Naracoorte Town Centre Drainage
Technical Specification
Naracoorte Lucindale Council
July 2012
Ref No. 20070230SA2
Document History and Status
Rev
Description
Author
Reviewed
Approved
Date
A
Final
SJW
KS
KS
30 July 2012
© Tonkin Consulting 2011
This document is, and shall remain, the property of Tonkin Consulting. The document may only be used for the purposes for which it was commissioned
and in accordance with the Terms of Engagement for the commission. Unauthorised use of this document in any form whatsoever is prohibited.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
Table of Contents
1 2 3 4 Project Description
4 1.1 Introduction
4 1.2 The Drawings
4 1.3 Scope of Works
4 1.4 Work Not Included
5 1.5 Order of Work
5 General Provisions
6 2.1 Public Utilities
6 2.2 Temporary Alterations to Public Utilities
6 2.3 Relevant Authorities
6 2.4 Quality Management
6 2.5 Survey
8 2.6 Environmental Management and Protection
9 2.7 Preservation of Trees and Vegetation
10 2.8 Drainage of Site During Construction
10 2.9 Traffic Management
10 2.10 Site Facilities
12 2.11 Water for Works
12 2.12 Electricity for Works
13 2.13 Resident Notification
13 2.14 Adjoining Properties and Structures
13 2.15 Working in an Easement
13 2.16 Matching In and Making Good
13 2.17 Cleaning Up
13 2.18 Requirements for work in Smith Street
13 Demolition – Civil Works
15 3.1 General
15 3.2 Materials – Demolition
15 3.3 Salvaged Materials
15 3.4 Construction and Workmanship – Demolition
15 Site Preparation and Earthworks
17 4.1 General
17 4.2 Materials – Site Preparation and Earthworks
17 4.3 Construction and Workmanship – Site Preparation and Earthworks
18 Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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4.4 5 6 7 8 9 10 22 Quality Requirements – Earthworks
Stormwater Drainage
24 5.1 General
24 5.2 Materials – Stormwater Drainage
24 5.3 Construction and Workmanship
25 5.4 Quality Requirements – Stormwater Drainage
29 Granular Pavement
31 6.1 General
31 6.2 Materials – Granular Pavement
31 6.3 Construction and Workmanship
31 6.4 Quality Requirements – Granular Pavements
32 Hot Mix Asphalt
35 7.1 General
35 7.2 Materials – Hot Mix Asphalt
35 7.3 Construction and Workmanship
37 7.4 Quality Requirements – Hot Mix Asphalt
40 Block Paved Pavement
44 8.1 General
44 8.2 Materials – Block Paved Pavement
44 8.3 Construction and Workmanship – Block Paved Pavements
44 8.4 Quality Requirements
46 Concrete Structures
47 9.1 General
47 9.2 Materials – Concrete
48 9.3 Materials – Reinforcement
49 9.4 Construction and Workmanship – Formwork
49 9.5 Construction and Workmanship – Core holes, embedment’s and anchor
bolts
51 9.6 Construction and Workmanship – Reinforcement
52 9.7 Construction and Workmanship – Placement of Concrete
53 9.8 Quality Requirements
54 9.9 Acceptance Criteria
56 Kerbing
58 10.1 General
58 10.2 Materials – Kerbing
58 Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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11 12 10.3 Construction and Workmanship
59 10.4 Quality Requirements – Kerbing
60 Verges, Footpaths and Driveways
62 11.1 General
62 11.2 Materials – Verges, Footpaths and Driveways
62 11.3 Construction and Workmanship
63 11.4 Quality Requirements – Verges, Footpaths and Verges
65 Linemarking
66 12.1 General
66 12.2 Materials – Linemarking
66 12.3 Construction and Workmanship – Linemarking
66 12.4 Quality Requirements
67 Tables
Table 2.1 Table 4.1 Table 4.2 Table 4.3 Table 4.4 Table 5.1 Table 5.2 Table 5.3 Table 6.1 Table 6.2 Table 6.3 Table 7.1 Table 7.2 Table 7.3 Table 7.4 Table 7.5 Table 7.6 Table 7.7 Table 7.8 Table 8.1 Table 8.2 Table 9.1 Table 9.2 Table 9.3 Table 9.4 Table 9.5 Table 10.1 Table 10.2 Table 10.3 Table 11.1 Table 11.2 Table 12.1 Verification Surveys
Fill Material Classification
Quality Testing Requirements for Earthworks
Test Procedures for Earthworks
Tolerances on Earthworks
Concrete requirements for Stormwater Drainage
Compaction requirements for Stormwater Drainage
Tolerances on Stormwater Drainage
Quality Testing Requirements for Granular pavements
Test Procedures for Granular pavements
Tolerances on Granular pavements
Dense Graded Asphalt Requirements
Traffic Category for Dense Graded Asphalt
Temperature requirements for Priming
Ambient Conditions for placing Asphalt
Quality Testing for Hot Mix Asphalt
Test Procedures for Hot Mix Asphalt
Tolerances on Hot Mix Asphalt
Finished surface tolerances
Tolerances on Block Paved Pavement
Tolerances on Block Paved Pavement
Concrete Performance Requirements
Concrete Transportation Requirements
Classes of Finish
Minimum Clear Cover to Reinforcement
Quality Testing for Concrete
Concrete Design Criteria – Kerbing
Quality Testing Requirements for Concrete Kerbing
Tolerances on Kerbing
Concrete Design Criteria – Footpaths and Driveways
Tolerances on Verges, Footpaths and Driveways
Tolerances on Linemarking
Ref No. 20070230SA2
8 17 22 23 23 25 25 30 33 33 33 36 37 38 39 41 42 42 42 44 46 49 49 50 52 55 58 60 61 62 65 67 Naracoorte Town Centre Drainage Technical Specification
3
1
Project Description
1.1
Introduction
This technical specification details the technical requirements for construction of works associated
with the Naracoorte Town Centre Stormwater Drainage for Naracoorte Lucindale Council.
1.2
The Drawings
This specification shall be read in-conjunction with the following drawings:
1.3
Drawing No.
Drawing Title
2007.0230 Sheet 01
Location Plan and Drawing Index
2007.0230 Sheet 02
Plan and Longitudinal Section – Reference Line MC00 Ch 00 to Ch 84.4
2007.0230 Sheet 03
Plan and Longitudinal Section – Reference Line MC00 Ch 84.4 to Ch 220
2007.0230 Sheet 04
Plan and Longitudinal Section – Reference Line MC00 Ch 220 to Ch 310.3
2007.0230 Sheet 05
Plan and Longitudinal Section – Reference Line MC00 Ch 310.3 to Ch 370.1
2007.0230 Sheet 06
Plan and Longitudinal Section – Reference Line MC00 Ch 370.1 to Ch 480
2007.0230 Sheet 07
Plan and Longitudinal Section – Reference Line MC00 Ch 480 to Ch 565.8
2007.0230 Sheet 08
Plan and Longitudinal Section – Reference Line MC00 Ch 565.8 to Ch 688.7
2007.0230 Sheet 09
Plan and Longitudinal Section – Reference Line MC00 Ch 688.7 to Ch 826.8
2007.0230 Sheet 10
Plan and Longitudinal Section – Reference Line MC00 Ch 826.8 to Ch 960
2007.0230 Sheet 11
Plan and Longitudinal Section – Reference Line MC00 Ch 960 to Ch 987.2
2007.0230 Sheet 12
Plan and Longitudinal Section – Reference Line MC20 Ch 00 to Ch 117.3
2007.0230 Sheet 13
Plan and Longitudinal Section – Reference Line MC10 Ch 00 to Ch 92.2
2007.0230 Sheet 14
Plan and Longitudinal Section – Reference Line MC10 Ch 92.2 to Ch 185.5
2007.0230 Sheet 15
Plan and Longitudinal Section – Reference Line MC10 Ch 185.5 to Ch 262.8
2007.0230 Sheet 16
Lateral Drain Sections off Reference Line MC00
2007.0230 Sheet 17
Lateral Drain Sections off Reference Line MC00
2007.0230 Sheet 18
Lateral Drain Sections off Reference Line MC10 and MC20
2007.0230 Sheet 19
Junction Box Details
2007.0230 Sheet 20
Junction Box Details
2007.0230 Sheet 21
SEP, Trench Reinstatement, Kerb and Gutter Details
Scope of Works
The contract as detailed herein shall comprise the whole of the plant, labour and materials
necessary to execute the works described in this specification and shown on the drawings, including
any obvious items for the proper completion of the work comprising but not limited to:
 Liaison and cooperation with the Superintendent, the Principal and service authorities.
 Notification and liaison with residents adjoining the site.
 Liaison, submission of applications and other works required by the Department of Planning,
Transport and Infrastructure in relation to work in Smith Street.
 Setting out the works from established benchmarks and boundaries.
 Provision of all traffic control measures.
 Provision of as-constructed drawings.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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 Excavation for and construction of all the stormwater drains including bedding, backfilling and
construction of all pits and appurtenances.
 Underpinning of adjacent buildings to allow for construction of the 1650mm diameter pipe along
Riverside Avenue.
 Reinstatement of all pavements, verges, footpaths, kerbs and other areas affected by the
works.
 Construction of footpaths, kerbs, pram ramps and other concrete works.
 Supply and installation of the Humegard gross pollutant trap (GPT)
 Disposal of surplus excavated material.
 Soil erosion and drainage management during construction.
 Cleanup and demobilisation.
1.4
Work Not Included
The following works and materials are not included in this contract:
 Telstra Service Alterations
 ETSA Service Alterations
Such works shall be carried out by others and shall not form part of the contract. The Contractor
shall allow others carrying out such works access to the site and shall co-operate in the
programming and execution of the contract works for the proper co-ordination of the Contractor's
and other's work.
1.5
Order of Work
Unless otherwise directed by the Superintendent, the works shall generally proceed from the
downstream end of the drainage system.
The Contractor shall complete the work on a street by street basis to ensure that in any street the
amount of time from the commencement of trenching to the completion of pavement reinstatement is
minimised. The Contractor shall ensure that at any time no more than 150 metres of trench is left
without final reinstatement with asphalt.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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2
General Provisions
2.1
Public Utilities
Information provided by the Superintendent to the Contractor is neither necessarily complete nor
accurate and is provided for general information only. The Contractor shall investigate the existence
and location of buried and overhead public and private services within the working area. The
Contractor shall satisfy itself as to their exact location in liaison with the relevant service authority.
The Contractor shall comply with the guidelines issued by the Office of the Technical Regulator and
relevant authorities when working in the vicinity of underground and overhead services. The
Contractor shall take due care when working in the vicinity of existing services and take all
necessary precautions during the Contract to protect all services from damage. The Contractor shall
be responsible for any cost resulting from damage to services through its operations.
The Contractor shall be responsible for determining the effect of the existing services on
construction activities, and shall make all arrangements and necessary payments to the respective
authorities for any temporary or permanent relocation of services and new service connections
which may be required by or as a consequence of its operations and the project requirements.
Authorities shall be given six (6) weeks notice prior to any service work being undertaken.
If, while works are in progress, any authority desires to place a service, the Contractor shall allow
reasonable access and working space for the authority to carry out such placement, if so requested
by the Superintendent.
Any existing or abandoned service that is disturbed shall be restored to the satisfaction of the
service authority at the Contractor’s cost.
2.2
Temporary Alterations to Public Utilities
If, during the course of construction works, the Contractor deems it necessary to have Public Utilities
removed or altered to enable easier or quicker construction, such removal or alterations will be
arranged by the Contractor and any costs incurred will be paid by the Contractor.
2.3
Relevant Authorities
The Contractor shall be responsible for liaising with all relevant authorities with regard to
programming of works. Where work is to be undertaken in accordance with relevant authorities’
standards and specifications, the Contractor is to seek and obtain the necessary approvals.
2.4
Quality Management
The Contractor shall plan, establish and maintain a Quality Management System to ensure the
materials and their works comply with the drawings and the specification.
Within seven (7) days of receiving the letter of acceptance, the Contractor shall provide a copy of the
quality plan. The quality plan shall be developed as required in AS 10005 “Quality Management
Systems Guidelines for Quality Plans”.
2.4.1
Inspection and Testing
As part of the Quality Plan the Contractor shall prepare Inspection and Test Plans (ITP) for critical
items in the project. The ITPs shall detail the Contractor's proposals for inspections and testing as
detailed in the Technical Specification.
The Contractor shall be responsible for undertaking all testing and coordinating all inspections
required in the Technical Specification.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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The Contractor shall nominate the person responsible for the quality control of each item of the ITP.
The Contractor shall maintain the ITPs during the works and make the ITP available for inspection
by the Superintendent on request.
The frequency of testing shall be as detailed in the Technical Specification. If no minimum
frequency is stated, the Contractor shall nominate appropriate industry or Australian Standard
frequencies in the ITP.
The Contractor shall provide a copy of the draft Inspection and Test Plans to the Superintendent
prior to commencement of the works.
Prior to the date of Practical Completion the Contractor shall provide a copy of all completed ITPs.
The acceptance of the completed ITPs shall be a requirement for the issue of a Certificate of
Practical Completion.
2.4.2
Hold Points
Hold Points are critical aspects of the works requiring assessment by the Superintendent.
The Contractor shall not proceed to the next stage of the works or cover the work until the release of
the Hold Point by the Superintendent. Such release shall not, in whole or in part, release the
Contractor from responsibility for the quality of the work subject to the Hold Point.
The Contractor shall advise the Superintendent with sufficient notice (nominally 24 hours locally or
72 hours regionally excluding weekends and public holidays) when a Hold Point has been reached
(or is anticipated to be reached) to enable inspections as required.
The Contractor shall submit relevant testing, survey and other documentation associated with the
Hold Point to the Superintendent.
If following the inspection and review of relevant documentation, the Superintendent does not
release a hold point, the Superintendent shall advise the Contractor, as soon as practical in writing
(or within 24 hours), the reasons why a hold point has not been released and any remedial works
required to enable the release of the hold point.
The Superintendent or Principal shall NOT be liable for any cost (including standby costs) incurred
by the Contractor as a result the Superintendent not releasing a hold point due.
2.4.3
Non Conformances
The Contractor shall notify the Superintendent if the completed works do not comply with the
drawings or technical requirements and issue in writing the non-conformances by the issuing of a
Non Conformance Report (NCR).
The NCR shall indicate the nature and location (as applicable) of the non-conformance and the
proposed rectification method for correcting the Non Conformance. The NCR shall include all
relevant tests, inspection or survey reports.
The identification of a Non Conformance shall constitute a Hold Point on that item. No further works
may proceed on the non-conforming item until release of the Hold Point by the Superintendent.
The Superintendent shall review and approve the proposed rectification method detailed by the
Contractor or alternatively instruct the Contractor to complete other rectification works as required.
If the Superintendent becomes aware of any section of the works not conforming with the drawings
or specification, the Superintendent may issue a Corrective Action Request (CAR). The Contractor
shall review the corrective action request and address the CAR as per the procedure for an NCR.
2.4.4
Testing Laboratories
The Contractor shall ensure suitably qualified NATA accredited Material Testing Laboratories carry
out all field and laboratory testing, compliance testing etc as required under the Contract.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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2.4.5
Traceability
The Contractor shall as part of the Quality Plan develop a system to enable the traceability of all
materials including but not limited to structural concrete (in situ and precast), pipes and culverts,
pavement material and asphalt from the source to the location where the material is incorporated
into the works.
Traceability shall include:
 the date of works;
 a detailed description of the materials used (e.g. material type, production lot etc.);
 a detailed description of the location where the material is incorporated (e.g. structure
reference).
The Contractor shall keep (in good condition) delivery records (dockets) of the materials used and
detailed descriptions of where the materials were incorporated in the works until Final Completion.
2.5
Survey
2.5.1
Survey Marks
The attention of the Contractor is drawn to the appropriate sections of the Crown Lands Act and the
Surveyors Act in regard to the care of survey marks.
2.5.2
Levels
Existing levels at the time of the most recent survey are supplied for the assistance of the Contractor
and are not intended to indicate every detail of the surface profile.
2.5.3
Setting Out
The works are to be set out in accordance with the Genio File provided at the time of the contract
being awarded or as otherwise directed by the Superintendent. From this information the Contractor
shall set out the whole of the works and shall accept the full responsibility for the alignment, levels
and dimensions of all parts of the works.
The Contractor shall exercise proper care in the preservation of all alignment, reference and level
pegs or marks set out for his use and that of the Superintendent. If such pegs or marks are
damaged, lost or removed by the Contractor's operations, they shall be reset by, or on behalf of, the
Principal at the Contractor's expense.
2.5.4
Verification Surveys
The Contractor shall provide a verification survey detailing the variance between the design level
and the actual level at the following times:
Table 2.1
Verification Surveys
Item
Frequency of Survey
Stormwater drainage
One level per 10 m and at every structure
Sewer
One level per 10 m and at every structure
A copy of the survey reports shall be provided to the Superintendent within seven (7) days of
completion of the survey. The survey reports shall clearly indicate whether the works are within
tolerance and if not areas that are outside of the tolerance.
If the survey indicates the work out of tolerance, unless approved by the Superintendent, the
Contractor shall rectify the works and arrange re-survey.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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2.5.5
As-Built Survey
The Contractor shall provide an “As-built” survey in ACAD and PDF format detailing the relevant
information on the following items (as a minimum):
 Stormwater drainage – Pipe size, drainage structures, invert levels, horizontal and vertical
alignment
 Kerbing – horizontal and vertical alignment
 Other infrastructure as required by local service authorities.
2.6
Environmental Management and Protection
The Contractor shall take all measures necessary to ensure minimum disturbance to the existing
environment by its operations.
The Contractor shall observe all environmental management rules, regulations and codes of practice
and shall comply with all notices and instructions issued by the Superintendent in relation to such
Rules and Regulations.
When flammable or combustible materials are to be stored or used, the Contractor shall adhere
strictly to relevant standards or codes of practice.
2.6.1
Environmental Control During Construction
The Contractor shall carry out the work with reference to the EPA Codes of Practice listed at the end
of this specification clause.
The Contractor shall ensure that pollutants such as dust, sediment, litter and wash down water do
not leave the site during construction of the works. Prior to construction commencing, the
Contractor shall prepare a Soil Erosion and Drainage Management Plan (SEDMP) showing how this
is to be achieved. The Plan shall include a site layout together with a written manual. These shall
include all aspects of site management including:
 site access from public or private roads;
 access around the site;
 areas of earthworks, stockpiles, loading areas;
 site drainage including all relevant information including sediment collection devices, drainage
lines and discharge points;
 management of creek or river flows.
Water shall be used in a judicious manner to avoid wastage and in accordance with any applicable
water restrictions.
2.6.2
Trucking
Trucks accessing the site with earth materials or loose debris shall be loaded in such a manner as to
prevent dropping of materials and prevent a dust nuisance. The wheels, tracks and body surfaces
of all plant and vehicles leaving the site shall be free of mud so that mud is not carried on to adjacent
roads or paved areas.
2.6.3
Solid, Liquid and Gaseous Contaminants
The Contractor shall be responsible for the proper disposal of all solid, liquid and gaseous
contaminants in accordance with all Statutory and Contractual Requirements.
2.6.4
Disposal of Refuse
Refuse from construction operations, including food scraps and the like, shall be removed from the
site.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
9
2.6.5
References
Stormwater Pollution Prevention – Code of Practice for the Building and Construction Industry –
EPA.
Stormwater Pollution Prevention – Code of Practice for Local, State and Federal Government –
EPA.
2.7
Preservation of Trees and Vegetation
The Contractor shall refrain from destroying, removing or clearing trees and shrubs to an extent
greater than is necessary for the execution of the work under the contract. Areas to be cleared shall
be inspected by the Contractor and the Superintendent's approval obtained before any trees or
shrubs are removed, cleared or destroyed.
The Contractor shall take every reasonable precaution not to damage any tree, including its root
system, which is nominated to be retained.
All construction activities, including storage of materials, vehicles, equipment or rubbish, must be
kept away from existing trees which are to be retained. Before any excavation is carried out over
roots of trees to be retained, obtain a ruling from the Superintendent as to whether the levels in the
vicinity of the tree can be adjusted to protect the roots.
The Superintendent may direct the Contractor to repair any damage or injury to a tree that is to
remain. This work shall be carried out by an approved tree surgeon engaged by the Contractor.
2.8
Drainage of Site During Construction
The Contractor shall carry out the work in such a way as to ensure that no heading up of floodwaters
in new or existing drains or gutters occurs. The Contractor shall be responsible for any damage to
public or private property caused by his operations or which may arise from such operations.
Should this clause not be complied with, the Superintendent may order work to cease, until in his
opinion, satisfactory arrangements for such drainage have been made.
The site may be subject to surface water in the form of base flows or flood flows during the
construction period. The Contractor is required to account for and handle all flows, base and flood,
during the construction period, and shall be deemed to have made due allowance in his tender for all
costs involved.
2.9
Traffic Management
The Contractor shall prepare, implement and maintain Traffic Management Plan for all works on or
adjacent to existing roadways, for the protection of the public and of the works, in accordance with
AS 1743 – “Manual of Uniform traffic Control Devices Part 3: Traffic Control Devices for works on
Roads and Footpaths” and DPTI Requirements.
Should this clause not be complied with, the Superintendent may order work to cease until in his
opinion the placement of lights, signs and barricades is satisfactory for the protection of the public
and the works.
All such lights, signs and barricades shall be placed by the Contractor and in accordance with the
relevant requirements of that code.
2.9.1
Traffic Management Plan
The Contractor shall develop a Traffic Management Plan including the full layout plans of the
proposed traffic management scheme and the estimated times that any proposed detours will be in
operation and shall show relationship to the construction program.
The traffic management plan shall be developed by the Contractor to minimise the disruption to
traffic flow and consider peak traffic concentrations. Where possible the Contractor shall limit traffic
restrictions to weekend or non-peak periods.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
10
The Contractor shall submit a detailed traffic control proposal to the Superintendent within seven (7)
days of acceptance of the tender. No work shall commence on site until the traffic control proposal
has been reviewed by the Superintendent. No roads shall be used as detour routes, in the
compliance with this clause, without the prior approval of the Superintendent.
The Traffic Management Plan shall show in detail:
 the traffic management proposed during each stage of all projects;
 all temporarily trafficked areas associated with the deviation of traffic;
 proposals for the placement of temporary signs, advance direction signs, barriers and other
warning devices including a list of the types and numbers of signs proposed to be used;
 detour path for buses (where required);
 proposed speed restrictions.
If the Contractor varies the construction program at any time throughout the works, a revised Traffic
Management Plan shall be submitted twenty-four (24) hours before the relevant section of work
commences.
2.9.2
Notice of Traffic Management
Prior to commencing works on or adjacent to existing roadway and the implementation of traffic
management controls the Contractor shall notify the relevant authorities including:
 Local Council
 Emergency Services
 Passenger Transport Board
 The Superintendent
 DPTI as required
Notice shall include as a minimum the nature of traffic restrictions, the time commencement and time
of removal of traffic of restrictions as appropriate.
