method that ensures that no adverse interaction occurs.

(e) After addition of the cement to the aggregate, concrete shall be incorporated into the work within: -

- One and a half hours, where transported by truck mixer or agitator;

- One hour, where transported by non-agitating trucks.

Means of verification, satisfactory to Council’s Supervising Engineer, of the times of addition of cement to the aggregate shall be provided. The times within which the concrete shall be incorporated into the work may be reduced if Council’s Supervising Engineer considers the prevailing weather, mix type, or materials being used warrant such a change.

(f) The size of the batch in an agitator vehicle shall not exceed the manufacturer's rated capacity nor shall it exceed 80 per cent of the gross volume of the drum of the mixer.

C248.27 MAXIMUM MIXING TIME

1. Minimum mixing time will be as determined for the approved mix and verified when the trial concrete base is constructed.

2. Where by reason of delay, it is necessary to hold a batch in the mixer, mixing may Batch in Mixer

CONCRETE BASE


be continued for a maximum of ten minutes except for split drum mixers where the maximum shall be five minutes.

3. For longer periods, the batch may be held in the mixer and turned over at regular intervals, subject to the time limits specified for incorporation of the concrete into the work not being exceeded.

Long Delays

248.28 CONSISTENCY

1. At all times between mixing and discharge, the slump shall be within 10mm of the Contractor's nominated slump for the nominated mix for mechanically placed concrete and within 15mm thereof for hand placed concrete.

Tolerances

2. The consistency of the concrete shall be checked by use of a slump cone in accordance with AS1012.3 Method 1. The test shall be made on concrete samples obtained in accordance with AS1012.1.

Test Method

3. The consistency of the concrete shall be checked within 30 minutes of adding cement to the aggregate. If the actual haul time exceeds 45 minutes, the consistency shall also be checked immediately prior to discharge. Concrete, which is non-conforming in relation to consistency, shall not be incorporated into the work. Check tests shall be done on each truckload of concrete. The cost of consistency testing shall be borne by the Contractor.

Timing of Testing

Contractor’s Cost

4. Check tests shall be done on each truckload of concrete. Check Tests

PLACING AND FINISHING CONCRETE BASE

C248.29 GENERAL

1. At least four weeks before commencing work under this Specification, the Contractor shall submit as part of the Quality Plan, for the information of Council’s Supervising Engineer, full details of the equipment and methods proposed for placing and finishing the concrete base together with a paving plan showing proposed paving widths, sequence and estimated daily outputs.


2. The Contractor shall give Council’s Supervising Engineer seven days written notice of the intention to commence construction of the base on any section of work (including the placement of the trial concrete base in accordance with Clause C248.39.

Written Notice

3. The subbase surface shall be clean and free of loose or foreign matter and prepared in accordance with Specification C247 - MASS CONCRETE SUBBASE.

Subbase Condition

4. Concrete shall not be placed either during rain or when the air temperature in the

shade is below 5C or above 38C.

Air Temperature

5. The temperature of the concrete at the point of discharge from transport vehicles

shall be neither less than 10C nor more than 32C.

Concrete Temperature

6. Where required, slab anchors shall be constructed prior to construction of the base. Slab Anchors

C248.30 RATE OF EVAPORATION

1. When the value of Rate of Evaporation, determined from the graph in Figure C248.1, exceeds 0.50 kilograms per square metre per hour the Contractor shall take precautionary measures satisfactory to Council’s Supervising Engineer for the prevention of excessive moisture loss. If, in the opinion of Council’s Supervising Engineer, such precautionary measures prove to be unsatisfactory, the Contractor shall cease work while the evaporation rate is in excess of 0.50 kilograms per square metre per hour.

Evaporation Limit

CONCRETE BASE


2. Should the Contractor elect to use an evaporation retarder to prevent excessive moisture loss, application shall be by fine spray after all finishing operations, except minor manual bull-floating, are complete.

Use of Retarder

3. The Contractor shall be responsible for measuring and recording concrete temperature and wind velocity at the point of concrete placement, and for continuously measuring and recording air temperature and relative humidity at the site throughout the course of the work. The Contractor shall provide and maintain all equipment, and shall provide suitable personnel necessary for all such measuring and recording.


4. The cost of providing and maintaining such equipment, providing suitable personnel and taking precautionary measures for the prevention of excessive moisture loss shall be borne by the Contractor.


The graph shows the effects of air temperature, humidity, concrete temperature and wind velocity together on the rate of evaporation of water from freshly placed and unprotected concrete.

Example:

with air temperature at 27oC

with relative humidity at 40%

with concrete temperature at 27oC

with a wind velocity of 26km/h the rate of evaporation would be 1.6 kg/m2/hour.

To determine the evaporation rate from the graph, enter the graph at the air temperature (in this

case 27oC), and move vertically to intersect the curve for relative humidity encountered - here 40%.

From this point move horizontally to the respective line for concrete temperature - here 27oC. Move

Figure C248.1 - Rate of Evaporation

CONCRETE BASE


vertically down to the respective wind velocity curve - in this case interpolating for 26km per hour - and then horizontally to the left to intersect the scale for the rate of evaporation.

C248.31 MECHANICAL PAVING

1. The mechanical paver shall be a self-propelled machine with a gross operating mass of not less than 4 tonnes per lineal metre of paved width. It shall be capable of paving at a speed of one metre per minute or less as required to enable the continuous operation of the paver and obtain the required degree of compaction. It shall include the following features: -

Paving Machine

(a) An automatic control system with a sensing device to control line and level to the specified tolerances.

(b) Means of spreading the mix uniformly and regulating the flow of mix to the vibrators without segregation of the components.

(c) Internal vibrators capable of compacting the full depth of the concrete.

(d) Adjustable extrusion screed and/or conforming plate to form the slab profile and produce the required finish on all surfaces.

(e) Capability of paving in the slab widths or combination of slab widths and slab depths shown on the Drawings.

2. The mechanical paver shall spread, compact, screed and finish the freshly placed concrete in such a manner that a minimum of finishing by hand will be required. A dense and homogeneous concrete with a surface exhibiting low permeability, shall be provided. It shall be textured in accordance with Clause C248.34.

Concrete Finish

3. The supporting surface for the tracks of the paver, curing machine and any other equipment in the paving and curing train shall be in a smooth and firm condition.

Supporting Surface

4. Once spreading commences, the concrete paving operation shall be continuous. The mechanical paver shall be operated so that its forward progress shall not be stopped due to lack of concrete. If disruptions occur for any reason, Council’s Supervising Engineer may direct that a construction joint be formed before the recommencement of paving operations. The cost of forming such construction joint shall be borne by the Contractor.

Continuity of Paving Operation Contractor’s Cost

5. Where an interruption to paving occurs, which is likely to result in a non-monolithic concrete mass, the Contractor shall form a transverse construction joint in accordance with Clause C248.41.

Interruption to Paving

6. Should subsequent testing at the location of an interruption indicate the presence of non-monolithic concrete, such concrete shall be removed and replaced in accordance with Clauses C248.50, C248.51 and C248.52.

Non-monolithic Concrete

C248.32 HAND PLACING

1. Hand placement shall only be used in areas where mechanical placement is impracticable or where Council’s Supervising Engineer, prior to commencement of work, has approved it.

Restriction

2. Forms shall be so designed and constructed that they can be removed without damaging the concrete and shall be true to line and grade and braced in a substantial and unyielding manner. Forms shall be mortar tight and debonded to ensure non-adhesion of concrete to the forms.

Formwork

3. Concrete shall be delivered in agitator vehicles and shall be deposited uniformly in the forms without segregation. The concrete shall be compacted by poker vibrators and by at least two passes of a hand-guided vibratory screed traversing the full width of the slab on each pass. Any build-up of concrete between the forms and vibratory screed shall be prevented.

Placing in Forms

4. If disruptions occur for any reason, Council’s Supervising Engineer may direct that a Disruption

CONCRETE BASE


construction joint be formed before the recommencement of paving operations. The cost of forming such construction joint shall be borne by the Contractor.

Contractor’s Cost

5. A dense and homogeneous concrete with a surface exhibiting low permeability, shall be provided. It shall be textured in accordance with Clause C248.34.

Concrete Finish

6. Where an interruption to placing occurs, which is likely to result in a non-monolithic concrete mass, the Contractor shall form a transverse construction joint in accordance with Clause C248.41.

Transverse Construction Joint

7. Should subsequent testing at the location of an interruption indicate the presence of non-monolithic concrete, such concrete shall be removed and replaced in accordance with Clauses C248.50, C248.51 and C248.52.

Non-Monolithic Concrete

C248.33 ALIGNMENT AND SURFACE TOLERANCES

(a) Horizontal Alignment Tolerance

1. The outer edges of the base shall be square to the subbase and shall not deviate from the plan position at any point by more than 10 mm.

Outer Edge

2. Where an edge of a slab is to form a longitudinal joint line the allowable horizontal alignment tolerances shall comply with Clause C248.46.

Longitudinal Joint Line

(b) Tolerances and Rideability

1. The tolerance on thickness of the base shall be zero below the specified thickness and in accordance with Clause C248.23 for excess thickness.

Top of Base Level

2. The top surface of the base shall also not deviate from a 3 m straightedge, laid in any direction; by more than 5 mm. Measurements shall be taken at 10 metre intervals in each lane as determined by Council’s Supervising Engineer. Ten measurements shall be taken within each lot in each lane. Notwithstanding this requirement, the surface shall not pond water.

Surface Level

C248.34 TEXTURING OF SURFACE

1. Texturing of the concrete surface may be affected by use of a fine broom or hessian drag. The Contractor shall submit to Council’s Supervising Engineer details of the proposed texturing method and equipment.

C248.35 CURING

1. The base shall be cured by the use of one of the following:

(a) Chlorinated rubber curing compound complying with AS 3799 Class C Type 1D or resin-based curing compound complying with AS 3799 Class B, Type 1D or Type 2, if an asphalt wearing surface is used, or

(b) White pigmented wax emulsion curing compound complying with AS 3799 Class A Type 2, if no asphalt wearing surface is used, or

(c) Bitumen emulsion Grade CRS/170 complying with AS 1160 for either asphalt wearing or no asphalt wearing surface.

Compounds

2. The Contractor shall submit, for the information of Council’s Supervising Engineer, a current Certificate of Compliance from a NATA registered laboratory, approved by Council’s Supervising Engineer, showing an Efficiency Index of not less than 90 per cent when tested in accordance with Appendix B of AS 3799.

Efficiency Index

CONCRETE BASE


3. The curing compound shall be applied using a fine spray immediately following texturing at the rate stated on the Certificate of Compliance or at a minimum of 0.2 litres per square metre, whichever rate is the greater. Bitumen emulsion shall be applied at a minimum rate of 0.5 litres per square metre. When applied with a hand lance the rates shall be increased by 25 per cent.

4. The average application rate shall be checked by the Contractor and certified to Council’s Supervising Engineer by calculating the amount of curing compound applied to a measured area representative of a lot and nominated by Council’s Supervising Engineer.

Application Rate

5. The curing membrane shall be maintained intact for seven days after placing the concrete. Any damage to the curing membrane shall be made good by hand spraying of the affected areas.

Curing Period

6. Equipment and materials for curing operations shall be kept on site at all times during concrete pours.

Equipment on Site


1. The Contractor shall ensure that the temperature of the concrete does not fall below

5C during the first twenty-four hours after placing. The Contractor shall provide, for the information of Council’s Supervising Engineer, details of procedures and equipment proposed to be used for the protection of sections recently placed in the event of low air temperatures. If the Contractor fails to maintain the temperature of the concrete at or above

5C and if, in the opinion of Council’s Supervising Engineer, the concrete exhibits any deficiencies, due to failure to comply with this Specification, the concrete shall be rejected.

Temperature Control

2. The Contractor shall protect the work from rain damage and shall provide, for the information of Council’s Supervising Engineer, detailed proposals for procedures and equipment to be used for such protection.

Rain Protection

3. Neither traffic nor construction equipment, other than that associated with testing, saw cutting, groove cleaning or joint sealing, shall be allowed on the finished base until the joints have been permanently sealed and at least 10 days have elapsed since placing concrete, and the concrete has reached a compressive strength of at least 20MPa.

Traffic Restrictions

C248.37 ODD-SHAPED AND MISMATCHED SLABS

1. A slab is a portion of concrete base bounded by joints or free edges. A slab shall be considered to be odd-shaped if the ratio of the longer dimension to the shorter dimension exceeds 1.6 or if the joint pattern produces an angle of less than 80 degrees between two adjacent sides. Slab dimensions shall be taken as the average dimension measured normal and parallel to the longitudinal joints. Slabs containing blockouts for drainage structures shall be considered as odd-shaped.

Definition

2. Where any joint meets a slab and is not continued across that slab, that slab shall be considered a mismatched slab.

3. Unless otherwise shown on the Drawings, odd-shaped and mismatched slabs shall be reinforced with F82 reinforcing fabric placed with 50 mm to 60 mm cover to the surface of the base. Fabric shall be clear of all transverse and longitudinal joints by 50 mm to 100 mm.

Reinforcing Fabric

C248.38 TERMINAL SLABS

1. Terminal slabs shall be constructed adjoining bridge approach slabs and at changes from a rigid pavement to a flexible pavement. Terminal slabs shall be constructed to the dimensions and details shown on the Drawings.

Position

CONCRETE BASE


C248.39 TRIAL CONCRETE BASE

1. Before the commencement of paving, the Contractor shall construct a trial section of concrete base on the carriageway to demonstrate to Council’s Supervising Engineer the Contractor's capability of constructing base in accordance with the Specification. This section shall be constructed so that it may be incorporated in the finished work.

Location

2. The trial base shall be constructed using the same materials, concrete mix, equipment and methods the Contractor intends to use for the remaining base work. The Contractor shall demonstrate the methods proposed to be used for texturing, the application of curing compound, and the construction and sawing of joints and the placement of tie bars and dowels.

Purpose

3. The trial shall also be used to demonstrate that the Contractor's allowances for concrete strength, compaction and slab thickness are adequate to achieve the minimum requirements specified.

Quality Parameters

4. A trial length of between 100m and 200m for mechanical paving equipment or between 20m and 50m for hand placement is required. The maximum width proposed to be laid shall be constructed in one continuous operation.

Dimensions

5. Unless advised of any deficiencies in the trial concrete base by Council’s Supervising Engineer, due to failure to comply with this Specification, the Contractor may proceed with placing concrete base from a time ten working days after the completion of the trial concrete base or such earlier time as Council’s Supervising Engineer may allow. In the event of deficiencies in the trial concrete base, Council’s Supervising Engineer may order the Contractor to construct a further length of trial concrete base, which shall be treated as the first. If, after three trials, the base still is deficient in some way, Council’s Supervising Engineer may require the Contractor to justify to the satisfaction of Council’s Supervising Engineer why the work should be allowed to continue using that method and/or equipment and/or materials and/or personnel.

Deficiencies in Trial Section

6. Council’s Supervising Engineer shall have the right to call for a new trial section at any stage of work under the contract when changes by the Contractor in the equipment, materials, mix, plant or rate of paving are deemed by Council’s Supervising Engineer to warrant such procedure or when concrete as placed does not comply with this Specification.

New Trial Section

7. Any trial concrete base, which does not comply with the Specification, shall be rejected by Council’s Supervising Engineer and shall be removed by the Contractor in accordance with Clauses C248.50, C248.51 and C248.52.

Non-conformance

JOINTS

C248.40 GENERAL

1. Joints shall be provided at locations indicated on the Drawings or as approved by Council’s Supervising Engineer.

Location

C248.41 TRANSVERSE CONSTRUCTION JOINTS

1. Transverse construction joints shall:

- be provided only at discontinuities in the placement of concrete determined by the Contractor's paving operations.

Location

- not be placed closer than 1.5 m to a transverse contraction joint. Where necessary, Council’s Supervising Engineer shall authorise a change in the spacing and/or skew of transverse contraction joints to ensure that sufficient

CONCRETE BASE


clearance is obtained.

- be constructed normal to the control line and to the dimensions and details shown on the Drawings. The tie bars shall comply with Clauses C248.14 and C248.18.

- be smooth across the joint before texturing.

- not deviate from a 3 metre straight edge placed along the joint by more than 10 mm.

2. Prior to placing adjacent concrete the surface of the concrete shall be roughened to expose coarse aggregate. The roughened surface and the projecting reinforcement shall be washed clean and all excess water and loose material removed.

Placing Adjoining Concrete

C248.42 TRANSVERSE CONTRACTION JOINTS

(a) General

1. Transverse contraction joints shall be continuous across the full width of the base and shall be sawn unless otherwise approved by Council’s Supervising Engineer.

Details

2. Where the concrete base is to be overlaid with asphalt wearing course, Council’s Supervising Engineer may approve the joint to be formed with a suitable plastic joint inducing system.

3. Transverse contraction joints shall be constructed normal to the control line and to the dimensions and details shown on the Drawings. Where necessary, the joint may be skewed to a maximum 1 in 12 to accommodate construction joints and slab anchors.

Skewed Joints

(b) Saw cutting

1. The Contractor shall ensure that saw cutting be conducted between 6 and 24 hours after initial paving so as not to cause excessive ravelling of aggregate adjacent to the cut and so as to prevent cracking of the base concrete other than at the bottom of the 3 mm sawcut. The Contractor shall use the type of blade and equipment and the method of control best suited to the hardness of the concrete being sawn and shall have sufficient standby equipment available on site to maintain continuity of sawing.

Timing and Equipment

2. The line of the transverse contraction joint shall be without any discontinuities. No edge shall deviate from a 3 metre straight edge by more than 10 mm.

Tolerances

3. The surface of the transverse contraction joint shall not exhibit more than 5 mm of vertical or horizontal edge ravelling. The length of edge ravelling shall not be more than 300 mm in any 1 m length of joint on each edge. Saw debris shall be washed from the joint and pavement immediately after sawing.

4. Council’s Supervising Engineer shall reject all sawcuts that do not conform to the requirements of this Clause. Rejected sawcuts may be repaired by a method approved by Council’s Supervising Engineer.

Rejected Sawcuts

(c) Cleaning

1. Immediately after any sawing, the sawcut shall be cleaned of all debris. The cleaning method used shall not damage the sawcut nor leave any substance deleterious to the concrete or to the adhesion of the joint sealants to be used. The method shall incorporate a pressurised liquid or liquid/air jet. Cleaning liquid shall not be gravity fed from tanks.

Debris Removed

(d) Temporary Sealing

CONCRETE BASE


1. Immediately after cleaning following the second sawcut, if the transverse contraction joint is produced by a two-cut operation, the joint shall be temporarily sealed by a continuous closed-cell polyethylene backer rod of diameter shown on the Drawings or as required by Council’s Supervising Engineer.

Material

2. The top of the sealant shall be neither higher than nor more than 10 mm below the concrete surface. The backer rod shall pass over any longitudinal joint seal already in place.

Tolerance

3. The Contractor shall maintain the temporary sealant until the joint is sealed permanently. Damaged or disturbed temporary sealants shall be removed, the transverse contraction joint re-cleaned to the satisfaction of Council’s Supervising Engineer and a new temporary sealant inserted.

Maintenance

(e) Permanent Sealing

(i) General

1. Within ten days of initial sawing and immediately on removal of the temporary sealant, the permanent sealant shall be placed in the joint.

Timing

2. The permanent sealant shall be either a neoprene compression seal or an in situ cast silicone sealant. The Contractor shall submit for the approval of Council’s Supervising Engineer, a full technical description of the proposed sealant including its operating parameters and the method of installation recommended by its manufacturer.

Sealant Quality

(ii) Neoprene Compression Sealants

1. Neoprene compression sealants shall comply with all the requirements of ASTM 2628. Test methods used to determine compliance with these requirements shall include Test Methods T1160, T1161 and T1163.

Standards

2. At least four weeks before installation of the sealant, the Contractor shall submit to Council’s Supervising Engineer a Certificate of Compliance from a NATA registered laboratory showing that the sealant meets all the requirements of ASTM 2628.

Certification of Compliance

3. At the time of installation, the sides of the neoprene sealant shall be coated with a clear or concrete-coloured lubricant compound approved by Council’s Supervising Engineer and complying with ASTM D-2835. The sealant shall be inserted into the joint by means of suitable equipment, which shall not damage the sealant during its insertion. The maximum increase in length of the sealant after installation shall be 5 per cent of original length. Any sealant exceeding 5 per cent extension shall be rejected. The sealant shall be located in the transverse contraction joint in the design orientation without twist or buckle.

Installation

4. The sealant shall be continuous between formed longitudinal joints. Where such a discontinuity occurs, the sealant shall be angle butt jointed by a method approved by Council’s Supervising Engineer. The top of the sealant shall be neither less than 5 mm nor more than 7 mm below the surface of the base and shall overlay any longitudinal sealants.

Tolerances

(iii) Silicone Sealants

1. Silicone sealants shall be formed using a silicone joint sealant complying with the requirements listed in Table C248.6. At least four weeks before the installation of the sealant, the Contractor shall submit to Council’s Supervising Engineer a Certificate of Compliance, from a NATA registered laboratory, showing that the sealant meets all the requirements of Table C248.6.

Certificate of Compliance

2. The silicone joint sealant shall be grey in colour and shall be stored and installed in accordance with the manufacturers written instructions. Installation of a silicone sealant shall take place only when the sidewalls of the groove have been grit blasted and are surface dry.

Installation

CONCRETE BASE


3. Immediately before introducing the silicone sealant into the groove, any foreign or disturbed material shall be cleaned from the joint and from the top of the backer rod by dry air jet. The backer rod shall then be depressed to the depth such that the bottom of the silicone sealant shall be at the planned location and of the correct shape.

Action Before Sealing

4. If the backer rod is damaged in any way it shall be replaced for the full length of the joint.

5. The method to be used for permanent sealing with silicone sealant shall be approved by Council’s Supervising Engineer before permanent sealing commences. Notwithstanding any approval given by Council’s Supervising Engineer to a proposed method, the Contractor shall be responsible for producing a permanent seal complying with all requirements of this Specification.


Test Method Test Requirements

ASTM-D-792 Specific Gravity 1.1 to 1.55

MIL-S-8802 Extrusion Rate 90 to 250 g per min

MIL-S-8802 Tack Free Time 30 to 70 min

ASTM D 2240 Durometer 10 to 25

T1192

T1193

Durability Extension to 70% Compression to 50%

ASTM C794 Adhesion to Concrete 35N minimum average peel strength

ASTM C 793-7 Accelerated Weathering at 5,000 hours

No cracks, blisters or bond loss

Table C248.6 - Silicone Joint Sealant Requirements.

C248.43 TRANSVERSE ISOLATION JOINTS

1. Transverse isolation joints shall be provided at bridge approach slabs and at slab anchors where shown on the Approved Drawings or as directed by Council’s Supervising Engineer.

Location

2. Transverse isolation joints shall be continuous across the full width of the base normal to the control line and shall be constructed in accordance with the Drawings.

Construction

3. Transverse isolation joints shall not be placed closer than 2.0 m to other transverse joints. Where necessary, Council’s Supervising Engineer shall authorise a change in the spacing and/or skew of adjacent transverse contraction joints to ensure that sufficient clearance is obtained.

Spacing

4. Joint filler shall comply with RTA Specification 3204 and joint sealant with the silicone sealant requirements of Clause C248.42. They shall be installed in accordance with the Drawings and in a manner conforming to the manufacturers recommendations except that reference to backer rods shall not apply.

Standards

5. The line of the isolation joint shall not deviate from a 3m straightedge more than 10mm.

Tolerance

C248.44 LONGITUDINAL TIED JOINTS

(a) General

CONCRETE BASE


1. Longitudinal tied joints shall be provided at the locations shown on the Drawings or where directed by Council’s Supervising Engineer. The joints shall be parallel to the control line and/or to the dimensions and details shown on the Drawings.

Location

2. Longitudinal tied joints shall be formed or induced either by sawing or by machine insertion of a crack inducer ribbon.

Formation

3. The ties shall be 12 mm diameter deformed steel bars Grade 400Y, 1 metre long and shall be inserted in accordance with Clause C248.18. Tie bars shall be located and spaced as shown on the Drawings. All parts of any tie bar shall lie within 50 mm of its designed position. Tie bars shall be omitted within 500 mm of a transverse joint. The epoxy to be used when installing tie bars in existing concrete shall be hydrophilic epoxy resin. The setting system used shall develop anchorage strength at least 85 per cent of the yield strength of the bar.

Ties

4. The line of longitudinal tied joints shall not deviate from the designed position at any point by more than 10 mm. The line shall also not deviate from a 3 m straightedge by more than 10 mm having made due allowance for any planned curvature.

Tolerances

5. Where the longitudinal tied joint is formed or slip-formed, the joint face shall be corrugated in accordance with the details shown on the Drawings.

Corrugated Joint Face

6. Where the multi-lane width is greater than 18 m, a longitudinal isolation joint shall be constructed at each location shown on the Drawings and in accordance with Clause C248.46.

Isolation Joint

(b) Sawn-Induced Joints

1. Sawn longitudinal tied joints shall be provided to the dimensions shown on the Drawings. Saw cutting shall comply with Clause C248.42 (b).

Location

2. Within twenty-four hours of sawing, the longitudinal tied joint shall be thoroughly cleaned of all debris and a neoprene backing rod shall be inserted in accordance with the details shown on the Drawings.

Sealant Quality

3. The sealant shall be coated with a lubricant-adhesive compound approved by Council’s Supervising Engineer. The compound shall have a colour compatible with the pavement colour. The sealant shall be inserted into the groove by means of suitable equipment, which shall not damage the sealant during insertion. The maximum increase in length of the sealant after installation shall be 10 per cent of the original length; otherwise the sealant shall be rejected.

Sealant Insertion

4. Joints in the sealant shall be kept to a minimum and shall be cemented together by an adhesive recommended by the Manufacturer. The top of the sealant shall be neither less than 5 mm nor more than 7 mm below the surface of the base, except where the sealant is depressed to lie under the transverse joint sealant.

Sealant Joints

(c) Ribbon-Induced Joints

1. Ribbon-induced longitudinal tied joints shall be provided to the dimensions and details shown on the Drawings. The inducer ribbon shall be machine-inserted so that the top of the ribbon does not protrude above the surface of the base, nor shall it lie below the surface of the base by more than 3 mm.

Location and Insertion

2. The inducer ribbon shall be a minimum of 0.5 mm thick. When placed, it shall be within 5

o of the vertical plane. Inducer ribbon which curls on placement and when cut in the

base is found to be curved in transverse section by more than 3 mm from straight shall be rejected.

Finish

3. At transverse construction joints, the inducer ribbon shall be carried through the joint sufficiently to allow a connection by strong stapling, or other method approved by Council’s Supervising Engineer, to the inducer ribbon to be used on the other side of the joint. When

Join in Ribbon

CONCRETE BASE


a join is necessary in the inducer ribbon during paving, the inducer ribbon on the new spool shall be similarly joined to the tail of the inducer ribbon on the old spool.

(d) Treatment of Sawn Longitudinal Tied Joints Prior to Asphalt Overlay

1. Where asphalt surfacing over sawn longitudinal tied joints is specified, the sealant shall be depressed to a depth below the concrete surface of not less than 10 mm and, following thorough cleaning, the joint shall be sealed flush with the concrete surface with a bituminous rubber compound, approved by Council’s Supervising Engineer, compatible with the narrow groove.

Bituminous Rubber Compound

C248.45 LONGITUDINAL JOINT WITH KERB AND/OR GUTTER

1. Where kerbs and/or gutters are to be constructed within the shoulder of a concrete base, they shall be formed directly onto the concrete subbase and they may be cast either integrally with the concrete base or separately.

Form

2. Where constructed separately, they shall be tied to the concrete base by deformed steel tie bars Grade 250S or 400Y 12 mm diameter 1000 mm long at 1 m centres.

Tie Bars

3. The longitudinal joint shall be constructed parallel to the control line (parallel to the centre line for ramps) and to the dimensions shown on the Drawings. The tie bars shall be inserted in accordance with the Drawings and Clause C248.18.

Location

4. The face of the longitudinal joint need not be scabbled and the joint need not be sealed.

Face of Joint

5. The line of the longitudinal joint shall be constructed to the tolerances specified for longitudinal tied joints in accordance with Clause C248.44.

Tolerances

6. The construction of kerb and/or gutter shall be in accordance with Specification C224 - OPEN DRAINS INCLUDING KERB AND GUTTER regardless of method of construction except that the strength of the concrete used in the kerb and/or gutter shall be 36 MPa.

Specification

C248.46 LONGITUDINAL ISOLATION JOINTS

1. Longitudinal isolation joints shall be provided where shown on the Drawings or where directed by Council’s Supervising Engineer.

Location

2. The line of the longitudinal isolation joint shall not deviate from the specified position by more than 10 mm. The line of the joint shall not deviate from a 3 metre straight edge by more than 10 mm.

Tolerances

3. The joint filler shall consist of preformed jointing material of bituminous fibreboard and the joint sealant shall comply with the silicone sealant requirements of Clause C248.42. They shall be installed in accordance with the Drawings and in a manner conforming to the manufacturer's recommendations except that reference to backer rods shall not apply.

Filler and Sealant

SLAB ANCHORS

C248.47 GENERAL

1. Slab anchors shall be constructed normal to the control line, to the dimensions and at the locations shown on the Drawings.

Location

2. Slab anchors shall extend over the full width of the base and the associated transverse expansion joint shall not be placed closer than 2.0 m to other transverse joints. Where necessary, Council’s Supervising Engineer shall authorise a change in the spacing of transverse contraction joints to ensure that this minimum clearance is obtained.

Transverse Joint

CONCRETE BASE


C248.48 EXCAVATION

1. Excavation of trenches for slab anchors shall be to the dimensions and details shown on the Drawings.

Dimensions

2. All loose material shall be removed and the vertical faces trimmed to neat lines. The bottom of the trench shall be re-compacted, where required, to the degree of consolidation of the adjacent undisturbed material.

