Construction Specification

C50

Sewerage

Supplement to the WSAA Sewerage Code of Australia

(WSA 02-2002 Version 2.3)

Revision 3 September 2012

Document Control

Rev Date Clause Details Author Verifier Approver

1 15/03/2006 - Original Version

2 02/02/2008 All Generally revised version with major amendments

3 All Full revision

Table of Contents

Preface ....................................................................................................................................... 6

Part 0: Glossary of Terms, Abbreviations and References ....................... 7

III REFERENCED DOCUMENTS ...................................................................................................... 7

Part 3: Construction ......................................................................... 8

11 GENERAL ............................................................................................................................... 8

11.1 Scope .................................................................................................................................. 8

11.2 Interpretation ......................................................................................................................... 8

12 QUALITY............................................................................................................................... 10

12.1 Quality Assurance ................................................................................................................ 10

12.1.1 General ....................................................................................................................... 10

12.1.4 Inspection and test plans ................................................................................................. 10

12.1.6 Quality audits ................................................................................................................ 10

12.2 Personnel Qualifications ........................................................................................................ 10

13 GENERAL CONSTRUCTION .................................................................................................... 12

13.1 General.............................................................................................................................. 12

13.5 Protection of People, Property and Environment ......................................................................... 12

13.5.1 Safety of People ............................................................................................................ 12

13.5.2 Protection of Other Services ............................................................................................. 12

13.5.3 Disused / Redundant sewers ............................................................................................ 12

13.5.5 Private and public properties ............................................................................................ 13

13.6 Affected Party Notifications .................................................................................................... 13

14 PRODUCTS AND MATERIALS ................................................................................................. 14

14.1 Authorised Products and Materials ........................................................................................... 14

14.2 Rejected Products and Materials ............................................................................................. 15

14.3 Transportation, Handling and Storage of Products and Materials .................................................... 15

14.3.1 General ....................................................................................................................... 15

14.5 Concrete Works ................................................................................................................... 16

15 EXCAVATION ........................................................................................................................ 18

15.1 Safety ................................................................................................................................ 18

15.2 Limits of Excavation .............................................................................................................. 18

15.6 Support of Excavations.......................................................................................................... 18

15.8 Foundations and Foundation Stabilization ................................................................................. 19

15.9 Surplus Excavated Material .................................................................................................... 19

16 BEDDING FOR PIPES AND MAINTENANCE STRUCTURES .......................................................... 20

16.1 Trench Floor Preparation ....................................................................................................... 20

16.2 Bedding Materials ................................................................................................................ 20

16.3 Placement of Bedding ........................................................................................................... 20

17 PIPE LAYING AND JOINTING ................................................................................................... 21

17.1 Installation of Pipes .............................................................................................................. 21

17.1.1 General ....................................................................................................................... 21

17.1.2 Cleaning, Inspection and Joint Preparation .......................................................................... 21

17.1.4 Laying ......................................................................................................................... 21

17.2 Horizontal and Vertical Deflection of Sewers .............................................................................. 22

17.3 Horizontal and vertical separation of crossing pipelines ................................................................ 22

Refer to Council Policy 063 ‘Clearances to Water & Sewerage Assets’. .................................................. 22

17.4 Flotation Control .................................................................................................................. 22

17.5 Trench Stops ...................................................................................................................... 22

17.6 Bulkheads .......................................................................................................................... 22

17.7 Property Connection Sewers .................................................................................................. 23

17.9 Marking of Property Connection Sewers and Dead Ends .............................................................. 23

17.10 Corrosion Protection of Cast Iron ........................................................................................... 23

17.11 Marking Tapes ................................................................................................................... 23

17.11.2 Detectable Marking Tape ............................................................................................... 23

17.12 Bored Pipes under Roads, Driveways and Elsewhere ................................................................. 23

18 MAINTENANCE HOLES (MHs) ................................................................................................. 25

18.1 General.............................................................................................................................. 25

18.4 Precast Concrete MH Systems ............................................................................................... 25

18.9 Covers ............................................................................................................................... 25

19 MAINTENANCE SHAFTS (MS AMD TMS) AND INSPECTION OPENINGS (IO) .................................. 26

19.1 General.............................................................................................................................. 26

20 PIPE EMBEDMENT AND SUPPORT .......................................................................................... 27

20.2 Embedment Materials ........................................................................................................... 27

20.3 Compaction of Embedment .................................................................................................... 27

20.3.1 Methods ...................................................................................................................... 27

20.6 Concrete Embedment and Encasement .................................................................................... 27

21 FILL ..................................................................................................................................... 28

21.1 Trench Fill .......................................................................................................................... 28

21.1.1 General ....................................................................................................................... 28

21.1.2 Material Requirements .................................................................................................... 28

21.1.3 Compaction of Trench Fill ................................................................................................ 28

22 ACCEPTANCE TESTING ......................................................................................................... 29

22.1 General.............................................................................................................................. 29