2.9.3
Maintenance of Traffic Management
The Contractor shall be responsible for the maintenance in good working order of all traffic
management structures, signs, traffic control devises, temporary access roads and temporary linemarking required for the completion of the Contract.
The Contractor shall provide an emergency contact of a representative responsible for the
maintenance of the traffic management.
The Contractor shall implement a regular documented inspection programme to ensure that the
traffic management plan is installed and maintained as per the approved traffic management plan
and any damaged or missing traffic control devices are reinstated.
2.9.4
Provision for Vehicular Traffic
The Contractor shall provide and maintain access to property entrances adjoining the works and
local traffic throughout the Contract. The Contractor shall provide temporary ramps for local traffic
and access to side streets.
2.9.4.1 Residential Property Access
Restriction to access of residential properties shall be minimised. The Contractor shall provide
access at the completion of each days work to properties adjoining the works. The Contractor shall
give at least twenty-four (24) hours in writing to occupants of properties prior to the commencement
of any operation affecting property access.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
11
2.9.4.2 Commercial Property Access
Where commercial properties have access at more than one location, access shall be maintained at
one location at all times.
Other commercial property accesses shall be constructed in stages to minimise disruption to
commercial operations.
2.9.5
Provision for Pedestrian Traffic
In accordance with AS 2124–1992 Clause 15 “Protection of People and Property”, provision for safe
and convenient pedestrian traffic shall be maintained at all times.
2.9.6
Provision for Buses
Prior to the commencement of work on site the Superintendent shall arrange a meeting together with
the Contractor and the Passenger Transport Board to clarify all aspects of the provisions for buses.
2.9.7
Traffic Controllers
Traffic Controllers shall be used when traffic movement is temporarily restricted to one direction, in
accordance with AS 1742, Clause 4.4. Traffic controllers shall be employed to provide additional
control for the safety of traffic and the work.
2.9.8
Traffic Management Audit
During the Contract period, the Superintendent may undertake audits of the traffic management.
2.10
Site Facilities
2.10.1 Site Compound
The Contractor may establish a site compound for storage of plant, equipment and materials to be
incorporated in the works. The location of the site compound shall be agreed in writing with the
Superintendent.
The Contractor shall maintain the site compound in a neat, tidy and safe manner. The compound
shall be appropriately fenced off, signed and locked outside of working hours to the satisfaction of
the Superintendent. The compound shall in no way restrict pedestrian or vehicular traffic.
On completion of the works the Contractor shall promptly remove the site compound and reinstate
the area to an equal or better condition to the satisfaction of the Superintendent.
2.10.2
Site Office
The Contractor shall provide and maintain a suitable temporary site office for the Site Supervisor,
with a table for the display of the contract drawings. A copy of the drawings and specification shall
be available on the site at all times during the construction of the works.
2.10.3 Site Amenities
The Contractor shall provide all statutory and necessary amenities and sanitary facilities for workers
and other persons lawfully upon the site and shall remove them on completion of the Works.
2.11
Water for Works
The Contractor shall make all necessary arrangements for the supply of any water necessary for the
works.
The Contractor is encouraged to utilise alternate water sources to potable mains supplies. Alternate
water supplies shall comply with the EPA water quality policy for irrigation use. The Contractor shall
be responsible for obtaining all approvals and testing for alternate water supplies.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
12
2.12
Electricity for Works
The Contractor shall make all necessary arrangements for the supply of electrical power for use
temporarily or permanently on the works and shall pay all fees, charges etc. in connection therewith.
2.13
Resident Notification
Prior to works commencing, the Contractor shall undertake a letter box drop of a written notice to all
residents living in the street or streets in which the works are to be carried out. The Contractor shall
submit a draft notice to the Superintendent for approval prior to distribution.
The notice shall include an introduction of the Contractor, a description of the works, expected
commencement and duration of the works for which they have been engaged and shall identify a
contact person and provide contact details including an after hours telephone number.
2.14
Adjoining Properties and Structures
Where the works are adjacent to existing properties and structures, the Contractor shall undertake a
condition report (dilapidation) to record (by photo) the condition of the existing properties and
structures prior to commencement of works. A copy of the condition report shall be forwarded to the
Superintendent prior to the commencement of works.
2.15
Working in an Easement
Where the Contractor is required to work in easements it shall contain its activities to that easement
and shall comply with all reasonable requirements of the land owner. At the completion of the work
the area of the easement shall be left in a condition as near as possible to its original condition.
2.16
Matching In and Making Good
In addition to the requirements specified in this specification, any damage caused or any temporary
relocations necessary to existing stormwater drains, sign posts, street signs, barrier posts, litter bins
or other similar items shall be made good to a standard which is at least equal to the existing
construction and in a workmanlike manner and to the satisfaction of the Superintendent.
Unless otherwise specified, where the specified works adjoin or abut an existing roadway, footpath
or other existing construction, the existing pavement shall be removed within the limits shown on the
drawings, the existing bitumen shall be saw-cut in a straight line so that the new pavement matches
to give a smooth riding surface and satisfactory drainage properties.
The new kerbs and gutters shall match the existing kerbs and gutters at the locations shown on the
drawings.
The Contractor shall be responsible for making good any damage which occurs to adjacent existing
works as a result of his operations, and such making good shall be to the satisfaction of the
Superintendent.
2.17
Cleaning Up
During the progress and on completion of the work, the site shall be maintained and left in a clean
and tidy condition to the satisfaction of the Superintendent.
2.18
Requirements for work in Smith Street
2.18.1 General
Work within Smith Street shall be undertaken in accordance with the Department of Planning,
Transport and Infrastructure Specification for Works on Roads Carried out for organisations other
than the Commissioner of Highways (The Department’s Specification). A copy of this specification is
included as Appendix A to this document.
The obligations of the Contractor are those of the Owner in the Department’s Specification.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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For the purposes of this requirement Smith Street is all of the land within the corridor defined within
the property boundaries of Smith Street including the projection of these boundaries across
intersections with minor roads. That is it includes a part of the side streets to the projection of the
property boundaries.
For all work within Smith Street where there is a conflict between The Department’s Specification
and other sections of this specification the Department’s Specification takes precedence except for
Hours of Work which are further restricted as set out below.
2.18.2 Requirements for work in Smith Street
The Contractor shall comply with all the requirements of the Department of Planning, Transport and
Infrastructure. The Contractor shall be deemed to have made due allowance to meet all the
Department’s requirements in relation to the work in Smith Street.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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3
Demolition – Civil Works
This section includes all materials, labour, equipment, delivery and transport from site for the
demolition of nominated works, in accordance with the contract drawings and construction
specification.
3.1
General
This specification shall be read in conjunction with the following Standards and references, which
are deemed to form a part of this specification.
AS 2601
3.2
Demolition of Structures
Materials – Demolition
All materials, equipment and service within the demolition area are to become the property of the
Contractor except those specifically stated or shown on the drawings as remaining. The salvage
value or dumping costs of these materials and equipment should be taken into consideration by the
tenderer in arriving at his tender price.
It is desirable to demonstrate community and environmental awareness by creating an opportunity
for the reuse of valuable second-hand resources.
The Contractor shall remove materials from the site in a regular and orderly manner so as to avoid
excessive and unsightly accumulation of demolition materials and rubbish
3.3
Salvaged Materials
Unless otherwise specified and subject to the provisions of sub-clause 27.5 of the General
Conditions of Contract, materials, plant, equipment and other items salvaged from the works shall
become the property of the Contractor and shall be removed by him from the site.
3.4
Construction and Workmanship – Demolition
The contractor shall demolish all works necessary for the construction of new works including but
not limited to:
 asphalt, road pavement, driveways and footpaths
 stormwater pipes and drainage structures
 concrete kerb and gutter
 minor structures.
The Contractor is required to conduct a site investigation and identify and locate:
 service supply mains (water, communications, electricity, gas) and connections
 other services (sewerage, drainage).
The Contractor is to cap and/or isolate services not required. The Contractor is to work around and
not damage services to be kept live. It is the Contractors responsibility to check the status of each
service as they are identified.
The Contractor, during the execution of demolition works, shall consider and provide temporary
support as follows:
 Ground support – support excavations for demolition of underground structures.
 Adjacent structures – provide supports to adjacent structures and services where necessary,
sufficient to prevent damage resulting from the works.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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 Lateral supports – provide lateral support at least that given by the structure to be demolished,
using shoring.
If temporary support is required, certification for its design and installation is required from a
professional Engineer engaged by the Contractor.
If permanent supports for adjacent structures are necessary and are not described, give notice to
the superintendent and obtain instructions.
Loose light materials that are likely to become windborne shall be contained in proper transportable
containers or bins supplied by the Contractor. Such rubbish shall be regularly cleared from the site.
The Contractor shall give notice to the Superintendent immediately hazardous materials or
conditions are found.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
16
4
Site Preparation and Earthworks
This section of the specification details the requirements for Earthworks, including selection of
materials, clearing, grubbing, stripping topsoil, excavation and filling. This section shall be read in
conjunction with the design details and drawings.
4.1
General
This specification shall be read in conjunction with the following Standards and references, which
are deemed to form a part of this specification.
AS 3798
Guidelines on Earthworks for Commercial and Residential Developments
AS 1289
Methods of Testing Soils for Engineering Purposes
AS 1141
Sampling and Testing of Aggregates
DPTI Master Specification
Part 210 – Earthworks
4.2
Materials – Site Preparation and Earthworks
4.2.1
General
Site Preparation and earthworks materials are to be as specified herein or as otherwise approved by
the Superintendent.
4.2.2
Suitable Materials
Suitable materials shall be any clean soil or soil-aggregate mixtures capable of being compacted to
form a homogeneous mass and suitable for the construction of structural fill.
Large particles must be broke down to a maximum particle size of 100 mm maximum.
Classified Fill shall be clean sand or soil free from expansive clays, debris, weeds, roots, organic
material or other foreign matter. Classified Fill shall meet the following requirements:
Table 4.1
Fill Material Classification
Material Classification
Characteristic
Type A
Type B
General Fill
(Unclassified)
106 mm
–
100
100
75 mm
100
80–100
–
37.5 mm
80–100
80–00
–
0.075 mm
0–25
0–35
<20%
Max. Plasticity Index
12
–
–
Max. Linear Shrinkage
6%
8%
–
Instability Index
2%
2.0%
–
1000
1500
–
Aggregate Grading – % passing sieve size
Max. Weighted Plasticity Index
Special consideration and may be required for the following suitable materials:
 Clays of high plasticity, which may be reactive and need to be selectively placed within the fill
and under strict moisture and density control.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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 Material, which, after compaction, contains large particles, which may lead to difficulties in the
excavation of trenches for footings or services etc.
 Single-sized or gap-graded gravels or rock fill that will not break down on compaction, leaving
voids into which finer material may subsequently migrate.
 Saline, chemically aggressive or polluted soils, and carbonate soils where acid disposal may
occur.
 Potential acid sulphate soils.
 Materials that cannot be tested to demonstrate compliance with the specification
4.2.3
Imported Fill Materials
Material that is to be imported to the site and is not a quarry product, shall be assessed and
recommended as being suitable for use on the site by an approved Environmental Consultant in
accordance with the National Environmental Protection (Assessment of Site Contamination)
Measure, and the recommendation must be supported by the Superintendent.
No fill material may be brought into site without written approval from the Superintendent and
appropriate accompanied documentation. Material imported on site that does not meet the
requirement of the National Environmental Protection (Assessment of Site Contamination) Measure
shall be removed from site at the cost of the Contractor.
4.2.4
Unsuitable materials
Unsuitable materials shall be site won materials unable to be compacted to for the construction of
structural fill including:
 organic soil (topsoil)
 fill contaminated through past site usage which contain toxic substances or soluble compounds
 fill containing deleterious materials including, metal, wood, plastic, rubbish, vegetation
 other materials deemed unsuitable by the Superintendent.
4.2.5
Backfilling Sand
Backfilling sand shall be Type D Sand in accordance with DPTI Specification Sa-D.
4.2.6
Garden Loam
Garden Loam shall be an approved sand-loam blend in which all material passes a 2.36 mm sieve.
The material shall be free from weeds, roots, clay lumps and other foreign material, and shall be
suitable for growing lawns and plants.
The total salt content shall not exceed 0.2% by dry weight and the linear shrinkage shall not exceed
10%.
4.2.7
Re-use of Demolition Materials
Demolition material including concrete, brick, granular road material and asphalt shall be disposed of
offsite and shall not be incorporated into the works.
4.3
Construction and Workmanship – Site Preparation and Earthworks
4.3.1
Site Clearance
The site shall be cleared only in those parts on which the specified construction works are to be
carried out, or as otherwise shown on the drawings.
All materials resulting from the site preparation shall be removed from the site and disposed of by
the Contractor at his expense.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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4.3.2
Clearance of Surface Vegetation
Prior to the stripping of topsoil, the Contractor is to remove existing surface vegetation, and dispose
off site to a legal place of disposal.
4.3.3
Removal of Trees
Trees shall be removed only where necessary for construction of the works, where nominated on the
drawings or as otherwise directed by the Superintendent. Where trees are to be removed in areas
of proposed structures, stumps and root systems shall be removed to a depth of at least 1.0 m
below formation level
The excavation shall be backfilled with suitable material placed and compacted in layers of 225 mm
maximum thickness to a density at least that of the adjacent undisturbed natural material.
4.3.4
Removal of Rubbish
The Contractor is to remove and dispose of the rubbish material on the site as indicated on the
drawings.
4.3.5
Stripping and Re-spreading of Topsoil
Topsoil shall be stripped from all areas of construction to a nominal depth of 75 mm and shall be
stockpiled on site for later re-use in filling to road reserves, nature strips, batter slopes etc.
Stockpiles shall have adequate drainage and erosion protection and be protected from
contamination by other excavated material, weeds and building debris.
The Contractor shall provide details of proposed temporary topsoil stockpile locations, for approval
by the Superintendent.
Following completion of earthworks topsoil shall be spread on all batters and other areas designated
in a layer with a thickness as specified with the surface of the topsoil after free of lumps greater than
75 mm.
Any topsoil not required for such re-use, or topsoil surplus to requirements, shall remain the property
of the Principal and shall be left in a neat stockpile in the position or positions on the site as directed
by the Superintendent.
4.3.6
Excavation
4.3.6.1 General
The Contractor shall judge for itself the nature of the material to be excavated and will be deemed to
have made due allowance for excavating material of whatever nature may be encountered,
providing that, in the opinion of the Superintendent, it is capable of being excavated by a mechanical
excavator with a capacity appropriate for the situation, without the use of a rock breaker, jack
hammers and/or blasting.
Overcut shall be made good to the satisfaction of the Superintendent at the Contractor's expense.
In the event that soft spots are revealed in the formation, the Contractor shall immediately notify the
Superintendent. If the Superintendent deems it necessary, the Contractor is to carry out further
excavation as directed and backfill the excavation with material selected by the Superintendent.
The cost of the additional excavation and backfilling will be considered as an extra to the contract.
The Contractor must obtain prior approval from the Superintendent prior to the excavation of soft
spots otherwise no claim will be entertained. The Contractor is to record measurements for the
calculation of the volume of additional excavation and filling, and submit these to the Superintendent
for approval.
4.3.6.2 Trench Excavation
Unless otherwise approved by the Superintendent, trench work for pipes laid to grade is to proceed
from the lowest point to the highest point in each system.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
19
Trenches shall be excavated to the lines, levels and grades as shown on the drawings. Minimum
trench widths shall be as nominated on the drawings or where no width is shown, as narrow as
practical consistent with good construction techniques.
The floors of all excavations shall be evenly trimmed removing all protrusions, loose soil and debris.
The maximum open trench excavation in any one section shall not exceed 100 metres unless
approved otherwise by Superintendent.
4.3.6.3 Excavation of Rock
If rock, as defined herein, is encountered during excavation and the Contractor considers that the
only practical means of excavation is by rock breaker, jack hammer and/or blasting, the Contractor
shall immediately notify the Superintendent.
If the Superintendent agrees that the material to be excavated should be classified as rock, authority
will be given for the use of a rock breaker, jack hammer and/or blasting and payment will be made
as an extra to the contract based on the volumes of rock required to be excavated at the appropriate
rate in the Schedule of Unit Rates. The Contractor must obtain prior approval from the
Superintendent that the material is to be classified as rock for payment purposes, otherwise no claim
will be entertained. The Contractor is to record measurements for the calculation of the volume of
rock, and submit these to the Superintendent for approval.
For the purposes of interpretation, measurement and/or payment relevant to the term ‘rock’ as used
in this Specification, rock shall be defined as only that material found in ledges, masses, bedded
deposits and/or conglomerate deposits and presenting the characteristics of rock which in the
opinion of the Superintendent cannot be removed for bulk excavation by a ripper dozer rated at net
engine power 230 kW (Caterpillar D8 or equivalent) or for trench excavation, by using a bucket
excavator rated at net engine power 165 kW with rock bucket (nominally 30 tonne excavator) and
would normally be removed by blasting, pneumatic tools or mechanical impactor.
Where, due to limited access, the use of a machine as above is impracticable a side shift bucket
backhoe rated at 70 kW will be approved. If the restricted access is caused as a result of the
contractors previous work and the contractor could have expected rock in the vicinity, the rock would
be assessed based on the previous equipment rating. All trenches in areas with a high likelihood of
rock should be pre-dug prior to restricted access.
Floaters in trenches, foundation or similar excavation shall be classified as rock only when their least
dimension exceeds 0.6 m or where their volume exceeds 0.25 m3.
Materials which could be excavated by the above rated plant, such as broken shale, weak
conglomerates etc, shall not be classified as rock for payment purposes.
Measurement of rock excavation for payment purposes shall be made on the following basis:
 The rock shall be measured in the solid form, within the limits of the excavation, before any
backfilling is placed, or new work commenced.
 For bulk excavation, the volume of rock shall be calculated by an independent engineering
surveyor engaged by the Contractor based on the difference between the rock surface(s)
following removal of the overburden as approved by the Superintendent and the extent of rock
or design surface, whichever is less, as approved by the Superintendent
 For trench excavation, the volume shall be calculated from the depth and length measured in
liaison with the Superintendent, and the minimum width of trench for the application, as shown
on the drawings.
 No payment shall be made for over break beyond the limits of the required excavation.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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4.3.6.4 Protection of Excavations
All work necessary to protect excavations and prevent damage to adjoining structures, services and
property is the responsibility of the Contractor. This responsibility includes installation and
maintenance of timbering, shoring, strutting, bracing, sheeting, piling, etc.
The Principal assumes no responsibility whatsoever in respect to the stability of the ground to be
excavated and the Contractor will be deemed to have satisfied themselves through their own
investigations as to conditions to be encountered.
The provisions of Part 6 Division 5 of the Occupational Health, Safety and Welfare Regulations 2010
under the Occupational Health, Safety and Welfare Act 1986 (SA) shall also apply.
Should the Contractor fail to provide and/or fail to adopt methods which are to the satisfaction of the
Superintendent, the Superintendent may order work to cease until such time as equipment is
provided and methods adopted which are to the satisfaction of the Superintendent.
4.3.6.5 Dewatering of Excavations
Excavations are to be maintained in a thoroughly drained condition at all times. If, during the course
of excavation, the natural ground water is encountered, the Contractor shall be responsible for dewatering the excavation in a safe and efficient manner.
The Contractor shall judge for himself the likely extent of groundwater (if any) and its effect on the
execution of the contract and shall be deemed to have made due allowance in his tender for all
costs involved in dealing with groundwater.
Groundwater pumped from excavations shall be disposed of in a manner which satisfies the
requirements of the Environmental Protection Authority.
4.3.6.6 Disposal of Surplus Excavated Material
All surplus excavated material arising from the specified works is to be disposed of by the Contractor
off site.
The Contractor is responsible for any environmental testing, or additional environmental testing if
testing has previously been undertaken, necessary to dispose of the excavated material.
4.3.7
Backfilling of Trenches
4.3.7.1 General
Backfilling of trenches shall be carried out after the pipes, culverts, cables or conduits have been
installed and surrounded as particularly specified.
No backfilling material shall be placed until the Superintendent has approved the work to be covered
and the material to be used for backfilling.
4.3.7.2 Road Reserves
Where a trench is located under an existing or proposed road pavement or where the nearest side of
the trench is within 2.0 m of an existing or proposed road pavement, the trench above the surround
material shall be backfilled using backfilling sand.
Sand shall be placed in layers not exceeding 250 mm uncompacted thickness and each layer shall
be compacted and tested in accordance with this specification. The sand backfill material shall be
placed and compacted to the formation level of the pavement construction or the pavement
restoration works specified.
4.3.7.3 Other Locations
Where the trench is located in a drainage easement, a reserve, a road reserve (but not closer than
2.0 m from an existing or proposed road pavement), the trench above the surround material shall be
backfilled using unclassified fill material which shall be placed in layers not exceeding 250 mm
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
21
uncompacted thickness and each layer shall be compacted and tested in accordance with this
specification.
The backfill shall be placed and compacted to the formation level of any specified restoration works
or to the natural surface levels adjacent to the trench, whichever is appropriate.
4.3.8
Filling Behind Kerbs and Gutters
On completion of the construction of the concrete kerbs and gutters, the area behind the kerb shall
be filled with unclassified fill to 150 mm below the top of the kerb and compacted to the density
specified herein.
After construction of the footpath (if any) the area shall be surfaced with 150 mm thickness of lightly
compacted topsoil, garden loam or dolomite as shown on the drawings.
4.4
Quality Requirements – Earthworks
4.4.1
General
The Contractor shall arrange for testing of the compaction of trench backfilling. The testing shall be
carried out by a NATA accredited laboratory, in accordance with AS 1289 – Methods of Testing Soils
for Engineering Purposes, and all costs will be borne by the Contractor.
Copies of the test results shall be made available to the Superintendent for his approval prior to the
commencement of construction of any subsequent layer. The Contractor shall programme the
works accordingly and no claims for delays will be considered due to delays in the availability of
such test results to the Superintendent.
4.4.2
Materials
Suitable materials shall be produced into identifiable lots and tested in accordance with this
specification and AS 3798 – Guidelines on Earthworks for Commercial and Residential
Developments
4.4.3
Inspections
The following Hold Points are required during the construction of Earthworks:
4.4.4
 H-E1.
Installation of soil erosion management prior to commencement of works
 H-E2
Assessment of rock prior to excavation.
Quality Testing
The Contractor shall undertake testing of the earthworks at the following minimum frequency:
Table 4.2
Quality Testing Requirements for Earthworks
Item
Test Type
Minimum Testing Frequency
Trench Fill under pavements
Field Dry Density
1 per 50 lineal metres per layer
Maximum Dry Density
1 per material type
Field Dry Density
1 per 100 lineal metres per layer
Maximum Dry Density
1 per material type
Trench Fill under reserves
Trenches for water reticulation and sewer construction shall be backfilled and tested in accordance
with SA Water requirements.