Trim and Consolidate

3. The Contractor shall dispose of excavated material at locations approved by Council’s Supervising Engineer.

Spoil

4. Where a slab anchor is required at the junction of an existing flexible pavement, a straight sawcut to the full depth of the asphaltic concrete or bituminous seal shall be made in the flexible pavement along the joint line. Excavation of the trench shall then take place as described above without disturbance or damage to the existing flexible pavement. Any disturbance or damage to the flexible pavement shall be made good as directed by Council’s Supervising Engineer.

Adjacent to Flexible Pavement

5. The cost of making good any disturbance or damage to the flexible pavement shall be borne by the Contractor.

Contractor’s Cost

6. A subsoil drain shall be provided at the bottom of the trench, in accordance with Specification C231 - SUBSOIL AND FOUNDATION DRAINS and details shown on the Drawings.

Sub-Soil Drains

C248.49 CONCRETE

1. Concrete for slab anchors shall be produced, transported and placed in accordance with the requirements for hand-placed base concrete.

Slab Anchors

2. Slab anchors shall be poured separately from the base slabs to the dimensions and details shown on the Drawings up to the top surface of the subbase.

Detail

3. A transverse isolation joint shall be provided on the downhill side of the slab anchor. Isolation Joint

4. Steel reinforcement in slab anchors shall be of the type and size shown on the Drawings and shall be supplied and fixed in accordance with Clauses C248.14 and C248.18 of the Specification.

Steel Reinforcement

5. Bridge approach slabs, if not in the bridge contract, shall be constructed at bridge abutments to the dimensions and details shown on the Drawings and in accordance with the requirements for base concrete.

Bridge Approach Slabs

REMOVAL AND REPLACEMENT OF BASE

C248.50 GENERAL

1. Where directed by Council’s Supervising Engineer, rejected base shall be removed and replaced in accordance with this Clause. Rejected base, which extends more than 25 m longitudinally, shall be replaced by mechanical means unless the slabs are odd-shaped or mismatched. Replacement shall be in full slab widths between longitudinal joints and/or external edges.

Replacement Method

2. At least seven days before the commencement of base removal, the Contractor shall submit, for the approval of Council’s Supervising Engineer, details of the proposed methods of carrying out the work, which shall be such as to prevent damage to the adjoining base and the underlying subbase.

Details

CONCRETE BASE


3. The cost of all work and materials under this Clause shall be borne by the Contractor.

Contractor’s Cost

C248.51 REMOVAL AND DISPOSAL OF BASE

1. At each end of the section of base to be removed, a transverse sawcut shall be made for the full depth of the base layer. Such transverse sawcuts shall be normal to the control line and not closer than 1.5 m to an existing contraction joint in the base. No over sawing into the adjoining base or underlying subbase shall be permitted.

Transverse Sawcut

2. Longitudinal sawcuts shall be made along existing longitudinal joints to define the edges of the base section to be removed. Such longitudinal sawcuts shall not extend more than 250 mm past the transverse sawcut at each end of the section to be removed and shall not extend into the underlying subbase.

Longitudinal Sawcuts

3. No over sawing shall be permitted on any additional internal sawcuts the Contractor may make to aid the removal of the base.

Oversawing

4. The Contractor shall dispose of the removed base slabs at locations that are acceptable to Council’s Supervising Engineer and the Local Government Authority.

Disposal

5. Any slab, adjoining the removed slabs, damaged by the Contractor's operations shall also be removed and replaced in accordance with this Clause.


C248.52 REPLACEMENT OF BASE

1. Before construction of the replacement base, the subbase shall be prepared and de-bonded in accordance with Specification C247 - MASS CONCRETE SUBBASE.

Subbase Preparation

2. All work involved in the replacement of base shall comply with the Specification, including the following additional requirements: -

Additional Requirements

(a) The joint faces on the adjoining slab at the transverse sawcuts shall be deeply scabbled below the top 25 mm, which shall be left smooth. Tie bars shall be provided to form a transverse construction joint in accordance with Clause C248.41.

(b) Transverse contraction joints shall be continuous across the full width of the base containing the replaced section. The length of the joint across the full width of the base shall be sealed with the same sealant as in adjacent work and in accordance with Clause C248.42.

(c) The lower two-thirds of the depth of the longitudinal joint faces shall be deeply scabbled and any concrete considered to be unsound by Council’s Supervising Engineer shall be removed. A crack inducer ribbon shall be attached to the surface of any formed longitudinal joint in the replacement base and tie bars provided to form a longitudinal tied joint in accordance with Clause C248.44.

(d) Tie bars placed into hardened concrete shall be set by the use of a hydrophilic epoxy resin. The setting system used shall develop anchorage strength at least 85 per cent of the yield strength of the bar.

(e) Neither traffic nor construction equipment other than that associated with testing, saw cutting, groove cleaning or joint sealing shall be allowed on the section of base containing the replacement base until the joints have been permanently sealed and at least ten days have elapsed since placing replacement base concrete or the concrete has reached a compressive strength of at least 20MPa.

CONCRETE BASE






Clause

1. Aggregates a. General

Mass of the total aggregates in concrete mix shall consist of at least 40% quartz sand

C248.08a

b. Fine Aggregate

(i) Grading To be within the limits as per Table C248.2 and shall not deviate from Proposed Grading by more than amounts in Table C248.2

C248.08b

(ii) Wet Strength Not less than 80kN for any fraction

and/or constituent C248.08c

(iii) 10% Fines Wet/Dry

Variation Not to exceed 35% for any fraction and/or constituent

C248.08c

(iv) Soundness The loss in mass when tested with

sodium sulphate to be less than 9% for any constituent

C248.08c

(v) Particle Shape The proportion of misshapen

particles (2:1 ratio) to be less than 35%

C248.08c

(vi) Fractured Faces At least 80% by mass of the particles

shall have two or more fractured faces

C248.08c

2. Concrete Quality a. Cement Content

At least 270kg per yielded cubic metre of concrete

C248.09

b. Flyash Not greater than 50kg per yielded

cubic metre of concrete C248.09

c. Compressive Strength The minimum 28 day compressive

strength shall be 36.0 MPa C248.10

d. Shrinkage Not to exceed 450 microstrain after 3

weeks of air drying C248.11

2. Concrete Quality (Cont'd) d. Consistency

Nominated slump shall be neither less than 30mm nor more than 40mm for mechanically placed concrete. It shall be neither less than 55mm nor more than 65mm for hand placed concrete.

C248.12

e. Air content Shall not be less than 4% nor more C248.13

CONCRETE BASE



Clause

than 7% when discharged from the transport vehicle ready for placement

3. Concrete Mixing and

Transport

After addition of cement to the aggregate, concrete shall be incorporated into the work within: (i) One and a half hours where

transported by truck mixer or agitator.

(ii) One hour where transported by non-agitating trucks.

C248.26

4. Concrete Placing Concrete shall not be placed when the air temperature in the shade is below 5

oC or above 38

oC. The

temperature of the concrete shall be neither less than 10

oC nor more than

32oC.

C248.29

Where the value of Rate of

Evaporation exceeds 0.50kg per square metre per hour, the Contractor shall cease work.

C248.30

5. Alignment and Surface a. Horizontal Alignment

The outer edges of the base shall not deviate from the plan position at any point by more than 10mm.

C248.33a

b. Surface Level The level at any point on the top of

the base shall not vary by more than +10mm or -0mm from that shown on the Drawings or as directed by Council’s Supervising Engineer. The top surface of the base shall not deviate from a 3m straightedge, laid in any direction, by more than 5mm.

C248.33b

6. Concrete Protection a. Temperature

The temperature of the concrete shall not be permitted to fall below 5

oC

during the first twenty-four hours after placing.

C248.36

7. Joints a. Transverse Construction

The line of the transverse construction joints shall not deviate from a 3m straightedge placed along the joint by more than 10mm.

C248.41

b. Transverse

Contraction (i) May be reduced locally to a

skew of 1 in 12 to accommodate construction joints and slab anchors.

(ii) No edge shall deviate from a 3m

straightedge by more than 10mm.

(iii) The surface of the transverse

C248.42

CONCRETE BASE



Clause

contraction joint shall not exhibit more than 5mm of vertical or horizontal edge ravelling. The length of edge ravelling shall not be more than 300mm in any 1m length of joint on each edge.

(iv) Temporary Sealing - the top of

the sealant shall be neither higher than nor more than 10mm below the concrete surface.

(v) Permanent Sealing The top of the sealant shall be

neither less than 5mm nor more than 7mm below the surface of the base.

c. Transverse Isolation The line of the transverse expansion

joint shall not deviate from a 3m straight edge more than 10mm.

C248.43

7. d. Longitudinal Tied

Joints (i) All parts of any tie bar shall be

within 50mm of its designed position.

(ii) The line of longitudinal tied joints

shall not deviate from the designed position at any point by more than 10mm. The line shall also not deviate from a 3m straightedge by more than 10mm having made due allowance for any planned curvature.

(iii) For Sawn-Induced joints, the

maximum increase in length of the sealant after installation shall be 10% of the original length. The top of the sealant shall be neither less than 5mm nor more than 7mm below the surface of the base.

(iv) For Ribbon-Induced joints, the

inducer ribbon shall be a minimum of 0.5mm thick and when placed it shall be within 5

o

of the vertical plane.

C248.44

e. Longitudinal Isolation

Joints The line of the longitudinal isolation joint shall not deviate from the specified position by more than 10mm. The line of the joint shall not deviate from a 3m straightedge by more than 10mm.

C248.46

8. Slab Anchors Not placed closer than 2.0m to C248.47

CONCRETE BASE



Clause

transverse joints (other than associated transverse expansion joints).


CONCRETE BASE



C248.54 RESERVED

C248.55 RESERVED

C248.56 RESERVED

C248.57 RESERVED

C248.58 RESERVED

CONCRETE BASE


SEGMENTAL PAVING



C254

SEGMENTAL PAVING

SEGMENTAL PAVING


SPECIFICATION C254 : SEGMENTAL PAVING

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 3

C254.01 SCOPE ..............................................................................................................................................3

C254.02 TERMINOLOGY ...............................................................................................................................3

C254.03 CHOICE OF PAVER TYPE, SHAPE, CLASS AND LAYING PATTERN ........................................4


MATERIALS ............................................................................................................................... 5

C254.05 GENERAL .........................................................................................................................................5

C254.06 CONCRETE SEGMENTAL PAVING UNITS ...................................................................................5

C254.07 CLAY SEGMENTAL PAVING UNITS ..............................................................................................6

C254.08 BEDDING SAND ...............................................................................................................................6

C254.09 JOINT FILLING SAND ......................................................................................................................6

C254.10 CONCRETE FOR EDGE RESTRAINTS .........................................................................................7

CONSTRUCTION ...................................................................................................................... 7

C254.11 SUBGRADE PREPARATION ..........................................................................................................7

C254.12 SUBBASE .........................................................................................................................................7

C254.13 BASE .................................................................................................................................................7

C254.14 EDGE RESTRAINTS ........................................................................................................................8

C254.15 SAND BEDDING COURSE ..............................................................................................................8

C254.16 LAYING PAVING UNITS ..................................................................................................................8

C254.17 BEDDING COMPACTION ................................................................................................................9

C254.18 FILLING JOINTS ...............................................................................................................................9

C254.19 PROTECTION OF WORK ............................................................................................................ 10

C254.20 OPENING TO TRAFFIC ................................................................................................................ 10


SEGMENTAL PAVING




C254.22 RESERVED ................................................................................................................................... 12

C254.23 RESERVED ................................................................................................................................... 12

C254.24 RESERVED ................................................................................................................................... 12

C254.25 RESERVED ................................................................................................................................... 12

C254.26 RESERVED ................................................................................................................................... 12

ANNEXURES

C254-A LAYING PATTERNS

SEGMENTAL PAVING


SPECIFICATION C254 : SEGMENTAL PAVING

GENERAL

C254.01 SCOPE

1. This Specification covers the construction of both clay masonry and concrete segmental paving for road pavements medians, traffic islands, driveways, cycleways, footpaths and other pedestrian areas.

2. The work to be executed under this Specification consists of the supply, placement and compaction of segmental paving units including the provision of sand bedding course and joint filling sand, over bound or unbound base and/or subbase layer/s.

3. This Specification should be read in conjunction with the appropriate Specifications for the construction of the base and subbase layers beneath the segmental paving, i.e. C242 - FLEXIBLE PAVEMENTS and C247 - MASS CONCRETE SUBBASE.

C254.02 TERMINOLOGY

1. Concrete segmental paving units are units of not more than 0.09 square metres in gross plan area, manufactured from concrete, with plain or dentated sides, with top and bottom faces parallel and with or without chamfered edges.

Size

2. Concrete paving units are identified by shape as being one of the following types:

Shape Type A

Dentated chamfered units which key into each other on four sides, are capable of being laid in herringbone bond, and by their plan geometry, when interlocked, resist the spread of joints parallel to both the longitudinal and transverse axes of the units.

Concrete Pavers

Shape Type B

Dentated units which key into each other on two sides, are not (usually) laid in herringbone bond, and by their plan geometry, when keyed together, resist the spread of joints parallel to the longitudinal axes of the units and rely on their dimensional accuracy and accuracy of laying to interlock on the other faces.

Shape Type C

Units which do not key together and which rely on their dimensional accuracy and accuracy of laying to develop interlock.

Shape Type X

Units which may or may not conform to the above definitions but which are designed to have specific characteristics to provide interlock.

3. Clay masonry pavers are manufactured from clay, shale or argillaceous materials, which may be mixed with additives. Clay pavers may have square, bevelled (chamfered), rounded or rumbled edges. They are generally rectangular in shape, with the length twice the width, plus 2mm.

Clay Pavers

4. Clay pavers shall be Class 4. Classification

5. Laying patterns of paving units are identified as being Herringbone, Basket Weave Pattern

SEGMENTAL PAVING


or Stretcher as shown in Annexure C254-A. Each of these may be laid at either 90o or 45

o

to the line of edge restraints. A variation of Stretcher is the Zig-Zag Running Bond, also shown in Annexure C254-A.

C254.03 CHOICE OF PAVER TYPE, SHAPE, CLASS AND LAYING PATTERN

1. The choice of concrete or clay segmental paving units, the paver dimensions, class, shape and laying pattern shall be as shown on the Drawings.

Type

2. If not otherwise specified, concrete paving units for road pavements shall be Shape Type A concrete paving units, 80mm thick, and laid in a herringbone pattern.

Concrete

3. If not otherwise specified, clay pavers for road pavements shall be Class 4, minimum 65mm nominal thickness, and laid in a herringbone pattern.

Clay




(a) Council Specifications C213 - Earthworks C224 - Open Drains including Kerb and Gutter C241 - Stabilisation C242 - Flexible Pavements C247 - Mass Concrete Subbase C271 - Minor Concrete Works

(b) Australian Standards AS 1141.11 - Particle size distribution by dry sieving. AS/NZS 4455 - Masonry Units & Segmental Pavers.

(c) Concrete Masonry Association of Australia Specifications T44 - Concrete Segmental Pavements - Guide to Specifying. T45 - Concrete Segmental Pavements - Design Guide for

Residential Access Ways and Roads. T46 - Concrete Segmental Pavements - Detailing Guide.

(d) Clay Brick and Paver Institute Specifications Paver Note 1 - Specifying and Laying Clay Pavers

(e) RTA Specifications 3204 - Preformed Joint Fillers for Concrete Road Pavements and

Structures

SEGMENTAL PAVING


MATERIALS

C254.05 GENERAL

1. The Contractor shall submit details of all proposed segmental paving materials, including bedding sand and joint filling sand. These details shall be submitted to the Council’s Supervising Engineer for approval supported with test results from a nominated NATA registered laboratory, confirming that the constituents comply with the requirements of this Specification.

Details Required

2. No material shall be delivered until the Council’s Supervising Engineer has approved the sources of supply. Such approval shall not relieve the Contractor of any responsibility for supplying materials that comply with this Specification.

Superinten-dent's Approval

C254.06 CONCRETE SEGMENTAL PAVING UNITS

1. Concrete segmental pavers shall comply with the requirements of T44, T45, T46 and AS/NZS 4455 for each area of application.

Specification

2. Unless otherwise indicated, concrete paving units for all road and driveway pavements shall be 80mm thick with a minimum 28 day characteristic compressive strength of 45MPa, as determined in accordance with MA20.

Strength

2. The material requirements for concrete pavers for each application, derived from T44, are shown in Table 254.1.

Requirements

Table 254.1

Material Requirements for Concrete Segmental Pavers

Application Characteristic breaking load

3

(kN)

Characteristic flexural strength

3

(MPa)

Minimum Thickness (mm)

Shape

4

(type)

Dimensional deviations (Category - AS 4455)

Abrasion resistance (mean abrasion index)

Residential Driveways Light Traffic Medium Traffic

1

3 5

2 3

No limit No limit

Any Any

DPA1 or DPB1 DPA1 or DPB1

7 7

Public Footpaths Low Volume High Volume and Pedestrian Malls

1

5 5

3 3

No limit No limit

Any

Any

DPB2

DPB2

5

3.5

Roads

4

Minor Local and Collector Distributor

5 5 5

3 3 3

80 80 80

Any Any A

DPB2 DPB2 DPB2

5 5 5

Industrial Pavements

2

10 4 80 A DPB3 7

SEGMENTAL PAVING


Notes: 1. Capable of taking occasional 8.2-t axle loads.

2. The resultant joint width is a combination of paver dimensional deviation and laying procedures.

3. At 28 days.

4. Interlocking shapes offer superior performance in road applications.

3. The pavers shall meet the requirements for the relevant application given in Table 254.1 when tested in accordance with the following test methods:

characteristic breaking load AS/NZS 4456.5

characteristic flexural strength AS/NZS 4456.5

Minimum thickness Not Applicable

Shape type Not Applicable

Dimensional deviations AS/NZS 4456.3

Abrasion resistance AS/NZS 4456.9

Test Methods

C254.07 CLAY SEGMENTAL PAVING UNITS

1. Clay segmental pavers shall comply with the requirements of Part 1 - Specifying Clay Pavers of Paver Note 1 - 'Specifying and Laying Clay Pavers' and with the requirements of AS/NZS 4455.

Specification

2. The abrasion resistance as determined by the SCC Abrasion Test (Paver Note1) shall conform to the recommended characteristic abrasion losses contained in Paver Note 1.

Abrasion Resistance

C254.08 BEDDING SAND

1. The bedding sand shall be well-graded sand, consisting of clean, hard, uncoated grains uniform in quality, generally passing a 4.75mm sieve. The bedding sand shall be from a single source or blended to achieve, when tested in accordance with AS 1141.11, the following grading:

Grading

AS Sieve % Passing 9.52mm 100 4.75 95 - 100 2.36 80 - 100 1.18 50 - 85

600m 25 - 60 300 10 - 30 150 5 - 15 75 0 - 10

2. The sand shall be of uniform moisture content when spread. It shall be covered when stored on site to protect it from rain penetration.

Protection

3. The bedding sand shall be free of deleterious soluble salts or other contaminants that may cause, or contribute to, efflorescence.

Cleanliness

C254.09 JOINT FILLING SAND

1. The joint filling sand shall be well graded passing a 2.36mm sieve, and when tested in accordance with AS 1141.11, having the following grading:

Grading

AS Sieve % Passing 2.36mm 100 1.18 90 - 100

SEGMENTAL PAVING


600m 60 - 90 300 30 - 60 150 15 - 30 75 5 - 10

2. The sand shall be dry when spread. It shall be covered when stored on site to protect it from rain penetration.

Protection

3. The sand shall be free of deleterious soluble salts or other contaminants. Cleanliness

4. Sand used for bedding is not suitable for joint filling.

C254.10 CONCRETE FOR EDGE RESTRAINTS

1. Concrete supplied and placed for the construction of edge strips shall comply with Specification C271 - MINOR CONCRETE WORKS.

Specification

2. Unless otherwise indicated on the Drawings, or where kerb and/or gutter provide the edge restraint, the concrete used for edge restraints shall have a minimum 28-day characteristic compressive strength of 32MPa for edge restraints to paving units on road pavements and 25MPa for edge restraints elsewhere.

Strength

CONSTRUCTION

C254.11 SUBGRADE PREPARATION

1. The subgrade shall be formed to the required depth below finished surface level as shown on the Drawings in accordance with Specification C213 - EARTHWORKS.

Levels

2. The finished subgrade foundation for the provision of subbase and/or base shall be subject to the approval of the Council’s Supervising Engineer.


C254.12 SUBBASE

1. Where shown on the Drawings a subbase or working platform shall be constructed in accordance with the relevant Specifications C241 - STABILISATION, C242 - FLEXIBLE PAVEMENTS, or C247 - MASS CONCRETE SUBBASE.

Specifications

2. The subbase shall be constructed to the specified thickness and depth below finished surface level and to the design grade and crossfalls of the finished surface.

Levels

3. The finished subbase shall be subject to the approval of the Council’s Supervising Engineer.


C254.13 BASE

1. The base shall be constructed to the specified thickness and depth below finished surface level, and to the design grade and crossfalls of the finished surface, as shown on the Drawings in accordance with Specification C242 - FLEXIBLE PAVEMENTS.

Levels

2. The base course shall extend in width to at least the rear face of all new edge restraints.

Extent

3. Notwithstanding the finished level tolerances contained within Specification C242 - FLEXIBLE PAVEMENTS for base of ± 10mm of design levels, the level on the finished surface of the base course for road pavements to be overlain with segmental paving shall be trimmed to within + 10mm or - 0mm of design levels. The deviation from a 3m long straight

Tolerances

SEGMENTAL PAVING


edge placed anywhere and laid in any direction on the top surface of the base course for all segmental paving shall not exceed 10mm. Sand bedding material shall not be used as a levelling material to compensate for base finishing outside the above tolerances.

4. The finished surface of the base shall drain freely without ponding. Free Drainage

5. The finished base shall be subject to the approval of the Council’s Supervising Engineer.


C254.14 EDGE RESTRAINTS

1. Edge restraints in the form of Kerb and/or Gutter or Edge Strips shall be constructed along the perimeter of all segmental paving as shown on the Drawings. Concrete Kerb and/or Gutter and Edge Strips shall be constructed in accordance with Specifications C224 - OPEN DRAINS INCLUDING KERB AND GUTTER and C271 - MINOR CONCRETE WORKS.

Requirements

2. Faces of edge restraints abutting paving units shall vertical.

3. Edge restraints shall be supported on compacted base and/or subbase of the thickness as shown on the Drawings. Where not otherwise specified or indicated, the minimum thickness of compacted base beneath the edge restraints shall be 100mm adjacent to road pavements and medians, and 50mm elsewhere.

Support

4. Unless otherwise shown on the Drawings, contraction joints, 20mm depth shall be formed every 5m of edge restraint length.

Joints

5. After the concrete has hardened and not earlier than three days after placing, unless otherwise directed by the Council’s Supervising Engineer the spaces at the back of the edge restraint shall be backfilled with earth, compacted in layers not greater than 150mm thick, then topsoiled to meet surrounding of design levels.

Back

Filling

C254.15 SAND BEDDING COURSE

1. The sand bedding course shall be spread in a single uniform layer and screeded in a loose condition to the nominated design profile and levels plus that necessary to achieve a uniformly thick nominal 20-25mm layer following final compaction of the segmental paving.

Allowance Levels

2. Any depressions in the screeding sand exceeding 5mm shall be loosened, raked and re-screeded before laying paving units.

Depressions

3. For the manual placing of paving units, the bedding sand shall be maintained at a uniform loose density. For mechanised laying, the bedding sand shall be uniformly and firmly, but not fully, compacted.

Compaction

4. Screeded sand left overnight of subject to rain shall be checked for level and re-screeded where necessary before paving units are placed. The sand shall not be screeded more than two metres in advance of the laying face at the completion of work on any day.

Screeding

C254.16 LAYING PAVING UNITS

1. Paving units shall be uniformly placed on the screeded sand bedding to the nominated laying pattern. Paving units shall be placed so that they are not in direct contact with each other and shall have uniform 3mm nominal joint widths.

Joints

2. The first row shall be located next to an edge restraint or an established straight line, and laid at a suitable angle to achieve the required orientation of paving units in the completed pavement.

Sequence

SEGMENTAL PAVING


3. In each row, full units shall be laid first. Edge or closer units shall be neatly cut using a paver scour, or mechanical or hydraulic guillotine, and fitted subsequently. Cut pieces of paving units which are smaller in size than one quarter of a full block shall not be used.

Odd Shapes

4. Manholes, drainage gullies and similar penetrations through the pavement shall be finished against the paving with a concrete surround or apron designed to suit and fit the laying pattern, otherwise complying with the requirements for edge restraints.

Penetrations

5. Where pavers are placed over an isolation, contraction or expansion joint in an underlying concrete pavement, a joint is to be provided in the pavers. The joint shall consist of 10mm thick preformed joint filler in accordance with RTA Specification 3204.

Formed Joints

6. Any foot or barrow traffic shall use boards overlaying paving to prevent disturbance of units prior to compaction. No other construction traffic shall be allowed on the pavement prior to compaction and provision of joint filling sand.

Construction Traffic

7. On completion of subsequent bedding compaction and joint filling operations, no more than 10 per cent of joints along any 10 metre line along a major axis of the laying pattern shall have widths outside the range 2-4mm.

Tolerance

C254.17 BEDDING COMPACTION

1. After laying the paving units the sand bedding shall be fully compacted and the surface brought to design levels and surface profiles by not less than two passes of a high frequency low amplitude plate compactor, which covers at least 12 units. Compaction shall continue until lipping between adjoining units has been eliminated.

Compaction

2. Any units, which are structurally damaged during bedding compaction, shall be removed and replaced. The pavement shall then be recompacted for at least one metre surrounding each replacement unit.

Damage

3. The paving operations shall be arranged so that the use of the plate compactor proceeds progressively behind the laying face without undue delay, and such that compaction is completed prior to cessation of construction activity on any day. Compaction shall not be attempted within one metre of the laying face except on completion of the pavement against an edge restraint.

Progressive Compaction

4. The finished surface level shall not vary from the design level at any point laid in any direction, by more than 6mm. Notwithstanding this, the finished surface of the segmental paving, including where the paving abuts an edge restraint other than a drainage inlet, shall not deviate from the bottom of a 3m straight edge laid in any direction, except at grade changes, by more than 6mm.

Finished Levels

5. The channels formed between abutting chamfered units shall finish with their inverts not less than 5mm nor more than 10mm above adjacent drainage inlets.

Drainage Inlets

6. All compaction shall be complete and the pavement shall be brought to design profiles before spreading or placing sand filling in the joints.

Joint Filling

C254.18 FILLING JOINTS

1. As soon as practicable after bedding compaction, and in any case prior to termination of work on any day, dry sand for joint filling shall be spread over the pavement and the joints filled by brooming.

Timing

2. To ensure complete filling of the joints, both the filling sand and paving units shall be as dry as practicable when sand is spread and broomed into the joints.

Condition

3. The pavement shall then receive one or more passes of a plate compactor and the Process

SEGMENTAL PAVING


joints then refilled with sand, with the process then repeated sufficiently to ensure that the joints are completely filled.


1. Other than wheeled trolleys, forklifts and cluster-clamp vehicles, construction and other traffic shall not use the pavement until bedding compaction and joint filling operations have been completed.

Restricted Use

C254.20 OPENING TO TRAFFIC

1. As soon as practicable after the filling of joints, construction vehicles may use the pavement, and should be encouraged to traverse the greatest possible area of pavement to assist in the development of 'lock-up'.

No Tracking

2. Excess joint filling sand shall be removed prior to opening to traffic. Excess Sand

3. The Contractor shall then inspect the pavement at regular intervals up until the expiration of the Defects Liability Period to ensure that all joints remain completely filled.

Inspections

SEGMENTAL PAVING





Clause

1. Base (a) Surface Level

Finished level of base for road pavements to be within +10mm or -0mm of design levels.

C254.13

Finished level of base other than for road pavements, to be within ±10mm of design levels.

C254.13

The top surface of the base for all

segmental paving shall not deviate from a 3m straight edge, laid in any direction, by more than 10mm.

C254.13

2. Laying Paving Units

(a) Joint widths

No more than 10% of joints along any 10 metre line of joints along a major axis of the laying pattern shall have widths outside the range 2 -4mm.

C254.16

3. Completed Segmental

Paving (a) Surface level

Finished surface level of pavers shall not vary from design levels by more than ±6mm.

C254.17

Finished surface of pavers shall not deviate from a 3m straight edge, laid in any direction, by more than 6mm.

C254.17

(b) Level adjacent to

drainage inlets Invert level of channels between abutting chamfered units shall be not less than 5mm and not more than 10mm above the level of adjacent drainage inlets.