22.2 Visual Inspection – Above-ground ............................................................................................ 29

22.3 Compaction Testing .............................................................................................................. 29

22.3.4 Trench fill compaction testing ........................................................................................... 29

22.3.4.4 Frequency and Location of Tests .................................................................................... 29

22.4 Air Pressure and Vacuum Testing of Sewers .............................................................................. 30

22.4.1 General ....................................................................................................................... 30

22.4.2 Air testing methods for sewers .......................................................................................... 31

22.4.4 Testing of concrete MHs .................................................................................................. 31

22.5 Infiltration Testing ................................................................................................................. 32

22.6 Deflection (Ovality) Testing of Flexible Sewers ........................................................................... 32

22.6.1 General ....................................................................................................................... 32

22.6.2 Ovality Proving Tools ...................................................................................................... 33

22.6.3 Flexible sewers ≤ DN 300 ................................................................................................ 33

22.7 CCTV Inspection .................................................................................................................. 33

22.8 Inspection and Testing of Plastic Lined Concrete Sewers and MHs ................................................. 34

22.8.1 Visual inspection ............................................................................................................ 34

22.8.2 Spark testing................................................................................................................. 35

22.8.3 Locking key pull-out tests ................................................................................................ 35

22.10 Detectable Marking Tape ..................................................................................................... 35

23 TOLERANCES ON AS-CONSTRUCTED WORK ........................................................................... 36

23.1 Horizontal Tolerances ........................................................................................................... 36

23.1.1 Sewers and On-line Structures (e.g. MHs, MSs, TMSs, vents) ................................................. 36

23.2 Vertical Tolerances ............................................................................................................... 36

23.2.1 Sewers and Structures .................................................................................................... 36

24 CONNECTION TO EXISTING SEWERS ...................................................................................... 37

25 RESTORATION ...................................................................................................................... 38

25.1 General.............................................................................................................................. 38

25.2 Pavements ......................................................................................................................... 38

25.6 Provision for Settlement......................................................................................................... 38

25.7 Maintenance of Restored Surfaces .......................................................................................... 38

26 WORK AS CONSTRUCTED DETAILS ........................................................................................ 39

Appendix A ............................................................................................................................ 40

Preface The construction of sewerage infrastructure must comply with the Water Services Association of Australia publication ‘WSA 02-2002 Version 2.3 - Sewerage Code of Australia’ (the ‘Code’) except where the Code is amended by this document. The following amendments, additions, deletions and alterations apply to and form part of the Code. Section and Clause numbers refer to those in the Code. The standard drawings contained in the Code do not apply. Refer to the Mackay Regional Council standard drawings. Ultimately, this document will include amendments, additions, deletions and alterations to Part 1 'Planning and Design' of the Code so as to form a complete supplement to the Code. At this time the amendments, additions, deletions and alterations to Part 1 'Planning and Design' of the Code are included in the Mackay Regional Council document 'Development Design Guideline - Sewerage System Design - Planning Scheme Policy No. 15.14.

Part 0: Glossary of Terms, Abbreviations and References III REFERENCED DOCUMENTS Add the following; The latest edition of all referenced documents, including all amendments and supplements, are to be used. The following documents are referred to in this Code;

a) Council Planning Scheme Policies

No. 15.14 - ‘Development Design Guideline - Sewerage System Design’ No. 16.03 - ‘Water Supply & Sewerage Infrastructure Contributions Policy’

b) Mackay Water Polices MW02 - ‘Building Over and Adjacent to Sewers’ 063 - ‘Clearances to Water & Sewerage Assets’ c) Council Engineering Design Guidelines D20 – ‘Drawings and Documentation Guidelines’ d) Council Standard Drawings

e) WSAA Codes of Practice,

WSA 02-2002 – Sewerage Code of Australia f) Water Services Specification, WS-SPEC:2000 g) Australian Standards

g) Other Documents

‘Guide to Codes and Practices for Streets Opening’ (NSW Streets Opening Conference, 2009). ‘Planning Guidelines for Water Supply and Sewerage’ (Department of Environment and Resource management, April 2010)

Part 3: Construction 11 GENERAL 11.1 Scope (Add the following) Any inconsistency or ambiguity between the various documents comprising this Specification shall be resolved by the adoption of those documents in the following order of precedence;

1. Statutory Legislation 2. This Specification 3. Mackay Regional Council Standard Drawings 4. Mackay Regional Council Standard Specifications 5. Mackay Regional Council Standard Policies 6. Sewerage Code of Australia (WSA 02-2002 Version 2.3) 7. Water Services Specification, WS-SPEC:2000 8. Australian Standards

The work must comply with relevant Statutory Legislation, Codes of Practice, Australian Standards and Council’s local laws, policies, guidelines and specifications. This Specification applies in the construction of the various elements of a sewerage infrastructure system which include, but are not limited to;

(a) trunk, reticulation and property connection gravitational sewers (b) maintenance structures (c) property connection branches (d) standard appurtenances