The following test procedures shall be used for Quality testing:
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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Table 4.3
Test Procedures for Earthworks
Test Type
Test Procedure
Sampling of materials
DPTI Test Procedure - TP 226
Preparation of samples
AS 1289.1
Atterberg Limits
AS 1289 3.1.2 ,3.2.1, 3.3.1 & 3.4.1
Particle Distribution
AS 1289 C6.2
Linear Shrinkage
AS 1289.3.4.1
Maximum Dry Density
AS 1289.5.2.1
Optimum Moisture Content
AS 1289.2.1.1 & AS 1289.2.1.4
Field Density
AS 1289.5.8.1 (Nuclear Method)
Dry Density Ratio
DPTI Test Procedure - TP 320
Note:

Dry Density Ratio shall be calculated to the nearest 0.1%.

Density measurements shall be made to the nearest 0.01 tonne/m .

Test location co-ordinates shall be measured to the nearest 100 mm.
3
4.4.4.1 Materials Being Used in the Works
Where in the opinion of the Superintendent the material being used in the Works differs from the
specified material, the Superintendent may order a sample to be taken and retested. If the material
does not comply with the specification the cost of sampling and testing shall be borne by the
Contractor and, in addition, the work which incorporates the material shall be liable to be rejected at
the Superintendent’s discretion.
4.4.5
Tolerances
Construction Tolerances on earthworks are as follows:
Table 4.4
Tolerances on Earthworks
Item
Tolerance
Field Dry Density
- 0% + 5% of specified compaction
Depth of each fill layer
Within ±25 mm of maximum layer thickness
The shape of the finished surface shall deviate below a 3.0 m straightedge, measured between any
two points, by not more than the tolerances specified above.
4.4.6
Acceptance Criteria
Where test results show that the level of compaction of filling material that has been achieved is
below the level specified, the areas or volumes represented by the tests (as determined by the
Superintendent) may be rejected. The Contractor is to replace any defective material and re-work or
further compact the area and re-submit it for further testing until the specified requirements are
achieved and the Superintendent’s approval received. All costs associated with remedial works and
re-testing shall be the responsibility of the Contractor.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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5
Stormwater Drainage
This section of the specification details the requirements for supply of materials and construction of
stormwater drainage pipelines and structures. This section shall be read in conjunction with the
design details and drawings.
5.1
General
This specification shall be read in conjunction with the following Standards and references, which
are deemed to form a part of this specification.
AS4058
Precast Concrete Pipes (pressure and non-pressure)
AS 1646
Elastomeric Seals for Waterworks Purposes
AS 1597
Precast Reinforced Concrete Box Culverts
AS 4139
Fibre Reinforced Concrete Pipes and Fittings
AS 1260
uPVC Pipes and Fittings - Sewer Application
AS1379
Specification and supply of concrete
AS3600
Concrete Structures
AS3610
Formwork for Concrete.
AS4671
Steel Reinforcing Materials.
AS 3996
Metal Access Covers, Road Grates and Frames
AS 4198
Precast Concrete Access Chambers for Sewerage Applications
5.2
Materials – Stormwater Drainage
5.2.1
General
Materials are to be as specified herein or as otherwise approved by the Superintendent.
5.2.2
Reinforced Concrete Pipes
Reinforced concrete pipes for stormwater drains shall conform with AS 4058 “Precast Concrete
Pipes-Pressure and Non-Pressure”. Pipes shall be of the class required by trench loading
conditions as nominated on the drawings.
Pipe classes noted on the drawings are for in service loads only. In cases where the construction
loading may exceed design loads, the pipe class may need to be upgraded.
Pipes of nominal size 900mm and smaller will be socketed concrete drainage pipes with rubber ring
joints. Rubber rings shall conform to AS 1646 “Elastomeric Seals for Waterworks Purposes”.
Pipes of nominal size greater than 900mm will be Flush Jointed with and external band (EB).
5.2.3
Concrete
Concrete grade for drainage structures shall be as detailed in the drawings and shall comply with
AS 1379 – “Specification and supply of concrete”. Installation of concrete shall be as per AS 3600 –
“Concrete Structures”.
Formwork for drainage structures shall comply with AS 3610 – “Formwork for Concrete ".
The concrete for the various parts of the work shall be so designed and produced that the following
performance requirements are met:
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
24
Table 5.1
Concrete requirements for Stormwater Drainage
Item
Drainage structures including junction boxes, side
entry pits, manholes etc
f’c at 28 days
Slump
32 MPa
80 mm
Unless otherwise specified all concrete shall have drying shrinkage test results to AS 1012 showing
a maximum (including tolerance) of 650 µm up to and including grade N32, and 700 µm for higher
strength grades.
All concrete is to be ready mixed and delivered in agitating trucks in accordance with AS 1379 by the
batch production process, unless approved otherwise by the Superintendent.
5.2.4
Reinforcement
Reinforcement for drainage structures shall be manufactured and supplied in AS4671 – “Steel
Reinforcing Materials” class N and installed in accordance with AS3600 – “Concrete Structures”
5.2.5
Covers and Frames
Covers and frames for drainage structures will be as per the drawings and in accordance with
AS 3996 – “Metal Access Covers, Road Grates and Frames" and AS 4198 – “Precast Concrete
Access Chambers for Sewerage Applications” as appropriate.
5.2.6
Bedding Sand
Bedding sand shall be Type D Sand in accordance with DPTI Specification Sa-D (formerly known as
PM64).
Sand used for initial backfilling around pipes shall be suitable for compaction to the specified
standards by watering in.
5.2.7
Bedding Aggregate
Bedding aggregate shall 10-7 mm Sealing Aggregate in accordance with DPTI Specification SA10-7
(formerly known as PM43).
5.3
Construction and Workmanship
5.3.1
Procedure of Work
Work is to proceed from the lowest point to the highest point in each system.
5.3.2
Excavation and Backfilling
Excavation and backfilling is to be carried out in accordance with the Site Preparation and
Earthworks section of this specification.
Unless noted otherwise in the drawings the compaction of bedding and backfilling material shall be
as set out in the following table.
Table 5.2
Compaction requirements for Stormwater Drainage
Layer
Minimum Compaction Requirements
Backfill to springing line
92% of MDD modified compaction AS 1289 5.2.1
Backfill to 300 mm above pipe
92% of MDD modified compaction AS 1289 5.2.1
Backfill to basecourse - Pavements
96% of MDD modified compaction AS 1289 5.2.1.
Backfill to surface reinstatement - other
95% of MDD standard compaction AS 1289 5.2.1
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
25
5.3.3
Removal of Redundant Drainage Structures
The Contractor shall excavate, remove and backfill existing pipelines, culverts and drainage
structures and / or seal existing pipes with concrete where identified on the drawings.
5.3.4
Inspection after Excavation
After the excavation has been completed the Contractor shall notify the Superintendent and no
concrete or drain structure shall be placed until the Superintendent has approved the depth and size
of the excavation and the character of the foundation material.
5.3.5
Pipe Bedding – Dry Ground
The bottom of all excavations for pipe work shall be trimmed to the grades and levels necessary to
achieve the invert design levels, shown on the drawings. Pipe bedding shall comply in all respects
with the requirements for Type H2 support as defined in AS 3725-1989 Loads on Buried Concrete
Pipes and shall consist of 75 mm compacted thickness of pipe bedding sand compacted as
specified below.
The method of bedding shall not be altered without the prior written approval of the Superintendent.
Where, in the opinion of the Superintendent, the material after excavation is unsuitable as
foundation for the pipe bedding, the Contractor shall remove and replace the unsuitable material or
carry out such other procedures as may be required by the Superintendent. Should the existing
foundation be unsuitable and such measures are required, payment will be made for the cost of any
additional work as an extra to the Contract. The payment shall be made subject to the submission
of a fully documented claim as to labour, plant and materials used, checked and certified by the
Superintendent. Prior approval in writing by the Superintendent must be obtained in all cases,
otherwise no claim will be entertained.
No pipe laying shall commence until the bedding has been inspected and approved by the
Superintendent.
5.3.6
Pipe Bedding – Wet Ground
In locations where groundwater is encountered and de-watering is necessary, pipes shall be laid on
an aggregate bed of a depth between 75 and 150 mm. Where the excavation is in soft clays, sand
or other unstable material, geotextile fabric shall be placed over the full width of the floor of the
trench and up the sides to the level of the underside of the pipe, before placement of the bedding
aggregate.
5.3.7
Pipe Laying
Pipes shall be laid commencing at the lowest elevation unless approved by the Superintendent.
Pipes shall be laid on the prepared bedding as specified above to the lines, levels and grades as
shown on the drawings.
Blocks, bricks and other point supports shall not be permitted and where spigot and faucet pipes are
used, the bedding material shall be shaped in such a way that no load is transmitted to the collar of
the pipe, but that the pipe is uniformly supported along the length of the barrel.
5.3.8
Pipe Surround
Bedding material shall be carefully placed in layers not exceeding 300 mm uncompacted thickness
to the springing line of the pipes or crowns of box culverts and each layer shall be watered in and
compacted to the density specified in Table 5.2 to form a cradle to support the pipes to the
satisfaction of the Superintendent.
No material shall be placed above the springing line of the pipes or the tops of the box culverts until
the backfilling around the lower half of the pipes or sides of the culverts has been thoroughly
compacted and inspected and approved by the Superintendent.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
26
Where the bedding and surround material is aggregate due to wet ground conditions, the aggregate
shall be covered with geotextile fabric for the full width of the trench, prior to the placement of further
backfilling material.
The use of power operated compaction equipment shall not be permitted within 300 mm of top of the
pipes.
5.3.9
Pipe Jointing
5.3.9.1 Reinforced Concrete Pipes
The joints for spigot and socket pipes shall be made with rubber ring joints. The socket and spigot
of the pipes and the rubber rings shall be cleaned immediately prior to jointing. The joint shall be
assembled in accordance with the manufacturer's recommendations, ensuring that the jointing ring
is evenly and correctly positioned in the joint and that the spigot is fully home in the socket.
Flush joints shall be properly interlocked with an external band at each joint. The internal joint shall
be carefully grouted using cement mortar mix and tooled to give a smooth finish.
5.3.10 Backfilling and Surface Reinstatement
After the initial backfilling with surround material has been completed, the remainder of the trench
shall be backfilled and the surface reinstated in accordance with the requirements of the Site
Preparation and Earthworks section of this specification.
5.3.11 Drainage Structures
Drainage structures include, headwalls, wing-walls, junction boxes, side entry pits, drop structures
and energy dissipaters.
All drainage structures shall be constructed to the lines, levels and dimensions as shown on the
drawings. The Contractor shall make provision during pipe laying for all such drainage structures by
setting pipes to levels and locations shown on the drawings.
All maintenance holes, junction boxes, inspection pits, side entry pits or other drainage structures
shall be fitted with a cover and frames as approved by the Superintendent. All such covers and
frames shall be supplied by the Contractor and shall include the provision of key and concrete infill
where applicable. They shall be installed in accordance with the manufacturer's instructions.
Concrete work shall comply with the relevant requirements of the AS 3000 Concrete Structures, the
design drawings and any Standard Council details. Reinforcement for drainage structures shall be
manufactured and supplied in AS 4671 – “Steel Reinforcing Materials” class N and installed in
accordance with AS 3600 – “Concrete Structures”.
All steel components shall be hot-dip galvanised prior to installation. Covers and frames for drainage
structures will be as per the drawings and in accordance with AS 3996 – “Metal Access Covers,
Road Grates and Frames" and AS 4198 – “Precast Concrete Access Chambers for Sewerage
Applications” as appropriate.
Particular care is to be taken with streamlining of all internal surfaces of sumps, junction boxes and
pipe joints, as required by and shown on the drawings. Joints between drainage lines and precast
drainage structures shall be strengthened with a concrete “bandage” of a minimum of 100 mm thick,
encircling the pipeline at the joint .The inside joint between drainage lines and pipelines shall be
rendered flush with the inside wall of the structure with mortar or equivalent.
Top of the cover or grade including frame shall be flush with the paving surface or 25 mm above the
finished surface of landscaped areas as appropriate.
5.3.11.1 Ground Water Pumping
No concrete shall be placed in water. Should pumping be necessary from the interior of any
excavation, it shall be done in such a manner as to preclude the possibility of the movement of water
through any fresh concrete.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
27
No pumping will be permitted during the placing of concrete or for a period of at least 24 hours after,
unless it is done from a suitable sump separated from the concrete work by a watertight wall or by
other effective means.
If water entering any excavation is considered by the Superintendent to be of sufficient quantity to
damage fresh concrete, the Contractor shall at his own expense enlarge the excavation as directed
by the Superintendent, erect watertight forms to support the concrete and carry out pumping from
outside the forms for a period of twenty-four hours after placing the concrete.
5.3.12 Removal of Soil From Drainage lines
Any soil or other material entering the pipes during the construction of the drain shall be
progressively removed as pipe laying proceeds so that the drain provides an unobstructed waterway
of the specified diameter upon completion.
5.3.13 Sealing Off
The ends of reinforced concrete pipe drains shall be sealed off in the locations shown on the
drawings, using a precast concrete slab or a mortar jointed concrete block wall constructed prior to
backfilling. The method of sealing shall be such as to avoid any dislodgment during backfilling
operations and shall be to the prior approval of the Superintendent.
5.3.14 Scour Protection
Stone scour-protection shall be constructed at the outlet of the drain where detailed on the drawings.
The construction shall be to the details shown on the drawings.
The stone-pitched scour protection shall be constructed downstream from the reinforced concrete
outlet to the details shown on the drawings. The site shall be excavated to suit the specified
construction and the subgrade so formed shall be compacted using a vibrating tamping unit or
similar compaction equipment to give a density of at least 90% of the modified maximum density.
A layer of 20 mm sized quartzite or dolomite gravel of 150 mm nominal thickness shall be placed on
the prepared subgrade and compacted using a vibrating tamping unit or similar to give a uniformly
compacted surface for the placement of the rip-rap.
The rip-rap shall consist of hard and durable quartzite or dolomite material and shall be of a
reasonably uniform size with approximate dimensions of 250 mm in a cubic shape. The individual
stones shall be carefully placed on the prepared gravel bedding to give a basin of the shape and
sizes shown on the drawings. The stones shall be placed so as to provide some mechanical
interlock and shall be grouted in using a 1:3 cement and sand mortar. The grouting shall be finished
to a rough surface at or slightly below the general level of the rip-rap.
On completion of construction of the scour protection apron the surrounding ground disturbed during
the works shall be reinstated by filling as necessary and grading to conform to adjacent ground
conditions.
5.3.15 Connection to Existing Drain
Construction of the design drains includes connecting to the existing drain or drains in the locations
shown on the drawings.
Design information provided on the location of existing drainage lines and structures may not be
sufficiently accurate and is based in situ construction. The use of precast drainage structures shall
be at the Contractor's risk.
The Contractor shall ensure that interference with an existing drain does not impede the functioning
of that drain, and the Contractor shall program the work to take account of likely flows and shall take
all necessary measures to handle the existing flows and any consequences arising from the
temporary interference shall be the responsibility of the Contractor.
The connection of the design drain to the existing drain shall be constructed to the details shown on
the drawings.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
28
5.3.15.1 Connection to Existing Concrete Channel, Pipe, Box Culvert or Junction Box
The connection of the design drain to the existing concrete structure shall be a direct connection
through the wall of the existing structure. The hole to accommodate the design drain shall be made
in the wall of the structure using cutting or drilling tools as approved by the Superintendent to give a
neat opening.
The design drain shall be let into the hole so made and the joint shall be grouted in using a 1:3
cement and sand mortar trowelled to a smooth surface. The end of the design drain shall be cut and
trimmed so that the joint is finished flush with the internal wall of the existing structure.
To ensure adhesion of the jointing materials, the end of the drain and the surface of the wall of the
existing structure shall be thoroughly cleaned off and saturated with water before the joint is made.
A concrete bandage shall be placed around the joint on the external surfaces.
All concrete work shall be in accordance with the requirements of the Concrete and Concrete Work
section of this specification.
5.3.15.2 Connection by New Junction Box
The connection of the design drain to the existing drain shall be at a new junction box to be
constructed on the existing drain.
The existing drain shall be exposed by excavation at the required location, and a junction box
constructed to the details shown on the drawings. The portion of the existing drain within the
junction box shall be broken out and removed. The ends of the existing drain shall be cut and
trimmed such that the joints are finished flush with the internal walls of the new junction box.
Alternatively, and subject to the prior approval of the Superintendent, the Contractor may elect to
remove the portion of the existing drain no longer required by the design conditions prior to the
junction box construction.
The joints between the ends of the existing drain and the walls of the junction box shall be grouted in
using a 1:3 cement and sand mortar trowelled to a smooth surface.
The construction of the junction box shall comply with the requirements of the Drainage Structures
clause in this section of the specification.
5.3.15.3 Connection to Existing Open Earth Channel
The connection of the design drain to the existing open earth channel shall be made by the
construction of a reinforced concrete headwall at the end of the design drain.
All concrete work shall be in accordance with the requirements of the Concrete and Concrete Work
section of this specification.
5.4
Quality Requirements – Stormwater Drainage
5.4.1
Inspections
The following Hold Points are required during the construction of stormwater drainage:
H-SD1
Excavation complete
H-SD2
Pipe-laying complete
H- SD3
Backfilling complete
Note: If the drain is backfilled before the pipeline is check-levelled and inspected by the
Superintendent (Stage 2), either part or ALL of the backfilling may be required to be removed by the
Contractor to facilitate checking and inspection.
Inspection can be made promptly if a request is received the previous day. All materials and
methods used are to be in accordance with sound drainage practice and to the satisfaction of the
Superintendent. The Superintendent may require tests on the job at any stage of construction.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
29
5.4.2
Quality Testing
5.4.2.1 Compaction Testing
Compaction tests are to be carried out at the frequency specified in the Site Preparation and
Earthworks section of this Specification.
5.4.2.2 Post Construction CCTV Inspection
After completion of backfilling and surface reinstatement, the Contractor is to arrange for and carry
out a Closed Circuit Television survey of all new stormwater drainage elements, and provide a video
of the survey to the Superintendent for approval.
Any defects, including cracking, poor jointing, and debris in pipes etc identified is to be repaired at
the Contractor’s expense and re-surveyed by CCTV, to the satisfaction of the Superintendent. The
re-survey of the pipes shall be in the same direction and adopt the same chainages as the previous
survey.
5.4.2.3 As Constructed Drawings
The Contractor shall undertake an as-constructed survey in accordance with the general provisions.
5.4.3
Tolerances
The following tolerances shall apply to finished stormwater drainage works:
Table 5.3
Tolerances on Stormwater Drainage
Item
Pipelines
Drainage structures
Manhole covers/inlets of
drainage pits
5.4.4
Tolerance
Vertical
+0 mm, -4 mm in 2.4 m
Longitudinal
7.5 mm in 2.4 m
Invert Level
±10 mm from specified
Location
±100 mm longitudinally and ±10 mm
laterally from specified
Size, cross sectional
±5 mm from specified
Thickness of elements
-0 + 10 mm from specified
Finished level/line
To the tolerance specified for the
finished level (e.g. finished pavement)
Acceptance Criteria
In the event that the materials and installation of stormwater drainage is not within the tolerances
and quality requirements as detailed in this specification the Superintendent may direct:
 the removal of non complying material and replacement
 that the reduced service life arising from the non complying material is offset by reducing
payment for the non complying material by the method determined by the Superintendent, or
 any other remedial treatment that is expected to provide the required level of service.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
30
6
Granular Pavement
This section of the specification details the requirements for supply, spreading, compaction and
maintenance of unbound granular pavements. This section shall be read in conjunction with the
pavement design details of the drawings.
6.1
General
This specification shall be read in conjunction with the following Standards and references, which
are deemed to form a part of this specification.
6.2
DPTI Master Specification – Part 215
Supply of pavement materials
DPTI Master Specification – Part 221
Un-stabilised granular pavement
DPTI Operational Instruction - 21.6
Recycled Materials for Transport Infrastructure.
AS 1289
Methods of Testing Soils for Engineering Purposes
AS 1141
Sampling and Testing of Aggregates.
Materials – Granular Pavement
Granular pavement materials are to be as specified herein or as otherwise approved by the
Superintendent.
The properties of the granular pavement material shall comply with the grading based requirements
as specified in the DPTI Specification.
6.2.1
Quarried Pavement Materials
Quarried granular pavement materials shall be obtained from the crushing of approved hard, sound,
clean and durable quartzite natural rock in accordance with the DPTI Specification, Part 215.
The type, class and size of the quarried pavement materials shall be as detailed in the pavement
design on the design drawings.
6.3
Construction and Workmanship
6.3.1
General
Placement of each granular pavement layer shall not commence until the subgrade or underlying
layers have been inspected by the Superintendent, and any preceding Hold Points have been
released.
6.3.2
Placement of Granular Pavement
Each pavement layer shall be spread as a uniform homogeneous layer, which after compaction and
trimming will provide the compacted layer thickness as specified in the pavement design.
Care shall be taken through the spreading process and at junctions with existing pavements to
ensure material is uniform in moisture and particle distribution. Placement of the material shall be
planned to reduce the number of joints between placement runs.
During and/or following the compaction process each layer shall be trimmed to produce a tight
dense surface to the tolerances specified. Any areas identified as low shall be tyned, respread and
recompacted.
6.3.3
Compaction of Granular Pavement
All pavement layers shall be systematically compacted in layers as detailed in the pavement design
with appropriate compaction equipment to ensure the full depth and full width of each layer.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
31
Care shall be taken to ensure that vibration from compaction equipment does not affect adjacent
structures. The maximum size of compaction equipment in established residential area shall be a
nominal 6 tonne roller, unless noted otherwise.
Following compaction the surface finish of the each unbound granular pavement layer shall be a
tight dense surface, free of loose material, excessive slurry fines, or segregated 'bony' material
The finished surface of finished base material underlying sprayed seals shall be completed to
provide hard tight mosaic finish suitable for spray sealing using appropriate compaction equipment.
6.3.4
Moisture Control
Moisture shall be uniformly distributed through the material by use of ‘wet mix’ materials and/or
spraying by fine mist sprays prior to spreading and compaction. Care shall be taken to ensure that
fines are not washed out of the base during spraying operations.
On completion of pavement layers the moisture content shall be reduced by “dry back”, prior to
installation of the next layer, as detailed in the pavement design on the drawings. The Contractor
shall make allowance in his Tender and construction programme for this process.
6.3.5
Proof Rolling
The Contractor shall make available a fully laden water cart or pneumatic multi-wheel roller (Class
PR30), or similar approved vehicle for proof rolling of each unbound granular pavement layer.
The Contractor shall ensure that the proof rolling vehicle is available on site when required by the
Superintendent for proof rolling. Payment will not be made for transportation to/and or around the
site of the vehicle for proof rolling.
6.3.6
Maintenance of Pavement Layers
Completed pavement layers shall be maintained with adequate drainage to ensure the water runoff
without ponding.