C254.17


SEGMENTAL PAVING



C254.22 RESERVED

C254.23 RESERVED

C254.24 RESERVED

C254.25 RESERVED

C254.26 RESERVED

SEGMENTAL PAVING


ANNEXURE C254-A

LAYING PATTERNS

Herringbone Basketweave

Stretcher Zig Zag Running Bond

SEGMENTAL PAVING


BITUMINOUS MICROSURFACING

C255 March 2016 (Copyright SWR-TM/WSC) WOLLONDILLY SHIRE COUNCIL


C255

BITUMINOUS

MICROSURFACING



SPECIFICATION C255 : BITUMINOUS MICROSURFACING

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 9

C255.01 SCOPE ..............................................................................................................................................9

C255.02 TERMINOLOGY ............................................................................................................................ 13


MATERIALS .............................................................................................................................21

C255.04 BINDER .......................................................................................................................................... 21

C255.05 MINERAL AGGREGATES ............................................................................................................ 23

C255.06 MINERAL FILLER .......................................................................................................................... 32

C255.07 WATER .......................................................................................................................................... 34

C255.08 ADDITIVES .................................................................................................................................... 35

C255.09 SAMPLING AND TESTING OF MATERIALS ............................................................................... 36

MIX DESIGN ............................................................................................................................38

C255.10 MIX PROPERTIES ........................................................................................................................ 38

C255.11 NOMINATED MIX .......................................................................................................................... 43

C255.12 NOT USED ..................................................................................................................................... 45

PRODUCTION AND PAVING ..................................................................................................46

C255.13 REQUIREMENTS OF PRODUCTION MIX .................................................................................. 46

C255.14 PAVING UNIT CALIBRATION ...................................................................................................... 51

C255.15 PREPARATION OF PAVEMENT .................................................................................................. 53

C255.16 WEATHER LIMITATIONS ............................................................................................................. 56

C255.17 SPREADING .................................................................................................................................. 58

C255.18 SURFACE TEXTURE .................................................................................................................... 64

C255.19 JOINTS ........................................................................................................................................... 66



C255.20 SAMPLING AND TESTING OF PRODUCTION MIX ................................................................... 67

C255.21 SHAPE AND LEVELS .................................................................................................................... 73

C255.22 NON-CONFORMANCE OF MATERIALS AND FINISHED SURFACING ................................... 75




C255.24 NOTIFICATION AND PROTECTION OF SERVICES AND ROAD FIXTURES .......................... 86

255.25 CONTROL OF TRAFFIC ............................................................................................................... 93

C255.26 RESERVED ................................................................................................................................... 96

C255.27 RESERVED ................................................................................................................................... 96

C255.28 RESERVED ................................................................................................................................... 97



SPECIFICATION C255 : BITUMINOUS MICROSURFACING

GENERAL

C255.01 SCOPE

1. The work to be executed under this Specification consists of the design, supply, mixing and placement of bituminous microsurfacing for surface correction and wearing surface applications on road pavements, carparks, cycleways and footpaths.

2. Bituminous microsurfacing shall consist of a mixture of emulsified polymer modified bitumen binder, mineral aggregate, mineral filler, additives and water proportioned and mixed to form a slurry which is placed and spread evenly on the road surface. It shall be capable of being spread in variably thick layers for surface correction and for wearing surface applications.

Bituminous Slurry

3. The size, nominal thickness and extent of bituminous microsurfacing shall be as shown on the Drawings or as directed by the Council’s Supervising Engineer.

Size and Extent

4. For all new works on road and carpark pavements, this Specification should be read in conjunction with Specification C244 - SPRAYED BITUMINOUS SURFACING. For new works on road and carpark pavements, bituminous microsurfacing shall be preceded by the application of a sprayed bituminous seal a minimum of two weeks prior to the application of the bituminous microsurfacing wearing course.

Preceded by Sprayed Bituminous Seal

C255.02 TERMINOLOGY

1. Bituminous microsurfacing is one of two types of bituminous slurry surfacing. It is distinguished from the other type, slurry seals, by the incorporation of polymer and/or other additives to the bituminous binder to improve the performance of the slurry surfacing.

Polymer Modified Binder

2. Bituminous microsurfacing is also commonly known under various proprietary names such as 'cold overlay', 'microsealing', 'paveseal', 'microasphalt', etc.

Proprietary Names

3. The size of the bituminous microsurfacing is based on the nominal largest stone size in the mix. For the purpose of this Specification, the size shall be either Size 5 or Size 7.

Size




(a) Council Specification C244 - Sprayed Bituminous Surfacing

(b) Australian Standards AS 1141.11 - Particle size distribution by dry sieving

AS 1141.12 - Material finer than 75 m in aggregates (by washing) AS 1141.22 - Wet/dry strength variation AS 1141.23 - Los Angeles value AS 1141.25 - Degradation factor - source rock AS 1141.42 - Pendulum friction test (PAFV) AS 1160 - Bitumen emulsions for construction and maintenance of

pavements AS 1289.C7.1 - Determination of the sand equivalent of a soil using a power-

operated shaker AS 2008 - Residual bitumen for pavements



AS 2357 - Mineral fillers for asphalt AS 2891.3.1 - Bitumen content and aggregate grading (reflux method)

(c) International Slurry Surfacing Association ISSA TB 100 - Test method for wet track abrasion of slurry surfaces ISSA TB 114 - Wet stripping test for cured slurry seal mix ISSA TB 139 - Test method to classify emulsified asphalt/aggregate mixture

systems by modified cohesion tester measurement of set and cure characteristics

SSA TB 144 - Test method for classification of aggregate filler-bitumen compatibility by Schulze-Breuer and ruck procedure

MATERIALS

C255.04 BINDER

1. The binder supplied and used in the works shall be emulsified polymer modified bitumen, formulated to meet the performance requirements of the mix specified in Clauses C255.10 and C255.18.

Polymer Modified Bitumen Emulsion

2. Prior to emulsification, incorporation of polymer and/or additives, the bitumen shall comply with AS 2008.

Specification

3. The Contractor shall provide the Council’s Supervising Engineer with sufficient information to verify that the binder supplied is the same as that nominated in the mix design.

Verification

C255.05 MINERAL AGGREGATES

1. Mineral aggregates shall consist of crushed rock or crushed gravel, or a mixture of crushed rock or crushed gravel and natural sand. It shall consist of clean, hard, angular, durable particles, and be free form clay, dirt, organic material or other deleterious matter.

Quality

2. The aggregate from each source shall comply with the requirements given in Table C255.1.

Aggregate Properties

Property Test Method Requirement

Degradation Factor AS 1141.25 50 minimum

Los Angeles Value AS 1141.23 30 maximum

Aggregate Wet Strength AS 1141.22 150 kN minimum

Wet/Dry Strength Variation AS 1141.22 30% maximum

Polished Aggregate Friction Value AS 1141.42 45 minimum

Sand Equivalent AS 1289.C7.1 60 minimum

Table 255.1 - Aggregate Properties

3. When tested in accordance with AS 1141.11 and AS 1141.12, the aggregate (including mineral filter) shall conform to the grading limits given in Table C255.2.

Grading Limits



Sieve Size

Percent Passing by Mass

Size 5 Size 7

13.2 mm 9.50 mm 6.70 mm 4.75 mm 2.36 mm 1.18 mm

600 m

300 m

150 m

75 m

100 100 100

90-100 50-70 30-50 20-35 12-25 7-18 4-10

100 100

85-100 70-90 45-70 28-50 19-34 12-25 7-18 5-15

Table C255.2 - Grading Limits for Combined Aggregate/Filler

4. The Contractor shall nominate the source/s of aggregates to the Council’s Supervising Engineer, and shall submit NATA certified test reports on the quality and grading of the combined aggregate proposed to be used.

NATA Certification

5. The Contractor shall submit test results to the Council’s Supervising Engineer for each lot/stockpile of aggregate a minimum of seven days prior to incorporation in the works.

7 Days

C255.06 MINERAL FILLER

1. Mineral filler shall consist of hydrated lime, flyash, portland cement, or other material approved by the Council’s Supervising Engineer.

Type

2. The mineral filler shall be dry, free from lumps and any deleterious material, with a

minimum of 85 per cent passing a 75 m sieve. In all other respects, the mineral filler shall comply with the requirements of AS 2357.

Quality

3. The quantity of filler added to the bituminous slurry during placement shall not vary by more than 1 per cent from the filter content nominated in the mix design.

Proportion

C255.07 WATER

1. Water added to the bituminous slurry shall be potable and shall be compatible with the component materials.

Potable

C255.08 ADDITIVES

1. Details of the type, source and nominal proportions of additives shall be submitted to the Council’s Supervising Engineer with the mix design.

Type and Proportion

C255.09 SAMPLING AND TESTING OF MATERIALS

1. Sampling and testing of materials shall be arranged by the Contractor and carried out by a NATA registered laboratory for the nominated test methods.


2. All costs associated with sampling and testing of materials shall be borne by the Contractor.




MIX DESIGN

C255.10 MIX PROPERTIES

1. The nominated mix design shall satisfy the properties given in Table C255.3. Mix Properties

Mix Property Test Method Requirement

Wear Loss ISSA TB 100 1 hour 6 day

540 g/m

2 maximum

800 g/m2 maximum

Traffic Time ISSA TB 139 30 minutes 60 minutes

12 kg.cm minimum 20 kg.cm minimum

Adhesion ISSA TB 114 or

ISSA TB 144

90% or

11 grade points minimum

(AAA, BAA)

Table C255.3 - Mix Properties

C255.11 NOMINATED MIX

1. At least seven days before commencing bituminous microsurfacing work, the Contractor shall submit to the Council’s Supervising Engineer for approval, details of the nominated bituminous microsurfacing mix design for the work. The details shall include the target application rate (m

3 of mix/m

2 of road surface) and the corresponding nominal layer

thickness, together with NATA certification and test results demonstrating that the nominated mix and its constituents meet the requirements of the Specification.

Submit for Approval

2. The details of the nominated mix design shall include the following:

(a) Bitumen emulsion content of the mix, and the residual binder content of the emulsion;

(b) Target combined aggregate/filler grading;

(c) Proportions of constituent materials used; and

(d) Type and sources of aggregates, filler and binder.

Mix Design Details

C255.12 NOT USED

PRODUCTION AND PAVING

C255.13 REQUIREMENTS OF PRODUCTION MIX

1. Bituminous microsurfacing produced in the paving unit at the site shall be known as the 'production mix'.

Production Mix

2. The production mix shall comply with the requirements given in Table C255.4. Permitted



Variation

Production Mix Properties

Maximum Permitted Variations from

Approved Mix (by mass)

Size 5 Size 7

Grading* Passing 9.50mm AS sieve and larger Passing 6.70mm Passing 4.75mm Passing 2.36mm and 1.18mm Passing 0.600mm Passing 0.300mm Passing 0.150mm Passing 0.075mm

Nil Nil

± 6% ± 5% ± 4% ± 3% ± 2%

± 1.5%

Nil

± 7% ± 6% ± 5% ± 4% ± 3% ± 2%

± 1.5%

Residual Binder Content - 0.5% + 1.0%

- 0.5% + 1.0%

* Notwithstanding, these allowable variations shall not fall outside the limits for design of nominated mix as given in Table C255.2.

Table C255.4 - Maximum Permitted Variations from Approved Mix

C255.14 PAVING UNIT CALIBRATION

1. The paving unit to be used shall be calibrated for the component materials of the approved mix prior to the commencement of paving. Previous calibration documentation covering the same materials and approved mix shall be acceptable provided that calibration has been carried out within the previous twelve months.

Calibration

2. The documentation shall include an individual calibration for each component material at various settings, which can be related to the paving unit's metering devices.

Documentation

3. No paving unit shall be allowed on the work until the calibration has been completed and approved by the Council’s Supervising Engineer.

Approval by Superintendent

C255.15 PREPARATION OF PAVEMENT

1. The existing surface shall be clean and free from any loose stones, dirt, dust and foreign matter. The surface shall be swept beyond the edge of the area to be surfaced by at least 300mm. Any foreign matter adhering to the pavement and not swept off shall be removed by other means. Any areas significantly affected by oil contamination shall be cleaned to the satisfaction of the Council’s Supervising Engineer.

Clean Pavement

2. Minor surface defects existing in the primer seal or seal shall be repaired to the satisfaction of the Council’s Supervising Engineer prior to the spreading of bituminous slurry.

Minor Repairs

3. The Contractor shall take all necessary precautions to prevent the bituminous slurry or other materials used on the work from entering or adhering to kerbs, gutters, driveways, gratings, hydrants, valve boxes, manhole covers, bridge or culvert decks or other road fixtures. After the bituminous slurry has been spread the Contractor shall clean off any such material and leave such gratings, manholes and other road fixtures, in a clean and satisfactory condition.

Protection of Services

C255.16 WEATHER LIMITATIONS

1. Bituminous microsurfacing shall not commence if either the pavement or air Temperature



temperature is below 10oC.

2. Bituminous slurry may be applied when both pavement and air temperatures are above 7

oC and rising, or above 10

oC.

Temperature

3. Spreading shall not proceed during rain or when rain appears imminent. Rain

C255.17 SPREADING

1. The surface may be pre-dampened if necessary by fogging ahead of the spreader box. Water used for pre-wetting the surface shall be applied so that the entire surface is damp with no apparent flowing water ahead of the spreader box. The application rate of the fog spray shall be adjusted to suit temperature, surface texture, humidity and dryness of the surface being covered.

Water Fog Spray

2. Bituminous microsurfacing shall be mixed and applied using a purpose built paver. The slurry mix shall be of the desired consistency when deposited in the spreader box, and nothing more shall be added other than minor amounts of water for the purpose of overcoming temporary build-up of slurry in the corners of the spreader box.

Paving Unit

3. The mixing time shall be sufficient to produce a complete and uniform coating of the aggregate and the resulting mixture shall be conveyed into the moving spreader box at a sufficient rate to always maintain an ample supply across the full width of the strike-off.

Mixing Time and Rate

4. The strike-off shall be adjusted to provide an application rate that will completely fill the surface voids and provide the nominal application rate of bituminous microsurfacing as scheduled.

Application Rate

5. After the bituminous slurry has been spread, the Contractor shall ensure that all kerbs, gutters, driveways, gratings, hydrants, valve boxes, manhole covers, etc are uncovered and left in a clean and satisfactory condition.

Clean Services

6. After the emulsion has broken and the mix is sufficiently stable, rolling shall be carried out using pneumatic tyred rollers to produce a dense, even, homogeneous compacted surface.

Rolling

7. Bituminous microsurfacing shall be capable of carrying slow moving traffic (<40km/h) within one hour of application without undue permanent damage such as rutting or ravelling occurring. When the time before the slurry is capable of carrying traffic exceeds one hour, work shall cease if so directed by the Council’s Supervising Engineer.

Traffic

C255.18 SURFACE TEXTURE

1. The resulting surface after spreading shall be uniform in appearance and free of areas exhibiting segregation or excessive or insufficient binder.

Uniform Texture

2. The surface texture shall be demonstrated on a short test run for approval by the Council’s Supervising Engineer. If the surface texture is acceptable to the Council’s Supervising Engineer, then all subsequent work shall be finished to an equivalent surface texture.

Test Run

3. Where increased surface texture is required, a fabric skirt may be trailed behind the spreader box.

Increased Texture

C255.19 JOINTS

1. Longitudinal joints in the wearing course shall be straight and placed at either the edge or the centre of a traffic lane. If necessary, the edges and joints shall be lightly screeded with a hand squeegee to achieve a smooth uniform appearance and to remove excess build-up of material.

Uniform Joints



C255.20 SAMPLING AND TESTING OF PRODUCTION MIX

(a) Lot Definition

1. Compliance sampling and testing of bituminous microsurfacing shall be undertaken on a lot by lot basis. For this purpose, 50m

3 or one day's production (whichever is the

lesser), or such smaller quantity which is considered as representative of consistent production of the paving unit, shall be considered as representative of consistent production of the paving unit.

Lots

(b) Responsibility of Sampling

1. The Contractor shall be responsible for taking samples and shall supply all facilities, equipment and labour for that purpose.


2. The costs associated with taking samples of production mix shall be borne by the Contractor.

Contractor's Cost

(c) Frequency of Sampling

1. For the testing of production mix, two 1.5kg representative samples of bituminous slurry shall be taken from each lot at random intervals. The samples shall be taken from the discharge to the paving unit and the sample containers immediately sealed.

Mix Samples

2. For the testing of the binder, two 2L samples of bitumen emulsion shall be taken from each bulk delivery in accordance with AS 1160.

Bitumen Emulsion

(d) Testing

1. The samples of bituminous slurry shall be treated and tested at a NATA registered laboratory to confirm compliance with Table C255.4. Prior to testing for Residual Binder Content and Aggregate Gradation, as determined by AS 2891.3.1, the samples shall be dried to constant weight in an oven at 60

oC for a minimum of 15 hours.

Mix Tests

2. Each delivery of emulsion shall be tested for residual binder content or accompanied by a certification of specification compliance traceable to the relevant batch at the supplier’s storage tank. If testing is required, then one sample of bituminous emulsion shall be tested for Residue from Evaporation in accordance with AS 1160 Appendix D, and the second sample retained as a referee sample.

Emulsion Tests

C255.21 SHAPE AND LEVELS

1. The finished surface level shall not vary from the design level at any point by more than ± 10mm. Additionally immediately adjacent to any kerb and/or gutter the finished surface level shall not be below nor more than 10mm above the level of the lip of the adjacent gutter.

Level Tolerances

2. Notwithstanding the above, the deviation from a 3m long straight edge placed anywhere on the top of the finished surface shall not exceed 10mm.

3m Straight Edge

C255.22 NON-CONFORMANCE OF MATERIALS AND FINISHED SURFACING

1. If any materials supplied fail to conform to the requirements in this Specification or if any section of bituminous microsurfacing fails to conform to the requirements of this Specification - whether failure of the work is due to bad workmanship, defective materials supplied by the Contractor or materials made defective by the method of operation adopted - then such failure or failures shall constitute a 'Non-conformance' under the Contract. Such nonconforming sections of bituminous microsurfacing work shall be either replaced or corrected.

Non-conformance Conditions



2. Materials removed from the site by the Contractor shall be replaced with materials that conform to this Specification.

Replacement Materials

3. The cost of rectifying non-conformances, including any restoration work to any underlying or adjacent surface or structure which becomes necessary as a result of such replacement or correction, shall be borne by the Contractor. Materials removed from the site by the Contractor shall be replaced with materials which conform to this Specification.

Contractor’s Cost







Clause

1. Mineral Aggregate As per Table C255.1 C255.05 2. Combined Aggregate/filler As per Table C255.2 C255.05 3. Mineral Filler > 85% passing a 75m Sieve C255.06

4. Mix Properties

a) Design properties b) Permitted variations

As per Table C255.3 As per Table C255.4

C255.10 C255.13

5. Surface Preparation Sweeping shall extend at least

300mm beyond edge of area to be surfaced

C255.15

6. Weather Limitations Microsurfacing shall not commence if

both air and surface temperature is below 10

oC, and shall only

commence if both air and surface temperature is above 10

oC

C255.16

7. Shape and Levels a) Finished Levels Shall not vary at any point by more

than + 10mm from design levels. Immediately adjacent to kerb and/or gutters, levels shall not be not more than 10mm from design level

C255.21

b) Finished Shape Deviation from the bottom of a 3m

straight edge shall not vary by more than 10mm

C255.21





C255.24 NOTIFICATION AND PROTECTION OF SERVICES AND ROAD FIXTURES

1. Before commencing site operations, the Contractor shall notify all affected residents, businesses and the Council’s Supervising Engineer of the scheduled works.

2. Such notification shall consist of two parts:

a. Written notice delivered at least seven days in advance of proposed work; and

b. A further written or verbal confirmation delivered not less than 24 hours prior to commencement of work.

3. Such notices shall detail:

intended date of commencement;

duration of project;

hours of work;

name of street(s) affected and limits of work;

a contact phone number of Contractor’s local representative;

description of work; and

any precautions to be followed by the public.

4. A sample of the proposed written notification for residents and businesses shall be submitted to the Council’s Supervising Engineer for approval prior to use. The contractor shall also advise residents, businesses and agencies of any temporary “no parking” conditions and possible delays to traffic movements during the work.

Contractor to Notify

5. The Contractor shall take all necessary precautions to prevent bituminous microsurfacing or other material used on the work from entering or adhering to gratings, hydrants or valve boxes, manhole covers, bridge or culvert decks and other road fixtures. Immediately after the material has been spread the Contractor shall clean off or remove any such material as directed by Council’s Supervising Engineer and leave the services and road fixtures in a condition satisfactory to Council’s Supervising Engineer.

6. The contractor shall supply and erect their own signs during the work and also supply, erect and maintain all necessary signs after work and be responsible for all relevant signs continuously for a period of at least two (2) weeks or until practical completion of the work to the satisfaction of Council’s Supervising Engineer. The Council may erect or maintain signs or additional signs as may be necessary and the cost incurred shall be borne by the contractor. A separate “Traffic Control Plan” for each area of work must be submitted at least seven (7) days prior to commencement of work.



255.25 CONTROL OF TRAFFIC

1. The Contractor shall provide for traffic in accordance with the requirements of the Specification for CONTROL OF TRAFFIC while undertaking the work and shall take all necessary precautions to protect the work from damage until such time as the new work has developed sufficient strength to carry normal traffic without damage.

Provision for Traffic

2. The contractor shall supply and erect its own signs during the work and also supply, erect and maintain all necessary signs after work and be responsible for all relevant signs continuously for a period of at least two (2) weeks or until practical completion of the work to the satisfaction of Council’s Supervising Engineer. The Council may erect or maintain signs or additional signs as may be necessary and the cost incurred shall be borne by the contractor. A separate “Traffic Control Plan” for each area of work must be submitted at

Delays



least seven (7) days prior to commencement of work.


4. The Contractor shall take all necessary steps to avoid or minimise delays and inconvenience to road users during the course of the work.

C255.26 RESERVED

C255.27 RESERVED

C255.28 RESERVED

PAVEMENT MARKINGS



C261

PAVEMENT MARKINGS

PAVEMENT MARKINGS


SPECIFICATION C261 : PAVEMENT MARKINGS

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 3

C261.01 SCOPE ..............................................................................................................................................3


C261.03 TYPE OF MARKINGS ......................................................................................................................3

C261.04 TYPES OF MATERIALS TO BE APPLIED ......................................................................................3

C261.05 MATERIAL QUALITY .......................................................................................................................4

C261.06 SETTING OUT ..................................................................................................................................4

C261.07 SURFACE PREPARATION ..............................................................................................................4

C261.08 PROVISION FOR TRAFFIC AND PROTECTION OF WORK........................................................4

C261.09 MAINTENANCE OF PAVEMENT MARKINGS ................................................................................4

PAVEMENT MARKING PAINT .................................................................................................. 4

C261.10 MATERIALS ......................................................................................................................................4

C261.11 MIXING OF PAINT............................................................................................................................5

C261.12 APPLICATION OF PAINT AND BEADS ..........................................................................................5

C261.13 FIELD TESTING ...............................................................................................................................5

THERMOPLASTIC PAVEMENT MARKING MATERIAL ......................................................... 6

C261.14 MATERIALS ......................................................................................................................................6

C261.15 PREPARATION OF THERMOPLASTIC MATERIAL ON SITE ......................................................6

C261.16 APPLICATION OF THERMOPLASTIC MATERIAL AND BEADS ..................................................7

C261.17 FIELD TESTING ...............................................................................................................................7

PAVEMENT MARKING TAPE ................................................................................................... 8

C261.18 MATERIALS ......................................................................................................................................8

C261.19 APPLICATION OF PAVEMENT MARKING TAPE ..........................................................................8

C261.20 REMOVAL OF PAVEMENT MARKING TAPE ................................................................................8

PAVEMENT MARKINGS


RAISED PAVEMENT MARKERS .............................................................................................. 8

C261.21 MATERIALS ......................................................................................................................................8

C261.22 INSTALLATION OF RAISED PAVEMENT MARKERS ...................................................................8

REMOVAL OF PAVEMENT MARKINGS .................................................................................. 9

C261.23 GENERAL .........................................................................................................................................9




C261.25 RESERVED ................................................................................................................................... 10

C261.26 RESERVED ................................................................................................................................... 10

C261.27 RESERVED ................................................................................................................................... 10

PAVEMENT MARKINGS


SPECIFICATION C261 : PAVEMENT MARKINGS

GENERAL

C261.01 SCOPE

1. The work to be executed under this Specification consists of the setting out, supply and application of pavement marking paint, thermoplastic pavement marking material, pavement marking tape and raised pavement markers as shown on the Drawings and in accordance with this Specification.


1. Documents referenced in this specification are listed in full below whilst being cited in the text in the abbreviated form or code indicated..



(b) Australian Standards AS 1742.2 - Traffic control devices for general use. AS 1906.3 - Raised pavement markers (retroreflective and non-

retroreflective). AS 2009 - Glass beads for road-marking materials. AS 4049.1 - Solvent-borne paint - For use with drop-on beads. AS 4049.2 - Thermoplastic road marking materials. AS 4049.3 - Waterborne paint - For use with drop-on beads.

C261.03 TYPE OF MARKINGS

1. Details of the various types of pavement markings are generally in accordance with the requirements of as 1742.2.

Standard

C261.04 TYPES OF MATERIALS TO BE APPLIED

1. The materials shall be applied as follows:

(a) Pavement Marking Paint

Permanent markings on all wearing surfaces. Temporary markings, other than on the final wearing surfaces. Traffic islands and kerbs where specified.

Locations for Use

(b) Thermoplastic Pavement Marking Material

Permanent markings where explicitly indicated on the Drawings.

(c) Pavement Marking Tape

Temporary markings on final wearing surfaces.

PAVEMENT MARKINGS


(d) Reflective Glass Beads

To be applied to all painted and thermoplastic markings.

(e) Raised Pavement Markers

To be installed as permanent and temporary markings as shown on the Drawings.

C261.05 MATERIAL QUALITY

1. The Contractor shall submit to the Council’s Supervising Engineer NATA Registered Laboratory Test Reports, at least seven days before work is scheduled to commence, on the quality of the materials, including paint, glass beads, raised pavement markers and thermoplastic material proposed for use.


2. Only materials conforming to the requirements of the referenced Specifications/Standards shall be used.

Quality Requirements

C261.06 SETTING OUT

1. The Contractor shall set out the work to ensure that all markings are placed in accordance with the Drawings.


2. The locations of pavement markings shall not vary by more than 20mm from the locations shown on the Drawings.

Tolerance

C261.07 SURFACE PREPARATION

1. Pavement markings shall only be applied to clean, dry surfaces. The Contractor shall clean the surface to ensure a satisfactory bond between the markings and wearing surface of the pavement.

Clean Dry Surface

2. Pavement marking shall not be carried out during wet weather or, if in the opinion of the Council’s Supervising Engineer, rain is likely to fall during the process.

Wet Weather

3. Where raised pavement markers are specified for pavements having a concrete wearing surface, the full area under each raised pavement marker shall be lightly scabbled.

Scabbling

C261.08 PROVISION FOR TRAFFIC AND PROTECTION OF WORK

1. The Contractor shall provide for traffic, in accordance with Specification C201 - CONTROL OF TRAFFIC, while undertaking the work and shall protect the pavement markings until the material has hardened sufficiently so that traffic will not cause damage.


C261.09 MAINTENANCE OF PAVEMENT MARKINGS

1. The Contractor shall be responsible for the maintenance, and replacement if necessary, of raised pavement markers and all pavement markings during the contract period and the contract defects liability period.

Responsibility in Contract Period

PAVEMENT MARKING PAINT

C261.10 MATERIALS

1. Paint shall comply with the requirements of AS 4049.1 or AS 4049.3 as directed by Paint Quality

PAVEMENT MARKINGS


the Council’s Supervising Engineer. In this Specification, the term 'paint' shall mean 'pavement marking paint'.

2. Glass beads shall comply with the requirements of AS 2009 for drop-on beads. Glass Beads Quality`

C261.11 MIXING OF PAINT

1. All paint shall be thoroughly mixed in its original container before use to produce a smooth uniform product consistent with the freshly manufactured product.

Uniform Product

C261.12 APPLICATION OF PAINT AND BEADS

1. All longitudinal lines shall be sprayed from an approved self-propelled machine. The two sets of lines forming a one-way or two-way barrier line pattern shall be sprayed concurrently.

Longitudinal Lines

2. Hand spraying with the use of templates to control the pattern and shape shall be permitted for transverse lines, symbols, legends, arrows and chevrons.

Hand Spraying

3. The paint shall be applied uniformly and the wet film thickness shall be neither less than 0.35 mm nor more than 0.40 mm.

Paint Thickness

4. Glass beads shall be pressure applied to the surface of all longitudinal lines at a net application rate of 0.30 kilograms per square metre immediately after application of the paint. The actual application rate shall be set to overcome any loss of beads between the bead dispenser and the sprayed line.

Beads for Longitudinal Lines

5. Glass beads shall be applied to all other paint markings at a net application rate of 0.30 kilograms per square metre immediately after application of the paint by a method approved by the Council’s Supervising Engineer.

Beads for other Markings

6. Pavement markings shall be straight or with smooth, even curves where intended. All edges shall have a clean, sharp cut off. Any marking material applied beyond the defined edge of the marking shall be removed leaving a neat and smooth marking on the wearing surface of the pavement.

Pavement Marking Finish

7. The lengths of longitudinal lines shall not vary by more than 20mm from the lengths shown on the Drawings. The widths of longitudinal lines shall not vary by more than 10mm from the widths shown on the Drawings.

Longitudinal Line Tolerances

8. The lengths and widths of transverse lines shall not vary by more than 10mm from the lengths and widths shown on the Drawings.

Transverse Line Tolerance

9. The dimensions of arrows, chevrons, painted medians, painted left turn islands and speed markings shall not vary by more than 10mm from the dimensions shown on the Drawings. Arrows and speed markings shall be placed square with the centreline of the traffic lane.

Arrows, Chevrons Tolerance

C261.13 FIELD TESTING

1. The thickness of the wet film applied to the road pavement shall be checked by the method described in Annexure C261A.

Paint Application

2. The application rate of glass beads applied to the surface of the markings shall be checked by the method described in Annexure C261B.

Beads Application

PAVEMENT MARKINGS


Road Speed

km/h

Line Widths

75mm 100mm 125mm 150mm

8 371 495 619 742

13 603 804 1006 1207

16 742 990 1238 1484

NOTE: 1. Tolerance of +10% shall be permissible when measuring the above volume. 2. When two or more glass bead dispensers are to be used, each dispenser shall be

checked separately to make up the totals shown. 3. Glass beads weigh approximately 1.53 grams per millilitre.

Table 261.1

Volume of glass beads (ml) required in 10 seconds of operation.