Pavement layers affected by moisture after achieving the specified requirements shall be dried out,
reworked and recompacted as required to achieve the specified requirements.
6.4
Quality Requirements – Granular Pavements
6.4.1
Materials
Granular pavement materials shall be produced into identifiable lots and tested in accordance with
this specification and the DPTI Specification.
Records of materials shall be kept in the form of delivery dockets or similar to enable traceability of
materials incorporated into the pavement.
6.4.2
Inspections
The following Hold Point inspections are required during the construction of granular pavements:
6.4.3
H-GP1
Approval of pavement materials
H-GP2
Approval of subgrade and underlying pavement layers prior to the commencement
of subsequent layers
H-GP3
Approval of completed pavement layers
Quality Testing
Where directed by the Superintendent, the Contractor shall dig test holes in the pavement at
specified locations to ensure that minimum pavement thicknesses.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
32
The contractor shall undertake testing of the granular pavement at the following minimum frequency:
Table 6.1
Quality Testing Requirements for Granular pavements
Item
Test Type
Minimum Testing Frequency
Granular pavement material
Particle Size Distribution
One test per 1,000 tonne
Atterberg Limits
One test per 1,000 tonne
Los Angeles Value
One test per 1,000 tonne
Recycled material
Foreign Materials Content
One test per 1,000 tonne
Each granular material type
Maximum Dry Density
1 per material type
Optimum Moisture Content
1 per material type
Pavement compaction
Field Dry Density
1 per 300 m2 or min of 3
Pavement Moisture
Field Moisture content
1 per field dry density
Finished pavement for spray seal
Pavement hardness
3 or as specified by spray seal designer
If approved by the Superintendent frequency of field dry density testing for granular pavement layers
may be reduced to for areas greater than 2,000 m2.The following test procedures shall be used for
Quality testing:
Table 6.2
Test Procedures for Granular pavements
Test Type
Test Procedure
Particle Size Distribution
DPTI Test Procedure – TP134
Atterberg Limits
AS 1289 3.1.2 ,3.2.1, 3.3.1 and 3.4.1
Los Angeles Value
AS 1141.23
Foreign Materials Content
RTA Test Procedure – T276
Sampling of materials
DPTI Test Procedure – TP 226
Preparation of samples
AS 1289.1
Maximum Dry Density
AS 1289.5.2.1
Optimum Moisture Content
AS 1289.2.1.1 and AS 1289.2.1.4
Field Density
AS 1289.5.8.1 (Nuclear Method)
Dry Density Ratio
DPTI Test Procedure – TP 320
Pavement hardness testing
DPTI Test Procedure – TP 349
Note:
6.4.4


Dry Density Ratio shall be calculated to the nearest 0.1%.
3
Density measurements shall be made to the nearest 0.01 tonne /m .

Test location co-ordinates shall be measured to the nearest 100 mm.
Tolerances
Construction Tolerances on each finished granular pavement layer are as follows:
Table 6.3
Tolerances on Granular pavements
Item
Tolerance
Field Dry Density
- 0% + 5% of specified compaction
Field Moisture content
+ 5% of specified moisture
Depth of each pavement layer
As detailed in the pavement design
Shape of finished base course surface
Longitudinal
±10 mm below a 3.0 m straightedge
Transverse
±20 mm below a 3.0 m straightedge
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
33
The shape of the finished surface shall deviate below a 3.0 m straightedge, measured between any
two points, by more than the tolerances specified above.
6.4.5
Acceptance Criteria
Areas where the pavement fails to meet the specified requirements including:
 minimum thicknesses
 relative compaction and moisture content
 level tolerances and shape
 surface finish; or
 soft / over wet areas, surface cracking, shoving and ruts.
may be rejected (as determined by the Superintendent) and shall be reworked, moisture conditioned
and respread and compacted to meet the specified requirements at the Contractor’s cost.
Areas where the pavement is damaged subsequent to meeting the specified requirements due to
weather, vehicular traffic or the Contractor’s activities shall be reworked to meet the specified
requirements at the Contractor’s cost.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
34
7
Hot Mix Asphalt
This section of the specification details the requirements for supply, spreading, compaction and
testing of Hot Mix Asphalt. This section shall be read in conjunction with the pavement design
details.
7.1
General
This specification shall be read in conjunction with the following Standards and references, which
are deemed to form a part of this specification.
7.2
DPTI Master Specification – Part 227
Supply of Asphalt
DPTI Master Specification – Part 228
Construction of Asphalt Pavements
DPTI Master Specification – Part 215
Supply of Pavement materials
DPTI Master Specification – Part 225
Supply of Bituminous Materials
Austroads technical report AP-T4106
Specification Framework for Polymer Modified Binders and
Multigrade Bitumen
AS 2150
Hot Mix Asphalt – A guide to good practice
AS 2008
Residual Bitumen for Pavements
AS 2758
Aggregates and rock for engineering purposes - Asphalt aggregates
AS 2891
Methods of sampling and testing asphalt
AS 2157
Cutback Bitumen
AS 1160
Bitumen Emulsions
APRG Report No.18
Selection and Design of Asphalt Mixes: Australian Provisional Guide,
Austroads, 2003.
EPA (SA) – July 1998
Stormwater Pollution Prevention, Code of Practice for Local, State and
Federal Government
Materials – Hot Mix Asphalt
The properties of the materials, mixing, manufacture and transport of hot mix asphalt shall comply
with the following requirements.
7.2.1
Asphalt Aggregate and Sand
Asphalt aggregate shall be sourced from clean, hard and durable crushed rock and free from lumps
of clay and other aggregations of fine materials, organic material and any other deleterious material.
Asphalt aggregates and sand shall comply with the DPTI Master Specification – Part 215 – “Supply
of Pavement Materials”.
The production of aggregate and sand shall provide a material to meet the grading requirements for
the asphalt as nominated in the asphalt mix design.
7.2.2
Mineral Filler
Mineral filler (mineral matter passing a 75 micron sieve) shall include rock dust derived from coarse
and fine and any other materials added to supplement the quantity and properties of filler in the mix.
Mineral Filler shall comply with the DPTI Master Specification – Part 215 – “Supply of Pavement
Materials”.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
35
7.2.3
Bitumen
Standard Classes of bitumen shall comply with the requirements of AS 2008 “Residual Bitumen for
Pavements” and the additional requirements as detailed in DPTI Master Specification – Part 225 –
“Supply of Bituminous Materials”.
7.2.4
Polymer Modified Binders (PMB)
Polymer modified binder shall comply with the AP-T41/06 Austroads Specification Framework for
Polymer Modified Binders and the additional requirements as detailed in DPTI Master Specification
– Part 225 – “Supply of Bituminous Materials”.
7.2.5
Bitumen Emulsion
Bitumen emulsion shall comply with the requirements of AS 1160.
7.2.6
Asphalt Mix Design
The Contractor shall be responsible and provide for the asphalt mix design. The Contractor’s mix
design shall be assessed by the Superintendent for compliance with this specification, and approved
by the Superintendent prior to use.
The mix design shall be based on APRG Report No. 18 Selection and Design of Asphalt Mixes:
Australian Provisional Guide, Austroads, 2003.
7.2.7
Dense Graded Asphalt (AS 2150 – Medium and Heavy Duty)
Dense graded asphalt mixes shall be designed with a target combined aggregate grading (including
filler) and binder content complying with the AS 2150 and as set out in Table 1.1.
Table 7.1
Dense Graded Asphalt Requirements
Characteristic
Mix Designation
AC 10
AC 14
AC 20
AC 20 HB
100
100
100
90 to 100
90 to 100
Aggregate Grading -% passing sieve size
26.5 mm
19.0 mm
13.2 mm
100
90 to 100
71 to 86
71 to 86
9.50 mm
90 to 100
72 to 83
58 to 83
58 to 83
6.70 mm
68 to 82
54 to 71
46 to 64
46 to 64
4.75 mm
50 to 70
43 to 61
37 to 55
37 to 55
2.36 mm
32 to 51
28 to 45
24 to 42
24 to 42
1.18 mm
22 to 40
19 to 35
15 to 32
15 to 32
0.600 mm
15 to 30
13 to 27
10 to 24
10 to 24
0.300 mm
10 to 22
9 to 20
7 to 17
7 to 17
0.150 mm
6 to 14
6 to 13
4 to 12
4 to 12
0.075 mm
4 to 7
4 to 7
3 to 6
3 to 6
Binder content (% of total by mass)
4.5 to 6.5
4.0 to 6.0
3.8 to 5.8
4.8 to 6.8
Voids in Mineral Aggregate (min %)
16%
15%
14%
14%
Dense graded asphalt mixes shall comply with the relevant target volumetric design criteria and
voids in mineral aggregate requirements as detailed in AS 2150 and as set out in Table 1.2.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
36
Table 7.2
Traffic Category for Dense Graded Asphalt
Traffic Category
Medium
Heavy
Application
Laboratory compaction,
Gyratory (cycles)
Design Air Voids Target
(%)
Wearing and Base
80
4.0
High Binder Base
80
3.0
Wearing and Base
120
4.0
High Binder Base
80
3.0
Laboratory preparation and compaction of asphalt mixes shall be undertaken with gyratory
compaction, unless agreed otherwise by the Superintendent.
All mixes shall be designed to have a minimum effective binder film index of 7.5 microns with the
exception of high fatigue bases, which shall have a minimum effective design binder film index of
10 microns.
All wearing course layers shall contain at least 1% added hydrated lime mineral filler.
7.2.8
Dense Graded Asphalt (DPTI mix design – Medium to Heavy Duty)
The dense graded asphalt mix properties, design, aggregate grading, bitumen content, marshall
stability, marshall flow, and air voids and production control shall comply with APRG 18 – Selection
and Design of Asphalt Mixes: Australian Provisional Guide, Austroads, 2003 and the DPTI Master
Specification – Part 227 – “Supply of Asphalt”.
The control of the mix design shall be in accordance with the DPTI Master Specification – Part 227 –
“Supply of Asphalt”.
7.2.9
Approval of Asphalt Mix Design
At least seven (7) days before commencing production of asphalt, the Contractor shall submit to the
Superintendent for review, details of each asphalt mix proposed including:
 details of constituent materials including aggregate, binder, filler and additives (if used);
 the nominated aggregate grading, binder content, design air voids and proportion of each
component in the mix;
 test results verifying the constituent material properties;
 test results on proposed mix design including, binder content, maximum density, air voids % at
laboratory design compaction level.
The asphalt mix designation and binder type shall be as per the pavement design information.
Records of materials shall be kept in the form of delivery dockets or similar to enable traceability of
materials incorporated into the pavement
7.3
Construction and Workmanship
7.3.1
Environmental protection
The Contractor shall prevent pollutants such as tack coat, binder, asphalt or other materials from
entering waterways including creeks, rivers, drainage pits, stormwater retention basins or pipelines,
in accordance with Stormwater Pollution Prevention – Code of Practice for the Building and
Construction Industry – March 1999 – EPA.
7.3.2
Adjacent Structures
The Contractor shall prevent tack coat, prime, binder, aggregate, asphalt or other material used on
the work from entering, adhering or obstructing gratings, hydrants, valve boxes, inspection pit
covers, kerbs and other road fixtures.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
37
The Contractor shall adjust all sewer castings, water supply topstones and other service covers to
the finished pavement design levels, prior to installation of the final asphalt wearing course.
7.3.3
Acceptance of Pavement
Placement of Hot Mix Asphalt shall not commence until the previous pavement layers have been
inspected by the Superintendent, and any preceding Hold Points have been released.
7.3.4
Notice
The Contractor shall provide a minimum of 48 hours’ notice to the Superintendent and obtain
approval before commencing tack coat and Asphalting operations.
7.3.5
Preparation of Surface
Prior to placing a prime, tack coat or each layer of asphalt, the surface shall be cleaned free of loose
stones, dirt or any deleterious material.
Where required, the Contractor shall sweep clean the area on which asphalt is to be placed. The
Contractor shall take car to limit damage or disturbance to the surface to the minimum practicable.
Wire brooms shall not be used.
7.3.6
Priming
The class grade and rate of application of the Prime shall be as detailed in the pavement design.
Primer shall be applied by means of a mechanical sprayer. The sprayer shall have a current sprayer
certificate issued by a NATA accredited testing authority or state road authority.
Spraying of prime shall commence on a heavy paper laid across and held securely to, the pavement
surface to avoid overspray. The sprayer shall maintain a constant speed throughout the length of
each spray run to ensure the correct application rate is attained.
The wind speed, pavement and application temperatures for primes shall be as set out in Table 1.4.
Table 7.3
Temperature requirements for Priming
Pavement Temp – Min
(ºC)
Maximum Wind Speed
(km/hr)
Spraying Temp – Min
(ºC) un-cut
Light Prime
10
20
15
Medium Prime
10
20
40
Product
For un-stabilised granular pavements priming shall not be commenced until the moisture content of
the top 20 mm of the base is less than 60% of OMC.
After the application of the primer, a period of at least forty-eight (48) hours, or a longer period as
required to obtain a thoroughly dry surface shall elapse prior to the application of the asphalt
surface. Subject to the site conditions, the Superintendent may authorise a shorter curing period.
Traffic shall be kept off the primer surface until it has dried sufficiently to minimise the risk of damage
to the surface. The Contractor shall supply, place and maintain traffic management necessary to
comply with this requirement.
7.3.7
Tack Coating
Tack coat shall be applied to the cleaned surface prior to placing asphalt. Where the hot mix
Asphalt is to be spread over clean, freshly placed asphalt, or over a clean primed surface, the
Superintendent may direct the Contractor to omit the tack coat.
Tack coat shall consist of bituminous emulsion complying with AS 1160. The type and breaking rate
shall be suitable to the climatic and surface conditions of use such that it is fully broken, free of
surface water and intact before the commencement of asphalt spreading.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
38
Tack coat shall be applied by spray bar fitted to a mechanical sprayer to provide a uniform
application rate of residual binder as detailed in the pavement design. Hand spraying shall be
carried out only in those areas where it is impracticable to use a spray bar.
7.3.8
Transportation and Delivery of Asphalt
Asphalt shall be transported to works inside clean vehicle bodies coated with a thin film of an
appropriate release agent. During transportation the body of the vehicle shall be covered to prevent
contamination and reduce the rate of cooling of the mix.
Where the length of the haul, weather or local conditions are such that the temperature of the
asphalt may drop below a suitable placing temperature the transportation vehicles shall be suitably
insulated.
7.3.9
Ambient Conditions for Placing
The surface on which the asphalt is to be placed shall be essentially dry and free from free-standing
water.
Asphalt shall not be placed when the underlying pavement surface temperature is less than 10°C. A
guide to the temperature of dense graded and fine gap graded mixes at the time of spreading to
provide adequate time for compaction is as shown in Table 1.5.
Table 7.4
Ambient Conditions for placing Asphalt
Minimum Mix Temperature (ºC) -C320 Binder
Asphalt Layer Thickness mm
Road Surface Temperature
<30mm
35–40
<41
10–15ºC
150
145
140
15–25ºC
150
145
135
>25ºC
150
145
130
Note: PMBs require minimum temperature 5 to 10 degrees higher than those shown.
7.3.10 Placing
The hot mix asphalt shall be placed by means of a self-propelled mechanical paving machine
capable of evenly distributing the hot mix asphalt over the full width of the strip being spread and
adjustable for slope and depth as required.
The asphalt shall be spread in layers of sufficient thickness to provide the design thickness after
compaction as detailed in the pavement schedule.
The Contractor shall conduct spreading operations to ensure that the paver speed matches the rate
of supply so that the number of paving stops is minimised.
Areas inaccessible to the paving machine shall be spread using approved hand methods. Hand
work shall not be excessively raked.
7.3.11 Compaction
The compaction of the hot mix asphalt shall be commenced as soon as the placed asphalt mix will
support the compaction equipment without undue displacement. Rolling shall start longitudinally at
the low side of the road cross fall and proceed towards the high side of the run.
Initial rolling shall be carried out with a steel drum roller and the final rolling with a pneumatic tyred
multi-wheeled roller. Rolling shall be carried out continuously until such time to achieve the required
standard of compaction.
In areas inaccessible to rollers, the mix shall be compacted to the specified standard by tamping
with heated iron tampers or mechanical tamper.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
39
Following compaction the completed surface shall be a tight dense surface, free of “bony” or “fatty”
areas ravelling and loose material, surface cracking, shoving and ruts.
7.3.12 Joints
Joints shall be provided longitudinally (where the width of the pavement is such that more than one
paving run is necessary) and transversely (after the completion of a day’s paving operations, or
where a delay in paving operation allows asphalt to cool and adversely affect placing).
The location of joints shall be planned before work commences. The number of joints shall be
minimised. All joints shall comply with the shape requirements specified.
Transverse joints shall be offset to underlying pavement joints by not less than 2 m between layers.
Longitudinal joints in the wearing course shall coincide with traffic lane lines unless otherwise
specified or agreed. Longitudinal joints shall be offset from underlying layers by not less than
150 mm provided that no joint is placed directly below a trafficked wheel path.
Where asphalt is placed against a joint edge that has not cooled below 100°C it shall be considered
a hot joint. Hot joints shall be constructed by leaving a 150 mm strip of asphalt unrolled along the
free edge until the adjoining lane is placed, and compacting the unrolled strip simultaneously with
the material in the adjoining lane.
Where asphalt is placed against a joint edge that has not cooled below 60°C it shall be considered a
warm joint. Warm joints shall be constructed by rolling the full width of the first lane being placed,
prior to placing the adjoining lane.
Where asphalt is placed against a joint edge that has cooled below 60°C it shall be considered a
cold joint. Asphalt placed against a cold edge should overlap the previous edge by 25 mm to 50 mm.
The overlap should be pushed back using lutes, immediately after spreading, to form a slight ridge
that is compacted with the steel wheel roller.
7.4
Quality Requirements – Hot Mix Asphalt
7.4.1
Materials
Asphalt materials and binder shall be sampled and tested for product control and verification
purposes during manufacture. Samples shall be selected randomly throughout the day’s production
for each mix type shall at the frequency detailed in quality testing section.
7.4.2
Inspections
The following Hold Points are required during the construction of hot mix asphalt:
 H-AC1
Approval of asphalt mix design
 H-AC2
Approval of underlying pavement (including prime as applicable) prior to the
commencement of the asphalt
 H-AC3
Ref No. 20070230SA2
Ambient conditions prior to the placement of Asphalt
Naracoorte Town Centre Drainage Technical Specification
40
7.4.3
Quality Testing
The Contractor shall undertake quality testing of Hotmix Asphalt at the following minimum frequency:
Table 7.5
Quality Testing for Hot Mix Asphalt
Asphalt Production Properties
Item
Minimum Testing Frequency
Aggregate grading
One test per 300 tonne of plant production
Binder content
One test per 300 tonne of plant production
Calculation of voids
One test per 300 tonne of plant production
Maximum density
One test per 300 tonne of plant production
Surface temp of underlying pavement
1 test every two hours
Temperature of asphalt at time of paving
1 test per load or 1 test per 15 mins
In situ Asphalt Properties – Core Samples
Item
Relative Compaction, In situ Air voids,
Thickness of asphalt
Lot Size / Property
Minimum Testing Frequency
layers <30mm
Nil
<30 tonne or
Nil
30 to 150 tonne
3
151 to 300 tonne
5
>300 tonne
5 plus 1 per additional 100 tonne
The relative compaction of a core shall be expressed as the in situ density of the compacted asphalt
as a percentage of reference density. The reference density value shall be the arithmetic mean of
the five most recent test results of the same mix design, provided that:
 they are from tests done within the past 4 weeks;
 the binder content of the samples tested are within ±0.3% of the job mix binder content;
 there has been no change in mix components or proportions.
Where five test results are not available the Contractor shall carry out a minimum of five tests in
order to ascertain the reference density value.
Relative compaction data shall be calculated and reported to one decimal place and rounded to one
unit in the last figure as described in AS 2706, Clause 3.2.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
41
The following test procedures shall be used for Quality testing.
Table 7.6
Test Procedures for Hot Mix Asphalt
Test Type
Test Procedure
Sampling of Raw Materials
 Aggregates
DPTI Test Procedure - TP 226
 Bitumen
AS 2008
 Mineral Filler
DPTI Test Procedure - TP 226
Site Selection by stratified random technique
AS 1289.1.4.2
Sampling of Asphalt
DPTI Test Procedure - TP 425
Measurement of thickness or height of compacted Asphalt
ASTM D3549
Determination of the Maximum Density of Asphalt - Water
Displacement Method
DPTI Test Procedure - TP 435
Bulk Density of Compacted Asphalt Specimens
7.4.4
 Presaturation Method for Dense Graded
AS 2891.9.2
 Mensuration Method for Open Graded
AS 2891.9.3
Calculation of Voids
AS 2891.8
Tolerances
Construction tolerances on Hot Mix Asphalt are as set out in the following table.
Table 7.7
Tolerances on Hot Mix Asphalt
Item
Tolerance
Application of primer
±5% of the specified rate
Binder Content – Asphalt
±0.3%
Finished level of each layer
As detailed in the pavement design
Individual layer thickness
One sample
+10 mm–5 mm
Average
±10% of design layer thickness
Asphalt Alignment
±20 mm from design location
In situ Asphalt Compaction
Medium traffic wearing course
Min Characteristic relative compaction (Rlc)
91.5%
Heavy traffic wearing course
Min Characteristic relative compaction (Rlc)
92%
Medium and heavy traffic base courses
Min Characteristic relative compaction (Rlc)
93%
High binder (fatigue) base course
Min Characteristic relative compaction (Rlc)
94%
FGG wearing course
Min Characteristic relative compaction (Rlc)
94%
The shape of the finished surface shall deviate below a 3.0 m straightedge, measured between any
two points, by more than the tolerances specified in the following table.
Table 7.8
Finished surface tolerances
Item
Surface Shape (deviations from a 3.0 m straight edge)
Ref No. 20070230SA2
Tolerance
Longitudinal to centreline
±5 mm
Transverse to centreline
±7 mm
Naracoorte Town Centre Drainage Technical Specification
42
7.4.5
Acceptance Criteria
The finished surface of the hot mix asphalt shall be smooth and of uniform texture without any step
at the joints.
In the event that the material supplied is not within the tolerances and quality requirements as
detailed in this specification and the pavement design standards for manufacture or placing of
asphalt, the Superintendent may direct:
 the removal of non complying material; or
 that the reduced service life arising from the non complying material is offset by reducing
payment for the non complying material by the method determined by the Superintendent, or
 any other remedial treatment that is expected to provide the required level of service.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
43
8
Block Paved Pavement
This section of the specification details the requirements for supply, placing and finishing of blocked
paved pavements. This section shall be read in conjunction with the pavement design details, and
granular pavement section of this specification.
8.1
General
This specification shall be read in conjunction with the following Standards and references, which
are deemed to form a part of this specification.
Concrete Masonry Association of Australia
publication (T44)
8.2
Materials – Block Paved Pavement
8.2.1
Granular Base Materials
Concrete Segmental Pavements – Guide to
specifying
The material to be used for the paving basecourse shall be in accordance with the granular
pavement section of this specification.
8.2.2
Bedding Sand
Bedding sand shall be a natural pit material, dune sand or crushed quarry product as approved by
the Superintendent. The sand shall be free of pebbles, clay lumps, organic matter or deleterious
soluble salts or other contaminants likely to cause efflorescence or lead to reduced skid resistance.
The bedding sand shall comply with the following design criteria requirements:
Table 8.1
Tolerances on Block Paved Pavement
Characteristic
Particle Size Distribution
Requirement
6.7 mm sieve
95–100 %
0.075 mm sieve
0–10 %
Liquid Limit
<25 %
Plasticity Index
<6%
Linear Shrinkage
<3%
8.2.2.1 Joint Filling Sand
The sand for joint filling shall be Pavelock or equivalent.
8.2.2.2 Concrete Paving Units
Concrete paving units shall comply with Concrete Masonry Association of Australia publication (T44)
“Concrete Segmental Pavements – Guide to Specifying.
The paving units shall be of the nominated minimum thickness, colour and shape, with a minimum
characteristic breaking load of 5kN and characteristic flexural strength of 3 MPa. Industrial paving
units shall have a minimum characteristic breaking load of 10 kN and characteristic flexural strength
of 4 MPa.
8.3
Construction and Workmanship – Block Paved Pavements
8.3.1
Subgrade
The subgrade for the block paving shall be constructed as specified in the Site Preparation and
Earthworks sections of this specification.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
44
8.3.2
Base Course
The base course for the block paving shall be placed and compacted in accordance with the
granular pavement section of this specification.
Particular care shall be taken to ensure the surface of the base course is finished to within the
specified tolerances.
8.3.3
Bedding Sand
The bedding sand shall be spread in a uniform layer, to give the specified thickness after
compaction. The bedding sand shall be screeded off in an uncompacted condition to the design
levels, grades and cross falls to give a uniform layer.
The bedding sand shall not be used to make up levels of the base course surface.
8.3.4
Laying of Units
The paving units shall be laid on the uncompacted screeded bedding sand in the approved pattern,
with gaps of 2 mm to 4 mm wide between adjoining units and between units and bordering
construction.
Pavers shall be cut using a masonry saw. Any infill spaces which are of insufficient size for cut units
(minimum width 75 mm, minimum depth 75 mm) shall be filled using a dry packed mortar, with an
oxide additive used in the concrete mix so that the colour of the concrete closely matches the colour
of the pavers.
The disturbance of the units prior to the compaction of the placed units shall be prevented.
As soon as practical after placement of paving units, joints shall be filled flush with dry joint filling
sand and broomed into the joints. On completion of joint filling paving units shall be set in place
using a minimum of two passes of a vibratory plate compactor. Any units damaged during
compaction shall be immediately removed and replaced.
Following initial compaction, joints shall be topped and filled flush with jointing sand and compacted
with a further pass of the vibratory compactor.
All work, except within 1.0 m of the laying face shall be fully compacted at the completion of each
day's laying.
Prior to completion and or allowing traffic over the completed surface, the contractor shall ensure
that all joints are filled flush and excess sand is removed from the pavers.
8.3.5
Concrete Edge Restraint
Concrete edge restraints shall be constructed to the edge of any block paving which is not restrained
by an in situ concrete edge.
The paving edge shall be restrained by hidden concrete haunching. Haunching shall extend from
5 mm below the top of the pavers to the base course and be battered at 45 degrees to the vertical,
or as detailed in the drawings.
8.3.6
Pavement Preloading
On completion of the filling of the joints in each complete section of block paving located within the
road pavement areas, the pavement shall be preloaded to assist in the development of block lockup.
The pre-loading shall be carried out by the application of at least six (6) passes of a pneumatic tyred
multi-wheel roller having a gross weight not less than 10 tonnes.
Any areas of block paving which show excessive deformation as a result of the preloading shall be
removed and replaced to the satisfaction of the Superintendent.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
45
8.4
Quality Requirements
8.4.1
Materials
The contractors shall submit colour and paver samples to the Client for approval.
Supplied paving units shall comply with the dimensional tolerances and requirements as detailed in
CMAA T44.
8.4.2
Inspections
The following Hold Points are required during the construction of Block paved Pavement:
8.4.3
H-BP1
Approval of paving units colour and shape
H-BP2
Approval of subgrade and underlying pavement layers prior to the commencement
of bedding sand.
H-BP3
Approval of completed block paved units.
Tolerances
Construction tolerances on block paved pavements are as follows:
Table 8.2
8.4.4
Tolerances on Block Paved Pavement
Item
Tolerance
Top of Pavers
Absolute
±5 mm
Relative
±10 mm from a 3.0 m straight edge
Alignment of pavers
±10 mm over a 5 m length or 20 mm over a
50 m length for large areas
Adjacent to Kerb
+ 10 mm – 0 mm of the adjacent gutter level
Depth of bedding sand
+ 10 mm – 5 mm
Joints between paving units
Max of 6 mm
Total Depth of pavement
+ unspecified – 5 mm
Acceptance Criteria
Areas where the pavement fails to meet the specified requirements including:
 specified colour, pavers type or laying pattern;
 level tolerances and shape;
 paving joints and alignment;
 paving cuts and in-fills
may be rejected, as directed by the Superintendent.
In the event that an area of pavement is rejected, the Superintendent may direct the Contractor to
complete the following remedial works, at the Contractor’s cost:
 removal and re-laying of the non complying areas;
 re-working of non-complying areas;
 any other remedial treatment that is expected to provide the required level of service.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
46
9
Concrete Structures
This section of the specification details the requirements for concrete work generally including
precast panels or cast in situ concrete as shown on the structural drawings. It also covers any
additional components required to complete the work.
This section shall be read in conjunction with the design drawings and relevant standard details.
9.1
General
This specification shall be read in conjunction with the following Standards and references, which
are deemed to form a part of this specification.
AS 3600
Concrete Structures
AS 3610
Formwork for Concrete
AS 1379
Ready-mixed Concrete
AS 1012
Methods of Testing Concrete
AS 1314
Prestressing anchorages
AS 2758
Concrete Aggregates
AS 4671
Steel Reinforcing Materials
AS 1349
Bourdon Tube Pressure and Vacuum Gauges
AS 1397
Steel sheet and strip - Hot-dipped zinc-coated or aluminium/zinc-coated
AS 4672
Steel Prestressing materials
AS 3850
Tilt up Concrete Construction
A copy of this Specification, AS 3600 and AS 1379 shall be kept at the site at all times.
9.1.1
Extent of the Work
The extent of the concrete work shall include but not be limited to the following:
 Construction of stormwater junction boxes as specified on the drawings
 Construction of side entry pits as specified on the drawings
 Designing, providing, erecting and removing of all formwork
 Supplying and fixing of all reinforcement
 Supplying and placing of all concrete
 Sampling and testing of concrete and its components and reporting to Superintendent
 Curing and protecting of all concrete
The contractor shall construct the concrete works either by precast or cast in-situ. Both methods
shall conform to the requirements of this specification.
9.1.2
Responsibility
The Contractor shall be wholly responsible for carrying out all concrete works in accordance with the
requirements of this specification and the associated contract documents.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
47
9.1.3
Construction Procedure
The Contractor is responsible for his construction procedure and must ensure that no part of the
structure is overstressed as a result of this procedure or as a result of the construction loads which
are applied. The Contractor shall provide calculations for examination by the Superintendent if
requested to justify the adequacy of the structure to sustain any loads and/or procedures which he
may intend to impose.
9.2
Materials – Concrete
The Contractor shall be responsible for the supply of the concrete in accordance with this
specification and the associated contract documents. Upon the request of the Superintendent and
prior to the supply of concrete the Contractor shall supply copies of NATA endorsed test certificates
covering the relevant tests from the current Australian Standards.
9.2.1
Aggregates
Aggregates shall comply with AS 2758-1, concrete aggregates. The maximum nominal size of
aggregate shall be 20 mm or as shown on the drawings. Non ferrous – metallurgical slag aggregate
shall not be used.
9.2.2
Cement
All cement shall comply with AS 3972 Portland and Blended Cements. For precast work cement
shall be from one manufactured batch.
9.2.3
Water
Water shall be free from matters harmful to concrete, reinforcement and other embedded items.
9.2.4
Chemical Admixtures
Admixtures shall not contain chlorides, fluorides or nitrates and if approved for use shall comply with
AS 1478. No admixture shall be used without a written approval from the Superintendent.
9.2.5
Storage
Cement shall be stored in water tight buildings, bins or silos which provide protection from
dampness and contamination.
Aggregate stockpiles shall be arranged and used in a manner which prevents segregation or any
contamination with other sizes of aggregate. Stockpiles shall be free draining. Where colour
uniformity of aggregates is important for concrete finishing, all the aggregate required for the project
shall be stockpiled in a clean and protected location.
Admixtures shall be stored in such a way as to ensure that there is no detrimental effect on their
properties. The Contractor shall comply with any special requirements of the manufacturer of the
product.
9.2.6
Performance Requirements
The concrete for the various parts of the work shall be so designed and produced that the
performance requirements of this specification shall be met.
The selection, proportioning and mixing of the concrete materials shall be such as to produce a mix
which works readily into corners and angles of the forms and around reinforcement with the method
of placement employed on the work, but without permitting the material to segregate or excess free
water to collect on the surface. The resultant concrete shall be sound and have the other qualities
specified.
The minimum performance requirement of the concrete for the various concrete elements shall be
as follows or as otherwise shown on the drawings:
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
48
Table 9.1
Concrete Performance Requirements
Element
9.2.7
Compressive
Strength f’c
(MPa)
Flexural
Strength
f’cf
Slump
(mm)
Drying
Shrinkage
(µm)
Concrete exposed to exterior environment
32
80
650
Precast Panels
32
80
650
Ready Mixed Concrete
Except where otherwise specified, all concrete to be ready mixed supplied in accordance with
AS 1379 by the batch production process. Ready mixed concrete shall be delivered in agitating
trucks.
9.2.8
Transportation
Concrete is liable to be rejected if the elapsed time between charging of mixer and the discharge to
the formwork exceeds the following time periods for concrete of various temperatures.
Table 9.2
Concrete Transportation Requirements
Concrete Temperature at Time of Discharge
(degrees)
Maximum Elapsed Time
(hours)
less than 24
2.0
24–27
1.5
27–30
1.0
30–32
0.75
greater than 32
9.3
Materials – Reinforcement
9.3.1
Reinforcement
not permitted
All reinforcing fabric, reinforcing bars and hand drawn steel wire shall comply with the requirements
of AS 4671 Steel Reinforcing Materials.
The Contractor shall provide copies of the Manufacturer’s test certificates required by the relevant
Australian Standards for the steel reinforcing materials
9.4
Construction and Workmanship – Formwork
Forms shall be of steel or timber faced with a smooth hard surface to the lines, shapes and
dimensions of the concrete as called for by the plans.
Forms shall be mortar tight to prevent leakage and shall have sufficient rigidity to prevent distortion
due to the pressure of the concrete, vibration or any incidental construction loads.
Forms shall be set, strutted and tied so that the finished concrete shall conform accurately to the
lines and dimensions shown on the plan.
The responsibility for the sufficiency of formwork shall rest entirely with the Contractor.
9.4.1
Formwork Design
Formwork shall be designed in accordance with AS 3610. Formwork shall be designed and
constructed so that elastic shortening, deflection and cambers resulting from prestressing forces are
not restricted. For design of footings to formwork, reference shall be made to the geotechnical
report.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
49
Falsework shall be designed to provide lateral stability for the forms against the horizontal loads
resulted from wind, earthquake, lateral pressure of plastic concrete, prestressing forces and
vibration of equipment.
The Contractor shall submit formwork documentation in accordance with Clause 4.7 of AS 3610.
9.4.2
Dimensional Tolerances
Dimensional tolerances shall comply with the requirements of Clause 3.4 of AS 3610 as applicable
for formed surfaces and otherwise to Clause 19.5 of AS 3600.
9.4.3
Types of Formwork
The types of formwork required throughout the project shall be determined by the Contractor to
achieve the surface finishes and the shapes, lines, levels and dimensions of the concrete work
required by the contract drawings and this specification; unless otherwise shown on the drawings,
for work above ground, forms shall be chamfered for re-entrant angles and filleted for corners. The
face of the bevel in each case shall be 25 mm unless noted otherwise. The materials to be used in
the formwork shall comply with the appropriate Australian Standards.
9.4.4
Treatment of Formwork
9.4.4.1 Formwork Linings
The Contractor shall select the form lining necessary to produce the required quality of finished
concrete surface. Sufficient evidence shall be provided to ensure that a satisfactory finishes will be
obtained from the form lining, form facing, the release agent, the plastic concrete, and any concrete
material, admixture, sealant or curing compound. Such evidence shall be in the form of test panels
where class 1 or 2 finishes are required, or where class 3 with colour control or treated surfaces is
required. The selection of a suitable lining or facing shall also take into account any effect it may
have on subsequent finishes to the concrete such as paint, adhesive and the like.
9.4.4.2 Release Agents
Internal faces of the forms shall be coated, before placing reinforcement, with an approved release
agent compatible with the contact surfaces. The Contractor shall ensure that the release agent does
not puddle due to excessive application and so causing staining or retardation of the concrete
surface. No part of the reinforcement or construction joints shall be coated with the release agent.
9.4.4.3 Cleaning of Formwork
All forms shall be thoroughly cleaned prior to placing concrete. All dust, debris and rust or other
stains shall be removed.
9.4.5
Finished Formwork
9.4.5.1 Classes of Finishes
The classes of finishes are to be in accordance with AS 3610. Refer to the drawings and Finishes
Schedule for class and location of finishes together with reference to critical face, form liners,
surface pattern, form face deflection and surface treatment.
Where required by the documentation and for Class 1 and Class 2 surface finishes provide test
panels to AS 3610 for each application specified. Obtain approval and retain on site for future
evaluation of completed work.
Unless noted otherwise colour control shall be in accordance with Table 3.6.1 and Figure B4 of
AS 3610. The concrete surface finish shall be as follows:
Table 9.3
Item
Structures
Ref No. 20070230SA2
Classes of Finish
Class of Finish
3
Naracoorte Town Centre Drainage Technical Specification
50
9.4.5.2 Repair to Concrete Finishes
Where the concrete finishes fail to comply with the specification and Clause 3.6.3 of AS 3610, the
Contractor may propose a repair method complying with Clause 5.6.5.2 (a) to (e) for approval. The
Superintendent may impose additional requirements in accordance with Clause 5.6.5.2(f). If the
method is not approved, or if approved, does not, in the opinion of the Superintendent, succeed, the
concrete shall be removed as the Superintendent shall determine and recast against properly
formed construction joints.
9.4.5.3 Form Bolts
Form bolts shall be designed so that they may be extracted without damaging the surrounding
concrete. The embedded part of all form ties shall be located no closer than 50 mm to the surface of
the finished concrete. All holes left by form shall be filled with cement grout to match the concrete.
9.4.6
Stripping of Formwork
Forms shall not be stripped or any formwork supports removed until the concrete has acquired
sufficient strength to support its own weight and any superimposed loads without detriment to its
intended use.
Stripping of forms and removal of formwork supports shall comply with the requirements of
Clause 19.6.2 of AS 3600 where these are more stringent than the relevant requirements of
Section 5 of AS 3610.
Where stacked materials, formwork and other supported slabs induce loads in a slab or beam that
exceed its capacity at that age then support propping shall be required.
Permanent loads shall not be erected on any part of the structure while it is still supported by
formwork.
9.5
Construction and Workmanship – Core holes, embedment’s and anchor bolts
Fixings and embedded items shall comply with Section 14 of AS 3600. The Contractor shall be
responsible for coordinating the core and embedment requirements of all trades and for the
provision of them in accordance with the requirements of the contract documents.
9.5.1
Location and Details
Where the location and details of the core holes and embedment are shown on the structural
drawings then such shall be followed. Where such information is not shown then the Contractor
shall submit for approval shop drawings showing the proposed locations, clearances, cover and the
like.
9.5.2
Integrity of Concrete and Reinforcement
Reinforcement shall not be cut to provide space for core holes or embedment nor shall the hardened
concrete be cut or cored without a written approval from the Superintendent. Any reposition of
reinforcement to provide for holes or embedment shall be with the approval of the Superintendent.
9.5.3
Placing tolerance
Unless shown otherwise on the drawings, core holes and embedment shall be fixed in its correct
position within a tolerance of ±5 mm. Ensure that fixings do not allow water to track to the
reinforcement. The tolerance for spacing of anchor bolts for steelwork shall comply with AS 4100.
9.5.4
Protection
Inserts, anchor bolts and embedded fixing shall be galvanised unless otherwise indicated on the
Contract drawings or specified under their particular trade.
Threads shall be greased and all embedded items shall be covered and protected against damage.
Ref No. 20070230SA2
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51
9.6
Construction and Workmanship – Reinforcement
The Contractor shall be responsible for the supply and fixing of the reinforcement together with all tie
wire, support chairs etc in accordance with the Contract drawings and this Specification.
9.6.1
Supports for Reinforcement
Bar chairs, spacers and ties made of concrete, steel or plastic shall be used to support all
reinforcement in its position within the tolerance specified in Clause 19.5.3 of AS 3600 until the
concrete has hardened. Wood, aggregate, brick or the like shall not be used.
The supports shall be adequate to withstand construction traffic and shall be in sufficient number
and spacing to maintain the correct position of the reinforcement. Plates shall be used under each
chair situated over a membrane or moisture barrier to prevent damage.
9.6.2
Bending
Bending of reinforcement shall comply with Clause 19.2.3 of AS 3600.
9.6.3
Welding
Welding of reinforcement shall comply with Clause 13.2 and 19.2.2 of AS 3600 and AS 1554.3.
Before welding a written approval from the Superintendent shall be obtained.
9.6.4
Laps
Unless otherwise directed by the Superintendent, the minimum end lap for mesh shall be 300 mm
and the minimum side lap 150 mm. The minimum lap for deformed bars shall be 38 times the bar
diameter. The location of any laps is subject to the approval of the Superintendent.
9.6.5
Cover
The minimum clear cover to any reinforcement unless otherwise noted on the drawings shall be as
follows:
Table 9.4
Minimum Clear Cover to Reinforcement
Element
Clear Cover – minimum
(mm)
Concrete surfaces exposed to exterior environment
40
Precast Concrete
40
Piers, conduits and the like shall not be embedded within the concrete cover.
9.6.6
Fabrication
Reinforcement shall be fabricated to the shape and dimensions shown in the drawings and to the
dimension tolerances specified in Clause 19.2.2 of AS 3600.
9.6.7
Surface Condition of Reinforcement
Reinforcement shall be free from loose mill scale, loose rust, oil, grease and other non-metallic
coatings which would reduce the bond to the concrete. Where reinforcement is to be left exposed, it
shall be protected by coating with a cement wash to the approval of the Superintendent.
9.6.8
Fixing of Reinforcement
Reinforcement shall be securely held in their correct position within the tolerance specified in
Section 19 of AS 3600 until the concrete has hardened.
For bonded construction, grout fitted and duct shall be protected from damage and examined for
holes which should be repaired before concrete placement.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
52
End anchorage which will permanently be protected with concrete shall be kept free of loose rust,
grease, oil, paint and other foreign matter. The means of anchoring the tendons shall not damage
the steel to an extent that the ultimate strength of the tendon is impaired.
9.6.9
Protection in Hot Weather
Where there is a likelihood of an ambient air temperature greater than 32⁰C during the placement of
the concrete, then the reinforcement shall be adequately shaded or sprayed with water so as to
prevent the temperature of the concrete alongside the bars rising above 32⁰C.
9.7
Construction and Workmanship – Placement of Concrete
The Contractor shall be responsible for the placement of concrete in such a manner that the
requirements of this specification and the associated documents are met.
Care must be exercised to avoid segregation of the concrete during placing operations. Every part
of the form shall be filled and concrete shall be forced under and around the reinforcement without
displacing it.
Coarse aggregate shall be worked back from the face of forms and all air bubbles and voids
removed from the concrete. Concrete shall be placed in horizontal layers not exceeding 225 mm in
height and each layer shall be thoroughly compacted, as required by the Compaction clause below
or as otherwise specified.
Under no circumstances shall concrete be dumped in a heap and spread with vibrating tools.
During placing of concrete the slump shall be maintained within the limits required by this
specification. No water shall be added to the concrete after commencement of discharge from the
agitator.
The concrete shall not be placed at a time or under such conditions which will not permit the
requirements of this specification to be met.
9.7.1
Compaction
The concrete shall be compacted using immersion and screed vibrators to remove air bubbles and
to fill all voids. At least one reserve vibrator is to be provided in working order. Care shall be taken
to ensure that concrete is not over vibrated resulting in segregation.
9.7.2
Laitance
The greatest possible care shall be exercised during compaction to avoid as far as possible the
formation of laitance.
9.7.3
Disturbance after placing
Under no circumstances shall formwork or projecting reinforcement be shaken, displaced or
disturbed more than 20 minutes after placing the concrete, and concrete shall not be walked on or
otherwise disturbed until at least 48 hours thereafter.
9.7.4
Weather Requirements
In addition to the requirements for Cold Weather and Hot Weather concreting as contained in
AS 3600 – 1988 concrete shall not be poured if the shade air temperature at the site is less than
10⁰C or greater than 35⁰C.
9.7.5
Construction Joints
It is assumed that the concrete structures will be constructed monolithic. Therefore cast joints are to
be approved by the Superintendent.
9.7.6
Curing of Concrete
All concrete work shall be cured in accordance with the requirements set out in AS 3600 – 1994.
Curing shall commence immediately after initial set of concrete and continuously for seven days
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
53
during which the air temperature in contact with the concrete is above 10⁰C. Acceptable methods of
curing include:
1. ponding or continuous sprinkling with water
2. an absorption cover kept continuously wet
3. an impermeable membrane
4. low pressure steam curing
5. an impermeable sheet membrane over a moistened surface so fixed and lapped that no air
circulation can occur at the concrete surface.
9.7.6.1 Cold and Hot Weather Curing
Precaution shall be made to prevent concrete from freezing at any time. When the temperature of
the surrounding air during curing is less than 10⁰C the concrete temperature shall be maintained
between 10⁰C and 20⁰C for the required period of curing. Salts or chemicals shall not be used for
the prevention of freezing.
When the temperature of the surrounding air during curing is higher than 32⁰C the concrete shall be
cured only by means of methods (a) and (b) specified above.
9.7.6.2 Curing Compound
When curing compounds are to be used, the contractor shall be provide documentary evidence from
the manufacture of tests showing a satisfactory efficiency index, that the adhesion of the proposed
applied finish will not be adversely affected and a proof that the compound will not react
detrimentally with the concrete.
The compound shall not be used unless it is approved by the Superintendent.