THERMOPLASTIC PAVEMENT MARKING MATERIAL

C261.14 MATERIALS

1. Thermoplastic pavement marking material shall comply with the requirements of AS 4049.2.

Thermoplastic Quality

2. In this Specification, the term 'thermoplastic material' shall mean 'thermoplastic pavement marking material'.

Definition

3. Glass beads shall be incorporated in thermoplastic material, in the proportion of 10 per cent of the total mass, as part of the aggregate constituent and shall comply with the requirements of AS 2009, Intermix type.

Glass Bead Proportion

4. Glass beads for surface application shall comply with the requirements of AS 2009, Drop-on beads.

Glass Bead Quality

5. Tack coat material shall be to the manufacturer's specification as approved by the Council’s Supervising Engineer.

Tack Coat

C261.15 PREPARATION OF THERMOPLASTIC MATERIAL ON SITE

1. Immediately before application, the thermoplastic material shall be uniformly heated in a suitable oil bath kettle to the temperature recommended by the manufacturer. The thermoplastic material shall not be heated above the temperature recommended by the manufacturer. The thermoplastic material shall not remain molten for more than six hours for hydrocarbon resins and four hours for wood and gum resins. Should over-heating occur and/or the time limit for molten materials be exceeded, then the thermoplastic material shall be discarded.

Heating

PAVEMENT MARKINGS


C261.16 APPLICATION OF THERMOPLASTIC MATERIAL AND BEADS

1. Where the wearing surface of the pavement is smooth or polished, a tack coat of material may be required by the Council’s Supervising Engineer and shall be applied in accordance with the recommendations of the thermoplastic manufacturer. The tack coat shall be applied immediately before the application of the thermoplastic material in accordance with the directions of the manufacturer of the thermoplastic material and the manufacturer of the tack coat material.

Tack Coat Requirement

2. All longitudinal lines shall be sprayed from a self-propelled machine approved by the Council’s Supervising Engineer. The two sets of lines forming a one-way or two-way barrier line shall be sprayed concurrently. The thermoplastic material shall be applied uniformly and the cold film thickness shall be 1.0 mm with a tolerance of plus or minus 0.2 mm.

Longitudinal Lines

3. Glass beads shall be pressure applied to the surface of all longitudinal lines at a net application rate of 0.30 kilograms per square metre immediately after application of the thermoplastic material. The actual application rate shall be set to overcome any loss of beads between the bead dispenser and the sprayed line.

Beads for Longitudinal Lines

4. All transverse lines, symbols, legends and arrows shall be screeded. The screeded thermoplastic material shall be applied using a mobile applicator, approved by the Council’s Supervising Engineer, and templates to control the pattern.

Screed

5. The thermoplastic material shall be applied uniformly and the cold film thickness shall be 4.5 mm with a tolerance of plus or minus 1.5 mm. The surface finish shall be smooth.

Tolerance

6. Glass beads shall be applied to screeded markings at a net application rate of 0.30 kilograms per square metre immediately after application of the thermoplastic material by a method approved by the Council’s Supervising Engineer.

Beads for Other Markings

7. Pavement marking shall be straight or with smooth, even curves where intended. All edges shall have a clean, sharp cut off. Any marking material applied beyond the defined edge of the marking shall be removed leaving a neat and smooth marking on the wearing surface of the pavement.

Pavement Marking Finish

8. The lengths of longitudinal lines shall not vary by more than 20mm from the lengths shown on the Drawings. The widths of longitudinal lines shall not vary by more than 10mm from the widths shown on the Drawings.

Tolerance

9. The lengths and widths of transverse lines shall not vary by more than 10mm from the lengths and widths shown on the Drawings.

Tolerance

10. The dimensions of arrows, chevrons, painted medians, painted left turn islands and speed markings shall not vary by more than 10mm from the dimensions shown on the Drawings. Arrows and speed markings shall be placed square with the centreline of the traffic lane.

Tolerance

C261.17 FIELD TESTING

1. The thickness of the cold film of thermoplastic material applied to the road pavement shall be checked by measurement, using a micrometer, of the thickness of thermoplastic material applied to a metal test plate.

Thickness of Thermoplastic Material

2. The application rate of glass beads applied to the surface of the markings shall be checked by the method described in Annexure C261B.

Glass Beads Application Rate

PAVEMENT MARKINGS


PAVEMENT MARKING TAPE

C261.18 MATERIALS

1. Pavement marking tape shall be a strippable type of tape, such as 'Staymark - Detour Grade', or equivalent tape approved by the Council’s Supervising Engineer.

Brands

C261.19 APPLICATION OF PAVEMENT MARKING TAPE

1. The method of application of pavement marking tape, including surface preparation, shall be in accordance with the manufacturer's recommendations.

Manufacturer's Recommen-dation

C261.20 REMOVAL OF PAVEMENT MARKING TAPE

1. When directed by the Council’s Supervising Engineer, the Contractor shall remove pavement marking tape in accordance with the manufacturer's recommendations.

Manufacturer's Recommen-dation

RAISED PAVEMENT MARKERS

C261.21 MATERIALS

1. Raised pavement markers, both reflective and non-reflective, shall comply with AS 1906.3 and shall have the dimensions shown on the Drawings.

Standard

2. The adhesive used for attaching the raised pavement markers to the wearing surface of the pavement shall be an epoxy resin, such as 'Ciba-Geigy Road Epoxy', of appropriate pot life, a hot-melt bitumen adhesive or an equivalent product approved by the Council’s Supervising Engineer.

Epoxy Resin

C261.22 INSTALLATION OF RAISED PAVEMENT MARKERS

1. Raised pavement markers shall be fixed to the wearing surface of the pavement using an epoxy resin type adhesive or a hot-melt bitumen adhesive. Epoxy resin adhesive shall be freshly and thoroughly mixed, shall not have exceeded its working time and shall be used in accordance with the manufacturer's recommendations. Hot-melt bitumen adhesive shall be freshly heated to the Manufacturer’s instructions and thoroughly mixed. The adhesive shall not be allowed to cool and be reheated prior to use.

Adhesive Quality

2. The adhesive shall be spread uniformly over the underside of the raised pavement marker to a depth of approximately 10 mm. The raised pavement marker shall be pressed down onto the pavement surface in its correct position and shall be rotated slightly until the adhesive is squeezed out around all edges of the marker. The raised pavement marker shall not be disturbed until the adhesive has set.

Method

3. On rough surfaces, such as newly laid coarse sprayed bituminous seals, and where directed by the Council’s Supervising Engineer, an initial pad of adhesive of diameter 10 mm larger than the diameter of the base of the raised pavement marker, shall be provided. The adhesive shall be applied to fill the irregularities in the pavement surface to produce a flat, smooth surface flush with the upper stone level. The adhesive pad shall be allowed to set. Additional adhesive shall be applied to the underside of the raised pavement marker, as described above, and then the raised pavement marker shall be pressed down onto the adhesive pad on the pavement surface within the time specified by the adhesive manufacturer to ensure good adhesion.

Rough Surfaces

PAVEMENT MARKINGS


REMOVAL OF PAVEMENT MARKINGS

C261.23 GENERAL

1. The Contractor shall remove pavement markings, no longer required, from the wearing surface of pavements to leave a clean, undamaged pavement with a surface texture and colour comparable to the adjacent pavement surface.

Undamaged Pavement

2. The Council’s Supervising Engineer shall approve the method of removal before commencement of the work.

Removal Method

PAVEMENT MARKINGS




1. The tolerances applicable to the various clauses of this Specification are as follows:


Clause

1. Location of Markings ± 20mm from specified location C261.06

2. Longitudinal Lines (a) Length

± 20mm from lengths shown on the Drawings

C261.12 C261.16

(b) Width ± 10mm from widths shown on the Drawings

C261.12 C261.16

3. Transverse Lines

(a) Length ) (b) Width )

± 10mm from lengths and widths shown on the Drawings

C261.12 C261.16

4. Arrows, Chevrons,

Painted Medians, Speed

Markings etc.

± 10mm from the dimensions shown on the Drawings

C261.12 C261.16

5. Application of Paint (a) Film Thickness

>0.35mm <0.40mm

C261.12

6. Application of

Thermoplastic (a) Longitudinal Lines -

Cold Film Thickness

1.0mm ± 0.2mm

C261.16

(b) Transverse Lines, Symbols, Arrows etc.

Cold Film Thickness

4.5mm ± 1.5mm C261.16

7. Glass Beads

(a) Volume used in operation

0.30 kg/sq m + 10%

C261.12 C261.16



C261.25 RESERVED

C261.26 RESERVED

C261.27 RESERVED

PAVEMENT MARKINGS


ANNEXURE C261A

PROCEDURE FOR MEASUREMENT

OF WET FILM THICKNESS OF PAINT

1. SCOPE The following procedure shall be adopted for measuring Wet Film Thickness of paint by means of a wet paint film thickness comb gauge, with measuring range 50 to 500 microns.

2. MATERIAL The paint shall be a commercial pavement marking paint conforming to the requirements of AS 4049.1 or AS 4049.3.

3. MEASUREMENT The method of measurement shall be as follows: (a) Place the gauge carefully and vertically into the wet film immediately after the wet film

has been sprayed or applied onto a metal test panel, of approximate dimension 75mm x 200mm.

(b) Hold the gauge firmly for between five and ten seconds in the wet film and then withdraw

the gauge vertically. (c) Determine which of the prongs have been covered with paint. For correct wet film

thickness, the paint shall touch the prong of the gauge marked with the specified thickness of paint but shall not touch the prong marked with the next higher thickness.

(d) Repeat the measurement at 3 locations on the test panel, and calculate the average wet

film thickness in microns.

PAVEMENT MARKINGS


ANNEXURE C261B

PROCEDURE FOR MEASUREMENT OF

RATE OF APPLICATION OF SPHERICAL GLASS BEADS

1. SCOPE The following procedure shall be adopted for field measurement of the rate of application of spherical glass beads on to wet paint or thermoplastic surfaces.

2. SPHERICAL GLASS BEADS The glass beads shall comply with AS 2009.

3. MEASUREMENT The method of field measurement shall be as follows: (a) Turn off the paint or thermoplastic supply valves and operate the glass bead dispenser

for exactly 10 seconds allowing glass beads to run into a plastic bag or tray. (b) Pour the glass beads from the bag or tray into a suitable measuring cylinder calibrated in

millilitres to measure the volume of glass beads collected. Level but do not compact the glass beads in the cylinder.

(c) Compare the volume of glass beads collected with the correct figure given in Table

C261.1. Table C261.1 shows the correct volumes of glass beads required to give a net application rate on the marked line of approximately 0.30 kilograms per square metre for different line widths and road speeds. The glass bead volume figures given in Table C261.1 are calculated for an actual application rate of 0.34 kilograms per square metre. These figures are used for calibrating the machine because there is a loss of beads between the bead dispenser and the marked line and the volume is measured with beads not compacted.

PAVEMENT MARKINGS


SIGNPOSTING



C262

SIGNPOSTING

SIGNPOSTING


SPECIFICATION C262 : SIGNPOSTING

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 9

C262.01 SCOPE ..............................................................................................................................................9


C262.03 PROVISION FOR TRAFFIC .......................................................................................................... 16

MATERIALS .............................................................................................................................18

C262.04 GENERAL ...................................................................................................................................... 18

C262.05 SIGN BLANKS ............................................................................................................................... 22

C262.06 ALUMINIUM EXTRUSION BACKING ........................................................................................... 28

C262.07 RETRO-REFLECTIVE MATERIAL FOR BACKGROUND AND LEGEND .................................. 30

C262.08 NON-REFLECTIVE BACKGROUND MATERIAL ........................................................................ 32

C262.09 NON-REFLECTIVE MATERIAL FOR LEGEND ........................................................................... 39

C262.10 RIVETS .......................................................................................................................................... 43

C262.11 REFERENCE MARKINGS ............................................................................................................ 45

C262.12 SIGN SUPPORT STRUCTURES ................................................................................................. 48

ERECTION OF NEW SIGNS ...................................................................................................56

C262.13 SETTING OUT ............................................................................................................................... 56

C262.14 CLEARING ..................................................................................................................................... 59

C262.15 SIGN STRUCTURE FOUNDATIONS ........................................................................................... 60

C262.16 ERECTION ..................................................................................................................................... 64

ADJUSTMENT OF EXISTING SIGNS AND SUPPORT STRUCTURES ...............................69

C262.17 GENERAL ...................................................................................................................................... 69


C262.18 RESERVED ................................................................................................................................... 71

SIGNPOSTING


C262.19 RESERVED ................................................................................................................................... 71

C262.20 RESERVED ................................................................................................................................... 72

C262.21 RESERVED ................................................................................................................................... 72



SIGNPOSTING


SPECIFICATION C262 : SIGNPOSTING

GENERAL

C262.01 SCOPE


(a) the supply and erection of the Regulatory, Warning, Guide, Information and Direction signs as described in AS 1742, AS 1743, AS 1744 and current RTA Signs and Line Markings Guidelines.

(b) the supply and erection of sign support structures to support the signs, and

(c) the adjustment of existing signs and sign support structures.



(a) Council Specifications C201 - Control of Traffic C271 - Minor Concrete Works SD119 Street Name Signs

(b) Australian Standards AS 1163 - Structural steel hollow sections AS 1214 - Hot-dip galvanised coatings on threaded fasteners AS 1250 - The use of steel in structures (SAA Steel Structures Code) AS 1379 - The specification and manufacture of concrete AS/NZS 1554.1 Welding of steel structures AS/NZS 1580.602.2 Measurement of specular gloss of non-metallic paint films at

20°, 60

° and 85

°

AS 1580.108.2 - Dry film thickness – Paint inspection gauge AS 1650 - Hot dipped galvanised coatings on ferrous articles AS 1734 - Aluminium and aluminium alloys - flat sheet, coiled sheet and

plate AS 1742 - Manual of uniform traffic control devices AS 1743 - Road Signs - Specifications AS 1744 - Forms of letters and numerals for road signs AS 1866 - Aluminium and aluminium alloys - extruded rod, bar, solid and

hollow shapes AS 2700 - Colour standards for general purposes AS 3678 - Structural steel - hot-rolled plates, floorplates and slabs AS 3679.1 -Structural steel - hot-rolled bars and sections


C262.03 PROVISION FOR TRAFFIC

1. The Contractor shall provide for traffic in accordance with the requirements of Specification C201 - CONTROL OF TRAFFIC while undertaking the work and shall organise the work to avoid or minimise delays and inconvenience to traffic.

Minimise Inconvenience

2. Where a sign is erected before its intended use by traffic and is visible to traffic, the face of the sign shall be completely and securely wrapped in black plastic sheeting or other

Premature Sign Exposure

SIGNPOSTING


opaque covering, until Council’s Supervising Engineer directs that the sign shall be uncovered.

MATERIALS

C262.04 GENERAL

1. The Contractor shall advise the names of the proposed suppliers of signs and sign support structures for the concurrence of Council’s Supervising Engineer. Only suppliers who have previously established or can now establish their competence to carry out the work in accordance with this Specification shall be used.

Approved Supplier

2. The Contractor shall supply documentary evidence, satisfactory to Council’s Supervising Engineer that all materials and parts proposed for use comply with the requirements of the appropriate Australian Standard(s).

Proof of Quality

3. Details of the signs and sign support structures to be provided under the Contract shall be as shown on the Drawings.

Details

4. The dimensions, legend and background for each sign shall be in accordance with this Specification and the Drawings.

Dimensions Legend and Background

5. Street name signs shall be manufactured and installed in every respect in accordance with the current issue of standard drawing WSC.D1.14

Street Name Signs

C262.05 SIGN BLANKS

1. Sign blanks shall be 1.6 mm thick aluminium sheet alloy. The aluminium alloy shall be Type 5251 or Type 5052 and Temper H38 or Temper H36 in accordance with AS 1734.

Aluminium Quality

2. Sign blanks shall be free of cracks, tears and other surface blemishes and the edges shall be true and smooth. The dimensions of the sign blank shall be within plus or minus 1.5 mm of the dimensions specified and the finished sign shall be flat within a maximum allowable bow of 0.5 per cent of the maximum dimension of the sign blank in any direction.

Dimension Tolerances

3. Sign blanks shall be one piece except where the sign is of such a size as to require more than one full sheet of aluminium in which case a multipiece sign shall be allowed.

Sign Blank

4. A multipiece sign shall be made up of the minimum number of pieces practical and sheets of the multipiece sign shall be butted together with a maximum gap of 1 mm at any point along the joint.

Multipiece Sign

5. A backing strip shall cover all joints. The backing strip shall be riveted to each sheet with rivets coloured to match the background material on the face of the sign, at spacings not exceeding 200 mm. Backing strips shall be of the same material and colour as used for the sign blank and shall have a minimum width of 50 mm over the full length of the joint.

Joint Backing Strips

6. The aluminium extrusion used for mounting may be used as the backing strip for horizontal joints where it complies with the spacing requirements.

Aluminium Extrusion as Backing Strip

7. The face of each sign blank shall be chemically cleaned and etched or mechanically abraded. Where the sign blank is to receive a paint background, the face shall be spray painted with a compatible etch primer.

Face Treatment

8. The back of each sign blank shall be uncoated and the surface finish shall be rendered dull and non-reflective either by mechanical or chemical means and shall be free of scratches and blemishes.

Back Treatment

SIGNPOSTING


9. Signs shall be supplied with square holes or aluminium extrusion backing for mounting purposes, at the centre spacings as shown on the Drawings.

Mounting

C262.06 ALUMINIUM EXTRUSION BACKING

1. The signs shall include special aluminium extruded sections for mounting purposes. The aluminium shall be Type 6063-T5 in accordance with AS 1866.

Design Section

2. The aluminium extrusion shall be fixed at the centre spacings as shown on the Drawings and shall be riveted to the sign blank with correctly coloured rivets at a spacing not exceeding 200mm.

Fixing

C262.07 RETRO-REFLECTIVE MATERIAL FOR BACKGROUND AND LEGEND

1. The retro-reflective material shall be 'Scotchlite', 'Seibulite', 'Kiwalite' or approved equivalent. The background and legend material shall be compatible both in application and durability.

Brand Names

2. Retro-reflective material shall conform in colour and class to the requirements of AS 1743 for Class 1, Class 2 and Class 2A materials. Unless shown otherwise on the Drawings, the material shall be Class 2.

Standard

C262.08 NON-REFLECTIVE BACKGROUND MATERIAL

(a) Background Paint

1. Background paint shall be an approved long life industrial quality, two-compound polyurethane paint. The paint shall exhibit high standards of adhesion, abrasion resistance, resistance to weathering and colour fastness under widely varying conditions of exposure. The paint shall be compatible with the etch primer used on the sign blank.

Quality

2. The paint shall be applied using conventional air spray application to give a uniform cover free of blemishes. A minimum dry film thickness of 38 microns is required when tested in accordance with AS 1580.108.2.

Application

3. Background paint shall be as specified from one of the following colours:

(i) White - Gloss

(ii) 'Dark' Green - Matt Colour No G61 as specified in AS 2700.

(iii) 'Tourist' Brown - Matt Colour No X65, Dark Brown, as specified in AS 2700.

(iv) 'Dark Grey' - Matt Colour No N64, Dark Grey as specified in AS2700.

Colours

4. Exact colorimetric values are set out in AS 2700.

(i) For matt coatings, the gloss level, determined by AS/NZS 1580.602.2,

using an 85 head shall be neither less than 12 per cent of gloss nor more than 15 per cent of gloss.

Gloss Levels

(ii) For gloss coatings, the gloss level, determined by AS/NZS 1580.602.2

using a 20 head shall be neither less than 85 per cent of gloss nor more than 95 per cent of gloss.

SIGNPOSTING


(b) Background Sheet Material

1. Adhesive cast vinyl sheet material such as 'Scotchcal' or other equivalent material approved by Council’s Supervising Engineer may be used in place of background paint. The material shall be of uniform density and compatible with the material used for the legend both in application and durability.

Quality

2. The colours and gloss levels shall be uniform and conform to the requirements of Clause C262.08 (a).

Colours and Gloss

C262.09 NON-REFLECTIVE MATERIAL FOR LEGEND

(a) Legend Screening Ink

1. Screening ink shall be a high quality, full gloss, non-fade, non-bleed and scratch resistant type of ink compatible with the material to which it is applied. Screening ink shall have durability at least equal to the material to which the screening ink is applied.

Quality

(b) Legend Sheet Material

1. Adhesive cast vinyl sheet material such as 'Scotchcal' or other equivalent material approved by Council’s Supervising Engineer may be used in place of screening ink. The material shall be of uniform density and compatible with the material used for the background both in application and durability.

Quality

(c) Colours and Finish

1. The requirements of Clause C262.08 (a) shall also apply to non-reflective materials for legends but additional colours complying with AS 2700 may be specified.

Colours and Gloss

C262.10 RIVETS

1. Each rivet shall consist of a domed head and shank made of aluminium alloy and a steel mandrel, which is discarded after securing the rivet.

Head and Shank

2. A paint coating shall be applied to the domed head so that when the rivet is in position it will show the same colour as the material to which it is attached. Paint may cover the shank of the rivet, providing the coating thickness does not restrict the insertion of the shank into the standard drilled hole for that rivet.

Painted Head

3. The paint shall be alkyd enamel, which shall be applied after an appropriate treatment of the shank of the rivet to ensure long lasting adhesion.

Paint Application

C262.11 REFERENCE MARKINGS

1. All signs shall be clearly and permanently stamped or engraved with an identification coding. The coding shall appear in ciphers of height neither less than 6 mm nor more than 10 mm on the rear of the sign and shall be carried out in such a manner that the front face of the sign is not damaged.

Identification Code

2. For rectangular signs, the coding shall appear as near as practicable to the bottom rear left hand corner. For other shaped signs, the coding shall be positioned on or below the horizontal centre line and as near as practicable to the left hand rear edge.

Location

3. Manufacturers shall include coding information in the following format:- Manufacturer's Name Month and Year of Manufacture Manufacturer and Class of Retro-Reflective Material

Information Shown

SIGNPOSTING


C262.12 SIGN SUPPORT STRUCTURES

(a) General

1. Sign support structures shall be fabricated from steel sections, which shall comply with the requirements of AS 1163, AS 3678 and AS 3679.1.

Standards

2. Signs support structures shall be standard round galvanised posts of 50, 65 or 80 mm nominal bore or purpose-designed steel structures as shown on the Drawings and manufactured in accordance with the requirements of AS 1250.

Size

3. Splices in members shall be restricted to a maximum of one splice per member. Splices shall be full penetration butt welds.

Splices

4. All welding shall be as shown on the Drawings and in accordance with the requirements of AS 1554.1, Category GP.

Welding Standard

(b) Protective Treatment

1. Except for standard galvanised posts, all steel components including brackets shall be protected by hot-dip galvanising after all fabrication processes are completed.

Hot-Dip Galvanising

2. The steel components shall be finished by hot-dip galvanising in accordance with AS 1650 to provide a minimum thickness of 100 microns and a bright finished surface free from white rust and stains.

Finish

3. Bolts, nuts and washers and brackets shall be galvanised in accordance with AS 1214.

Bolts, Nuts etc.

4. Splices in standard galvanised posts shall be painted by using a zinc-rich paint in accordance with Appendix G of AS 1650 to provide a zinc-rich coating at least equal to the thickness specified for the galvanised layer.

Splices

5. Scratched and slightly damaged surfaces of galvanised coatings shall be renovated by using zinc-rich paint in accordance with Appendix G of AS 1650 to provide a zinc-rich coating at least equal to the thickness specified for the galvanised layer. This method of renovation shall be restricted to areas not exceeding 2500 square millimetres. Any structure with totally-damaged coating areas exceeding 2500 square millimetres shall be regalvanised by the Contractor.

Damaged Surfaces

6. The cost of regalvanising such damaged coating areas shall be borne by the Contractor.


(c) Attachment of Signs

1. Posts and other components shall be provided with the required sign attachment holes or fittings to suit the typical attachment systems as shown on the Drawings. Sign panels shall be attached to each supporting member at each extrusion section or bolt hole in the sign panel.

Typical Systems

2. The Contractor shall submit details of the proposed attachment systems for the approval of Council’s Supervising Engineer.


SIGNPOSTING


ERECTION OF NEW SIGNS

C262.13 SETTING OUT

1. The location of signs shall be as shown on the Drawings or as directed by Council’s Supervising Engineer. The Contractor shall set out the work to ensure that all signs and support structures are placed in accordance with the Drawings or as directed by Council’s Supervising Engineer.

Location

2. Signs shall be aligned approximately at right angles to the direction of the traffic they are intended to serve. On curved alignments, the angle of placement should be determined by the course of approaching traffic rather than the orientation of the road at the point where the sign is located.

Alignment

3. The Contractor shall submit details of and set out, for Council’s Supervising Engineer's inspection and approval, the proposed location and alignment of each sign support structure.


4. Work on the foundations of the sign support structure shall not commence until Council’s Supervising Engineer has approved the location and alignment of the sign support structure.

Approval of Council’s Engineer

C262.14 CLEARING

1. Any trees and undergrowth within three metres of the sign support structure and along a motorist's line of sight to the front of the sign shall be cleared and removed.

Extent of Work

C262.15 SIGN STRUCTURE FOUNDATIONS

1. The foundations for a simple pipe support or the foundations for each post of a purpose-designed sign support structure shall be constructed in accordance with the Drawings or as directed by Council’s Supervising Engineer.

Details

2. The foundation footings shall be neatly excavated to the depth and width shown on the Drawings. The material from the foundation excavation shall be disposed of in a responsible and legal manner.

Excavation

3. When anchor bolt assemblies are specified they shall be accurately placed and firmly supported. Anchor bolt assemblies shall be provided with levelling nuts under the sign structure baseplates to allow adjustment of the structure after installation.

Anchor Bolt Assemblies

4. Steel reinforcement shall be placed as shown on the Drawings. Steel Reinforcement

5. Concrete in the footings of sign support structures shall comply with Specification C271 - MINOR CONCRETE WORKS and have a minimum compressive strength at 28 days of 20MPa for pipe support footings and 32MPa for purpose-designed support footings.

Concrete Quality

6. If ready mixed concrete is used, the concrete shall be mixed and delivered in accordance with AS 1379.

Ready Mixed Concrete

SIGNPOSTING


C262.16 ERECTION

1. All components shall be accurately positioned and supported during erection. Position and Support

2. The top of each post shall extend sufficiently beyond the upper extrusion section or bolt holes on the sign panels to enable attachment of the signs. The top of each post shall be below the top edge of the sign panel.

Top of Post Level

3. For multi-post installations, the tops of the posts shall be at the same level except where the sign shape or the arrangement of sign panels dictates otherwise.

Multi-Post Installation

4. During erection, sign panels shall be suitably supported and braced and the sign face protected from damage. Signs damaged during erection shall be repaired to a standard equivalent to the original sign or replaced by the Contractor at the Contractor's cost.

Sign Damage

Contractor’s Cost

5. Galvanised coatings which are scratched or slightly damaged during erection shall be renovated by using a zinc-rich paint in accordance with Appendix G of AS 1650 to provide a zinc-rich coating at least equal to the thickness specified for the galvanised layer. This method of renovation shall be restricted to areas not exceeding 2500 square millimetres. Any structure with totally-damaged coating areas exceeding 2500 square millimetres shall be regalvanised.

Treatment of Damaged Areas

6. The cost of regalvanising such damaged coating areas shall be borne by the Contractor.


7. The Contractor shall advise Council’s Supervising Engineer of the date, time and location of each regulatory sign to be placed.

Regulatory Signs

ADJUSTMENT OF EXISTING SIGNS AND SUPPORT STRUCTURES

C262.17 GENERAL

1. Where shown on the Drawings and where directed by Council’s Supervising Engineer, the Contractor shall adjust existing sign panels and sign support structures. The work shall include minor adjustments of existing sign panels and/or sign support structures or the work may extend to the dismantling of signs and sign support structures, relocation or replacement of sign support structures including foundations and re-erection of signs including all fittings.

Extent of Work


C262.18 RESERVED

C262.19 RESERVED

C262.20 RESERVED

C262.21 RESERVED

SIGNPOSTING





Clause

1. Sign Blanks (a) Dimensions

± 1.50mm

C262.05

(b) Bow < 0.5% of maximum dimension C262.05 (c) Butt gap in multipiece

sign < 1mm C262.05

(d) Rivet spacing in

backing strip < 200mm C262.05

(e) Backing strip width >50mm C262.05

2. Extrusion Backing (a) Rivet Spacing

<200mm

C262.06

3. Background Paint (a) For matt coatings,

gloss level

>12% and <15%

C262.08

(b) For gloss coatings,

gloss level >85% and <95% C262.08

4. Reference Marking (a) Height of Coding

>6mm and <10mm

C262.11

5. Sign Support Structures (a) Protective Treatment

thickness

>100 microns

C262.12b

(b) Paint coating over

Splices in standard galvanised posts

>100 microns C262.12b

(c) Damaged Surface of

galvanised surfaces: (i) Coating with zinc

rich paint

Area <2500 sq. mm

C262.12b

(ii) Regalvanise Area >2500 sq. mm C262.12b

6. Clearing (a) Trees and

Undergrowth to be cleared

<3 metres from sign support structure

C262.14

7. Concrete in Foundations

of Sign Support Structures (a) Strength

>25 MPa at 28 days

C262.15


SIGNPOSTING


GUIDEPOSTS



C263

GUIDEPOSTS

GUIDEPOSTS


SPECIFICATION C263 : GUIDEPOSTS

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 2

C263.01 SCOPE ..............................................................................................................................................2


C263.03 MATERIALS ......................................................................................................................................6

CONSTRUCTION ....................................................................................................................19

C263.04 GENERAL ...................................................................................................................................... 19

C263.05 PROTECTIVE TREATMENT OF TIMBER GUIDEPOSTS .......................................................... 22

C263.06 ERECTION OF GUIDEPOSTS ..................................................................................................... 24

C263.07 DELINEATORS .............................................................................................................................. 28


C263.08 RESERVED ................................................................................................................................... 30

C263.09 RESERVED ................................................................................................................................... 31

C263.10 RESERVED ................................................................................................................................... 31

GUIDEPOSTS


SPECIFICATION C263 : GUIDEPOSTS

GENERAL

C263.01 SCOPE

1. The work to be executed under this Specification consists of the setting out, supply of all materials and erection of guideposts at the locations shown on the Drawings or as directed by Council’s Supervising Engineer in areas where streetlighting is not provided.