9.8
Quality Requirements
9.8.1
Quality Control
A quality control testing system shall be implemented throughout the supply of the concrete to
ensure compliance with the requirements of this specification. A copy of the test results shall be
submitted within 5 days from the test being carried out.
A daily report shall be prepared on all concrete placed. The report shall contain the serial numbers
of the identification certificates of each batch, the amount of water, if any, added prior of discharge
and the project assessment carried during the day. The report should report where each batch was
placed on the project, the method of placement and the climatic conditions during the pour.
9.8.2
Inspections
The Contractor shall notify the Superintendent 24 hours prior to any concrete being placed to enable
an inspection of excavation, formwork and reinforcement to be made and for supervision of
concreting to be arranged. No concrete shall be placed prior to such inspections.
The following Hold Points are required during the construction of Concrete Structures:
H-CS1
Supply of Precast Concrete Shop drawings
H-CS3
Supply of formwork design documentation
H-CS4
Approval of Concrete mix design
H-CS5
Inspection of completed formwork
H-CS7
Inspection of completed reinforcement
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
54
9.8.3
Quality Testing
The sampling and testing of concrete shall be in accordance with AS 1012 – Methods of Testing
Concrete.
All aspects of sampling, site treatment and testing of concrete specimens shall be carried out by
NATA registered laboratory and personnel. On sites where this is not practicable, the
Superintendent may approve of suitably experienced personnel proposed by the Contractor
provided this has the agreement of the manufacturer. The Contractor shall allow for the whole of the
costs involved in this section.
Where concrete is liable to rejection, the costs of any further checking or testing that may be
permitted by the Superintendent shall be borne by the Contractor.
9.8.3.1 Location of Sampling
All concrete samples shall be taken at the point of discharge from the agitator. Where required by
the Superintendent additional sampling shall be carried out at the point of discharge into the forms.
9.8.3.2 Method of Sampling
Sampling and identification shall be carried out in accordance with AS 1012, Part 1.
9.8.3.3 Frequency of Sampling
For project assessment the minimum frequency of sampling of the concrete of each type and grade
shall be in accordance with the following table:
Table 9.5
Quality Testing for Concrete
Number of Batches
per Day
Number of Samples
1
1
2 to 5
2
6 to 10
3
11 to 20
4
For each additional 10
1 additional sample
For designated critical elements sampling frequency for strength testing shall be one sample per
batch. Where requested by the Superintendent, testing facilities are to be available on site at
agreed times during a concrete pour.
9.8.3.4 Test Specimens
At least two specimens shall be taken from the sample to represent a particular property and be
prepared and cured in accordance with the relevant section of AS 1012.
9.8.3.5 Characteristic Compressive Strength f’C & Characteristic Flexural Strength f’CF
At least two specimens 200 mm high and 100 m diameter from each sample shall be tested in
accordance with the relevant clauses of AS 1012 at 28 days.
9.8.3.6 Slump
The slump of the concrete shall be determined in accordance with AS 1012.3. Tolerance on slumps
shall be in accordance with AS 1379.
9.8.3.7 Drying Shrinkage
Three specimens shall be taken in accordance with AS 1012.13 and the assessment of drying
shrinkage shall be on the basis of the average results of the three specimens.
Ref No. 20070230SA2
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The manufacturer shall sample and test for drying shrinkage each type of concrete supplied, at least
every 3 months during the course of the project or for every 3000 m3 placed and provide a report.
Where drying shrinkage results in accordance with Clause 5.6 of AS 1379 are not available, at least
two samples shall be taken of trial mixes in accordance with AS 1012.13 and each sample shall
provide a result being the average of three specimens at 56 days.
These results shall show a maximum drying shrinkage as noted above. Project assessment of
shrinkage using specimens prepared in the field may show a maximum tolerance of 150 µm on the
production assessment results or the results from trial mixes.
9.9
Acceptance Criteria
Concrete which has been specified to satisfy certain performance requirements and which has been
tested for such performance in accordance with section 7, shall be deemed to comply if the criteria
specified in this section are satisfied, otherwise it will be liable to rejection.
The Superintendent may allow the rejected concrete to be retained subject to a structural
investigation, additional tests or approved remedial work. The cost of this further checking, testing
or remedial work shall be borne by the Contractor.
The rejected concrete shall be removed to the extent determined by the Superintendent.
The acceptance criteria shall be as follows:
9.9.1
Defective Formwork
Should any formwork be displaced during concreting or within the period specified for retention of
the formwork, so that tolerance on finished concrete will be exceeded, any concrete which has been
poured may be rejected.
In that case concrete shall be removed as the Superintendent shall determine:
 construction joints shall be formed
 formwork shall be strengthened and adjusted
 section of work shall be reconstructed.
9.9.2
Characteristic Compressive Strength f’C and Characteristic Flexural Strength f’CF
The concrete shall be deemed to comply with the strength requirements of this specification if its
characteristic strength at 28 days complies with AS 1379.
9.9.3
Slump
The slump shall be deemed to comply if it lies within the specified tolerances. Concrete found to
have slump outside these tolerances shall be removed from the site.
9.9.4
Drying Shrinkage
The concrete shall be deemed to comply if the average test results for the drying shrinkage shall not
exceed the specified value.
9.9.5
Other Criteria
Hardened concrete shall also be liable to rejection if any of the following defects occur:
 It does not comply with Clause 19.1.10.2 of AS 3600
 A construction joint has been made at a location or in manner not in accordance with the
specification
 The construction tolerances have not been met
 The reinforcing steel has displaced from its correct position.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
56
 Waterstops, inserts and other items embedded in concrete have been displaced from their
correct position
 The required surface finish has not been achieved
 The concrete work can be shown to be otherwise defective.
Ref No. 20070230SA2
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10 Kerbing
This section of the specification details the requirements for supply and construction of kerbing.
Kerbing shall include the construction of upright kerb, median kerb, kerb and gutters, spoon drains,
edge strips, and property crossovers. This section shall be read in conjunction with the design
drawings.
10.1
General
This specification shall be read in conjunction with the following Standards and references, which
are deemed to form a part of this specification.
10.2
AS 2876
Concrete kerbs and channels (gutters) - Manually or machine placed
AS1428.4
Design for access and mobility – tactile indicators
AS 3600
Concrete Structures
AS 1379
Specification and Supply of Concrete
AS3610
Formwork for Concrete
AS 1012
Methods of testing Concrete
AS 3972
Portland and Blended Cements
AS 4671
Steel Reinforcing Materials
AS 2578.1
Aggregates and rock for engineering purposes – Concrete Aggregate
AS 3799
Liquid membrane forming curing compounds for concrete
AS 1478
Chemical admixtures for concrete, mortar and grout
Materials – Kerbing
10.2.1 Concrete
All concrete is to be ready mixed and delivered in agitating trucks in accordance with AS 1379 by the
batch production process, unless approved otherwise by the Superintendent.
The concrete for the various parts of the work shall be so designed and produced that the following
performance requirements are met:
Table 10.1
Concrete Design Criteria – Kerbing
Item
f’c at 28 days
Slump
Kerb and gutter, slip formed
20 MPa
40 mm
Kerb and gutter, hand formed
20 MPa
80 mm
Kerb ramps and pit aprons
20 MPa
80 mm
Spoon drains
32 MPa
80 mm
Unless otherwise specified all concrete shall have drying shrinkage test results to AS 1012 showing
a maximum (including tolerance) of 650 µm.
10.2.1.1 Portland Cement
Portland cement shall comply with AS 3972, Type GP – general purpose.
Ref No. 20070230SA2
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10.2.1.2 Aggregate
Fine and coarse aggregate shall comply with AS 2758.1.
10.2.1.3 Admixtures
Admixtures shall not contain chlorides, fluorides or nitrates and if approved for use shall comply with
AS 1478. No admixture shall be used without a written approval from the Superintendent.
10.2.1.4 Reinforcement
All reinforcement shall comply with the requirements of AS 4671. Bending of reinforcement shall
comply with AS 3600.
10.2.2 Tactile Surface Indicators
Tactile surface indicators shall comply with AS1428.4:2002.
10.2.3 Curing compounds
Curing compounds shall comply with AS 3799.
10.3
Construction and Workmanship
10.3.1 Preparation of Supporting Layers
Prior to the installation of kerbing the Contractor shall ensure the supporting layers (e.g. sub-base)
are to be completed in accordance with the design drawings and the granular pavement section of
this specification.
10.3.2 Kerbing
Kerbing shall be constructed to the alignment and levels as detailed in the drawings. The Contractor
shall ensure that the alignment and levels are set-out by the contractor’s surveyor with offsets and
survey marks as required. Kerbing where detailed shall be constructed on a uniform radius with
smooth transitions to straight sections.
Kerbing shall be constructed using fixed forms or machine-laid slip forming. Kerbing shall be finished
to produce a neat appearance of uniform colour, with sharp and clean chamfers, smooth and even
radii, no ragged edges and a steel trowel, Class A surface finish.
Kerbing gutters and spoon drains shall be constructed to be free draining without ponding to the
levels as detailed in the design.
Reinforcement (where detailed) shall be fixed by means of plastic bar chairs or concrete blocks.
Reinforcement shall be placed centrally or as detailed on the drawings with a minimum concrete
cover of 50 mm.
The kerbs shall be cured by means of a curing compound, uniformly applied in accordance with the
manufacturer’s recommendations. The Contractor shall nominate the proposed method of curing,
curing compound and application rate.
Property crossovers shall be provided in the kerb and gutter where required to match existing or as
detailed in the drawings. The exact location and length shall be confirmed with the Superintendent.
10.3.3 Kerb Joints
Shrinkage control joints shall be spaced at 2.5 to 3.0 m intervals and shall be spaced uniformly
where practical. The joint shall be cut using a spacer or guillotine to a minimum of 50% of the cross
sectional area. The joint shall be tooled to a depth not less than 20 mm to produce a neat groove
less than 5 mm in width.
Wherever the work of placing concrete is delayed until the concrete has taken its initial set, the point
of stopping shall be deemed a construction joint.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
59
Construction joints shall be located to maintain the spacing of shrinkage joints and shall be avoided
in entranceway inverts, pram inverts and radii at street corners.
The construction joints shall be straight and perpendicular to the kerb face and vertical in the kerbs
and shall be tooled off to provide a V joint. The concrete kerb and gutter on either side of the
construction joint shall be finished to the line and levels as shown on the drawings with no difference
in line or level across the joint.
10.3.4 Kerb Ramps
Kerb ramps shall be constructed integrally with the gutter and shall include surface tactile indicators
as detailed in the drawings.
Shrinkage Joints shall be provided at the intersection of the kerb ramp and the adjacent kerb and
gutters on either side. Tool joints shall be provided in the kerb ramps as detailed in the drawings.
The kerb ramps shall be finished with a non-slip broom finish. The alignment of the broom finish
shall be perpendicular to the kerb ramp.
10.3.5 Drainage Pit Aprons
Drainage pit aprons shall be constructed integrally with the drainage pit to the alignment as detailed
on the drawings.
10.3.6 Stormwater Outlets
Where there are existing stormwater outlet pipes from adjacent properties, a stormwater outlet shall
be provided to match the existing. Where required the existing outlet pipes shall be adjusted or relaid as necessary to maintain proper falls and drainage. Any pipe replacement shall be made using
90 mm nominal diameter uPVC pipe or approved equivalent, or shall be equivalent to the existing
construction.
10.3.7 Backfilling of Kerbs
Prior to the installation of the pavement basecourse the kerbing shall be backfilled. The Contractor
shall ensure the kerbing is sufficiently cured prior to backfilling and care should be taken to protect
the kerbing from damage during backfilling operations.
10.4
Quality Requirements – Kerbing
10.4.1 Inspections
The following Hold Points are required during the construction of kerbing:
 H-K 1
First concrete pour. (subsequent pours are witness points)
 H-K 2
Water testing of kerbing prior to installation of adjacent structure
The following Witness Points are required during the construction of kerbing:
 Installation of curing compound
 Second pour and any subsequent concrete pours
 Backfilling curing prior to installation of base course.
10.4.2 Quality Testing
The Contractor shall undertake quality testing of concrete incorporated into kerbing at the following
minimum frequency:
Table 10.2
Quality Testing Requirements for Concrete Kerbing
Item
Minimum Testing Frequency
Compressive Strength
One test cylinder from the first truck, and one on average per 5 trucks
Slump
One slump every second truck
Ref No. 20070230SA2
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Sampling and testing shall be undertaken in accordance with AS 1012.
At completion of the kerbing the Contractor shall clear all water tables of dirt and debris and conduct
a water test to demonstrate that all water tables are free draining.
10.4.3 Tolerances
The following tolerances shall apply to finished kerbing:
Table 10.3
Tolerances on Kerbing
Item
Tolerance
Kerbing & Spoon drains
Absolute
±5mm
Relative
±3mm from a 3.0m straight edge
Alignment
±10mm from design location
Absolute
±5mm
Relative
Shall not impede water flow into the drainage pit
Alignment
±10mm from design location
Absolute
±5mm
Drainage Pit Aprons
Kerb Ramps
Tolerance on slumps shall be in accordance with AS 1379.
10.4.4 Acceptance Criteria
If any section of kerbing fails to meet the conditions set out in the Specification then all or portion of
kerbing shall be liable to rejection by the Superintendent.
Kerbs and gutters which are chipped, displaced or otherwise damaged during the construction of
other works shall be liable to rejection by the Superintendent.
In the event that the completed kerbing is not within the tolerances and quality requirements as
detailed in this specification and the design drawings, the Superintendent may direct:
 the removal and reconstruction of kerbing as directed by the Superintendent, at the Contractor’s
expense, or
 any other remedial treatment that is expected to provide the required level of service.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
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11 Verges, Footpaths and Driveways
This section of the specification details the requirements for supply and construction of verges,
footpaths and driveways. This section shall be read in conjunction with the design drawings.
11.1
General
This specification shall be read in conjunction with the following Standards and references, which
are deemed to form a part of this specification.
11.2
AS1428
Design for access and mobility
AS 3600
Concrete Structures
AS 1379
Specification and Supply of Concrete
AS 1012
Methods of testing Concrete
AS 3972
Portland and Blended Cements
AS 4671
Steel Reinforcing Materials
AS 2578.1
Aggregates and rock for engineering purposes – Concrete Aggregate
AS 3799
Liquid membrane forming curing compounds for concrete
AS 1478
Chemical admixtures for concrete, mortar and grout
Materials – Verges, Footpaths and Driveways
11.2.1 Concrete
All concrete is to be ready mixed and delivered in agitating trucks in accordance with AS 1379 by the
batch production process, unless approved otherwise by the Superintendent.
The concrete for the various parts of the work shall be so designed and produced that the following
performance requirements are met:
Table 11.1
Concrete Design Criteria – Footpaths and Driveways
Item
f’c at 28 days
Slump
Concrete Footpaths
25 MPa
80 mm
Vehicular Driveways
25 MPa
80 mm
Unless otherwise specified all concrete shall have drying shrinkage test results to AS 1012 showing
a maximum (including tolerance) of 650 µm for concrete up to and including grade N32, and 700 µm
for higher strength grades.
Portland cement shall comply with AS 3972, Type GP – general purpose.
Fine and coarse aggregate shall comply with AS 2758.1. The maximum nominal size for coarse
aggregate shall be 20 mm.
Water shall be free from matters harmful to concrete, reinforcement and other embedded items.
Admixtures shall not contain chlorides, fluorides or nitrates and if approved for use shall comply with
AS 1478. No admixture shall be used without a written approval from the Superintendent.
Ref No. 20070230SA2
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11.2.1.1 Reinforcement
All reinforcing fabric, reinforcing bars and hard drawn steel wire shall comply with the requirements
of AS 4671. Bending of reinforcement shall comply with AS 3600.
11.2.2 Quarried Pavement Materials
Quarried granular pavement materials shall be obtained from the crushing of approved hard, sound,
clean and durable quartzite natural rock in accordance with the DPTI Specification, Part 215. The
type, class and size of the quarried pavement materials shall be as detailed in the pavement design
on the design drawings.
11.2.3 Curing compounds
Curing compounds shall comply with AS 3799 – “Liquid Membrane – Forming Curing Compounds
for Concrete”.
11.3
Construction and Workmanship
11.3.1 Verges
On completion of concrete kerbing, installation of any services and re-instatement of any common
service trenches, the Contractor shall construct the verge to the levels as detailed in the design
drawings. Placement and compaction of the earthworks for verge shall be in accordance with the
Site Preparation and Earthworks section of this specification.
Following earthworks to construct the verge formation the Contractor shall spread stockpiled topsoil
to a nominal thickness of 100 mm. The topsoil shall be graded to the design finished levels as
shown on the drawings. Any surplus topsoil shall be stockpiled adjacent to the site as specified in
the Site Preparation and Earthworks section of this specification.
The above-specified requirement shall apply to all footpath and verge areas within the road reserve
boundaries.
11.3.2 Preparation of Supporting Layers
Prior to the installation of footpaths and driveways the Contractor shall ensure the supporting layers
(e.g. sub-base and base course) are be completed in accordance with the design drawings and the
granular pavement section of this specification.
11.3.3 Footpath Reinstatement
Where the specified works interfere with and require the part removal of the existing footpaths areas
the Contractor shall re-instate the footpath to match the width, jointing and finishing of existing
construction or as directed by the Superintendent.
The Contractor shall ensure that complete works are not hazardous or threaten in any way the
safety of the general public.
11.3.4 Unsealed Footpath
Where the specified works interfere with existing unsealed footpath areas, or where footpaths are
nominated on the drawings as unsealed, the reinstatement / construction shall consist of 100 mm
compacted thickness of PM 2/20 quarry rubble.
The rubble shall be placed and compacted to a density of not less than 95% of the maximum
modified dry density as set out in AS 1289 5.2.1 using approved compaction equipment. The rubble
shall be finished to conform to the adjacent existing paths in level and appearance and to give
satisfactory drainage properties.
The Contractor shall ensure that completed works are not hazardous or threaten in any way the
safety of the general public.
Ref No. 20070230SA2
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11.3.5 Concrete Footpath
Concrete footpaths shall be constructed to as detailed in the design drawings or to a minimum of
50 mm granular sub-base with 100 mm thickness concrete base.
11.3.5.1 Concrete Footpath Joints
Expansion joints shall be provided at nominal 8.0 m intervals. Expansion joints shall be provided
with a full depth pre-moulded expansion joint filler, (bitumen impregnated fibre board or similar).
Transverse contraction joints shall be provided at a nominal spacing between 0.9 m to 1.2 m and at
a maximum of 20 times the slab depth. Contraction joints shall be formed by tooling to a nominal
depth of 25 mm and to a minimum of slab depth D/4.
In areas where new concrete is to be placed against an existing construction joint, the surface of the
hardened concrete shall be thoroughly roughened and cleaned to remove any loose material, debris
and laitance.
11.3.6 Concrete Driveway
Concrete driveways shall be constructed as detailed in the design drawings or to a minimum of
100 mm granular sub-base with 125 mm thickness concrete base, and reinforced with SL72 steel
fabric.
Reinforcement shall be free from loose mill scale, loose rust, oil, grease and other non-metallic
coatings which would reduce the bond to the concrete.
Bar chairs, spacers and ties made of concrete, steel or plastic shall be used to support all
reinforcement in its position within the tolerance specified in AS 3600 until the concrete has
hardened.
Reinforcement shall be located in the upper half of the driveway slab with a minimum 40 mm top
cover, and terminated 75 mm from 50 mm from joints.
11.3.6.1 Concrete Driveway Joints
Expansion joints shall be 10 mm wide provided at minimum 12 m intervals. Expansion joints shall
be provided with a full depth pre-moulded expansion joint filler, (bitumen impregnated fibre board or
similar).
In areas where new concrete is to be placed against and existing construction joint, the surface of
the hardened concrete shall be thoroughly roughened and cleaned to remove any loose material,
debris and laitance.
11.3.7 Concrete Footpath and Driveway Surface Finish
Concrete footpath and driveway slabs shall be given a ‘non slip” finish produced from a hessian
drag, or drawing a light broom across the surface.
11.3.8 Grassing
Following filling, spreading and levelling of topsoil, all exposed batter slopes, excavated and filled
areas shall be reseeded.
Fertiliser shall be applied to the areas to be grassed at the rate of 30 grams of 2:1 superphosphate
and sulphate of ammonia or other approved fertiliser per square metre. The area shall then be
raked, seed spread and lightly raked again.
A seed mix containing couch and perennial rye grasses or an approved alternative mix, shall be
spread at a rate of 30 grams per square metre and watered to ensure germination and growth during
the establishment period.
As an alternative method of application, hydromulching using a seed/fertiliser mix similar to that
specified above may be used.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
64
11.4
Quality Requirements – Verges, Footpaths and Verges
11.4.1 Tolerances
The following tolerances shall apply to finished kerbing and footpaths:
Table 11.2
Tolerances on Verges, Footpaths and Driveways
Item
Tolerance
Footpaths and driveways
Absolute
±10mm
Relative
±6 mm from a 1.0 m straight edge
Alignment
±10 mm from design location
Level
±50mm
Verges
11.4.2 Acceptance Criteria
Footpaths and driveways which are chipped, cracked, displaced or otherwise damaged during the
construction of other works shall be removed and new sections shall be constructed to match
existing work, to the satisfaction of the Superintendent.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
65
12 Linemarking
This section of the specification details the requirements for pavement Linemarking, raised
pavement markers and pavement bars. This section shall be read in conjunction with design details,
and traffic control drawing.
12.1
General
This specification shall be read in conjunction with the following Standards and references, which
are deemed to form a part of this specification.
AS 1742.2
Traffic Control Devices for General Use
DPTI, Part 245
DPTI Master Specification, Part 245, Pavement Marking
Code of Practice for the Installation of Traffic Control Devices in SA
12.2
AS 4049.3
Water - Borne Paint - For use with Drop-on Beads
AS1906.3
Retroreflective materials and devices for road traffic control purposes – Raised
Pavement Markers (Retroreflective and Non-retroreflective)
DPTI
Technical Specification for Pavement Bars
AS 3554
Adhesives – Epoxy – For Raised Pavement Marker Installation
Materials – Linemarking
Road marking paint - water borne shall comply with AS 4049.3: – “Water - Borne Paint - For use with
Drop-on Beads”. Paint Colour shall be white, or as detailed on the drawings.
Raised Retroreflective Pavement Markers (RPM or RRPM’s) shall comply with AS1906.3: –
“Retroreflective materials and devices for road traffic control purposes – Raised Pavement Markers
(Retroreflective and Non-retroreflective)”.
Pavement bars shall comply with DPTI “Technical Specification for Pavement Bars”.
Adhesives for fixing of RPMs and pavement bars shall comply with AS 3554: – “Adhesives – Epoxy
– For Raised Pavement Marker Installation”.
All materials shall be handled, stored and used in accordance with the manufacturer’s
recommendations. The Contractor shall ensure that road marking materials are compatible with
other products and work prior to combining.
12.3
Construction and Workmanship – Linemarking
12.3.1 Spotting
Prior to application of the paint the Contractor shall complete spotting for all pavement markings to
check the alignment. Any inconsistencies with the proposed marking shall be brought to the
attention of the Superintendent, prior to final marking.
12.3.2 Application
Pavement surfaces shall be left for sufficient time to ensure curing or evaporation of volatiles prior to
the application of pavement marking paint. The Contractor shall provide temporary traffic marking or
controls prior to the application of permanent marking.
The finished surface of the pavement shall be dry and free from all foreign matter and loose material
including sealing aggregates.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
66
Paint shall be applied in two coats. The first coat shall be left to cure prior to the application of the
second coat. Beads shall be applied uniformly to markings to ensure both uniform cover and
retention to the surface of the marking.
Pavement marking dimensions detailed on the drawings shall be to the centre of the linemarking or
to the face of kerb. Completed markings shall be clear and uniform in appearance, texture, and
width and free of traffic damage or other defects. Markings shall be with a smooth even curves
where detailed.
Raised Pavement Markers and Pavement Bars shall be installed with adhesive applied evenly over
the whole contact area.
12.3.3 Removal of Pavement Marking
Existing pavement marking to be removed and superseded by the traffic control design drawings
shall be removed by grinding of the existing pavement with a Linax (or similar) impact cutting
machine.
Incorrectly placed markings on newly laid asphalt surfaces shall be removed with a chemical paint
stripper and brooming process, or grinding.
Any damage caused to existing asphalt surfaces shall be repaired using AC7 or AC10 asphalt.
12.4
Quality Requirements
12.4.1 Inspections
The following Hold Points are required during the linemarking:
 H-LM1
Spotting of linemarking prior to application
12.4.2 Tolerances
The following tolerances shall apply to line marking:
Table 12.1
Tolerances on Linemarking
Item
Tolerance
Line marking location
± 25 mm
Line width
+10–0 mm
Line gap/length
±5% or ±100 mm
Pavement bars/ RPMs
Transverse
±25 mm
Longitudinally
±100 mm
12.4.3 Acceptance Criteria
If any section of the Linemarking fails to meet the conditions set out in the Specification then all or
portion of Linemarking shall be liable to rejection by the Superintendent.
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
67
Appendix A
Department of Planning, Transport and
Infrastructure Specification for Works on Roads
Carried Out for Organisations Other than the
Commissioner of Highways
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
SPECIFICATION
for
WORKS ON ROADS
Carried out for organisations other than the
Commissioner of Highways
(Including Excavation and Reinstatement of Road Pavement)
This Specification stipulates the requirements for undertaking work on roads under the care,
control and management of the Commissioner of Highways in South Australia. It applies to
any company, statutory authority, organisation or person that proposes to install, replace or
repair a Service in the road or undertake any other work on these roads.
CONTENTS
Specification for Works on Roads
Attachments
Part 206:
Boring
Part 207:
Trench Excavation and Backfill
Part 208:
Reinstatement of Existing Pavements
Pavement Reinstatement Configurations
The Pavement Reinstatement Configurations are available from:
http://www.dtei.sa.gov.au/documents/contractsandtenders/works_on_roads_by_other_organisations
Edition: August 2011
DPTI Specification for Works on Roads
Specification for Works on Roads
Page 2
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Specification for Works on Roads
SPECIFICATION FOR WORKS ON ROADS
CONTENTS
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
1.
Introduction
Definitions
Position of Service
Notifications
Standard of Works
Under Road Boring
Final Surfacing of the Road
Attachment of Services to DPTI Structures
Location of Utility Service and the Commissioner’s Infrastructure
Protection of the Environment
Conformity Testing
Defects
Emergency Repairs
Care of Site
Hours of Work
Traffic Management
Work Zone Traffic Control Devices
Local Access and Traffic Restrictions
Audits
INTRODUCTION
This Specification applies when any company, statutory authority, organisation or person (“Owner”) proposes to
install, replace, repair or inspect a Service or undertake any other work on a road which is under the care, control and
management of the Commissioner of Highways (“Commissioner”).
This Specification applies regardless of whether the Owner is operating under powers pursuant to statute or by an
agreement with the Commissioner.
Compliance with this Specification will be deemed by the Commissioner to meet the requirements of the phrases
"make good", "reinstate" or “restore” used in applicable Code of Practice or any legislation which gives power to a
Statutory Authority to install infrastructure in a Road. The requirements of this Specification may only be varied by
the written agreement of the Commissioner.
The Commissioner may nominate a Representative who may exercise all powers and responsibilities of the
Commissioner under this Specification.
This Specification references the DPTI Master Specification for Transport Infrastructure. For convenience, Parts
206, 207 and 208 of the Master Specification are attached to this document.
This specification applies to Services installed both transversely and longitudinally in the Road
2.
DEFINITIONS
The meaning of terms used in this Specification shall be those in AS 1348 “Road and Traffic Engineering –
Glossary of Terms”, except where described otherwise in this Specification.
“Defect” means settlement, rutting or other deformation that signifies the deterioration of the Works, including but not
limited to any of the following:
(a) deformation of  20 mm under a 1.2 m straight edge;
(b) the surface of the pavement is cracked, ravelling or stripping; or
(c) any cracks greater than 3 mm within the reinstatement or between the reinstatement and the adjoining road
pavement.
“DPTI” means the Department for Transport, Energy and Infrastructure;
“DPTI Master Specification” means the DPTI Master Specification for Transport Infrastructure (available via the
internet from: http://www.dtei.sa.gov.au/standards/contractsandtenders/specifications) current at the date of
DPTI Specification for Works on Roads
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Specification for Works on Roads
commencement of work. A reference to “Part” or “Division” in this specification is a reference to a part or division
of the Master Specification;
“Hold Point” means an identified point in a work-related process, beyond which the subsequent activity cannot
proceed without release of the Hold Point by the Commissioner.
“Minor Works” means work up to 1 day’s duration from commencement to completion in the trafficable lanes;
“Major Works” means work exceeding 1 day’s duration from commencement to completion in the trafficable lanes;
“Pavement” includes the pavement of carriageways, road shoulders (sealed or unsealed), driveways, footpaths,
medians, traffic islands and aprons to side streets;
“Practical Completion” means completion of the Works, completely free of Defects, to the satisfaction of the
Commissioner;
“Road” means any road under the care, control and management of the Commissioner pursuant to the Highways Act
1926 (SA);
“TMC” means the DPTI Traffic Management Centre (telephone 1800 018 313);
“Working Day” means a week day from Monday to Friday inclusive that has not been designated as a South
Australian public holiday;
“Service” means a culvert, drainage structure, cable, conduit, pit, pipe or similar infrastructure;
“Works” means all infrastructure and work associated with the installation, replacement or repair of a Service in a
Road.
3.
POSITION OF SERVICE
The following order of precedence shall apply to the position and / or method of installation of the Service:
1.
Outside of the Pavement (i.e. in the verge or roadside)
2.
In footpaths (where present)
3.
In the road shoulder
4.
Installed by under Road Boring under traffic lanes
5.
Installed by trenching in a traffic lane.
The Owner shall position / install the Service in accordance with the highest order of precedence which is reasonably
practicable.
4.
NOTIFICATIONS
4.1
General
Whenever the Owner proposes to undertake works on a Road, the Owner shall notify the Commissioner by submitting
a "Notification of Works Impacting DPTI Roads" form, available by telephoning 1800 018 313 or from the
following internet address:
http://www.dtei.sa.gov.au/standards/contractsandtenders/works_on_roads_by_other_organisations
Traffic Management Plans shall be attached to the form that show the location of all traffic control devices and
proposed times of traffic restrictions (regardless of duration).
4.2
Minor Works
The Owner shall advise the Commissioner its intention to commence work on a Road at least 5 Working Days before
commencement of site work.
4.3
Major Works
The Owner shall submit drawings, specifications and work methods to the Commissioner for approval at least 4 weeks
prior to commencement of site work. The submitted drawings shall meet the requirements outlined in Appendix 1. In
the event that the Owner’s drawings and / or specifications are amended prior to the start of work, the Owner shall
resubmit revised copies.
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Specification for Works on Roads
The Owner shall advise the Commissioner its intention to commence work on a Road at least 5 Working Days before
commencement of site work.
4.4
Public Notification
No less than 2 weeks before the commencement of work on site, the Owner shall notify all local businesses and
residents of possible disruptions that may affect them as a result of the work. If the Works restrict traffic flow and are
likely to impede emergency services, the Owner shall notify all emergency services of the roadworks, no sooner
than 72 hours and no later than 24 hours prior to commencement of work.
If the Works will affect the operation of bus services, the Owner must contact the DPTI Public Transport Division to
ensure bus services are catered for adequately.
For Major Works exceeding 3 days duration, advance road works signs shall be installed at key locations no less than 2
weeks prior to the commencement of work on site.
4.5
Contact Details
Prior to commencing work on site, the Owner shall provide the Commissioner with the names and telephone
numbers of contact personnel.
4.6
Emergency Works
In the event of an emergency (refer Clause 11 “Emergency Repairs), the Owner shall provide verbal notification to the
Commissioner as soon as practicable after the emergency becomes known. The Owner shall submit a “Notification of
Works Impacting DPTI Roads" form to the Commissioner within 24 hours of the emergency occurring.
4.7
Notification of Completed Works
As soon as practicable after completion of the Works, the Owner shall notify the TMC (telephone 1800 018 313) of the
completion of the Works on site.
4.8
As Constructed Drawings
If requested by the Commissioner, at any time within the Defects Liability Period, the Owner shall supply the
Commissioner with details of the Works, including sketches or drawings showing size and location of the Service(s)
and the date constructed.
5.
STANDARD OF WORKS
The Works shall be executed in accordance with the requirements of this Specification and all relevant Parts of the
DPTI Master Specification. The following parts and division of the DPTI Master Specification are specifically
referenced in this Specification:
Part 206
Under Road Boring
Part 207
Trench Excavation and Backfill
Part 208
Reinstatement of Existing Pavements
Part 209
Controlled Low-Strength Material (CLSM)
Part 215
Supply of Pavement Materials
Part 222
Plant Mixed Stabilised Pavement
Part 226
Application of Sprayed Bituminous Surfacing
Part 227
Supply of Asphalt
Part 228
Construction of Asphalt Pavements
Part 237
Pavement Crack Sealing
Part 242
Supply and Installation of Steel Beam Road Safety Barrier Systems
Part 244
Construction of Concrete Safety Barrier Systems
DPTI Specification for Works on Roads
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Specification for Works on Roads
Part 246
Application of Pavement Marking
Part 248
Supply of Signs and Supports
Part 249
Installation of Signs
Division 5
Landscaping
The DPTI Master Specification is available from:
http://www.dtei.sa.gov.au/standards/contractsandtenders/specifications
The obligations of the Owner are those of the Contractor in the DPTI Master Specification. The Owner shall be
liable to the Commissioner for the acts and omissions of any contractor, sub-contractor or consultant engaged by the
Owner as if they were acts or omissions of the Owner. A reference to the Principal of Superintendent in the DPTI
Master Specification means a reference to the commission. Where the DPTI Master Specification requires an
approval, the Commissioner is responsible for either providing or withholding that approval. The Commissioner
owes no duty to the Owner to review or examine any documentation submitted by the Owner for compliance with
the Specification or any applicable legislation. The failure of the Commissioner to enforce a provision of the
Specification shall not be interpreted as a waiver of that provision.
The Commissioner may specify requirements in addition to those in the Master Specification so that future
roadworks may be undertaken without the need for further relocation of the Service. Where the DPTI Master
Specification requires the release of a Hold Point, the Commissioner is responsible for either withholding or
releasing the Hold Point.
6.
UNDER ROAD BORING
Where a Service is to be installed longitudinally under a road pavement, the Commissioner encourages the use of
under-road boring in preference to the excavation and reinstatement of trenches.
Where a Service is to be installed transversely under a road pavement, the Service must be installed by under-road
boring in accordance with Part 206, unless the prior written approved of the Commissioner has been obtained.
The Owner may submit a request to vary the requirements of Part 206. Any such request shall be made in writing
and submitted as soon as possible and no later than the time of submitting the “Notification of Works Impacting
DPTI Roads” form.
In considering the submission, the Commissioner will take into account the following:
(a) age of the existing surfacing;
(b) condition of the existing surfacing;
(c) size of the Trench;
(d) future proposed roadworks by the Commissioner; and
(e) traffic volumes on the Road.
7.
FINAL SURFACING OF THE ROAD
Unless approved otherwise in writing by the Commissioner, the final surfacing shall comply with Part 208.
The Owner may submit a request to vary the requirements of Part 208. Any such request shall be made in writing
and submitted as soon as possible, and no later than the time of submitting the “Notification of Works Impacting
DPTI Roads” form.
In considering the submission, the Commissioner will take into account the following:
(a) age of the existing surfacing;
(b) condition of the existing surfacing;
(c) size of the Trench;
(d) future proposed roadworks by the Commissioner; and
(e) traffic volumes on the Road.
DPTI Specification for Works on Roads
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8.
Specification for Works on Roads
ATTACHMENT OF SERVICES TO DPTI STRUCTURES
Services may only be attached to structures only with the prior written approval of the Commissioner. Drawings,
including fixture details, shall be submitted to the Commissioner for approval at least 6 weeks prior to commencement
of the intended work. No Service shall damage or penetrate a drainage culvert.
9.
LOCATION OF UTILITY SERVICES AND THE COMMISSIONER’S INFRASTRUCTURE
The Owner shall arrange for the location of all existing utility services prior to commencement of the Works.
The Owner shall determine the location of any traffic signal detector loop, traffic signal conduit or lighting conduit at
least 5 Working Days before commencing the Works by contacting the TMC. Care shall be taken to prevent damage
to detector loops and conduits where excavation is undertaken in the vicinity of traffic signals. The Owner is
responsible for the cost of repair to any damage to the Principal’s infrastructure.
10.
PROTECTION OF THE ENVIRONMENT
The Owner shall at all times undertake the work in accordance with:
(a) the requirements of the Environmental Protection Act; and
(b) DPTI Operational Instruction 21.5 "Rail and Roadside Significant Sites", available under Vegetation
Documents from: http://www.dtei.sa.gov.au/standards/environment
11.
CONFORMITY TESTING
Unless advised otherwise by the Commissioner, the Owner is responsible for testing of the Works to verify compliance
with the requirements of this Specification. Copies of all test results shall be submitted to the Commissioner within
14 days of testing.
Testing shall be undertaken by a laboratory registered by the National Association of Testing Authorities (NATA). If
the Owner fails to undertake the required testing, the Commissioner may arrange for the required testing to be
undertaken and the cost of this testing shall become a debt due and payable from the Owner to the Commissioner.
Additional testing may be undertaken by the Commissioner. Where such testing shows that the reinstatement does
not comply with the specified requirements, the cost of the additional testing and any rectification works shall be
borne by the Owner.
12.
DEFECTS
12.1
General
Notwithstanding the Owner’s compliance with this Specification, the Owner warrants that it will repair any Defect
in the Works at its own expense that becomes apparent prior to the expiration of the Defects Liability Period. Except
for a defect that creates a hazard to road users (refer Clause 10.2), a Defect shall be rectified within 7 days of the
Owner becoming aware of the Defect. If requested by the Commissioner, the Owner shall undertake additional
conformity testing of the rectification Works.
During the Defects Liability Period, the Owner shall be responsible for maintaining the completed surface in a safe
and trafficable condition for all road users (including cyclists and pedestrians), unless an order covering the full cost
of maintenance is lodged with the Commissioner for the Commissioner to take over this maintenance responsibility.
The Defects Liability Period shall be in accordance with the following:
DEFECTS LIABILITY PERIOD
Where conformity testing is undertaken in accordance
with Clause Error! Reference source not found.
"Conformity Testing".
1 year after Practical Completion.
Where the Commissioner advises the Owner that
pursuant to Clause Error! Reference source not
found. “Conformity Testing”, conformity testing is not
2 years after Practical Completion.
DPTI Specification for Works on Roads
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Specification for Works on Roads
DEFECTS LIABILITY PERIOD
required and the Owner elects not to undertake
conformity testing.
Where conformity testing is required pursuant to
Clause Error! Reference source not found.
“Conformity Testing” and the Owner fails to undertake
conformity testing.
3 years after Practical Completion.
Where the Owner is required to undertake rectification
work due to a Defect occurring during the Defects
Liability Period.
As above, or 12 months from when the Defect is
fully rectified and the Commissioner is notified
accordingly, whichever is the later.
In the event that a Defect is not rectified within the timeframes specified in this Specification, the Commissioner
may arrange for the repairs to be undertaken and the cost of the repairs shall be a debt due and payable from the
Owner to the Commissioner.
If the Defect is a crack greater than 3mm, the crack shall be sealed in accordance with Part 237 “Pavement Crack
Sealing”.
12.2
Hazardous Defects
Where the Works creates a hazard to road users, the Owner shall immediately make the road safe for road users and
commence rectification of the defect. Rectification of the defect shall be completed as soon as practicable. For the
purpose of this Clause, a deformation is deemed to be a hazardous defect it exceeds the following under a 1.2 m
straight edge:

Within trafficked lanes:
50 mm

Within bike lanes:
20 mm.

the Owner does not rectify a hazardous defect as soon as practicable; and

the Commissioner then makes the Road safe,
If:
the cost of the rectification work carried out by the Commissioner to make the Road safe shall be a debt due and
payable from the Owner to the Commissioner.
13.
EMERGENCY REPAIRS
For the purpose of this clause, an emergency refers to an unforseen event which causes significant damage to the Road
(such as a burst water main) and requires immediate closure of traffic lane(s) for public safety. Following repair of the
Services, a temporary pavement may be placed by the Owner to enable the opening of the traffic lane(s) as soon as
practicable. The permanent repair of the Road shall comply with the requirements of this Specification. Any call out
costs reasonably incurred by the Commissioner as a result of the emergency shall be a debt due and payable from the
Owner to the Commissioner.
14.
CARE OF SITE
Stockpiles of materials shall be located within areas that are delineated by traffic control devices (bollards and
containment fence or equivalent) and placed such that they do not impede the line of sight for road users. Stockpiles
shall not be left on the carriageway when work is not in progress. Stockpiles left on road shoulders whilst work is not in
progress shall be located a minimum of 2.5 m from the edge of seal.
Rubbish and surplus material arising from execution of the Works shall be regularly removed from the site so that at
the completion of the Works the site is clean, tidy and free from surplus material. Surplus material shall not be spread
over roadside areas.
Drainage sumps, pipes, culverts and waterways shall be inspected for any silt and other material from the Works that
has entered past silt traps and other protection measures and shall be cleaned out accordingly.
DPTI Specification for Works on Roads
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15.
Specification for Works on Roads
HOURS OF WORK
Unless unavoidable due to emergency circumstances, or otherwise approved in writing by the Commissioner, work
which will disrupt traffic flow shall not be carried out during any of the following periods:
(c) 7.00 am to 9.00 am on peak flow traffic lanes;
(d) 4.00 pm to 6.00 pm on peak flow traffic lanes;
(e) during Clearway times on roads designated as Clearways or bike lanes.
16.
TRAFFIC MANAGEMENT
16.1
General
The Owner is responsible for traffic management at the worksite from the time of commencement of the Owner’s
activities at the worksite to the time of completion of the Owner’s activities.
This includes ensuring that the road is safe for users of the road, providing a safe work area for those involved in
work on the trafficked network and minimising any disruption to the smooth flow of traffic in accordance with the
requirements of this Specification. Unless specified otherwise by the Commissioner, provision for existing traffic
and pedestrian movements (including access to properties and local roads) affected by the Owner’s activities shall
be maintained at all times.
The Commissioner owes no duty to the Owner to review any traffic management plan submitted by the Owner for
errors, omissions or compliance with the requirements. The Commissioner may direct the suspension of Works in
the event that the Owner does not comply with the traffic management parts of this Specification.
16.2
Notification of Lane Closures
Unless advised otherwise by the Commissioner, the Owner shall notify the TMC on telephone 1800 018 313 a
minimum of 15 minutes prior to closing a portion of the Road and again within 15 minutes of the Road being reopened
to traffic. Should the work in progress cause unnecessary traffic build-up and delays, the Owner shall liaise with the
TMC to ensure satisfactory traffic flows are restored.
16.3
Standards and Codes
The Owner shall ensure that any traffic control devices and signs used at the Works are in accordance with:
(a)
Road Traffic Act 1961 (SA);
(b)
AS 1742.3 "Manual of Uniform Traffic Control Devices";
(c)
DPTI: "The Legal and Technical Responsibilities for Traffic Control Devices Part 2 - Code of Technical
Requirements for the Legal Use of Traffic Control Devices", specifically:
(d)

Notice from the Commissioner of Highways for the Temporary Use of Traffic Control Devices by
persons other than Road Authorities (Notice dated 8 April 2002),

Section 8 "Speed Control"; and
DPTI: Field Guide, (Traffic Control Devices for Workzone Traffic Management).
In the event of an inconsistency between any of the above documents, the higher standard shall apply.
To order a copy of the DPTI Field Guide, refer to http://www.transport.sa.gov.au/pdfs/forms/WZTM_Order_Form__Field_Guide_July_2011.pdf. Other DPTI publications are available from the following web site:
http://www.dtei.sa.gov.au/standards/tass
16.4
Accreditation for Signing at Roadworks
The Owner shall ensure that at least one person who is accredited in signing at roadworks is on site at all times while
work is being carried out. Accreditation for signing at roadworks can be obtained by successfully completing the
training course "Work Zone Traffic Management". A list of approved training providers is available from the
Traffic and Access Standards Section, DPTI, telephone (08) 8343 2283.
DPTI Specification for Works on Roads
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16.5
Specification for Works on Roads
Approval to Temporarily Use Traffic Control Devices
As an authorised delegate of the Minister for Transport the Commissioner of Highways pursuant to Section 17 (3) of
the South Australian Road Traffic Act has issued a Notice of Approval for the temporary use of traffic control
devices by persons other than Road Authorities” 8 April 2002. Attention is drawn to the fact that the grant of
approval is subject to the Owner complying with the following conditions:
(a) Specified traffic control devices
(b) Conformity with legislation
(c) Conformity with the AS 1742.3 and the DPTI "Code of Technical Requirements for the Legal Use of Traffic
Control Devices"
(d) Obeying reasonable directions of a police officer
(e) Training and accreditation
(f) Record keeping.
16.6
Traffic Control
Stop/slow banners or temporary traffic signals shall be used in accordance with AS 1742. 3 whenever two way
traffic is restricted to a single lane. Only complete lanes shall be closed and a minimum of one half of the roadway
shall remain open to traffic at all times, unless otherwise approved by the Commissioner.
16.7
Delineation
Wherever pavement marking has been removed, temporary delineation shall be provided at the site until reinstatement
of pavement marking has been completed. Self-adhesive Temporary Retroreflective Raised Pavement Markers
(RRPM) shall be used for temporary delineation on the finished surface course. The RRPM shall be white, 100 mm
wide and 50 mm high and shall comply with Appendix C of AS 1742.3. Temporary linemarking shall not be placed
on the finished surface course.