(b) Australian Standards AS 1143 - High temperature creosote for the preservation of timber. AS 1580 - Paints and related materials - Methods of test. AS 1580.101.1 - Air drying conditions. AS 1580.481.1.11 Exposed to weathering - Degree of chalking. AS 1580.481.1.12 Exposed to weathering - Degree of colour change. AS 1580.483.1 - Resistance to artificial weathering (carbon-arc type

instruments) AS 1580.602.2 - Measurement of specular gloss of non-metallic paint films at

20o, 60

o and 85

o.

AS 1906.2 - Retroreflective devices (non-pavement application). AS 2082 - Visually stress-graded hardwood for structural purposes.


C263.03 MATERIALS

(a) General

1. Guideposts shall be of timber or a flexible (driveable or non-driveable) post conforming to the requirements of this specification. The Contractor shall supply details of the proposed flexible guidepost including the manufacturer’s recommended installation procedure, technical specifications and test certificates for consideration by Council’s Supervising Engineer.

Posts

(b) Timber Posts

1. Timber posts shall be cut from Select Grade hardwood and conform to AS 2082. All surfaces shall be smooth and free from obvious saw marks.

Quality

2. The posts shall be of rectangular cross-section having dimensions of 100mm x 50mm and shall be 1,400mm in length. The tops of the guideposts shall be sloped so that one 100mm edge is 10mm lower than the opposite edge.

Dimensions

(c) Flexible Posts

1. Flexible guideposts shall be made to a design, and from a material, which provides the properties of strength, flexibility, impact resistance and durability. The material shall be mould resistant, solvent resistant, heat resistant and fire retardant.

Properties

GUIDEPOSTS


2. The surface of the posts shall have a gloss or semi-gloss white finish. The surface shall be smooth and easily cleaned.

Surface Finish

3. The flexible posts shall be 1400mm in length and shall have one face of 100mm width.

Dimensions

4. Flexible posts shall have the following physical properties and performance characteristics when subjected to the referenced tests:

- The composition of the posts shall not vary beyond commercially accepted limits from the composition stated by the manufacturer at the time of tendering. Testing, in accordance with AS 1580.101.1, shall be carried out under standard ambient conditions of temperature 23 ± 2

oC and relative

humidity 45 per cent to 75 per cent.

- The mass of any individual post shall not vary more than ± 3 per cent from the mass of 20 sample posts.

- Resistance to accelerated weathering - when tested in accordance with AS 1580.483.1, shall be free from crazing and blistering. The degree of chalking and colour change shall not fall below a rating of 6 when tested in accordance with AS 1580.481.1.11 and 12, and the loss of gloss shall not exceed 20 gloss units (egg shell gloss) when evaluated in accordance with AS 1580.602.2.

- Resistance to heat - the post shall be conditioned at 60oC ± 1C for 2 hours

in an oven. The conditioned post shall be bent 180o at the midpoint four

times within 2 minutes of removal from oven. The deflection of the top of the post shall be no greater than 50mm, 30 seconds after the fourth bend.

- Resistance to impacts after accelerated ageing - after treatments for a period of 28 days in accordance with Test Method T 1550 the post shall show no evidence of fracture, cracking or splitting, when tested according to Test Method T 1551.

- Resistance to vehicle impacts - the posts shall be manufactured from an impact resistant material and be so designed that an installed post is capable of returning to its original shape and remaining serviceable after being subjected to the following series of direct impacts by a typical passenger sedan at temperatures between 15

oC and 30

oC:

Posts shall be capable of withstanding a series of 10 bumper bar impacts at 60km/h and 5 bumper bar impacts at 100km/h directed at 90

o to the front face of the guidepost. The impacting vehicle

shall suffer little or no damage during the impact test series.

The posts to be tested shall be installed in accordance with the recommendations of the manufacturer, and shall be furnished complete with attached delineators.

(d) Metal Posts

1. Metal Posts shall be constructed in accordance with the relevant Australian Standard. Guideposts shall be hot dipped galvanised or plastic coated and installed in accordance with the manufacturer’s specification.

Quality

(e) Delineators

1. Corner-cubed delineators, conforming to AS 1906.2 shall be attached to each post.

Standard

2. The delineators shall be neither less than 80mm nor more than 85mm diameter. Diameter

GUIDEPOSTS


CONSTRUCTION

C263.04 GENERAL

1. The Contractor shall at all times conform to the requirements of Specification C201 - CONTROL OF TRAFFIC.

Traffic Control

2. Where the shoulder is in embankment or at natural surface level, the guideposts shall be placed near the outer edge of the shoulder and at a uniform distance, minimum 1 metre, from the pavement edge. Where the shoulder is located in a cutting, the guideposts shall be placed on the outer side of the table drain, and minimum 1 metre from the pavement edge line, in such a manner as not to impede the flow of water in the drain.

Positioning

3. Guideposts shall be erected at the locations shown on the Drawings or as directed by Council’s Supervising Engineer.

Location

4. Underground services laid in proximity to the guideposts shall be located prior to erection of posts, and all care shall be taken to not damage such services.

Location of Services

C263.05 PROTECTIVE TREATMENT OF TIMBER GUIDEPOSTS

1. The portion of the guidepost below ground level shall be dipped in creosote, conforming to AS 1143, heated to 90

oC for a minimum period of one hour.

Creosote

2. All timber above ground level shall be painted with pink primer and any holes, cracks, or other surface imperfections in the timber, shall be stopped with white putty. Painting with a white undercoat and a white enamel-finishing coat shall follow this work.

Painting

3. Painted surfaces shall be thoroughly dry before a further coat is applied. Paints shall be handled and applied in accordance with the manufacturer's directions.

Dry Surfaces

4. All paints shall be of the best quality, durable and suitable for exterior application on timber surfaces.

Paint Quality

C263.06 ERECTION OF GUIDEPOSTS

1. Guideposts shall be set vertically in the ground to a depth of approximately 500mm. In order to offset shoulder irregularities this depth shall be varied so as to give uniform display of guideposts to a height of approximately 900mm above ground level, with the tops evenly graded. Each guidepost shall be erected with the 100mm axis at right angles to the centre line of the road.

Details

2. Allowance shall be made in the height of guideposts above the ground for the effects of superelevation and other road geometry in order to keep the guideposts within the range of the beam of vehicle headlights.

Vertical Alignment

3. Backfilling shall be compacted in layers of depth not more than 150mm for the full depth of the guideposts up to ground level. The density of the compacted backfilling shall not be less than that of the adjacent undisturbed ground. Guideposts shall be firm in the ground to the satisfaction of Council’s Supervising Engineer.

Backfilling

4. Flexible guideposts, when installed in the ground in accordance with the recommendations of the manufacturer, shall resist overturning, twisting and displacement from wind and impact forces.

Flexible Guideposts

5. All necessary steps shall be taken to prevent people and stock from stepping into the post holes during the erection of the guideposts.


GUIDEPOSTS


C263.07 DELINEATORS

1. 'Corner Cubed' delineators, complying with AS 1906.2, shall be attached to each guidepost using one way, anti-theft screws. In the case of Flexible posts, the delineators shall be glued or otherwise fastened to the post in such a manner that they are not dislodged or rendered inactive under vehicular impact.

Fixing

2. The delineators shall be mounted so that the top of the reflector is 50mm below the top of the guidepost.

Position

3. The delineators shall be so arranged that drivers approaching from either direction will see only red delineators on their left side and white delineators on their right side.

Arrangement


C263.08 RESERVED

C263.09 RESERVED

C263.10 RESERVED

GUIDEPOSTS


GUARDFENCE



C264

GUARDFENCE

GUARDFENCE


SPECIFICATION C264 : GUARDFENCE

CONTENTS

CLAUSE PAGE

GENERAL .................................................................................................................................. 9

C264.01 SCOPE ..............................................................................................................................................9


MATERIALS .............................................................................................................................16

C264.03 STEEL COMPONENTS ................................................................................................................ 16

C264.04 TIMBER POSTS ............................................................................................................................ 21

CONSTRUCTION ....................................................................................................................22

C264.05 GENERAL ...................................................................................................................................... 22

C264.06 ERECTION OF STEEL POSTS .................................................................................................... 24

C264.07 ERECTION OF TIMBER POSTS .................................................................................................. 29

C264.08 ERECTION OF GUARDFENCE PANELS .................................................................................... 33

C264.09 END TREATMENT OF GUARDFENCE ....................................................................................... 37

C264.10 DELINEATORS .............................................................................................................................. 40

WIRE ROPE SAFETY FENCE ................................................................................................44

C264.11 GENERAL ...................................................................................................................................... 44

C264.12 EXCAVATION ................................................................................................................................ 45

C264.13 POST FOUNDATIONS AND ANCHOR BLOCKS ........................................................................ 46

C264.14 POSTS ........................................................................................................................................... 51

C264.15 LOADING TEST OF POST FOUNDATIONS ............................................................................... 54

C264.16 ROPES ........................................................................................................................................... 57

C264.17 TENSIONING ................................................................................................................................. 60



GUARDFENCE



C264.19 RESERVED ................................................................................................................................... 72

C264.20 RESERVED ................................................................................................................................... 73

C264.21 RESERVED ................................................................................................................................... 73

GUARDFENCE


SPECIFICATION C264 : GUARDFENCE

GENERAL

C264.01 SCOPE

1. The work to be executed under this Specification consists of the setting out, supply of all materials and erection of guardfence at the locations shown on the Drawings or as directed by Council’s Supervising Engineer.




(a) Council Specifications C201 - Control of Traffic C271 - Minor Concrete Works

(b) Australian Standards AS/NZS 1110 - ISO metric precision hexagon bolts and Screws. AS 1111 - ISO metric hexagon commercial bolts and screws. AS 1143 - High temperature creosote for the preservation of timber. AS 1214 - Hot-dip galvanised coatings on threaded fasteners. AS 1365 - Tolerances for flat-rolled steel products. AS 1391 - Method for tensile testing of metals. AS 1594 - Hot-rolled steel flat products. AS 1627.1 - Cleaning using liquid solvents and alkaline solutions. AS 1627.4 - Abrasive blast cleaning. AS 1650 Hot-dipped galvanised coatings on ferrous articles. AS 1906.2 - Retroreflective devices (non-pavement application). AS 2082 - Visually stress-graded hardwood for structural purposes.

Other Standards Austroads - Guide to Road Design – Part 6 Roadside Design, Safety

Barriers TD 32/89 - British Department of Transport, Highways and Traffic,

Departmental Standard; Wire Rope Safety Fence

MATERIALS

C264.03 STEEL COMPONENTS

1. Posts and blocking pieces shall be mild steel conforming to AS 1594, minimum Grade HU1, to the dimensions as detailed on the drawings.

Posts

2. Rail elements and terminal pieces shall be mild steel conforming to AS 1594, minimum Grade HA250, to the dimensions as detailed on the drawings.

Rails

3. The mechanical properties of the rail elements and terminal pieces, when tested in accordance with AS 1391, shall conform to the following requirements:

Tests

GUARDFENCE


Yield Stress, typical 272 MPa Ultimate Tensile Stress, typical 372 MPa Elongation in 80mm, typical 31%

4. The rail elements shall comply with AS 1365 to the following tolerances: Metal thickness 2.6mm ± 0.21mm Mill tolerance on strip width +2.50mm, -0.0 Mill camber tolerance on 2000mm length 4.0mm max

Tolerances

5. All guardfence components are to be hot-dip galvanised after fabrication in accordance with AS 1650 to Class Z 600. Prior to galvanising, the surfaces shall be treated in accordance with AS 1627.1 and AS 1627.4.

Protection

6. Splice and post bolts shall comply with AS/NZS 1110 Grade 8.8 and other bolts to AS 1111 Grade 4.6. All bolts, nuts and washers shall be hot-dip galvanised in accordance with AS 1214.

Bolts

C264.04 TIMBER POSTS

1. Timber posts are to be used only in end panels, as detailed on the drawings. Timber posts and blocking pieces shall be cut from Select Grade hardwood and conform to structural Grade No. 1 of AS 2082. All surfaces shall be smooth and free from obvious saw marks.

Timber

CONSTRUCTION

C264.05 GENERAL

1. The Contractor shall at all times conform to the requirements of Specification C201- CONTROL OF TRAFFIC.

Traffic Control

2. Guardfence is to be erected after construction of base on concrete pavements and after the placing of the initial layer of asphaltic concrete or sprayed seal on a flexible pavement, unless otherwise approved by Council’s Supervising Engineer.


C264.06 ERECTION OF STEEL POSTS

1. Underground cables and ducts laid in the guardfence area shall be located prior to the erection of posts and all care must be taken not to damage such cables and ducts.

Cables and Ducts

2. Steel posts are to be erected by driving, with the open section pointing in the same direction as adjacent traffic.

Orientation

3. The face of guardfence posts are to be located 285mm from the edge of shoulder and the top of the post 700mm above the edge or ground level, unless otherwise shown on the Drawings.

Positioning of Posts

4. Posts shall stand vertical and the spacing shall be such that when the guardfence is erected no post movement is necessary in order to align holes or for any other reason.

Spacing

5. The posts should be driven to the full depth shown on the Drawings. If this is not possible due to the presence of an underground obstruction, an alternative method of setting the posts, as approved by Council’s Supervising Engineer, shall be used.

Underground Obstruction

6. When erected in position the posts shall be on a smooth line both horizontally and vertically at a height of 530mm (± 10mm) from the nominal level of the pavement at the shoulder line to the centre of the guardfence attachment bolts. On flared ends the level of

Tolerances

GUARDFENCE


the posts shall be such as to conform to the extended crossfall of the main pavement.

7. The posts are to be firm in the ground to the satisfaction of Council’s Supervising Engineer.

Firmness

8. The posts shall not have any obvious deformation as a result of driving. Any damage, which occurs to the posts, is to be repaired within 24 hours using an approved cold galvanising compound.

Damage to Posts

9. Any post, which has been excessively damaged, will be rejected and shall be replaced by the Contractor at its own expense..

Contractor’s Cost

C264.07 ERECTION OF TIMBER POSTS

1. Timber posts shall be cut to the dimensions shown on the Drawings. Dimensions of Posts

2. The surface area of the posts that will be in the ground shall be painted with creosote, conforming to AS 1143, prior to erection.

Creosote Treatment

3. The section of the timber posts in the ground shall be wrapped in 6mm thick polystyrene foam sheeting before being cast into a reinforced concrete footing.

Polystyrene Foam

4. Concrete used in the footings for timber posts shall have a minimum compressive strength of 20MPa at 28 days and shall conform to the requirements of Specification C271 - MINOR CONCRETE WORKS.

Concrete

5. Concrete footings shall be 500mm diameter, and shall have tolerances of minus zero or plus 50mm. Overbreak and excessive depth shall be filled with 20MPa concrete at no cost to the Principal.

Footing Size

6. Wire fabric reinforcing shall be as detailed on the Drawings. Reinforcing Fabric

7. The surface area of the posts that will be above ground shall be painted with two coats of grey acrylic paint.

Painting

C264.08 ERECTION OF GUARDFENCE PANELS

1. Steel blocking pieces are to be erected with the open section pointing in the same direction as adjacent traffic.

Orientation

2. All rail laps shall be in the same direction as adjacent traffic. Rail Laps

3. Backing/stiffening pieces, 300mm long, shall be used on intermediate posts. Backing Pieces

4. Guardfence panels and steel blocking pieces are to be handled and erected in such a manner that no damage occurs to the galvanising. Any minor damage occasioned to the galvanising shall be repaired within 24 hours using an approved cold galvanising compound.

Minor Damage to Galvanising

5. Any guardfence panels or steel blocking pieces that have been excessively damaged shall be rejected and shall be replaced by the Contractor at its own expense..

Contractor’s Cost

6. Guardfence attachment bolts and splice bolts are to be tightened initially such that the fence can be erected. Adjustments are then to be made to the rails using the slotted holes provided to produce a smooth regular line, free of any kicks or bumps. The overall line of the top of the guardfence panels is to visually conform to the vertical alignment of the road pavement.

Erection Procedure

GUARDFENCE


7. When the alignment both vertically and horizontally is obtained the splice bolts are to be fully tightened. The bolt head (not the shoulder) should be in full bearing with the rail. The recess in the nut should face the bolt shoulder; otherwise the splice will not be tight.

Splices

C264.09 END TREATMENT OF GUARDFENCE

1. For undivided carriageways, both approach and departure ends of the guardfence shall be flared and end anchorage panels with terminal sections Type A shall be constructed as detailed on the Drawings.

Undivided Carriageway

2. For divided carriageways, the approach end of the guardfence shall be flared and end anchorage panels with terminal sections constructed. The departure end of the guardfence shall be as specified in the R.T.A. Road Design Guide and as detailed on the Approved Drawings.

Divided Carriageway

3. The approach and departure ends of double sided guardfences shall have end panels as specified in the R.T.A. Road Design Guide and as detailed on the Approved Drawings.

Double Sided Guardfence

C264.10 DELINEATORS

1. Where shown on the Drawings, delineator brackets shall be attached to the centre of the guardfence under the special washer of the post bolt of the first post and then in accordance with the following table: -

Spacing

Radius of Curve

Spacing of Reflectors

on Guardfence

m every

30 - 90 3rd post 90 - 180 5th post 180 - 275 8th post 275 - 365 11th post over 365 16th post

(including straight road)

2. Circular corner cube delineators, complying with AS 1906.2 shall be fixed to the brackets.

3. The delineators shall be so arranged that drivers approaching from either direction will see only red reflectors on their left side, and white reflectors on their right.

WIRE ROPE SAFETY FENCE

C264.11 GENERAL

1. Wire rope safety fence may be used in selected applications with the prior approval of the Council’s Supervising Engineer.

Locations

C264.12 EXCAVATION

1. Excavations for concrete post foundations and anchor blocks shall have vertical sides and be formed to the line and level described in the Drawings.

GUARDFENCE


C264.13 POST FOUNDATIONS AND ANCHOR BLOCKS

1. Precast concrete post foundations shall be installed on a firm level base. Any lateral overbreak of the excavation shall be filled with concrete in accordance with specification C271 - MINOR CONCRETE WORKS

Precast Post Foundations

2. In-situ concrete post foundations and anchor blocks shall be constructed using concrete in accordance with specification C271 - MINOR CONCRETE WORKS. Temporary formwork shall be used where the sides of excavations cannot be kept vertical for in-situ concrete post foundations and anchor blocks. The formwork shall be installed immediately after excavation. Any lateral overbreak of the excavation shall be filled with concrete in accordance with specification C271 - MINOR CONCRETE WORKS

In situ Post Foundations

3. All anchor frames, check posts, posts, sockets and reinforcing rings shall be positioned to the line and levels described in the Drawings and they shall be secured against displacement during placing of the concrete.

Positioning

4. Concrete shall be compacted using internal vibration and shall be thoroughly worked around any embedded metal and into corners of formwork or excavations to produce a dense mass substantially free from voids and in such a manner as to prevent segregation. Immediately on completion of compaction exposed surfaces shall be covered for a minimum period of 7 days (unless the Council’s Supervising Engineer agrees a shorter period) by covering with impermeable sheeting set to prohibit excess loss of moisture. The sheeting shall be removed at the end of the curing period. Formwork shall be struck without damage to the concrete not less than 7 days after placing the concrete. Formed and unformed surfaces shall be free from voids, honeycombing or other defects. Small blemishes caused by entrapped air or water are acceptable.

Concrete Placement

C264.14 POSTS

1. Posts shall be installed so that: a. The alignment on plan of the completed fence does not deviate by more than ±

30mm at any point from that detailed in the Drawings; b. The alignment in elevation of the tops of the fence posts does not deviate in any

10m length by more than ± l0mm from that detailed in the Drawings c. The radiused edges of posts are presented to the direction of traffic flow

Installation Alignment

2. Driven line posts shall be installed to the levels detailed in the Drawings without damage to the slot in the top of the post

Driven Posts

3. Surface mounted posts shall be installed in accordance with the details given in the Drawings.

Surface Mounted Posts

4. No drilling, cutting or welding of posts shall be permitted without the prior approval of the Council’s Supervising Engineer. Excluders shall be fitted on all line posts installed in sockets.

No Post Modifications

C264.15 LOADING TEST OF POST FOUNDATIONS

1. Where directed by the Council’s Supervising Engineer, the Council’s Supervising Engineer will carry out loading tests of post foundations installed by the Contractor for this purpose. Details of the locations where testing will be required, the foundation type and the number of foundations to be tested shall be advised by the Council’s Supervising Engineer.

Requirement

2. Unless otherwise agreed by the Council’s Supervising Engineer, the Contractor shall install the posts and foundations required for tests prior to installation of the relevant length of safety fence and after completion of all earthworks. On completion of the tests, the Contractor shall remove the test posts and foundations and reinstate the earthworks unless otherwise directed by the Council’s Supervising Engineer.

Testing and Reinstatement

GUARDFENCE


3. The Contractor shall make available to the Council’s Supervising Engineer a vehicle of not less than 5 tonnes for the Council’s Supervising Engineer's use while carrying out the loading tests. The Contractor shall establish and maintain all necessary traffic management procedures and safety measures during installation, test loading and removal of the test posts and foundations.

Test Vehicle

4. Al costs associated with the installation, testing and removal of test posts and foundations shall be at the Contractor’s expense

Contractor’s Cost

C264.16 ROPES

1. The ropes shall be installed to the layouts shown on the contract drawings, also to TD32/89 Drawings WR/0l, WR/07, WR/11, WR/12, WR/13 and to the following requirements:

a. The two lower line ropes shall be placed on the hooks of each deflection post, interwoven between successive line posts and finally positioned on the hooks of each line post;

b. The two upper line ropes shall be placed in the slot of each post; c. Ropes shall be joined by rigging screws with a thread engagement of not less

than 25mm; d. One end of each tail rope shall be connected to an anchor frame in the anchor

block and shall be fitted with a safety check rope which shall be connected to the attachment plate;

e. The length of line rope between any anchors shall be not greater than 627m; f. Two ropes, one upper and one lower, shall be terminated at each intermediate

anchor.

Rope installation

C264.17 TENSIONING

1. All rigging screws on each line rope shall be adjusted equally to achieve the tension given in Table C264.1 appropriate to the ambient temperature which shall be agreed with the Council’s Supervising Engineer. The tension in each rope shall not deviate along its length by more than ± 0.5kN from the agreed tension, at the time of installation measured using a tension indicating device approved by the Council’s Supervising Engineer.

Temperature Correction

2. Prior to putting the safety fence into service the tension in each rope shall be checked and shall be retensioned if necessary to comply with the requirements of Table C264.1.

Tension to be Checked

GUARDFENCE


Ambient

Temperature oC

Rope

Tension kN

-10 36.0

-5 33.25

0 30.5

5 27.75

10 25.0

15 22.25

20 19.5

25 16.75

30 14.0

Table C264.1 - Relationship Between Rope Tension and Ambient Temperature

GUARDFENCE





Clause

1. Vertical Alignment (a) Nominal shoulder line

level to centre of guardfence attachment bolts

530mm ± 10mm

C264.06

2. Concrete Footings (a) Diameter

500mm -0mm or +50mm

C264.07

3. Wire Rope Posts (a) Plan alignment (b) Vertical alignment of post tops

± 30mm ± 10mm in any 10m length

C264.14



C264.19 RESERVED

C264.20 RESERVED

C264.21 RESERVED

GUARDFENCE


BOUNDARY FENCING



C265

BOUNDARY FENCING

BOUNDARY FENCING


SPECIFICATION C265 : BOUNDARY FENCING

CONTENTS

CLAUSE PAGE

GENERAL ................................................................................................................................22

C265.01 SCOPE ........................................................................................................................................... 22


MATERIALS .............................................................................................................................28

C265.03 GENERAL ...................................................................................................................................... 28

C265.04 GALVANISED POSTS AND BRACES .......................................................................................... 31

C265.05 CHAIN WIRE ................................................................................................................................. 33

C265.06 WIRE NETTING ............................................................................................................................. 35

C265.07 GATES ........................................................................................................................................... 36

C265.08 REINFORCED CONCRETE POSTS ............................................................................................ 38

C265.09 PRESTRESSED CONCRETE POSTS ......................................................................................... 43

C265.10 STEEL POSTS (RURAL FENCING) ............................................................................................. 48

C265.11 GALVANISED PIPE POSTS (RURAL FENCING) ........................................................................ 50

C265.12 WIRES ........................................................................................................................................... 51

C265.13 CONCRETE BACKFILLING .......................................................................................................... 57

CONSTRUCTION ....................................................................................................................58

C265.14 GENERAL ...................................................................................................................................... 58

C265.15 CHAIN LINK FENCING ................................................................................................................. 66

C265.16 STOCK-PROOF FENCING ........................................................................................................... 72

C265.17 RABBIT-PROOF FENCING .......................................................................................................... 90

C265.18 CROSSING OF WATERCOURSES AND DEPRESSIONS ........................................................ 96

C265.19 CONNECTIONS TO EXISTING FENCES .................................................................................... 98

C265.20 FLOOD GATES ............................................................................................................................. 99

C265.21 ERECTION OF GATES ............................................................................................................... 107

BOUNDARY FENCING


C265.22 REMOVAL OF EXISTING FENCING.......................................................................................... 110

C265.23 REMOVAL AND DISPOSAL OF SURPLUS MATERIAL AND RUBBISH ................................. 113

C265.24 GRIDS .......................................................................................................................................... 115


C265.25 RESERVED ................................................................................................................................. 120

C265.26 RESERVED ................................................................................................................................. 121

C265.27 RESERVED ................................................................................................................................. 121

C265.28 RESERVED ................................................................................................................................. 122

C265.29 RESERVED ................................................................................................................................. 122

C265.30 RESERVED ................................................................................................................................. 123

BOUNDARY FENCING


SPECIFICATION C265 : BOUNDARY FENCING

GENERAL

C265.01 SCOPE

1. The work to be executed under this Specification includes setting out, clearing of fence line, supply of material and erection of boundary fencing and gates, in accordance with the Drawings or as directed by Council’s Supervising Engineer.



(a) Council Specifications C212 - Clearing and Grubbing C271 - Minor Concrete Works

(b) Australian Standards AS 1289.5.4.1 - Compaction control test – Dry density ratio, moisture variation

and moisture ratio AS 1725 - Galvanised Rail-less Chainwire Security Fences and Gates AS 1742.2 - Traffic Control Devices for General Use AS 2423 - Galvanised Wire Fencing Products


MATERIALS

C265.03 GENERAL

1. All materials shall conform to AS 2423, shall be supplied by the Contractor and shall be of dimensions, manufacture and quality in accordance with the requirements of this Specification.

Dimensions and Quality

2. For each type of material to be supplied, the Contractor shall submit to Council’s Supervising Engineer for approval the source, manufacturer and also the type if applicable.

Details to be Provided

3. No materials shall be used until approved by Council’s Supervising Engineer. Approved Materials

C265.04 GALVANISED POSTS AND BRACES

1. All posts and bracing shall be galvanised iron pipe in accordance with AS 1725. The pipes shall be to the dimensions shown on the Drawings.

Dimensions

2. All pipe joints shall be welded. All welds shall be satisfactorily cleaned and painted with a cold galvanising compound to the satisfaction of Council’s Supervising Engineer.

Welded Joints

BOUNDARY FENCING


C265.05 CHAIN WIRE

1. Galvanised chain wire mesh, 1,450mm wide (1830mm wide for Manproof Fencing) shall be of 3.15mm diameter wire woven to a 50 x 50mm square mesh. The selvedge edges of the chain wire shall be left barbed, and it shall be supplied in lengths of not less than 30m. The zinc coating shall be uniform, continuous, free from imperfections and thoroughly adherent. The coating shall be applied to the wire before the mesh is woven. The weight of the zinc coating shall not be less than 290 grams per square metre of wire surface.

Dimensions and Zinc Coating

C265.06 WIRE NETTING

1. Wire netting shall be standard quality galvanised 1.40mm diameter wire, 40mm mesh, 1.05m wide for normal use and 1.60mm diameter wire, 50mm mesh, 0.90m wide where used in creek crossings.

Dimensions

C265.07 GATES

1. Gates shall be of galvanised tubular steel construction, 3.6 metres in width by 1.5 metres or 1.2 metres (as specified) in height, and shall be fitted with substantial hinges, catch, drop bolts and locking chains unless otherwise shown on the Drawings or directed by Council’s Supervising Engineer.

Dimensions and Fittings

2. Where required, gates shall have stout and well supported, rabbit-proof mesh, to a height of at least 900mm above ground level.

Rabbit Proofing

C265.08 REINFORCED CONCRETE POSTS

(a) Strainer Posts

1. Concrete strainer posts shall be approximately 150 x 150 square in section. Each post shall be provided with 12mm diameter holes to suit the spacing of the wires as shown on the Drawings for the particular type(s) of fencing to be erected.

Dimensions

2. The posts shall be reinforced longitudinally with not less than four reinforcing bars each 12mm diameter. All posts shall have suitable stirrup reinforcement to control diagonal cracking. Longitudinal reinforcement shall have 25mm minimum cover. End cover on reinforcement shall be 25mm.

Reinforcing Steel

3. The concrete shall have a minimum 28-day compressive strength of 20MPa. Concrete Strength

(b) Intermediate Posts

1. Intermediate Posts shall generally conform to the requirements for Strainer Posts, except that the longitudinal reinforcing bars may be 9mm diameter.

Quality

C265.09 PRESTRESSED CONCRETE POSTS

(a) Strainer Posts

1. At least four longitudinal high carbon deformed high tensile strands (or equivalent) of 5mm diameter, shall be provided. The strands shall be tensioned to a stress of 800MPa minimum prior to placing concrete. Cross sectional dimensions of the posts shall be as shown on the Drawings.

Tendons

2. Concrete shall have a minimum compressive strength of 32MPa at 24 hours. Concrete

BOUNDARY FENCING


3. In lieu of holes for wires, grooves may be provided to suit the spacing of the wires shown on the appropriate Drawings for the particular types of fencing to be erected. The grooves shall be at least 5mm deep and 5mm wide at the surface of the post.

Grooves for Wire

(b) Intermediate Posts

1. Intermediate posts and strainer stays shall generally conform to the requirements for Strainer Posts except that two only high tensile, high carbon deformed strands shall be required.

Quality

2. Cross sectional dimensions shall be as shown on the Drawings. Dimensions

C265.10 STEEL POSTS (RURAL FENCING)

1. Steel posts shall be "STAR" pattern. Posts shall be drilled to suit the spacing of the wires shown on the Drawing(s), and shall be black varnished or galvanised.

Type

2. The total weight of 300 posts each 1.65m long shall be at least one (1) tonne. Weight

C265.11 GALVANISED PIPE POSTS (RURAL FENCING)

1. Galvanised pipe posts shall be used where shown on the Drawings. The pipes shall be of the dimensions shown on the Drawings and shall be of first grade quality in accordance with AS 1725.

Dimensions and Quality

C265.12 WIRES

(a) Plain Wire

1. Plain wire shall be standard galvanised drawn annealed steel wire of diameters shown on the Drawings.

Type

(b) High Tensile Plain Wire

1. High Tensile wire shall be galvanised.

Type

(c) Barbed Wire

1. Barbed wire including barbs shall be 2.5mm diameter galvanised drawn annealed steel wire, with clusters of four barbs spaced at 90mm maximum. Alternatively barbed wire may be of 1.6mm diameter high tensile steel wire, with clusters of barbs spaced at 90mm maximum.

Type and Dimensions

(d) Cable Wire

1. Cable wire shall consist of three pairs of 2 x 3.15mm galvanised iron wire tightly twisted around posts and located as shown in the Drawings.

Type and Dimensions

(e) Tie Wire

1. The wire shall be 2 mm diameter galvanised wire. Type and Dimensions

BOUNDARY FENCING


C265.13 CONCRETE BACKFILLING

1. All concrete backfilling of post holes specified on the Drawings shall be of minimum 20MPa 28-day compressive strength and shall conform to the requirements of Specification C271 - MINOR CONCRETE WORKS.

Specification

CONSTRUCTION

C265.14 GENERAL

1. Boundary fencing shall be erected prior to the commencement of other work on a particular section of the work, unless directed otherwise by Council’s Supervising Engineer.

Construction Priority

2. All fencing shall be erected in a workmanlike manner, and when completed shall be sound, strong and of neat appearance.

Quality

3. For a clear width of one metre on either side of the fence line, and for the full length of the line, all logs, boulders, stumps, roots, undergrowth and rubbish shall be removed and disposed of by the contractor in accordance with Specification C212 - CLEARING AND GRUBBING. Trees within this area shall be removed only as directed and approved by Council’s Supervising Engineer.

Clearing

4. If trees on or adjacent to the fence line are to be retained the arrangement of the fencing at the trees shall be as directed by Council’s Supervising Engineer.

Trees Retained

5. Wire shall not be strained around or against any trees to be left in the fence line, and strainer posts are to be provided on both sides of each tree.

Trees on Fence Line

6. Where minor irregularities occur in the ground the vertical alignment of the fence shall not follow these irregularities, but shall be aligned to a uniform grade between definite changes in the natural slope of the ground.

Uniform Grade

7. All survey pegs shall be left undisturbed and the post spacing shall be altered slightly where necessary to avoid pegs.

Survey Pegs

8. The Contractor shall maintain the fencing at all times in a condition secure against the ingress or egress of stock, and shall take such precautions as are necessary to prevent people or stock from stepping into holes excavated for the construction of fencing.

Stock Proof

9. Where old fencing is to be replaced by new fencing, all holes left after removal of the old fencing shall be backfilled and rammed firmly in layers of maximum depth 150mm.

Backfilling of Old Holes

10. The Contractor shall be held responsible for any loss, damage or injury to buildings, goods, crops, livestock, and property of any kind or to persons due to negligence on his part.


C265.15 CHAIN LINK FENCING

(a) Erection of Posts

1. All posts shall be erected vertically and set in concrete blocks approximately 250mm diameter and 600mm deep except for end, corner, strainer and gate posts which shall be set in concrete blocks approximately 250mm diameter and 900mm deep unless otherwise shown on the Drawings. Concrete shall have a minimum compressive strength of 20MPa at 28 days and shall conform to the requirements of Specification C271 - MINOR CONCRETE WORKS.

Concrete Blocks and Quality

2. Galvanised weather caps shall be fitted to all galvanised posts. Weather Caps

BOUNDARY FENCING


3. Strainer posts shall be used at ends of fencing, angles, intersections with other fencing, gates and at intermediate points. Distances between strainer posts shall not exceed 120 metres.

Strainer Posts

(b) Erection of Wire

1. All wire shall be spaced as shown in the Drawings. Wire shall be securely fastened and strained to an even tension between strainer posts.

Fasten and Strain

2. Where specified, or shown on the Drawings, chain wire mesh shall be erected on the outside of the posts and fastened with two turns of the wire to each cable wire on both sides of each post and at intervals of not more than 900mm between posts and to each post midway between cable wires.

Chain Wire Mesh

C265.16 STOCK-PROOF FENCING

(a) Erection of Posts

1. All posts shall be erected vertically. Reinforced concrete posts shall be erected in neatly cut holes sunk in earth or in rock where rock is encountered. Steel posts, except where placed in rock, shall be driven with suitable driving equipment. Care shall be taken not to damage the tops of the posts during driving.

Method

2. Where prestressed posts are proposed for use, they shall be either erected as for reinforced concrete posts or shall be driven. Where driven, the Contractor shall use a suitable post driver which shall be equipped with two (2) sets of guiding rollers, to hold the post vertical and in position during driving.

Driving Prestressed Posts

3. A steel cap with a plywood cushion shall be used to protect the top of the post during driving.

Protection Cap

4. If the post cannot be driven for the full depth specified, or if it becomes significantly damaged, or cannot be driven vertically, it shall be removed. The same post if undamaged, or a new post, shall be erected as described for reinforced concrete posts.

Removal of Posts

5. Posts shall be sunk to the depths shown in Table C265.1.

Type of Post Depth

Earth Rock

Concrete Corner Posts & Strain Posts 900 *600

Concrete Intermediate Posts 600 *450

Steel Posts 450 450

Note* Permitted only in cases where posts of the correct length are provided (see below), otherwise the depth of sinking shall be the same as for earth.

Table C265.1 - Post Depth in Ground

BOUNDARY FENCING


6. Cutting of concrete posts will not be permitted, and in order to take advantage of the lesser depth of sinking permitted in rock, it will be necessary to use posts manufactured in lengths to suit the depth of sinking. Where rock is met, steel posts shall be sunk in drill holes of sufficient diameter to permit them to be refilled with cement mortar consisting of one part of cement to two parts of clean sand.

Variations to Post Length

7. Earth shall be backfilled around intermediate posts in layers of maximum depth 150mm for the full depth of the hole and up to ground level. The relative compaction of the rammed material shall be not less than that of the original undisturbed ground.

Backfilling at Intermediate Posts

8. Where concrete posts are placed in rock, the space around the posts shall be tightly filled with cement mortar consisting of one part of cement to two parts of sand, or concrete where this is available.

Mortar Backfill

9. Strainer posts shall be used at ends of fencing, angles, intersections with other fencing, gates and at intermediate points. These posts shall be backfilled with approved concrete to their full depth.

Strainer Posts

10. Distances between strainer posts shall not exceed 120m in the case of fencing using steel intermediate posts, and 90m in the case of fencing for the retention of cattle (for which only concrete posts are permitted). Junctions with existing fencing shall be made in an approved manner.

Spacing of Posts

(b) Erection of Wires

1. All wire shall be placed as shown on the Drawings. Wires shall be securely fastened and strained to an even tension between strainer posts with an approved wire strainer. Where barbed wire is to be used, it shall be tied in position at the top of intermediate posts, and where additional barbed wires are called for they shall be secured to the sides of the posts as shown on the Drawings.

Fastening and Straining

2. Where concrete posts are used and the barbed wires are secured either to the tops or sides of the posts by tie wire, the tie wire shall be stretched tight and shall fit snugly against the sides of the posts to prevent movement of the barbed wire.

Barbed Wire

3. Where prestressed posts are used, wires shall be securely tied so that they seat firmly in the grooves.

Prestressed Posts

4. All joints in wires shall be as shown on the Drawings. Wire Joints

C265.17 RABBIT-PROOF FENCING

(a) General

1. Wire netting shall be erected on the side of the fence remote from the roadway in the case of road reserve boundary fences. In other cases netting shall be erected on the side which Council’s Supervising Engineer shall direct.

Netting Position

2. The netting shall be erected so that there is a 200mm lap laid on the ground surface, or trenched 215mm into the ground as shown on the Drawings for the type of fence to be erected.

Lap/Trench

3. Netting shall be tied with tie wire or fixing clips. The Contractor shall not proceed with tying netting until Council’s Supervising Engineer approves the proposed method of tying, and the materials to be used.

Fixing of Netting

4. The netting shall be loosely tied to fence wires then carefully strained without disturbing or breaking the mesh, and shall then be tied to the wires immediately on each side of the post and at intervals not exceeding 1.00m.

Straining and Tying

BOUNDARY FENCING


5. At each strainer post strut, additional netting shall be attached to the fence adjacent to the strainer post, to a height of 450mm above the strut.

Additional Netting

C265.18 CROSSING OF WATERCOURSES AND DEPRESSIONS

1. The crossing of all watercourses and depressions shall be made secure by longer posts, suitably strutted as directed by Council’s Supervising Engineer. Additional cable wire and chain wire/wire netting shall be provided as necessary to make the fence stock proof.

Marsupial Proof

2. The fence shall allow the passage of floodwater without the accumulation of debris. If directed by Council’s Supervising Engineer, floodgates shall be provided in accordance with Clause C265.20.

Floodwater

C265.19 CONNECTIONS TO EXISTING FENCES

1. Existing cross fences shall be connected to the new fence using a strainer post with braces in each direction of strain (including cross fence) and the wires in both fences properly fastened to the post.

Strainer Posts

C265.20 FLOOD GATES

(a) General

1. Suitable provision for the passage of floodwaters past the fence shall be made at all watercourses. In all cases floodgates shall be of the type indicated on the Drawings, or as directed by Council’s Supervising Engineer, and shall be erected so as to prevent the accumulation of flood debris, while remaining stock-proof or rabbit-proof.

Requirements

(b) Small Watercourses

1. Flood gates, in accordance with the Drawings, shall be provided in small gullies at the locations indicated on the Drawings or as directed by Council’s Supervising Engineer. The opening of each floodgate shall provide a waterway area at least twice that of the culvert opposite to which it is placed, or as otherwise directed by Council’s Supervising Engineer.

Waterway Area

(c) Large Gullies and Creeks

1. Flood gates, in accordance with the Drawings, shall be provided in gullies and creeks at the locations indicated on the Drawings, or as directed by Council’s Supervising Engineer.

Location

2. A 9mm galvanised wire rope shall be carried over the gully in one span, threaded through a strainer post and tied back to an anchor at an adjacent concrete intermediate post. Turnbuckles are to be provided at each end to tension the wire rope. Netting shall be suspended from the wire rope and shall be overlapped and securely tied. The netting shall be of sufficient length to lie on the ground for a distance of not less than 1.0m on the downstream side.

Construction Detail

3. Ballast, of sound timber securely tied to the netting, shall be provided at the downstream end of the netting.

Netting Ballast

4. The sides of the gully shall be trimmed as necessary, to ensure that the floodgate shall be stock-proof or rabbit-proof. The floodgate shall have sufficient movement of the suspended portion under the flow of floodwaters to prevent damage to the fence and the accumulation of debris against it. Each strainer post shall be stayed in three directions, as shown on the Drawings.

Construction Requirements

BOUNDARY FENCING


C265.21 ERECTION OF GATES

1. Where gates are specified or shown on the Drawings, or are directed by Council’s Supervising Engineer, they shall be erected so that they swing away from the road. Double gates shall be supplied if directed by Council’s Supervising Engineer; otherwise a single gate only shall be supplied.

Swing Away From Road

2. At the location of gates the surface shall be levelled and shall be nearly horizontal. The area where the gates swing shall be similarly levelled.

Level Surface

3. The gates shall be hung as indicated in the Drawings. Hanging

C265.22 REMOVAL OF EXISTING FENCING

1. Where required, existing fencing is to be removed as shown on the Drawings. Location

2. No fencing is to be removed if there is a risk of egress or ingress of stock. If the existing fence is a rabbit-proof fence, then the contractor shall ensure that at night and weekends and other such times when work is not in hand that the whole of the fence is maintained in a rabbit-proof condition, even if temporary fencing is required. No extra payment will be made for this requirement.


3. All material removed in demolishing existing fencing shall be disposed by the Contractor as provided by Clause C265.23.

Old Material

C265.23 REMOVAL AND DISPOSAL OF SURPLUS MATERIAL AND RUBBISH

1. All surplus material, offcuts, timber, roots and other debris resulting from the fencing contract shall be removed or otherwise disposed of to the satisfaction of Council’s Supervising Engineer.


2. The Contractor shall be responsible for any damage that may result from his lighting of fires.

Fire Damage

C265.24 GRIDS

1. Where shown on the Drawings, or as directed by Council’s Supervising Engineer, grids shall be erected in accordance with the Drawings.

Standard

2. The grid shall be evenly bedded on a continuous layer of compacted sand or other granular material approved by Council’s Supervising Engineer. The bedding material shall be compacted so that the relative compaction as determined by Test Method T166 is not less than 95 per cent.

Bedding

3. Grids shall be installed on raised abutments with approach ramps where possible. Alternatively, a grid may be placed over an excavated pit, in which case adequate drainage shall be provided.

Raised Abutments

4. Crossfall for single lane grids shall be level and for two lane grids each section shall have a crossfall conforming to the crossfall of the approach road.

Crossfall

5. The grid construction shall include all activities associated with the grid including any adjustments to the fencing as shown on the Drawings.

Extent of Work

BOUNDARY FENCING



C265.25 RESERVED

C265.26 RESERVED

C265.27 RESERVED

C265.28 RESERVED

C265.29 RESERVED

C265.30 RESERVED

BOUNDARY FENCING


MINOR CONCRETE WORKS



C271




SPECIFICATION C271 : MINOR CONCRETE WORKS

CONTENTS

CLAUSE PAGE

GENERAL ................................................................................................................................33

C271.01 SCOPE ........................................................................................................................................... 33


EXCAVATION AND FOUNDATIONS ......................................................................................45

C271.03 GENERAL ...................................................................................................................................... 45

C271.04 NEW JERSEY TYPE BARRIERS, DRIVEWAYS AND FOOTPATHS ........................................ 49

C271.05 NOT USED ..................................................................................................................................... 53

C271.06 RETAINING WALLS, HEADWALLS AND WINGWALLS ............................................................ 53

FORMWORK............................................................................................................................57

C271.07 GENERAL ...................................................................................................................................... 57

C271.08 APPROVAL OF FORMWORK DESIGN ....................................................................................... 64

C271.09 PROVISION FOR DRAINAGE ...................................................................................................... 66

C271.10 CONSTRUCTION .......................................................................................................................... 67

C271.11 ERECTION ..................................................................................................................................... 73

MATERIALS FOR CONCRETE ...............................................................................................81

C271.12 CEMENT ........................................................................................................................................ 81

C271.13 WATER .......................................................................................................................................... 86

C271.14 FINE AGGREGATE ....................................................................................................................... 88

C271.15 COARSE AGGREGATE ................................................................................................................ 94

C271.16 ADMIXTURES ............................................................................................................................. 104

C271.17 TESTING OF MATERIALS.......................................................................................................... 108

HANDLING AND TREATMENT OF CONCRETE ................................................................ 110



C271.18 MEASURING ............................................................................................................................... 110

C271.19 MEASURING BY WEIGHT, ON-SITE MIXING .......................................................................... 114

C271.20 MEASURING BY VOLUME, ON-SITE MIXING .......................................................................... 120

C271.21 CONSISTENCY ........................................................................................................................... 126

C271.22 MIXING AND DELIVERY ............................................................................................................. 129

C271.23 PLACING AND COMPACTING CONCRETE ............................................................................. 143

C271.24 FINISHING OF UNFORMED SURFACES ................................................................................. 151

C271.25 CURING AND PROTECTION ..................................................................................................... 159

C271.26 REMOVAL OF FORMS ............................................................................................................... 161

C271.27 TREATMENT OF FORMED SURFACES ................................................................................... 168

C271.28 JOINTS ......................................................................................................................................... 173

C271.29 STRENGTH OF CONCRETE ..................................................................................................... 180

C271.30 SAMPLING CONCRETE ............................................................................................................. 197

STEEL REINFORCEMENT FOR CONCRETE .................................................................... 199

C271.31 MATERIAL ................................................................................................................................... 199

C271.32 BENDING ..................................................................................................................................... 206

C271.33 SPLICING ..................................................................................................................................... 208

C271.34 MARKING..................................................................................................................................... 213

C271.35 STORAGE .................................................................................................................................... 215

C271.36 DELIVERY AND RECEIPT OF REINFORCEMENT .................................................................. 216

C271.37 PLACING ...................................................................................................................................... 219

BACKFILLING ...................................................................................................................... 227

C271.38 GENERAL .................................................................................................................................... 227

C271.39 TREATMENT AT WEEPHOLES ................................................................................................. 231

SPRAYED CONCRETE ........................................................................................................ 236

C271.40 GENERAL .................................................................................................................................... 236

C271.41 TEST PANELS ............................................................................................................................. 243

C271.42 SURFACE PREPARATION ......................................................................................................... 248



C271.43 APPLICATION OF SPRAYED CONCRETE ............................................................................... 251

C271.44 CURING ....................................................................................................................................... 257





SPECIFICATION C271 : MINOR CONCRETE WORKS

GENERAL

C271.01 SCOPE

1. The Work to be executed under this Specification consists of the supply and placement of concrete, including sprayed concrete, and ancillary requirements such as excavation, preparation of foundations, forming up, placement of reinforcement and backfilling for work shown on the Drawings but not having individual Specifications. These include New Jersey type barriers, drainage pits and other supplementary structures, headwalls, box culverts, box culvert base slabs, driveways, footpaths, median toppings, retaining walls, footings, paving edge strips and works of a similar nature.

2. NOT USED


Documents referenced in this specification are listed in full below whilst being cited in the text in the abbreviated form or code indicated:


(a) Australian Standards AS 1012.1 - Sampling fresh concrete AS 1012.3 - Determination of properties related to the consistency of

concrete AS 1012.8 - Making and curing concrete compression, indirect tensile and

flexure test specimens in the laboratory or in the field. AS 1012.9 - Determination of the compressive strength of concrete

specimens. AS 1012.14 - Securing and testing cores from hardened concrete for

compressive strength. AS 1141.14 - Particle shape by proportional caliper. AS 1141.21 - Aggregate crushing value. AS 1141.23 - Los Angeles value. AS 1141.24 - Soundness (by use of sodium sulphate solution). AS 1289.3.3.1 - Calculation of the plasticity index of a soil. AS 1289.5.1.1 - Determination of the dry density/moisture content relation of a

soil using standard compactive effort. AS 1289.5.2.1 - Determination of the dry density/moisture content relation of a

soil using modified compactive effort. AS 1289.5.4.1 - Compaction control test – Dry density ratio, moisture variation

and moisture ratio. AS 1302 - Steel reinforcing bars for concrete. AS 1303 - Steel reinforcing wire for concrete. AS 1304 - Welded wire reinforcing fabric for concrete. AS 1379 - The specification and manufacture of concrete. AS 1478 - Chemical admixtures for concrete. AS/NZS 1859 - Reconstituted wood-based panels. AS 2082 - Visually stress-graded hardwood for structural purposes. AS 2271 - Plywood and blockboard for exterior use. AS 2758.1 - Concrete aggregates AS 3600 - Concrete structures AS 3610 - Formwork for concrete. AS 3799 - Liquid membrane-forming curing compounds for concrete, AS 3972 - Portland and blended cements.

(b) RMS Specification



3204 - Preformed joint fillers for concrete road pavements and structures.

(c) RMS Test Method

T 166 - Determination of relative compaction.

EXCAVATION AND FOUNDATIONS

C271.03 GENERAL

1. The subgrade or subbase where specified shall be formed at the required depth below the finished surface levels shown on the Drawings. Rock foundations shall be neatly excavated to form a bed for the concrete, and shall be thoroughly scraped and cleaned. Soil foundations shall, as far as possible, be excavated neatly from the solid material to coincide with the under-surface of the concrete, or of the subbase material (where specified).

Foundations

2. All soft, yielding or other unsuitable material shall be replaced with sound material approved by Council’s Supervising Engineer, and the subgrade shall be compacted to provide a minimum relative compaction of 100 per cent (standard compaction) as determined by AS 1289.5.4.1. If the subgrade is dry it shall be sprinkled with as much water as it will readily absorb, before the concrete is placed.

Unsuitable Material

3. The Contractor shall supply all necessary sheeting and bracing to support the excavation in accordance with the Workcover Authority of NSW Regulations. The excavation shall be kept free of water.

Shoring

C271.04 NEW JERSEY TYPE BARRIERS, DRIVEWAYS AND FOOTPATHS

1. For New Jersey type barriers, driveways and footpaths a subbase of approved quality and of minimum 150mm compacted thickness shall be placed over the subgrade, unless otherwise shown on the Drawings. The surface shall then be checked for uniformity and all irregularities shall be made good.

Subbase

2. The subbase material shall be compacted to provide a minimum relative compaction as determined by Test Method T166 of 100 per cent for standard compactive effort or 98 per cent for modified compactive effort as appropriate.

Compaction

3. The finished subbase shall not deviate more than 12mm under a straight edge 3-metres long, subject to any necessary allowance on vertical curves.

Subgrade and Subbase Tolerances

C271.05 NOT USED

C271.06 RETAINING WALLS, HEADWALLS AND WINGWALLS

1. In the case of rock foundations for retaining walls, headwalls and wingwalls, the excavation shall be carried into the rock for a minimum depth of 150mm. Where cut-off walls are to be provided, the depth of cut-off in rock foundations may be reduced to 100mm.

Rock Foundations

2. Prior to the construction of cast-in-situ concrete walls on earth foundations, the latter shall be covered by a concrete sub-base at least 50mm thick and finished to a uniform surface. No forms or other materials shall be placed upon the sub-base within a period of 48 hours after the concrete has been placed.

Earth Foundations



3. Unless otherwise specified, precast concrete wall sections shall be placed on a bed of fresh concrete while it is still in the plastic state. In the case of soil foundations, the concrete shall be not less than 50mm thick, and where the foundation is in rock, the concrete shall be of such thickness as is required to provide a uniform surface at least 50mm above the highest points of rock.

Pre-Cast Concrete

FORMWORK

C271.07 GENERAL

1. Formwork shall be provided in accordance with AS 3610 to produce hardened concrete to the lines, levels and shapes shown on the Drawings or specified elsewhere. It shall have adequate strength to carry all applied loads, including the pressure of fresh concrete, vibration loads, weight of workmen and equipment, without loss of shape. Forms shall be mortar tight and designed to allow removal without risk of damage to the completed structure. Joints in the formwork shall be perpendicular to the main axis of the shape of the concrete.

Formwork Requirements

2. Where concrete is placed in earth excavations, side forms shall be provided to prevent contact between reinforced concrete and the in-situ earth.

Side Forms

3. Design of formwork for high sections shall be such that it shall not be necessary to drop concrete freely from a greater height than 1.2 metres or to move concrete along the formwork after deposition.

Placement of Concrete

4. Material used shall be sound and suitable for the purpose intended and surface finish specified.

Material

5. Provision shall be made for the accurate location and firm support of fittings, bolts, anchorages and formers of holes as shown on the drawings. Temporary fittings used for the support of the formwork shall be arranged to permit removal without damage to the concrete. The use of wires and or bolts extending to the surface of the concrete shall not be permitted except where shown on the Drawings.

Formwork Fittings

6. Forms for edges of concrete shall be filleted and for re-entrant angles chamfered as shown on the Drawings.

Edge Treatment

7. Temporary openings shall be provided where necessary for cleaning out of formwork and inspection before concreting.

Cleaning and Inspection

C271.08 APPROVAL OF FORMWORK DESIGN

1. For box culverts and reinforced concrete retaining walls, detailed drawings, design calculations, description and/or samples of materials proposed for use shall be submitted to Council’s Supervising Engineer for concurrence before manufacture of the formwork is commenced.

Approval to Design

C271.09 PROVISION FOR DRAINAGE

1. Where shown on the Drawings, or where directed by Council’s Supervising Engineer, weepholes of 50mm diameter shall be provided in retaining walls and wingwalls.

Weep Holes

C271.10 CONSTRUCTION

1. The type and quality of material selected for formwork and the workmanship used in construction shall be such that the surface finish specified shall be obtained. Construction shall be such that the erection tolerances shall be obtainable.

Formwork Material



2. Timber for formwork shall be well-seasoned, free from defects and, where in contact with fresh concrete, free from loose knots.

Timber Requirements

3. Timber forms for exposed surfaces shall be constructed from plywood or particleboard with hardwood or approved softwood studs and wales. The plywood used for forms shall comply with AS 2271, the hardwood shall comply with AS 2082 and the particleboard with AS/NZS 1859.

Timber Standards

4. Formwork for exposed surfaces shall be made from panels having uniform widths of not less than 1m and uniform lengths of not less than 2m, except where the dimensions of the member formed are less than the specified panel dimensions. Plywood panels shall be placed with the grain of the outer plies perpendicular to the studding or joists. Where form panels are attached directly to the studding or joists the panel shall be not less than 15mm thick. Form panels less than 15mm thick, otherwise conforming to these requirements may be used with a continuous backing of dressed material of 20 mm minimum thickness. All form panels shall be placed in a neat, symmetrical pattern.

Formwork Panels for Exposed Surfaces

5. Forms for all surfaces, which will be completely enclosed or permanently hidden below the ground, may be constructed from dressed or undressed timber, steel, plywood or particleboard.

Hidden Surfaces

6. Mild steel form surfaces in contact with concrete shall have all bolt and rivet heads counter-sunk and all welds ground back to even and smooth surfaces.

Mild Steel Surfaces

C271.11 ERECTION

(a) General

(i) Dimensions and position of forms shall be carefully checked after the forms are erected. Forms shall be aligned accurately and the location of all fittings, hold formers, etc. checked prior to placing concrete. Departure of the forms from the surfaces shown on the drawings shall not exceed 1/300 of the space between supports for any surface visible in the completed work and 1/150 for hidden work.

Formwork Position Tolerances

(ii) Joints as erected shall be mortar tight. Mortar Tight

(iii) The interior surface of the forms shall be treated to ensure non-adhesion of the mortar. Commercial quality form oil or grease will be acceptable, but the oil or grease used on forms against surfaces to be exposed shall not stain or discolour the concrete surface. The coating shall be uniformly spread in a thin film and any surplus shall be removed prior to placing concrete. In the case of unlined timber forms, the timber shall be thoroughly wetted before oiling. Forms shall be treated before placing reinforcement to ensure that the form release agent will not contaminate the surface of the reinforcing steel or construction joints.

Coating of Internal Surfaces

(iv) Formwork hardware shall be treated with a form release agent and so arranged that it may be removed from the concrete without excessive jarring or hammering.

Release Agent

(b) Approval by Council’s Supervising Engineer

(i) Placing of concrete shall not commence until formwork and the reinforcement has been accepted by Council’s Supervising Engineer, and all dirt, chips, hardened concrete, mortar and all foreign matter removed from the forms. Acceptance by

Council’s Supervising Engineer shall constitute a HOLD POINT.

Concrete Placement

(ii) When an inspection is requested by the Contractor, a notice of not less than 24 hours, excluding Saturdays, Sundays and Public Holidays, shall be given to Council’s Supervising Engineer.

Notice of Inspection

HP




C271.12 CEMENT

1. Cement shall be Type GP Portland Cement complying with AS 3972 and shall be from a source included in the New South Wales Government Cement Quality Assurance Scheme.

Quality

2. When submitting details of the nominated mix in accordance with Clause C271.17, the Contractor shall nominate the brand and source (including works) of the cement. On approval of the nominated mix by Council’s Supervising Engineer, the Contractor shall only use the nominated cement for the work.


3. The Contractor shall furnish documentary or other acceptable evidence of the quality of the cement, if required by Council’s Supervising Engineer.

Proof of Quality

4. If the Contractor proposes to use cement, which has been stored for a period in excess of 3 months from the date of testing, a re-test shall be required before the cement is used. The retest shall be at the Contractor’s expense

Storage Time

5. All cement shall be transported in watertight containers, and shall be protected from moisture until used. Caked or lumpy cement shall not be used.


C271.13 WATER

1. Water shall be free from injurious amounts of materials harmful to concrete and to its reinforcement and neither salty or brackish.