Permanent linemarking shall be installed within 10 working days of the completion of the reinstated pavement.
16.8
Use of Steel Plates
If steel plates are used to enable traffic to cross an excavation, the surface of the plate shall not create a skidding hazard
to motorists. This may require the use of checker plate steel or treatment with an anti-skid compound. The Owner
shall ensure that there is a smooth transition for traffic from the road surface onto the steel plate by the use of a
temporary ramp.
16.9
Records
The Owner shall maintain accurate records of all traffic management activities (including audits). The records shall
include the date, time of operation, extent, location and the nature of the speed restriction implemented.
16.10
Hauling of Cable Through Conduit
Where the Works includes the hauling of cables through conduits on Roads, the Owner shall submit a site specific
traffic management plan. When the hauling of cables through conduits is for distances exceeding 0.5 km, the traffic
management plan shall be for each work site.
17.
WORK ZONE TRAFFIC CONTROL DEVICES
17.1
Devices
The Owner shall supply all necessary Temporary Traffic Control Devices such as signs, barriers, bollards, cones and
other approved devices. All Temporary Traffic Control Devices shall be located and maintained such that they
provide the required level of traffic control.
The Owner shall make allowance to replace devices that become ineffective during the course of the Works,
including those damaged by vehicles or vandalism.
DPTI Specification for Works on Roads
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Edition: August 2011
17.2
Specification for Works on Roads
Regulatory Devices
At the completion of the Works, the Owner must reinstate any regulatory devices (such as regulatory signs or
pavement marking) that have been temporarily removed or covered.
18.
LOCAL ACCESS AND TRAFFIC RESTRICTIONS
The Owner shall maintain provision for safe and convenient pedestrian traffic and control pedestrian movement
through the work site in accordance with AS 1742.3 and the appropriate AS Field Guide.
The Owner shall provide and maintain access to property entrances adjoining the Works and provide for local traffic
throughout the Works. The Owner shall provide temporary ramps for local traffic and access to side streets where
necessary.
19.
AUDITS
The Commissioner may undertake audits of signing at roadworks at any time.
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DPTI Specification for Works on Roads
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Edition: August 2011
Specification for Works on Roads
APPENDIX 1
REQUIREMENTS FOR DRAWINGS SUBMITTED BY THE OWNER
(Refer Clause 4.3 “Major Works”)
1.
Drawings shall use a suitable base (the road authority may be able to provide appropriate base drawings) to a
scale that would generally not be smaller than 1:500.
2.
The drawings shall show a north point.
3.
The name of the road on which the works are proposed to be carried out, shall be clearly shown.
4.
The names of nearby intersecting roads shall be clearly indicated.
5.
The drawings shall clearly indicate which side of the road and the distance from the edge of the road and/or
road reserve boundary that the infrastructure is proposed to be installed.
6.
For infrastructure that is proposed to be placed underground, the depth of cover shall be indicated on the
drawings.
7.
If the proposed infrastructure is likely to be positioned within 1 metre of other utility infrastructure already
existing in the road reserve, this shall be clearly indicated on the drawings.
8.
If the proposed infrastructure is likely to affect any vegetation that has significant conservation value, any
building with a heritage listing etc., this shall be clearly indicated on the drawings.
9.
Where infrastructure is proposed to cross under a road pavement, the location of pits on each side of the road
shall be located as close as possible to the boundary and clearly indicated on the drawings, together with the
proposed depth of cover under the road pavement. If possible, pits shall be located on side roads.
10. If infrastructure is proposed to be attached to any structure owned by the road authority, this shall be clearly
indicated on the drawings. In such cases, digital photos marked up to show the proposed location of the
infrastructure (conduit, antenna etc.) on and adjacent to the road authority structure, shall accompany the
drawings. Refer to Clause 5 “Attachment of Services to DPTI Structures”.
11. Plans shall also be provided to indicate how traffic (vehicles and pedestrians) will be managed during the course
of the proposed works.
__________
DPTI Specification for Works on Roads
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Edition: August 2011
Specification: Part 206 Boring
PART 206
BORING
CONTENTS
1.
2.
3.
4.
5.
6.
General
Quality Requirements
Installation
Boring Under Roads
Reserved
Verification Requirements and Records
1.
GENERAL
This Part specifies the requirements for the installation of culverts, cables, conduits and pipes (“Services”) under
roads, railway tracks and structures by boring. For the purposes of this part, boring includes any trenchless method,
such as thrust boring and tunnelling.
Documents referenced in this Part are listed below:
AS 4799:
2.
Installation of Underground Utility Services and Pipelines within Railway Boundaries
QUALITY REQUIREMENTS
Boring shall be undertaken using industry best practice. Where:
(a)
the bore diameter exceeds 500 mm;
(b)
multiple conduits are installed in a single bore; or
(c)
the Service is to be installed under a railway,
the Contractor shall prepare and implement a Quality Plan that includes the following documentation at a
minimum:
(a)
full details of the methodology to be used; and
(b)
details of equipment to be used.
If not submitted beforehand, the documentation required by this Clause shall be submitted at least 7 days prior to
the commencement of site work.
Provision of the documentation listed in this Clause shall constitute a HOLD POINT.
3.
INSTALLATION
The installation of the Service must not disturb or damage any pavement, railway infrastructure or other structure in
any way.
Where multiple bores or tunnels are used, there shall be a minimum spacing of 10D (where D is the diameter of the
largest conduit or service) between individual bores or tunnels to ensure the combined surrounding cavities of multiple
bores or tunnels do not undermine any pavement, railway tracks and formation or structure. Boring by water jetting is
not permitted. Where the Service is installed by thrusting, the initial borehole must be not less than 90% of the
overall diameter of the Service.
Services installed under road pavement and shoulders by under-road boring shall have a minimum cover of 1.5 m
below the surface.
Services installed under railway tracks by under track boring shall have a minimum of 2 m cover from the top of
the existing rail and a minimum cover of 1.5 m below the surface elsewhere.
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4.
Specification: Part 206 Boring
BORING UNDER ROADS
This clause only applies where a Service is to be installed under a road pavement.
Where a Service is to be installed longitudinally under a road pavement, the use of under-road boring in preference to
the excavation and reinstatement of trenches is encouraged.
Where a Service is to be installed transversely under a road pavement, the use of under-road boring to install the
Service is mandatory, unless the prior written approved of the Principal has been obtained or the full road pavement is
to be reconstructed after the Service has been installed.
5.
Reserved
6.
VERIFICATION REQUIREMENTS AND RECORDS
Where the bore diameter exceeds 500 mm or multiple conduits are installed in a single bore, the Contractor shall
supply a completion report within 2 weeks of completion of the installation. The report must guarantee the
appropriateness of the method used (covering depth etc.) and the quality of work. The report must be prepared by a
Professional Engineer who has experience with trenchless technology.
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Edition: August 2011
Specification: Part 207 Trench Excavation and Backfill
PART 207
TRENCH EXCAVATION AND BACKFILL
CONTENTS
1.
2.
3.
4.
General
Removal of Existing Pavement
Excavation
Backfill
1.
GENERAL
This Part specifies the requirements for the excavation and backfill of trenches or similar excavations up to the level
of the underside of the pavement.
For the purposes of this part, “Trench” includes any excavation constructed for the installation, maintenance or
inspection of culverts, drainage structures, cables, conduits, pits and pipes (“Services”).
2.
REMOVAL OF EXISTING PAVEMENT
This clause only applies where excavation takes place in an existing pavement which is to be retained.
The pavement shall be saw cut or cold planed prior to excavation. Any additional breakage of the existing
pavement edge shall be cut out square to the edge of the excavation prior to reinstatement.
All saw cutting shall be dampened by water to reduce dust and any resultant slurry shall be collected and disposed of
in accordance with the requirements of the Environmental Protection Act. The slurry must not enter stormwater
drainage systems or dry out on the road surface.
Removal of existing pavements shall comply with the following:
(a)
Asphalt Surfaced Roads
The trench shall be cut or cold planed to the full depth of the existing asphalt surface. Where cement stabilised
pavement exists, the pavement shall be cut to the full depth, or a minimum cut depth of 200 mm, whichever is
the lesser. Note that saw cutting or cold planning in addition to that specified by this clause may be required to
meet the requirements of Clause 208.4.2 “Asphalt”.
(b)
Sprayed Bituminous Surfaced Roads
The trench shall be saw cut to the full depth of the existing sprayed bituminous surface. Longitudinal saw cuts
shall not be positioned within the wheel path.
3.
EXCAVATION
All excavation shall be of sufficient width to allow for safe and practical working, including the proper placing and
subsequent removal of any formwork and for compaction of backfill.
The depth of the Trench shall be sufficient to achieve the minimum cover of 1.0 m to the Service and any requirements
of the Service Authority. This minimum cover does not apply to culverts installed for stormwater, DPTI assets (eg
electrical or telecommunications conduit) and Services installed in unsealed roads.
4.
BACKFILL
4.1
General
Prior to, and during backfill operations, all loose rubbish and foreign material shall be removed from the Trench.
All voids excavated and not occupied by permanent work shall be backfilled.
Warning tape which has been specified or is a requirement of a Utility Service Authority shall be inserted at the depth
specified.
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4.2
Specification: Part 207 Trench Excavation and Backfill
Backfill Material
Excavated material shall not be reused for backfill of Trenches below areas of pavement. If the excavated material
cannot be reused on the worksite in an acceptable manner, it shall be removed from the site and disposed of in
accordance with the requirements of the Environment Protection Act.
(a)
Services Installed in Trenches
Backfill material shall be Sa-C Type C Sand in accordance with Part 215 or Controlled Low-Strength Material
(CLSM) in accordance with Part 209.
Below Pavement, the backfill material shall extend to the underside of the reinstated pavement.
In verges and roadsides (ie outside of the Pavement area), the backfill material shall extend to a level at least
300 mm above the top of the Service after compaction. Unless specified otherwise, excavated material may be
used above this level.
(b)
Services Installed Within Fill Locations
Backfill material shall be Sa-C Type C Sand and shall be placed to a level at least 300 mm above the top of the
Service after compaction.
4.3
Placement of CLSM Backfill
If CLSM is used, it shall be placed in accordance with Appendix K “Controlled Low Strength Materials—CLSM”
of AS 2566.2: Buried flexible pipelines - Part 2: Installation.
4.4
Placement of Sand Backfill
Sa-C Type C Sand backfill shall be compacted alternately on each side of the Service. Backfill shall not be placed
against any cast-in-place concrete within 48 hours of the placing of concrete. Flooding of sand with water is, by
itself, not an acceptable method of compaction.
Unless specified otherwise, the backfilling shall be uniformly compacted in horizontal layers not exceeding 200 mm
(loose) thickness to the values shown in Table 4.2. Compaction shall be the Dry Density Ratio determined using
AS 1289, test method 5.2.1 (modified compaction). Compaction testing shall comply with Tables 4.2 and 4.3
TABLE 4.2 MINIMUM BACKFILL COMPACTION
Compaction (% modified)
Below Sealed Pavement
Below Unsealed Pavement
and Shoulder
Outside of areas of
Pavement
Between 800 mm below
finished surface and the
underside of pavement
95
92
90
More than 800 mm
below finished surface
92
92
90
TABLE 4.3 MINIMUM COMPACTION TEST FREQUENCY
Small box culverts and stormwater
pipes 1 m or less in diameter:
1 test per 5 m3 or part thereof
Large box culverts and stormwater
pipes over 1 m in diameter:
1 test per 10 m3 or part thereof
All other Services:
1 test per 10 m3 or part thereof unless an approved compaction
methodology has been implemented
A minimum of 3 compaction tests shall be carried out.
____________
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Edition: August 2011
Specification: Part 208 Reinstatement of Existing Pavements
PART 208
REINSTATEMENT OF EXISTING PAVEMENTS
CONTENTS
1.
2.
3.
4.
5.
6.
7.
General
Construction of Pavement
Shoulders
Unbound and Cement Treated Pavements
Temporary Pavement Surface
Surfacing
Reinstatement of Other Infrastructure
Appendix 1 Minimum Surfacing Reinstatement Requirements
1.
GENERAL
This Part specifies the requirements for the reinstatement of an existing pavement above an excavation carried out
for purposes such as the installation, maintenance or inspection of culverts, drainage structures, pits, cables, conduits
and pipes.
2.
CONSTRUCTION OF PAVEMENT
Unless specified otherwise, reinstatement of an existing pavement shall be undertaken in accordance with the
applicable figure specified in the “Pavement Reinstatement Configurations", available from:
http://www.dtei.sa.gov.au/standards/contractsandtenders/works_on_roads_by_other_organisations. Notwithstanding
this requirement, a reinstated pavement shall not be of a lesser standard and thickness than the existing pavement.
The supply of pavement materials shall comply with Part 215.
3.
SHOULDERS
The reinstatement of unsealed shoulders shall match finished shoulder level and existing crossfall. Sealed shoulders
shall be resealed with materials matching the original surface. If traffic is diverted onto the road shoulder as part of
traffic management, the shoulder shall be returned to the condition that existed prior to the Works taking place.
4.
UNBOUND AND CEMENT TREATED PAVEMENTS
Unbound granular pavement layers shall be uniformly compacted in horizontal layers not exceeding 200 mm thickness
(loose). Specified compaction shall be determined using AS 1289, test method 5.2.1 (modified compaction) and tested
at the frequency specified in Table 2.
TABLE 4: COMPACTION TESTING FREQUENCY - UNBOUND PAVEMENT
0 - 25 m2
one test per layer
2
minimum 2 tests per layer
2
2 tests per layer and an additional test per layer for every
100 m2 or part thereof over 100 m2
25 - 100 m
over 100 m
Cement treated pavements shall comply with Part 222.
5.
TEMPORARY PAVEMENT SURFACE
The open surface of any pavement layer shall be maintained to prevent deterioration and the ingress of water prior to
the application of the final surfacing. In the event that the reinstatement and / or surrounding pavement layers become
affected by the ingress of water prior to the application of final surfacing, all affected material shall be removed and
replaced with conforming material.
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Edition: August 2011
Specification: Part 208 Reinstatement of Existing Pavements
If the final surfacing is not placed before the reinstatement is opened to traffic, a temporary asphalt or bituminous
surface, similar to that previously existing, shall be provided and maintained in a safe and trafficable condition for all
road users, including cyclists and pedestrians. Where asphalt is used as the temporary surface, the minimum depth of
asphalt shall be 50 mm.
6.
SURFACING
6.1
General
The supply and placing of the surfacing shall be undertaken in accordance with the requirements of the applicable
figure in the Pavement Reinstatement Configurations document.
Unless approved otherwise in writing, the final surfacing shall extend:
For a transverse Trench:
Not less than that shown in Appendix 208.1
For a longitudinal Trench:
Full lane width.
The joint between the existing and reinstated final surfacing shall not be positioned within the wheel path.
6.2
Asphalt
The final wearing course of the reinstatement of asphalt surfaced pavements shall be extended beyond the sides of
the Trench by cold planning and reinstating to a minimum depth of 50 mm.
Unless approved otherwise in writing, the wearing course shall be laid with a paver. Within the DPTI Metropolitan
Region, the wearing course shall contain polymer modified binder.
Asphalt layers, including the final surfacing, shall comply with the quality requirements, level tolerances and surface
irregularity acceptance criteria of Part 227 “Supply of Asphalt” and Part 228 “Construction of Asphalt Pavements”,
except that the frequency of sampling and testing shall be in accordance with Table 6.2.
TABLE 6.2: SAMPLING AND TESTING FREQUENCY - ASPHALT
0 - 30 tonnes
2 samples & tests
31 - 150 tonnes
4 samples & tests
151 - 300 tonnes
6 samples & tests
> 300 tonnes
6 samples & tests plus 1 sample & tests for each additional
200 tonnes or part thereof
The asphalt mix must be registered with DPTI in accordance with Part 227 and be identified as such on cartnotes.
Attention is drawn to Clause 6.4 “Tack Coating” of Part 228 which requires tack coating to be applied to vertical
edges between old and new asphalt pavements. On completion of reinstatement, any residual saw cuts shall be
sealed to prevent water ingress into the pavement in accordance with Clause 6.3 “Joint Sealing”.
6.3
Joint Sealing
6.3.1
Materials
The sealing compound shall be Class 170 bitumen to AS 2008 "Residual Bitumen for Pavements", modified with an
appropriate polymer. It shall be designed to penetrate the joint or saw cut, adhere to the surface and resist crack
propagation. The compound shall remain stable on the pavement surface during periods of extreme temperature and
shall be approved in accordance with Part 237 “Pavement Crack Sealing” prior to use. Grit shall be Sealing Aggregate
SA5-2.
6.3.2
Sealing Treatment
Prior to placement of sealant, joints or saw cuts shall be thoroughly cleaned of foreign material, without damage to the
adjoining sound pavement, to provide a clean, dry environment. If the pavement is damp, warm/hot compressed air
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Specification: Part 208 Reinstatement of Existing Pavements
may be used to dry of the surface of the joints or saw cut. Sealing shall not be undertaken unless the surfaces that the
sealant will be applied to are dry.
Joints and saw cuts shall be cleaned to a minimum depth 15 mm. In excessively deep cuts, the void may be plugged
with grit to within 15 mm of the pavement surface. All voids shall be filled with sealant material to a level of not less
than 15 mm below the pavement surface.
The level of sealant after gritting shall be flush with the adjoining road pavement. The width of the visible bond on
the pavement surface shall be as narrow as practical. The sealant shall not run out over the pavement surface
beyond the extent of the joint or saw cut.
6.3.3
Gritting
Grit shall be placed on the surface of all sealant while it is sufficiently hot for the grit to adhere to the sealant. Grit shall
be placed at the minimum application necessary to provide adequate skid resistance and prevent pick-up of the sealant
by traffic.
6.4
Sprayed Bituminous Surfacing
The reinstatement of sprayed bituminous surfacing shall be undertaken in accordance with the requirements of
Part 226. Sprayed bituminous surfacing shall comprise of a primerseal and sprayed bituminous surfacing, with the
surfacing placed not less than 48 hours after the primerseal has been placed.
The surfacing shall match the size and texture of the existing adjacent road and be finished off evenly and flush with
the adjoining pavement surface. The resultant surfacing shall be within the tolerance of 15 mm as measured by a 3 m
straight edge in any direction.
7.
REINSTATEMENT OF OTHER INFRASTRUCTURE
All pavement marking, road furniture, drainage systems, secondary paving and similar infrastructure which has been
removed or damaged during the excavation and reinstatement work shall be replaced to the standard matching the
existing and in accordance with the relevant parts of the DPTI Master Specification as listed in Table 7.
TABLE 7
INFRASTRUCTURE TYPE
REQUIREMENT
Pavement marking (includes raised
pavement markers or pavement
bars)
In accordance with Part 246 "Application of Pavement
Marking". The marking shall be completed within 5 working
days of the completion of the final surfacing. Plant must be
certified with DPTI in accordance with Part 246.
Road Furniture (includes road
signs, guide posts, safety barrier)
In accordance with Part 242 “Supply and Installation of Steel
Beam Road Safety Barrier Systems”, Part 248 “Supply of
Signs and Supports” and Part 249 “Installation of Signs”.
Suppliers of signs must be prequalified with DPTI.
Concrete kerb and gutter or median
type kerb
In accordance with AS 1379, "The Specification and
Manufacture of Concrete", and shall be Grade N20 concrete.
Kerb reinstatement shall be completed within 3 days of
reinstatement of the road pavement.
Vegetation
Any vegetation shall be replaced with vegetation that is of the
same type and in the same positions as that removed or
damaged in accordance with Division 5 “Landscaping” of the
DPTI Master Specification
Medians and traffic islands
Where the existing median consists of compacted material the
reinstated compaction shall be no less than 92% of the dry
density determined using AS 1289, test method 5.2.1 (modified
compaction).
DPTI XXCxxx
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Specification: Part 208 Reinstatement of Existing Pavements
TABLE 7
INFRASTRUCTURE TYPE
REQUIREMENT
Footpaths and brick paved areas
Match existing pavement (ie base and any sub-base)
configuration and surfacing type.
Road drainage systems
Report damage.
DPTI XXCxxx
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Specification: Part 208 Reinstatement of Existing Pavements
APPENDIX 1
MINIMUM SURFACING REINSTATEMENT REQUIREMENTS
Trenching at 90 degrees to the road
TRENCH
Minimum 1m
2.5m
2.5m
Edge of Seal
Trenching diagonally across the road
TRENCH
2.5m
2.5m
2.5m
2.5m
Trenching along the road
TRENCH
Lane Width
____________
DPTI XXCxxx
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Appendix B
Department of Planning, Transport and
Infrastructure Pavement Reinstatement
Ref No. 20070230SA2
Naracoorte Town Centre Drainage Technical Specification
Edition: December 2011
Part A
PAVEMENT REINSTATEMENT CONFIGURATION DIAGRAMS
FIGURE 1
LOW TRAFFICKED ROADS WITH SPRAYED BITUMINOUS SURFACE
Roads with AADT (two way) ≤ 10,000 vpd
Spray seal to match existing
placed on primerseal.
Refer to Figure 7 for surfacing
reinstatement width
10 (approx.)
P
A
V
E
M
E
N
T
B
A
S
E
PM1/20 to
98% modified compaction
S
U
B
B
A
S
E
Either PM1/20 or PM2/20
placed in two equal layers
to 98% modified
compaction
B
A
C
K
F
I
L
L
150
150
150
Sand to Sa-C placed in
maximum 200 mm
(loose) layers to 95%
modified compaction
Min 800 from
finished surface
Sand to Sa-C placed in
maximum 200 mm
(loose) layers to 92%
modified compaction
Min 1000 from
finished surface
Conduit or Service
DPTI Pavement Reinstatement Configuration
Edition: December 2011
Part A
PAVEMENT REINSTATEMENT CONFIGURATION DIAGRAMS
FIGURE 4
HEAVY TRAFFICKED ROADS WITH ASPHALT SURFACE
Roads with AADT (two way) > 2,000 vpd but < 20,000 vpd
AC10 Wearing Course (Medium Duty
Mix) on tack coat (eg CRS60) applied
at 0.2 to 0.3 l/m².
Refer to Figure 7 for surfacing
reinstatement width
Seal around joints using
polymer modified crack
sealant
50
75
P
A
V
E
M
E
N
T
B
A
S
E
AC14 in three equal layers
on
Emulsion
prime
(eg CRS60)
applied
at
1.2 l/m²
S
U
B Either PM1/20 or PM2/20
B placed in two equal layers to
A 98% modified compaction
S
E
B
A
C
K
F
I
L
L
75
275
75
125
125
Sand to Sa-C placed in
maximum 200 mm (loose)
layers to 95% modified
compaction
Min 800 from
finished surface
Sand to Sa-C placed in
maximum 200 mm (loose)
layers to 92% modified
compaction
Min 1000 from
finished surface
Conduit or Service
DPTI Pavement Reinstatement Configuration