Quality

2. Water that is not potable for human beings shall not be used in reinforced concrete. Potability

C271.14 FINE AGGREGATE

1. Fine aggregates shall consist of clean, hard, tough, durable uncoated grains, uniform in quality, and shall conform to the requirements of AS 2758.1 in respect of bulk density, water absorption (maximum 5 per cent) material finer than 2 micrometres, impurities and reactive materials.

Quality

2. Fine aggregates shall be evenly graded within the absolute limits shown in Table C271.1.

Grading Requirements



Australian

Standard

Sieve

Proportion Passing

(% of Mass)

Deviation from

Proposed Grading

(% of Mass of Sample)

9.50mm 100

4.75mm 90 - 100 ±5

1.18mm 40 - 85 ±10

300m 8 - 30 ±10

150m 2 - 10 ±5

75m 0 - 4 ±3

Table C271.1 - Fine Aggregate Grading

C271.15 COARSE AGGREGATE

1. Coarse aggregate shall consist of clean, hard, durable, crushed stone, crushed river gravel, screened river gravel or metallurgical furnace slag. It shall conform to the requirements of AS 2758.1 in respect of particle density, bulk density, water absorption (maximum 2.5 per cent), material finer than 75 micrometres, weak particles, light particles, impurities and reactive materials, iron unsoundness and falling or dusting unsoundness. In all other respects, the coarse aggregate shall comply with this Specification. If required, coarse aggregate shall be washed to satisfy these requirements.

Quality

2. The percentage of wear shall be determined as per AS 1141.23, and the loss of weight shall not exceed 30 per cent.

Wear Test

3. When required by Council’s Supervising Engineer, coarse aggregate shall be tested for conformance for any or all of the properties set out below:

Additional Tests

(i) Crushing Value - AS 1141.21 The aggregate crushing value shall not exceed 25 per cent.

(ii) Soundness - AS 1141.24 The loss of mass when tested with sodium sulphate shall not exceed 12 per cent.

(iii) Particle Shape - AS 1141.14 The proportion of mis-shapen particles (2:1 ratio) shall not exceed 35 per cent.

4. Coarse aggregate shall be evenly graded within the absolute limits shown in Table C271.2.

Grading Requirements



Australian

Proportion Passing (% of Mass) Deviation

Standard Sieve

40mm Nominal

20mm Nominal

Extrusion Concrete

Proposed Grading

(mm) For Walls exceeding

150mm thickness

For all other structures

(% of Mass of Sample)

53.0 37.5 26.5 19.0 13.2 9.50 4.75 2.36

100 95 - 100

30 - 70

10 - 35 0 - 10 0 - 2

100 95 - 100

25 - 35 0 - 10 0 - 2

100

±10

±10

±5 ±5

Table C271.2 - Coarse Aggregate Gradings

C271.16 ADMIXTURES

1. Chemical admixtures and their use shall comply with AS 1478. Admixtures shall not contain calcium chloride, calcium formate, or triethanolamine or any other accelerator. Admixtures or combinations of admixtures other than specified below shall not be used.

Quality and Use

2. During the warm season, (October to March inclusive), a lignin or lignin-based (`ligpol') set-retarding admixture (Type Re or Type WR Re) approved by Council’s Supervising Engineer shall be used to control slump within the limits stated in Clause C271.21. The dosage shall be varied to account for air temperature and haul time in accordance with the manufacturer's recommendations. A copy of the NATA endorsed Certificate of Compliance with AS 1478 for Type Re or Type WR Re shall be submitted to Council’s Supervising Engineer, together with the proposed `dosage chart' in accordance with Clause C271.17.


3. During the cool season, (April to September inclusive), only a lignin or lignin based set-retarding admixture containing not more than 6 per cent reducing sugars (Type WR Re complying with AS 1478) may be used in the mix.


C271.17 TESTING OF MATERIALS

1. The Contractor shall submit to Council’s Supervising Engineer a copy of a NATA Certified Laboratory Test Report on the quality and gradings of the aggregates proposed in the work.


2. The materials shall only be used after receipt of Council’s Supervising Engineer's notification of acceptance, and then only so long as the materials accord with the specification.

Use of Material



HANDLING AND TREATMENT OF CONCRETE

C271.18 MEASURING

1. All materials shall be measured by weight, except that: -

(a) Water may be measured by volume with an approved adjustable water-measuring and discharging device, and,

Measurement of Material

(b) Cement may be measured by bags as packed by the manufacturer in which case batches shall be proportioned on the basis of one or more unbroken bags of cement and for this purpose one bag of cement shall be assumed to weigh 20kg. Bulk cement shall be weighed in an individual hopper and shall be kept separate from the aggregates until the components of the batch are discharged from the batching hopper.

(c) Measurement by volume for smaller works may be undertaken with the prior approval of Council’s Supervising Engineer.

C271.19 MEASURING BY WEIGHT, ON-SITE MIXING

1. Where concrete is to be mixed on site, and where mix control is likely to be less efficient than at a central batching plant, the weights of cement, fine and coarse aggregate shown in Table C271.3 may be used as a guide to produce the classes of concrete specified. Small changes in the proportions of fine and coarse aggregate may be required to improve density or workability of the concrete. The use of proportions shown in Table C271.3 shall not relieve the Contractor of his obligation to provide concrete of the specified compressive strength.

Mixing by Weight on Site

MPa Cement Kg

Fine Aggregates

Kg

Coarse Aggregates

Kg

Total Aggregates

Kg

10 15 20

20 20 20

65 50 44

125 95 63

190 145 107

Table C271.3 - Materials in Batch containing 1 bag (20Kg) Cement

2. The proportions set out in Table C271.3 make allowance for moisture contents of aggregates of 6 per cent for fine aggregates and 1 per cent for coarse aggregates. Where the moisture content of aggregates exceeds 8 per cent or 3 per cent respectively, the proportions of the mix shall be changed to compensate for the excess water in the aggregate.

Variation in Aggregate Moisture Content

C271.20 MEASURING BY VOLUME, ON-SITE MIXING

1. Where measurement by volume is approved, the proportions of the materials shall be such as are required to produce a mix free of voids and having the specified strength at 28 days.

Mixing by Volume on Site

2. The nominal proportions given in Table C271.4 may be used as a guide for volume batching.

Volume Batching



MPa

Parts by Volume

Cement Fine Aggregate

Coarse Aggregate

10 15 20

1 1 1

3 2.25

2

6 4.5 3

Table C271.4 - Volume Batching

3. The volumes of fine and coarse aggregates for each batch shall be measured in boxes or bins. The aggregates shall be measured loose (i.e. without compaction) in the boxes and shall be struck off level. Measurements by shovels or like methods will not be permitted. Batch proportions shall be so arranged such that each batch contains 1 bag of cement. One 20kg bag of cement shall be assumed to have a volume of 13.75 litres.

Batch Measurement

C271.21 CONSISTENCY

1. A sufficient quantity of water shall be added to the mix so that the consistency of the concrete is such that it can be placed in the forms, compacted and worked into all corners without permitting the ingredients to segregate, or excess free water to collect on the surface. If required by Council’s Supervising Engineer, the Contractor shall determine the consistence of the concrete in accordance with AS 1012.3, Method 1. Except for extruded concrete, the nominated slump shall not exceed 80mm, plus the field tolerance of ±15mm.

Consistency Requirements

2. In the case of concrete placed by an extrusion machine, the water in the mix shall be only sufficient to produce a slump of 10mm to 15mm.

Extruded Concrete Consistence

C271.22 MIXING AND DELIVERY

(a) General

(i) Concrete may be mixed either at the site or at a central mixing plant. All concrete shall be mixed with mechanically operated mixers. In an emergency, hand mixing may be permitted.

Mechanical Mixing

(ii) Any concrete that exhibits signs of segregation shall not be used. Segregation of Concrete

(b) Machine Mixing at Site

(i) The mixing of concrete shall be done in a batch mixer, which will ensure a uniform distribution of the materials throughout the batch.

Mixer Requirements

(ii) The mixer shall be of such capacity that one or more whole bags of cement may be used per batch of concrete. The volume of the mixed material shall not exceed the manufacturer's rated capacity of the mixer.

Mixer Capacity

(iii) The mixing time for each batch shall not be less than 1.5 minutes after all ingredients are assembled in the mixer and prior to any portion of the batch being removed.

Mixing Time

(iv) The entire contents of a batch shall be discharged from the mixer before any materials are placed therein for the succeeding batch.

Total Mix Discharge



(c) Mixing in an Emergency

(i) In the case of breakdown of the mechanical mixing equipment, hand mixing in small quantities so as to complete a section of the work or reach a suitable construction joint is permitted.

Hand Mixing

(ii) Hand mixing shall be done on a watertight platform of sufficient size to allow the mixing of at least two batches simultaneously. The amount of cement used shall be 10 per cent more than the amount specified for machine mixed concrete.

Hand Mixing Conditions

(iii) The fine aggregate and cement shall first be mixed until a uniform colour is obtained, and then spread on the mixing platform in a thin layer. The coarse aggregate, which shall have been previously drenched with water, shall then be spread over the fine aggregate and cement in a uniform layer, and the whole mass turned over as further water is added with a rose sprinkler. After the water is added, the mass shall be turned at least three times, not including shovelling into barrows or forms, until the mixture is uniform in colour and appearance. Hand-mixed batches shall not exceed 0.25 cubic metres each.

Hand Mixing Procedure

(d) Ready-Mixed Concrete

(i) The concrete shall be mixed and delivered in accordance with the requirements of AS 1379 relating to: -

(1) Mixing and Delivery; and

(2) Use of Non-Agitating Equipment,

with the exception that in (1) the time taken from the introduction of water until the concrete is completely discharged shall be not more than 1.5 hours, and in (2) not more than 30 minutes.

Mixing Standard and Discharge Times

(ii) The water used for flushing the chutes and for cleaning and any excess concrete shall be discharged in an area acceptable to Council’s Supervising Engineer and in a manner in accordance with the requirements of the Protection of the Environment (Operations) Act 1997. The chutes shall be long enough to permit delivery to the whole of the area enclosed by the forms.

Cleansing and Positioning of Chutes

C271.23 PLACING AND COMPACTING CONCRETE

1. Without the approval of Council’s Supervising Engineer, no concrete shall be placed during rain or while the air temperature is, or is likely to be within 24 hours, below 5

oC or

while the shade temperature exceeds 38oC.

Air Temperature Requirements

2. The concrete shall be mixed in the quantities required for immediate use and shall be placed in position as rapidly as possible. Any concrete which has developed initial set, or which does not reach the forms within 30 minutes after the water has been added (except when transported in agitator trucks) shall not be used.

Placement within Time Limit

3. The concrete shall be deposited in the forms, without separation of the aggregates. Concrete shall not be dropped freely from a height greater than 1.2 metres, or be deposited in large quantities at any point and moved or worked along the forms. Conveying equipment, including open troughs and chutes, where used, shall be made of metal, or have metal linings. Where used on steep slopes, troughs and chutes shall be equipped with baffles, or be placed in short lengths in such a way that the direction of flow of the concrete is changed. The concrete shall be placed in horizontal layers in one continuous operation between the ends of the work and/or construction joints. Care shall be taken to fill every part of the forms and to work the coarser aggregate back from the face. The freshly placed concrete shall be compacted by continuous spading, slicing or by vibrator units. Vibrators shall not be left in one position for more than 30 seconds, and shall not be permitted to rest on reinforcement.

Placement in Forms, Vibrating



4. Exposed surfaces of the concrete shall be struck off and finished with a wooden float. Where shown on the Drawings corners and edges shall be left neatly rounded or chamfered. Re-entrant angles shall be neatly filleted.

Exposed Surfaces

5. Concrete shall not be moved after it has been in the forms for more than 10 minutes.

Initial Set

6. In the case of concrete placed by an extrusion machine, small quantities of cement-sand slurry comprising two parts of plasterer's sand and one part cement (by volume), together with sufficient water to bring the mixture to a semi-fluid condition, shall be placed in the special receptacle in the machine if the machine is so equipped, and shall be fed onto the surface of the concrete at a rate sufficient to produce a smooth and uniform finish.

Slurry for Extruded Concrete

C271.24 FINISHING OF UNFORMED SURFACES

(a) Surfaces other than Wearing Surfaces

1. Unformed surfaces shall be compacted and tamped so as to flush mortar to the surface, screeded off and finally dressed with a wooden float to an even surface. Care shall be taken to drain or otherwise remove promptly any water that comes to the surface. A capping of mortar will not be permitted.

Finish for Unformed Surfaces

2. All future contact surfaces shall be left rough, with the coarse aggregate at the surface firmly embedded but not forced below the surface.

Future Contact Surfaces

(b) Wearing Surfaces

1. Where a concrete wearing surface is shown on the drawings the concrete shall be thoroughly compacted and the surface screeded off by a vibrating screed. Immediately following compaction and screeding the concrete shall be tested for high or low spots and any necessary corrections made. The surface shall be finished true and uniform and free from any glazed or trowelled finish and shall be finally dressed with a wooden template or float, or by the use of belting in an approved manner. The departure from grade shall not exceed 5mm in any 3-metre length.

Finish for Wearing Surfaces

2. Where an asphaltic concrete wearing surface is specified, the surface of the concrete, after being compacted, screeded and corrected, shall be dressed with a wooden float and finally broomed to produce a rough surface.

Surface to receive Asphalt

(c) Finished Levels

1. The finished levels of concrete structures not adjacent to road pavements shall not vary more than 25mm from the specified levels. In the case of barriers, drainage pits and other structures adjacent to road pavements, the finished concrete shall not vary more than 10mm from the specified levels and alignment. Barriers, footpaths and similar shall not deviate from level or alignment by more than 5mm from a straight-edge 3 metres long, subject to any necessary allowances on vertical and horizontal curves.

Surface Tolerance

C271.25 CURING AND PROTECTION

1. All exposed surfaces of the freshly placed concrete shall be kept moist either by the use of plastic sheeting, damp sand or commercial curing compounds for a minimum period of 3 days. During this time the work must be adequately protected from traffic and any other causes likely to damage the concrete.

Curing Requirements



C271.26 REMOVAL OF FORMS

1. All forms shall remain in place for minimum periods specified hereinafter. Council’s Supervising Engineer may extend these periods if the air shade temperature falls below 10

oC during the periods specified.

Walls, Sumps etc.

Mass retaining walls, headwalls, wingwalls, gully pits, sumps, and similar drainage structures 48 hours Footpaths, driveways and similar 48 hours Sides of reinforced concrete walls when height of each day pour is: (i) under 0.6 metres 1 day (ii) 0.6m to 3m 2 days (iii) 3m to 6m 3 days (iv) 6m to 9m 5 days Supporting forms under deck slabs of culverts 10 days

2. To permit the satisfactory finishing of barriers, forms shall be removed in not less than 12 hours or more than 48 hours after placing concrete, depending upon weather conditions.

Barriers

3. Care shall be taken in removing forms so that the concrete will not be cracked, chipped or otherwise damaged. The use of crowbars or other levering devices exerting pressure on the fresh concrete to loosen the forms will not be permitted.

Protection of Concrete

4. No superimposed load shall be allowed on any part of a structure until the concrete has reached at least 70 per cent of the design strength.

Superimposed Load

5. Hole formers such as pipes and bars shall be removed as soon as the concrete has hardened sufficiently for this to be done without damage to the concrete.

Removal of Hole Formers

C271.27 TREATMENT OF FORMED SURFACES

1. All concrete surfaces shall be true and even, free from stone pockets, depressions or projections beyond the surface. All arrises shall be sharp and true, and mouldings shall be evenly mitred or rounded. Care shall be exercised in removing forms to ensure this result.

Quality of Surfaces

2. As soon as the forms are removed from mass or reinforced concrete work, all rough places, holes and porous spots shall be repaired by removing defective work and filling with stiff cement mortar having the same proportions of cement and fine aggregate as used in the concrete, and shall be brought to an even surface with a wooden float.

Repair of Defects

3. Any tie wires or other fitments extending to outside surfaces, shall be cut back after removal of forms, to a depth of at least 40mm with sharp chisels or cutters. All cavities caused by removal of fitments or tie wires shall be wetted and carefully packed with cement mortar, as above.

Removal of the Wires

4. The surfaces of bolt cavities, tie wire holes, and all defects in concrete shall be coated prior to the placing of mortar, grout, or fresh concrete, with an approved bonding agent, in lieu of wetting with water. The method of application of such agent and the conditions in which it is to be used shall generally be as laid down by the manufacturer.

Coating with Bonding Agent



C271.28 JOINTS

1. Where horizontal construction joints are found to be necessary in walls, or cast-in-situ drainage structures (other than barriers and footpaths) the joints may be made at the base of walls and at other locations in the walls where approved by Council’s Supervising Engineer. In order to provide for a bond between the new concrete and the concrete that has already set, the surface on which the new concrete is to be placed shall be thoroughly cleaned of loose material, foreign matter and laitance. The surface shall be roughened or keyed and saturated with water. After any excess water has been removed, the surface shall be thinly coated with a neat cement grout.

Horizontal Construction Joint

2. Retaining walls shall be provided with vertical expansion joints as shown on the Drawings. The expansion joints shall consist of jointing material of approved quality, and of thickness shown on the drawings, and a depth sufficient to fill the joint. The jointing material shall be neatly cut to fit the surface of the concrete.

Vertical Expansion Joints

3. Where barriers are extruded or cast in place, narrow transverse vertical grooves, 20mm deep, shall be formed neatly in the surface of the freshly placed concrete to produce contraction joints for the control of cracking. The contraction joints shall be at intervals of 3 metres.

Barrier Contraction

4. In barriers, unless shown otherwise on the Drawings, expansion joints, 15mm in width for the full depth of the barrier, shall be constructed at intervals not exceeding 15m and where the barrier abuts against gully pits. Expansion joints shall consist of preformed joint filler complying with RTA Specification 3204.

Barrier Expansion

5. In footpaths, median toppings and driveways, unless otherwise shown on the Drawings, expansion joints, 15mm in width for the full depth of paving, shall be constructed at intervals not exceeding 15m and where the pavement abuts against gutters, pits and structures. Expansion joints shall consist of preformed joint filler complying with RTA Specification 3204.

6. All unreinforced paving shall be provided with narrow vertical grooves, 20mm deep to induce contraction joints for the control of cracking. The joints shall be formed in the freshly placed concrete in a neat regular pattern to form "slabs" no bigger than 2m

2. The

ratio of the longest side to the shortest side shall not exceed 1.6.

C271.29 STRENGTH OF CONCRETE

1. When tested in accordance with AS 1012.9, the concrete shall have a compressive strength not less than that shown on the Drawings or if not shown shall have a compressive strength not less than that specified in Table C271.5 for the particular class of work.

Strength Requirement

2. The strength shall be determined from the average of not less than two specimens, moulded from each class of concrete being used in the work, and selected to represent the whole of the concrete placed at the time of moulding.


3. In general, two pairs of test specimens shall be moulded for each 15 cubic metres of concrete, or part thereof, one pair being intended for the 7-day test if required and the other pair for a 28-day test.




Use

MPa

Minimum

Cement

per cu

metre

Coarse

Aggregate

Nominal

Size

Cylinder Strength

Required

7 days 28 days

Kg mm MPa MPa

Foundations, mass retaining walls

20 330 40 15 20

Mass concrete footings, pitching, linings etc.

20 330 20 15 20

Drainage structures, driveways footpaths, New Jersey barrier, miscellaneous minor concrete work

20 330 20 15 20

Reinforced concrete culverts, headwalls, base slabs, sign structure large footings, retaining walls

32 380 20 24 32

Extruded concrete 20 330 14 15 20

Table C271.5 - Concrete Strength Requirements

4. The strengths specified at 28 days shall be increased by multiplying factors as shown in Table C271.6 for tests at ages in excess of 28 days.

Strength Age Factor

*Age of test specimen in days of date of testing

Factor

28 35 42 49 56 70 84 112 140 168 196 224 308

365 and greater

1.00 1.02 1.04 1.06 1.08 1.10 1.12 1.14 1.16 1.18 1.20 1.22 1.24 1.25

*For intermediate ages the factor shall be determined on a pro-rata basis


5. If the test specimens fail to achieve the specified strength, the Contractor may, with the approval of Council’s Supervising Engineer, arrange for cores to be taken from the work. If the average strength of such cores complies with the specified requirements, the concrete will be accepted.

Cores and Test Acceptance

6. If cores taken fail to satisfy the strength requirements, the concrete shall be removed.

Failure of Cores



C271.30 SAMPLING CONCRETE

1. The Contractor shall provide equipment and facilities for the taking and storage of samples of any materials or concrete being used, or intended to be used in the work.


2. Concrete test specimens shall be cylinders 300mm long and 150mm diameter, moulded concurrently in the presence of Council’s Supervising Engineer or his representative, in accordance with AS 1012.8, from samples taken in accordance with AS 1012.1.

Moulding of Test Cylinders

STEEL REINFORCEMENT FOR CONCRETE

C271.31 MATERIAL

1. Steel reinforcement shall comply with the requirements of the appropriate following Australian Standards: -

(a) AS 1302 Steel Reinforcing Bars for Concrete.

(b) AS 1303 Steel Reinforcing Wire for Concrete.

(c) AS 1304 Welded Wire Reinforcing Fabric for Concrete.

Standards

2. The type and size of bars shall be as shown on the Drawings. Type and Size

3. Steel reinforcement shall be free from loose or thick rust, grease, tar, paint, oil, mud, millscale, mortar or any other coating, but shall not be brought to a smooth polished condition.

Quality

4. The Contractor shall supply evidence satisfactory to Council’s Supervising Engineer that steel reinforcement complies with AS 1302, AS 1303 or AS 1304, as appropriate. Test certificates shall show the results of mechanical tests and chemical analysis.


5. Where the material cannot be identified with a test certificate, samples shall be taken and testing arranged by the Contractor. The samples shall be selected randomly and consist of three specimens each at least 1.2 m in length. The cost of all samples and tests shall be borne by the Contractor.

Further Sampling Contractor’s Cost

6. Plastic tips for wire chairs shall be capable of withstanding a load of 200kg mass on the chair for one hour at 23 ± 5

oC without being pierced by the wire. The Contractor shall

demonstrate that the proposed chairs conform to these requirements.

Wire Chairs

C271.32 BENDING

1. Reinforcement shall be formed to the dimensions and shapes shown on the Drawings. It shall not be bent or straightened in a manner that will injure the material, and bars with kinks or bends not shown on the drawings will not be accepted. Heating of reinforcement for purposes of bending will only be permitted if uniform heat is applied Temperature shall not exceed 450

oC and the heating shall extend beyond the portion to be

bent. Heated bars shall not be cooled by quenching.

Cutting and Bending

C271.33 SPLICING

(a) General

1. All reinforcement shall be furnished in the lengths indicated on the Drawings. If splicing is required, this to be in accordance with the provisions of AS 1302.

Plan Lengths



2. The cost of any test ordered in connection with splices not shown on the drawing shall be borne by the Contractor.

Contractor's Cost

(b) Lapped Splices

1. Laps in reinforcing bars, wire or fabric shall be as shown on the Drawings. Laps not shown on the Drawings shall be as follows for unhooked bars: -

Plain bars, Grade 250 40 bar diameters Deformed bars, Grade 400 35 bar diameters Hard-drawn wire 50 bar diameters

Lap Dimensions

2. Splices in reinforcing fabric shall be so made that the overlap, measured between outermost transverse wires of each sheet of fabric is not less than the spacing of those wires plus 25mm.

Splice Dimensions

C271.34 MARKING

1. Bars of identical shape shall be made up in bundles of three and securely tied together by soft iron wire. Each bundle shall have a stout metal label of not less than 40mm diameter attached to it. Each metal label shall be punched with the appropriate marking in accordance with the steel list shown on the drawings. If called for on the Drawings the marking shall incorporate a prefix, and bars with different prefixes shall be stored separately.

Marking Details

C271.35 STORAGE

Reinforcement shall be stored above the surface of the ground and shall be protected from damage and from deterioration by exposure.

Protection of Reinforcement

C271.36 DELIVERY AND RECEIPT OF REINFORCEMENT

1. Unless the Contractor elects to have the reinforcement inspected at the site, no reinforcement shall be delivered to the site until all tests and inspections have been satisfactorily completed and Council’s Supervising Engineer has granted permission to deliver.

Test Before Delivery

2. The Contractor shall give 10 working days notice to Council’s Supervising Engineer for carrying out inspection and testing. Council’s Supervising Engineer will carry out the inspection and testing with reasonable expediency, but the Contractor shall not be entitled to an extra as a result of any delays in this connection.

Notice to Test

C271.37 PLACING

1. Reinforcement shall be accurately placed as shown on the Drawings and shall be securely held by blocking from the forms, by supporting on concrete or plastic chairs, or metal hangers, and by wiring together at all intersections or at 0.5m centres, whichever is the greater distance, using annealed iron wire of diameter not less than 1.25mm. Steel shall not be supported on metal supports, which extend to the surface of concrete, on wooden supports, or on pieces of coarse aggregate. Reinforcement shall have the minimum cover shown on the Drawings.

Reinforcement Position

2. Council’s Supervising Engineer may approve the use of tack welding instead of wire ties on reinforcing wire. Tack welding of cold-worked and hard grade bars shall not be permitted.

Tack Welding

3. Council’s Supervising Engineer shall approve the reinforcement in each section of the work before any concrete is deposited in the section and adequate time shall be allowed for inspections and any corrective work that may be required. Notice for inspection shall not

Inspection Required



be less than twenty-four hours.

4. Splices shall be staggered where practicable and when not shown on the drawings they shall be arranged as directed by Council’s Supervising Engineer.

Splices

5. Bars forming a lapped splice shall be securely wired together in at least two places, unless welded.

Lapped Splice

6. The clear cover of any bar, including stirrups, to the nearest concrete surface shall be as shown on the Drawings. Where not so indicated it shall be as stated below: (a) Concrete normally in contact only with air (i) Slabs: 40mm (ii) Other than slabs: 45mm (b) Concrete in contact with earth or fresh water (i) Slabs of box culverts: 50mm (ii) Other than culverts: 50mm In no cases shall the cover be less than 1½ times the diameter of the bar.

Bar Cover

BACKFILLING

C271.38 GENERAL

1. Backfilling at barriers, paving, etc, and minor concrete works shall not commence until after the concrete has hardened and not earlier than three days after placing.

2. No filling shall be placed against retaining walls, headwalls or wingwalls within 21 days after placing of the concrete, unless the walls are effectively supported by struts to the satisfaction of Council’s Supervising Engineer, or when the Contractor can demonstrate that 85 per cent of the design strength of the concrete has been achieved.

Adjacent to Walls

3. Selected backfill shall be placed against retaining walls and cast-in-place box culverts for a horizontal distance equal to one-third of the height of the wall. It shall consist of granular material, free from clay and from stone larger than 50mm gauge. The Plasticity Index of this selected backfill material shall not be less than 2 or more than 12 when tested in accordance with AS 1289.3.3.1. The material shall be placed in layers not exceeding 150mm and shall be compacted to provide a relative compaction of not less than 95 per cent (standard compaction) as determined by AS 1289.5.4.1.

Selected Backfill

C271.39 TREATMENT AT WEEPHOLES

1. Drainage adjacent to weepholes shall be provided by either a layer of broken stone or river gravel consisting of clean, hard, durable particles graded from 50mm to 10mm such that:

(a) The maximum particle dimension shall not exceed 50mm

(b) No more than 5 per cent by mass shall pass the 9.5mm A.S. sieve.

Size & Type of Backfill Material

2. The broken stone or river gravel shall be continuous in the line of the weepholes, extend at least 300mm horizontally into the fill and extend at least 450mm vertically above the level of the weepholes.

Extent of Material

3. Alternatively the Contractor may provide a synthetic membrane of equivalent drainage characteristics. It shall be stored and installed in accordance with Manufacturer's instructions. The use of a synthetic membrane shall be subject to the approval of Council’s

Synthetic Membrane



Supervising Engineer'.

SPRAYED CONCRETE

C271.40 GENERAL

1. Sprayed concrete is concrete pneumatically applied at high velocity on to a surface. Application may be either a wet or dry process. A sound homogeneous product shall be provided with surface finish reasonably uniform in texture and free from blemishes.

Definition

2. The minimum depth of sprayed concrete to be applied shall be 75mm. Depth

3. Sprayed concrete lining in open drains shall be coloured to match the adjoining rock colour.

Colour

4. Sprayed concrete shall have a minimum cement content of 380 kg/m3 as

discharged from the nozzle and shall have a minimum compressive strength of 25 MPa at 28 days when tested by means of 75mm diameter cores taken from in-place sprayed concrete.

Strength

5. Cores shall be secured, accepted, cured, capped and tested in accordance with AS 1012.9 and AS 1012.14. The Contractor shall provide equipment and facilities for the taking of cores from the work. The Contractor shall engage a NATA registered laboratory to carry out the curing and testing of the cores. Copies of test results shall be forwarded to Council’s Supervising Engineer.

Test Cores

6. The cost of all work and material required in the taking, handling, delivery and testing of cores shall be borne by the Contractor.

Contractor's Cost

6. At least 14 days prior to applying any sprayed concrete the Contractor shall submit to Council’s Supervising Engineer details of his proposed procedure, plant, materials and mix proportions. Materials shall comply with AS 3600.


C271.41 TEST PANELS

1. Not less than 10 days before applying concrete, the Contractor shall prepare at least 3 test panels for each mix proposed, in conditions similar to those in the works and in the presence of Council’s Supervising Engineer. The test panels shall be made by applying a 75mm thickness of sprayed concrete to a hardboard panel approximately 750mm square. The sprayed concrete shall be applied to the panels in the same manner, using materials including steel reinforcing fabric; equipment, pressures and curing that will be used in the Works. The panels shall be submitted to Council’s Supervising Engineer for examination.

Test Panels

2. The Contractor shall cut four 75mm diameter cores from one test panel for each proposed mix approximately 48 hours after the panel has been sprayed. The cores shall be tested as for cores from in-place sprayed concrete. One core shall be compression tested at 3 days, one core at 7 days and the remaining two cores at 28 days.

Cores

3. Should any of the cores reveal defects such as lack of compaction, dry patches, voids or sand pockets or should the test panel exhibit an unacceptable surface finish, the Contractor shall modify the mix design and/or method of placement and prepare fresh test panels for testing and inspection.

Defective Core

4. Sprayed concrete shall not be applied to the Works until the Contractor produces test panels to the satisfaction of Council’s Supervising Engineer.

Approval

C271.42 SURFACE PREPARATION

1. Earth surfaces shall be graded, trimmed, compacted, and shall be dampened prior to applying the sprayed concrete. The Contractor shall take any precautions necessary to

Earth



prevent erosion when the sprayed concrete is applied.

2. Rock surfaces shall be cleaned of loose material, mud and other foreign matter that might prevent bonding of the sprayed concrete onto the rock surface. The rock surface shall be dampened prior to applying the sprayed concrete.

Rock

3. Corrugated steel pipes shall be cleaned of loose material, mud and any other foreign matter.

Steel Pipes

4. The Contractor shall remove free water and prevent the flow of water, which could adversely affect the quality of the sprayed concrete.

Water Flow

C271.43 APPLICATION OF SPRAYED CONCRETE

1. Application shall begin at the bottom of the area being sprayed and shall be built up making several passes of the nozzle over the working area. The nozzle shall be held so that the stream of material shall impinge as nearly as possible perpendicular to the surface being coated. The velocity of discharge from the nozzle, the distance of the nozzle from the surface and the amount of water in the mix shall be regulated so as to produce a dense coating with minimum rebound of the material and no sagging. Rebound material shall be removed by air jet or other suitable means from the surface as work proceeds and disposed of.

Procedure

2. Spraying shall be discontinued if wind causes separation of the nozzle stream. Wind Problem

3. Concrete shall not be sprayed in air temperatures less than 5oC. Air

Temperature

4. Construction joints shall be kept to a minimum. A joint shall be formed by placing or trimming the sprayed concrete to an angle of between 30

o and 45

o to the sprayed concrete

surface. The joint edge shall be cleaned and wetted by air-water jet before recommencing concrete spraying.

Construction Joints

5. When spraying around reinforcement, concrete is to be sprayed behind the reinforcement before concrete is allowed to accumulate on the face of the reinforcement.

Spraying around Reinforcement

6. Adjoining surfaces not requiring sprayed concrete shall be protected from splash and spray rebound. Splash or rebound material on these adjoining surfaces shall be removed by air-water jet or other suitable means as work proceeds.

Protection of Adjoining Surfaces

C271.44 CURING

1. Curing shall commence within one hour of the application of sprayed concrete and may be by means of water or by colourless wax emulsion curing compound complying with AS 3799 and applied in accordance with the manufacturer’s specifications.

Commence-ment

2. In water curing, the surface of the sprayed concrete shall be kept continuously wet for at least seven days.

Water Curing







Clause

1. Subgrade (a) Relative Compaction

95% (standard compactive effort)

C271.03

2. Barriers, Footpaths etc. (a) Finished Subbase

To be trimmed and compacted so that the levels do not vary more than 12mm under a straight-edge 3 metres long.

C271.04

(b) Relative Compaction of

Subbase

98% (modified compactive effort)

100% (standard compactive effort)

C271.04

3. Formwork (a) Position of Forms

Forms shall be aligned accurately so that departure of the forms from the surfaces specified on the Drawings shall not exceed 1/300 of the space between supports for any surface visible in the completed work and 1/150 for hidden work.

C271.11

4. Fine Aggregate (a) Grading

To be evenly graded within the absolute limits and shall not deviate from the grading of sample aggregate as per Table C271.1.

C271.14

5. Coarse Aggregate (a) Percentage of wear

Loss of weight shall not exceed 30%

C271.15

(b) Crushing Value Crushing value shall not exceed 25% C271.15 (c) Soundness The loss of mass when tested with

sodium sulphate shall not exceed 12% C271.15

(d) Particle Shape The proportion of misshapen particles

(2:1 ratio) shall not exceed 35% C271.15

(e) Grading To be evenly graded within the absolute

limits and shall not deviate from the grading of sample aggregate as per Table C271.2.

C271.15




Clause

6. Aggregate Moisture

Content

Where moisture content of fine aggregate exceeds 8%, or moisture content of coarse aggregate exceeds 3%, the proportion of mix shall be changed.

C271.19

7. Consistency In accordance with AS 1012.3, Method 1 the slump shall not exceed the nominated slump ±15mm.

C271.21

In the case of concrete placed by

extrusion machine, the slump will be between 10mm and 15mm.

C271.21

8. Ready-Mixed Concrete (a) Mixing & Delivery

The time taken from the introduction of water until the concrete is completely discharged shall be not more than 1.5 hours.

C271.22

Where non-agitating equipment is used

the concrete shall be completely discharged not more than 30 minutes after the addition of water.

9. Placing & Compacting of

Concrete

Concrete shall not be placed without the approval of Council’s Supervising Engineer if the air temperature within 24 hours is likely to be below 5

oC or the

shade temperature is likely to exceed 38

oC.

C271.23

10. Finishing of Unformed

Concrete Surfaces (a) Wearing Surface

To be finished true and uniform so that departure from designed grade shall not exceed 5mm in any 3 metre length.

C271.24

(b) Finished Level The finished levels of concrete

structures not adjacent to road pavements shall not vary more than 25mm from the specified levels.

C271.24

In the case of drainage pits and other

structures adjacent to road pavements the finished concrete level shall not vary more than 10mm from the specified level and alignment.

C271.24


LANDSCAPING



C273

LANDSCAPING





Amendment

Sequence No.


amendment


Code

Author

Initials

Amendment

Date

1 Landscape Plan requirements C273.12 A BG 1/3/16

LANDSCAPING


SPECIFICATION C273 : LANDSCAPING

CONTENTS

CLAUSE PAGE

GENERAL ................................................................................................................................14

C273.01 SCOPE ........................................................................................................................................... 14


VEGETATION OF SLOPES AND DRAINS .............................................................................21

C273.03 EXECUTION AND TIMING OF WORK ........................................................................................ 21

C273.04 MATERIALS ................................................................................................................................... 25

C273.05 VEGETATION OF SLOPES 3 TO 1 OR FLATTER ..................................................................... 45

C273.06 VEGETATION OF SLOPES STEEPER THAN 3 TO 1 ................................................................ 58

C273.07 VEGETATION OF OPEN DRAINS ............................................................................................... 77

LANDSCAPE PLANTING ........................................................................................................91

C273.08 EXECUTION AND TIMING OF WORK ........................................................................................ 91

C273.09 MATERIALS ................................................................................................................................... 94

C273.10 PLANTING ................................................................................................................................... 112

C273.11 CARE OF LANDSCAPE PLANTING .......................................................................................... 123

C273.12 LANDSCAPE DESIGN AND PLANS . ………………………………………………………………...9


C273.13 RESERVED ................................................................................................................................. 130

C273.14 RESERVED ................................................................................................................................. 130

C273.15 RESERVED ................................................................................................................................. 131

C273.16 RESERVED ................................................................................................................................. 131


C273.17 SUMMARY OF TOLERANCES ................................................................................................... 133

ANNEXURE C273.A 142

LANDSCAPING


SPECIFICATION C273 : LANDSCAPING

GENERAL

C273.01 SCOPE


(a) The vegetation of cut and fill batters, median areas, open drains, footways and other areas within the site. Vegetation includes the initial surface preparation, topsoiling, fertilising, sowing of seed and may include surface protection works, hydroseeding, hydromulching, straw mulching and turfing.

(b) The supply of plants, planting at locations as shown on the Drawings, fertilising, mulching, staking, watering and maintenance of plants.



(a) Council Specifications C211 - Control of Erosion and Sedimentation. C213 - Earthworks.

(b) Australian Standards AS 1160 - Bitumen emulsion for construction and maintenance of

pavements. AS 2507 - The storage and handling of pesticides. AS 4419 (Int) - Soils for landscaping and garden use. AS 4454 - Composts, soil conditioners and mulches.


VEGETATION OF SLOPES AND DRAINS

C273.03 EXECUTION AND TIMING OF WORK

1. In association with the work to be executed under this Specification, the Contractor shall implement effective erosion and sedimentation control measures in accordance with Specification C211 - CONTROL OF EROSION AND SEDIMENTATION.


2. The work to be executed under this Vegetation of Slopes and Drains includes the vegetation of cut and fill batters, footpaths, median areas, open drains and other areas within the site. Vegetation includes the initial surface preparation, topsoiling, fertilising and either sowing of seed or turfing as shown on the Drawings.

Vegetation

3. Exposed ground shall be vegetated as quickly as possible, but in any case before the area exceeds one hectare.

Exposed Ground

C273.04 MATERIALS

(a) Topsoil

LANDSCAPING


1. The Contractor shall use topsoil stockpiled on site under Specification C213 - EARTHWORKS. Where imported topsoil is required it shall comply with AS 4419 (Int) and shall: -

- be of a friable, porous nature;

- be free of weeds and weed seeds, bulbs, corms and vegetable propagules;

- contain no refuse or materials toxic to plant growth;

- contain no stumps, roots, clay lumps or stones larger than 50mm in size;

- have an organic content of at least 3 per cent by mass;

- have a pH neither less than 5.5 nor more than 7.5;

- have a soluble salt content not exceeding 0.06 per cent by mass.

Quality

(b) Herbicide

1. Herbicide used shall be a glyphosate-based herbicide such as 'Roundup'. Council’s Supervising Engineer may approve other glyphosate-based herbicides provided that an equivalent concentration of the active ingredient glyphosate is applied.

(c) Seed

1. All seed used shall be of the species and varieties listed in Annexure C273A and shall be sown at the application rates shown therein. The Contractor shall submit to Council’s Supervising Engineer the name/s of the proposed seed supplier/s if requested by the Council’s Supervising Engineer.

Seed Type and Supplier

2. The Contractor's attention is drawn to the lead-time that may be required to procure some native seed species. The native seed shall be delivered to the site in separate lots for each species and variety, clearly labelled to show species, variety and weight.

Lead Time for Native Seed

3. A “Certificate of Authenticity” must accompany all seed, which shall be furnished by the Contractor to Council’s Supervising Engineer upon request at any stage of the work. Grass and clover seed shall be pre-packed commercially with an accompanying certificate of germination.

Certification

4. The Contractor shall not take possession of the seed more than seven days before sowing is to occur. The seed shall be stored in clean, airtight containers and kept away from direct sunlight. It shall not be exposed to the elements at any stage during storage.

Storage

5. The Contractor shall replace any exotic seed batch found not true to type. The cost of replacement shall be borne by the Contractor.

Contractor’s Cost

(d) Turf

1. Turf shall consist of 25mm depth of dense, well rooted, vigorous grass growth with 25mm depth of topsoil. The type of grass turf to be used will be indicated on the Drawings. Kikuyu grass shall not be used unless approved by the Council’s Supervising Engineer. Turf shall be free of weeds, soil pests and diseases. The turf shall be supplied as rolls in long lengths of uniform width of not less than 300mm, and shall be in sound unbroken condition. Turf shall be obtained from a local supplier.

(e) Fertiliser

1. Fertiliser used shall be an organic type such as `Dynamic Lifter-Nitro' with Nitrogen: Phosphorus: Potassium (N:P:K) ratios of 8:3.6:2 or an equivalent fertiliser approved by Council’s Supervising Engineer.

Type

LANDSCAPING


(f) Vegetable Mulch

1. Vegetable mulch used in hydromulching shall consist of straw, chaff, wood fibre, paper pulp or similar material all finely shredded to a maximum dimension of 10 mm. Meadow hay or weeds shall not be used and paper pulp if used shall not exceed 50 per cent by mass of the total mulch.

Composition

(g) Water

1. Water used shall be potable.

Quality

(h) Binder

1. The binder used in hydromulching and strawmulching shall be Grade ASS, slow setting anionic bitumen emulsion, complying with AS 1160.

Type

(i) Wetting Agent

1. The soil wetting agent added in hydromulching or hydroseeding shall be 'Aquasoil' applied at a rate of one litre per 1,000 litres of mix water or an equivalent soil wetting agent approved by Council’s Supervising Engineer.

Application Rate

(j) Pesticide

1. Pesticide used shall be Lorsban 500EC or Lorsban 250W or an equivalent pesticide approved by Council’s Supervising Engineer. The storage and handling of pesticides shall be in accordance with AS 2507.

Type

C273.05 VEGETATION OF SLOPES 3 TO 1 OR FLATTER

(a) Preparation of Surface

1. Slopes shall be sprayed with the glyphosate based herbicide 'Roundup' applied at a rate of 9 litres of Roundup diluted in 200 litres of water per hectare of surface sprayed to kill weed infestation. Sprayed areas shall remain undisturbed for two weeks.

Herbicide Treatment

2. The surface shall then be tyned to a depth of 200 mm to produce a loose surface and all large stones, rubbish and other materials that may hinder germination shall be removed before topsoiling.

Preparation

(b) Topsoiling

1. Topsoil shall be uniformly applied to provide an average compacted thickness of 50mm with a minimum compacted thickness of 30mm at any location. The topsoiled area shall be cultivated to a depth of 50mm to provide a roughened surface with soil lumps not exceeding 50mm dimension.

Application

(c) Mixing of Seed

1. The Contractor shall give Council’s Supervising Engineer two days' notice before each sowing operation. Seed shall be sown on the day of mixing with insecticide.

Notice

(d) Incorporation of Pesticide

1. Immediately before sowing, all grass and native seed shall be treated with pesticide. The pesticide shall be thoroughly mixed as a dry powder with the seed at a rate of 10 kilograms of insecticide to the equivalent mass of seed to be spread on 1 hectare of the surface in accordance with Annexure C273A.

Application Rate

LANDSCAPING


(e) Sowing

1. Sowing shall be carried out with an appropriate mechanical seeder. Where practicable, passes shall follow finished surface contours. Seed shall be sown at a depth of 5mm or shall be raked or harrowed to provide 5mm cover.

Seeder

2. Seed and fertiliser shall be evenly distributed over the areas to be sown at the rates specified in Annexure C273A. Fertiliser shall be applied concurrently with the seeding operation.

Sowing Rate

(f) Turfing

1. Turf shall be placed on the prepared topsoiled surface. Runs of turf shall butt hard against each other and be placed perpendicular to the direction of water flow. Turf seams shall then be topdressed with topsoil.

Placing

2. Four to six weeks after placement, the turf shall be lightly topdressed with loam to correct any undulations or unevenness in the established turf.

Topdressing

(g) Watering

1. The Contractor shall water areas to be sown to a moist condition and shall rewater areas to a moist condition without surface runoff on a daily basis for a minimum of 15 days after sowing, or as otherwise directed by Council’s Supervising Engineer, to promote and maintain growth.

C273.06 VEGETATION OF SLOPES STEEPER THAN 3 TO 1

(a) General

1. Where shown on the Drawings or directed by Council’s Supervising Engineer, slopes shall be vegetated by one of the following methods:

(i) Topsoiling and hydromulching;

(ii) Topsoiling, hydroseeding and straw mulching;

(iii) Hydroseeding.

Method

(b) Preparation of Surface

1. Weeds shall be killed by spraying with herbicide as specified under Clause C273.05 (a).

Herbicide Treatment

2. No more than seven days before seeding, all loose material shall be removed from fill batters and cut batters, which are not stepped, by dragging a heavy steel chain of minimum weight of 30 kilograms per metre of length or by other methods approved by Council’s Supervising Engineer.

Preparation

(c) Topsoiling

1. Where batters have been stepped, the steps shall be loosely filled with topsoil. Elsewhere, topsoil shall be uniformly applied to provide an average thickness of 50mm with a minimum compacted thickness of 30mm at any location.

Application Rate

(d) Hydromulching or Hydroseeding

1. The hydromulch or hydroseed shall comprise the materials shown in Table C273.1. The materials shall be applied at the application rates shown in Table C273.1.

Application Rate

LANDSCAPING


2. Dry surfaces shall be watered by a fine spray of water before the application of the hydromulch.

Watering

3. The mixing and treatment of seed shall be carried out in accordance with Clause C273.05(c).

Treatment of Seed

4. During preparation of the hydromulch or hydroseed slurry, 'Lorsban 500EC' insecticide shall be added to the storage tank, to facilitate surface application, at a rate of 5 litres of insecticide to the equivalent volume of hydromulch or hydroseed slurry to be spread on 1 hectare of surface in accordance with Table C273.1.

Insecticide

5. Storage tanks, containers and equipment to be used in hydromulching or hydroseeding of slopes shall be clean and free of contamination from previous operations.

Equipment

6. A slurry mixture shall be produced by addition of the specified materials in the tank and agitated to maintain a uniform consistency during application. It shall be applied uniformly over the whole surface.

Uniform Mix

7. Hydromulch or hydroseed shall not be applied under the following weather conditions at the site:

- when temperature is higher than 35oC

- when winds exceed 15 km/hr;

- where, in the opinion of Council’s Supervising Engineer, the surface is too wet or

- during rain periods or when rain appears imminent.

Weather Conditions

8. Application rates shall be in accordance with Table C273.1

Application Rate per Hectare

Material Hydro-Mulching Hydro-Seeding

i. Vegetable Mulch (kg) 2,500 Nil

ii. Water (l) 35,000 20,000

iii. Binder (l) 700 Nil

iv. Fertiliser See Annexure C273A

v. Seed See Annexure C273A

vi. Wetting Agent (l) 35 20

vii. Insecticide (l) 5 5

Table C273.1 - MATERIALS AND APPLICATION RATES

(e) Straw Mulching

1. The mulch to be applied after hydroseeding shall comprise a matrix of straw and an anionic slow setting bitumen emulsion binder. Meadow hay shall not be used. The straw mulch shall be uniformly applied by a suitable blower unit at a rate of 250 bales (each of 20 kilograms) of straw per hectare of surface. The bitumen emulsion shall be incorporated as a spray into the air stream of the mulch blower at a rate of not less than 2,500 litres of bitumen emulsion per hectare of surface. The finished straw mat shall have a minimum thickness of 20 mm at any location.

Method

LANDSCAPING


C273.07 VEGETATION OF OPEN DRAINS

(a) Preparation of Surface

1. The Contractor shall so execute the work that the excavation of open drains to the specified profiles is followed within seven days by the vegetation of the surface as specified in this Clause. Topsoil shall be spread to provide an average compacted thickness of 50 mm with a minimum compacted thickness of 30 mm at any location.

Profile and Topsoil

(b) Sowing

1. Before sowing, the surface shall be watered. Seed and fertiliser shall then be applied uniformly at the rates specified in Annexure C273A by one of the following procedures as directed by Council’s Supervising Engineer:

(i) Mechanical sowing.

(ii) Hydromulching or hydroseeding.

(iii) By hand.

Procedure

(c) Surface Protection

1. Where shown on the Drawings or directed by Council’s Supervising Engineer, one of the following protective treatments shall be applied immediately to all or part of the sown surface.

Methods

(i) Spraying with Bitumen Emulsion

An anionic slow setting bitumen emulsion, conforming with Grade ASS of AS 1160, shall be sprayed over the surface at a rate of 1 litre of bitumen emulsion per square metre of surface.

Application Rate

(ii) Lining with Organic Fibre Mat

The channel surface shall be lined with an organic fibre mat such as 'Sta-Firma (light grade)' or an equivalent organic fibre mat approved by Council’s Supervising Engineer. The runs of matting shall be laid along the direction of water flow. The matting shall be laid loosely on the soil surface and not stretched.

Laying

The upstream end of the matting shall be slotted into a trench 150 mm wide by 150 mm deep and pinned to the base of the trench at 200 mm centres. The trench shall be backfilled with soil and compacted by foot.

Anchorage

The pins shall be `U' shaped, 4 mm gauge wire, 50 mm wide and 150 mm long legs.

Pins

Adjacent runs of matting shall be overlapped 100 mm with the higher run lapped over the lower run. The matting shall be pinned along the sides of each run at 500 mm centres and along the middle of each run at 1-metre centres. End overlaps shall be 150 mm wide with the higher run end lapped over the start of the lower run and pinned at 200 mm centres.

Lapping

(iii) Turfing

Turf shall be as specified under Clause C273.04 (d).

Quality

Runs of turf shall butt hard against each other and be placed perpendicular to the direction of water flow in the drain, and pinned into position at 500mm centres.

Placing

Seams of turf shall be topdressed with topsoil. Topdressing

LANDSCAPING


(d) Watering

1. The Contractor shall water treated areas in order to promote and maintain growth as specified under Clause C273.05 (g).

Water

LANDSCAPE PLANTING

C273.08 EXECUTION AND TIMING OF WORK

1. The work to be executed includes the ground preparation, the supply of plants, planting as shown on the Drawings, fertilising, mulching, staking, watering and maintenance of plants.

Extent of Work

2. The Contractor shall give Council’s Supervising Engineer a minimum of two days' notice of commencement of planting. Landscape planting shall not be carried out in extreme weather conditions (above 35

oC or below 10

oC).

Notice of Commence-ment

C273.09 MATERIALS

(a) Topsoil

1. Topsoil shall comply with the requirements of Clause C273.04 (a).

(b) Herbicide

1. Herbicide shall comply with the requirements of Clause C273.04 (b).

(c) Fertiliser

1. Fertiliser shall be a slow-release type in pellet form with a nine months' release period and having Nitrogen:Phosphorus:Potassium (N:P:K) ratios of 6.3:1.8:2.8. 'Kokei' fertiliser pellets or an equivalent fertiliser approved by Council’s Supervising Engineer shall be used.

Quality

(d) Mulch

1. Mulch used for landscape planting shall comply with AS 4454 and the following requirements:

(i) the material shall comprise hardwood chips;

(ii) fines shall not exceed 5 per cent by volume;

(iii) the average size of the woodchip shall be approximately 20 mm wide by 5 mm thick by 30 mm long and the maximum length of chip shall not exceed 50 mm; and

(iv) the material shall be free of soil, weeds, stones and other foreign material.

Quality

2. Composted organic mulch as approved by Council’s Supervising Engineer may be used in lieu of woodchip mulch.

3. A 10 kilogram sample of mulch proposed by the Contractor shall be submitted for approval to Council’s Supervising Engineer two weeks before its intended use. The mulch subsequently used shall be consistent in every respect with the sample approved by Council’s Supervising Engineer.

Sample

LANDSCAPING


Type or Stock

50mm

Tube

Gro-

Tube

Semi

Advanced

Advanced

Stock

Super

Advanced

Plant Container: dia (mm) depth (mm) Plant Height (mm) (leaf & stem) Planting Holes: side (mm) depth (mm) Number of Fertilizer Pellets

50 75

200 min 300 max

300 300

2

75 100

300 min 400 max

200 200

3

150 150

300 min 400 max

300 300

5

200 200

300 min 500 max

400 400

5

300 300

500 min 750 max

600 600

7

Table C273.2 - PLANT STOCK

(e) Plant Material

1. The Contractor shall obtain all plants from a nursery located in an area having a climate similar to the site of the Works.

Source

2. There shall be no substitution of any species without the approval of Council’s Supervising Engineer. All plant material shall be true to species and sizes. Plants shall be healthy, of good form, not soft or forced and with large robust root systems. They shall not be rootbound and shall be free from disease and insect pests. All container soil mix shall contain between 20 per cent and 25 per cent clay by volume. Trees shall have a single leading shoot. For hardening off purposes, all plants shall be delivered to a site within the locality of the Subdivision at least four weeks before planting out. Plant root systems shall be maintained moist at all times with particular attention being paid to watering during the on-site period before and during planting. Plant stock shall be classified as indicated in Table C273.2, and planted in accordance with the Drawings.

Quality

(f) Stakes

1. All stakes shall be 25mm square by 1,500mm long hardwood and sharpened at one end.

Size

C273.10 PLANTING

(a) Mass Planting in Mulched Bed

1. The mulched area shall be sprayed with herbicide, as specified under Clause C273.05 (a), to kill weed infestation. Sprayed areas shall remain undisturbed for two weeks.

Herbicide Treatment

2. The surface shall be ripped at 500mm centres to a depth of 300mm and the top 200mm of the planting bed broken up by cultivation to a maximum size of 50mm. Mulch, 100mm thick, shall be spread over the planting bed. After removal of the localised mulch, planting holes shall be excavated to the square dimensions and depths as shown in Table C273.2 and the material removed.

Surface Preparation

3. The specified number of fertilizer pellets as shown in Table C273.2 shall be placed beside the rootball of each plant.

Fertilizer Pellets

LANDSCAPING


4. The planting hole shall be backfilled with topsoil complying with Clause C273.04 (a) and compacted by foot up to surface level, care being taken to avoid mixing mulch with topsoil. A stake shall be driven 300mm deep and 200mm clear of each 'Advanced' and 'Super Advanced' size stock and the stock tied to it by a strip of 50mm wide hessian webbing.

Backfill and Staking

5. Each backfilled hole shall receive 10 litres of water before the mulch is respread over the disturbed area. The mulch shall be left just clear of the plant stem.

Watering and Mulching

(b) Individual Planting

1. A planting area 600 mm square shall be loosened to a depth of 400 mm. Planting holes shall be excavated to dimensions and depths as shown in Table C273.2 and the material spread evenly around each hole

Planting Holes

2. The specified number of fertiliser pellets, as shown in Table C273.2, shall be placed beside the rootball of each plant.

Fertilizer Pellets

3. The planting hole shall be backfilled with topsoil complying with Clause C273.04 (a) and compacted by foot up to surface level. A stake shall be driven 300mm deep and 200mm clear of each 'Advanced' and 'Super Advanced' size stock and the stock tied to it by a strip of 50mm wide hessian webbing.

Backfill and Staking

4. Each backfilled hole shall receive 10 litres of water. Watering

5. Weed infestation for a distance of 800 mm surrounding each proposed planting shall be killed by spraying with herbicide as specified in Clause C273.05 (a). All due care shall be taken to avoid damage caused by contact between the herbicide and the plant by means of spray drift etc.

Herbicide Spray

6. Immediately after planting, mulch 100 mm thick, starting just clear of the plant stem, shall be spread over an area of 600 mm radius surrounding the plant.

Mulch

C273.11 CARE OF LANDSCAPE PLANTING

1. The Contractor shall water all plants, from the time of planting, at the rate of 10 litres per plant every third day for the first twelve weeks.

Watering

2. Missing or dead plants and plants nominated by Council’s Supervising Engineer as unhealthy shall be replaced by the Contractor. Replacement plants shall be of similar size and quality and of identical species and variety to the plant being replaced. The cost of replacement shall be borne by the Contractor.

Replacement Plants Contractor's Cost

3. Weed and grass growth in mulched areas shall be killed by treatment with 'Roundup' or other herbicide approved by Council’s Supervising Engineer, in accordance with the manufacturer's instructions at monthly intervals during the construction period and contract maintenance period. Contact of the herbicide with the new plants shall be avoided and any damage repaired or damaged plant material replaced by the Contractor at no cost to the Principal.

C273.12 LANDSCAPE DESIGN AND PLANS

1. Where landscape plans are required for developments, the plans shall be prepared buy a suitably qualified Landscape Architect or Landscape designer.

2. Street trees shall be located to have minimal impact on access to any new lots within a development and minimal impact on drainage infrastructure.

Weed Control

Contractor’s Cost

LANDSCAPING



C273.13 RESERVED

C273.14 RESERVED

C273.15 RESERVED

C273.16 RESERVED

LANDSCAPING





Clause

1. Topsoil a) Organic Content

3% by mass

C273.04 (a)

b) pH 5.5 7.5 C273.04 (a)

c) Soluble Salt 0.06% by mass C273.04 (a)

2. Turf Widths 300 mm. C273.04 (d)

3. Vegetable Mulch a) Material b) Paper Pulp

Maximum size 10 mm

50% by mass of total mulch

C273.04 (f) C273.04(f)

4. Topsoiling Minimum compacted thickness at any location of 30 mm

C273.05 (b) C273.06 (c) C273.07 (a)

5. Straw Mulching

a) Straw Mat Finished thickness 20 mm. C273.06 (e)

6. Landscape Planting a) Temperature

Planting not to be undertaken when

temperatures 35oC or 10

oC.

C273.08

7. Mulch a) Fines

Shall not exceed 5% by volume.

C273.09 (d)

b) Woodchip Maximum size 50 mm. C273.09 (d)

8. Plant Material a) Container Soil Mix

Contain 20% and 25% by volume of clay.

C273.09 (e)

Table C273.3 - SUMMARY OF LIMITS AND TOLERANCES

LANDSCAPING


ANNEXURE C273.A

GRASS AND NATIVE SEED MIXTURES

FOR SEEDING AND FERTILISING OF MEDIAN AND ROADSIDE AREAS

MINIMUM

APPLICATION

RATE

(Kilograms or grams

of seed or fertiliser

per hectare of surface) GRASS SEED Rye Corn (April- 60 kg/ha August) or Japanese Millet 60 kg/ha (Sept-March) Hulled Couch 5 kg/ha Red Clover (Inoculated) 5 kg/ha White Clover (Inoculated) 5 kg/ha 'Elka' Perennial Rye 5 kg/ha NATIVE SEED Acacia dealbata 4 kg/ha Acacia buxifolia 1 kg/ha Acacia decurrens 1 kg/ha Acacia pravissima 1 kg/ha Leptospermum lanigerum 1 kg/ha Hardenbergia violacea 500 g/ha Kennedia prostrata 500 g/ha Acacia implexa 200 g/ha Banksia marginata 200 g/ha Bursaria spinosa 200 g/ha Callistemon pallidus 200 g/ha Dodonaea viscoca 200 g/ha ORGANIC Dynamic Lifter 'Nitro' 1000 kg/ha FERTILISER or Equivalent

LANDSCAPING