11.2 Interpretation (Add the following) Asset Creation means any or all aspects of the planning, design, construction, supervision of construction, testing and commissioning and eventual handover of sewerage infrastructure to Mackay Regional Council. Contractor means a person, corporation, company, business or other legal entity bound under law to execute work under a contract or agreement. Contractor also means ‘Constructor’. Council means Mackay Regional Council and the Mackay Water & Waste business unit of Mackay Regional Council. Designer means a Professional Engineer who is qualified in Queensland (currently met by a person being registered as a Registered Professional Engineer Queensland (RPEQ) and is competent to perform the engineering works required for the Asset Creation process on behalf of a Developer. Developer means the person who has submitted a planning application for the provision of infrastructure under the Asset Creation process or for the utilisation of existing sewerage infrastructure. HOLD POINT means a point beyond which work may not proceed (the Hold Point released) without authorisation, and sign-off, by the Superintendent’s representative and/or Mackay Regional Council’s

representative. Release of a hold point may also be subject to an inspection of works by the Superintendent’s representative and/or Mackay Regional Council’s representative. IDAS means the Integrated Development Application System under the Sustainable Planning Act (SPA) Maintenance Structure means manhole, maintenance hole, pressure main discharge chamber, receiving access chamber or non-entry maintenance chamber MRC means the Mackay Regional Council MONITOR means intermittent surveillance of any stage of the work in progress by the Superintendent and/or the Superintendent’s Representative and/or the principal’s representative and/or Mackay Regional Council’s representative. SELF INSPECT means the progressive verification of the quality, and/or adherence to construction specifications, by the constructor/service provider and Principal Constructor (Contractor) performing the work. Confirmation of completion of Self Inspect requirements shall be by constructor checklist sign-off. Surveyor means a person, registered as a Surveyor (minimum Class – ‘individual’) with the Surveyors Board of Queensland under the Surveyors Act of Queensland, who is competent to perform the surveying work required of the works described in this document and the documents referenced herein. Sewer Reticulation means sewer pipe work less than DN375 to which property connections are permissible. SCA means Switch-gear and Control-gear Assembly and includes main switchboard, main distribution board, distribution board, control board, electrical kiosk, electrical panel, control panel or similar enclosure. SPA means the Queensland Sustainable Planning Act 2009. The Code means the Sewerage Code of Australia (WSA 02-2002-2.3) published by the Water Supply Association of Australia (WSAA). Trunk Mains means pipe work equal to or greater than DN375 in diameter and to which property connections are not permissible or generally not present. WITNESS POINT means a point beyond which work may not proceed without the Contractor notifying the Superintendent’s representative and/or Mackay Regional Council’s representative in order to provide the Superintendent’s representative and/or Mackay Regional Council’s representative with the opportunity to witness, and sign-off, an inspection or test or aspect of the work. The Superintendent’s representative and/or Mackay Regional Council’s representative, at their discretion, may authorise the inspection or test or aspect of the work to proceed without the Superintendent’s representative and/or Mackay Regional Council’s representative witnessing, and signing off, the inspection or test or aspect of the work. WS-SPEC means the Water Services Specification (2000) published by NSW Department of Public Works and Services.

12 QUALITY 12.1 Quality Assurance 12.1.1 General (Add the following) Prior to works commencing the Contractor must submit to the Superintendent evidence of its certification to the CCF Code (or equivalent). The Superintendent shall submit all certification evidence to Council prior to works commencing. Submission of certification evidence to the Superintendent constitutes a HOLD POINT. Release of the hold point via signoff by the Superintendent, subject to the Superintendent’s review and confirmation of the certification, is required prior to works commencing. 12.1.4 Inspection and test plans (Add the following) Council has prepared an Inspection and Test Plan (ITP) based on the WSAA Sewerage Code of Australia and the amendments to the Code detailed in this document. The Contractor’s ITP must include, at least, all the details contained within the Council prepared ITP. 12.1.6 Quality audits (Add the following) Witness Points and Hold Points are specified within this document and referred documents for works described within this document and referred documents. It is the Constructors/Contractors responsibility to advise the Superintendent and/or Council of the anticipated or planned occurrence of any construction process/aspect or Inspection activity/aspect for which there is an associated Witness Point or Hold Point. 12.2 Personnel Qualifications (Add the following) All concrete and excavation work, including tunnelling, must be performed and supervised by appropriately-qualified and/or appropriately-accredited personnel. In particular Leading Hands, Supervisors and CCTV Operators must hold Statements of Attainment for Units of Competence (from either the Water Industry National Training Package NWP07, the Civil Construction Training Package RII09 or a training organisation’s training course/package acceptable to Council) pertaining to the particular tasks or work that they are engaged in. Prior to the commencement of any work Leading Hand, Supervisor and CCTV Operator qualifications must be submitted to the Superintendent. The Superintendent shall then submit all qualification/accreditation documentation to Council for Council review. Submission of all qualification/accreditation documentation to the Superintendent constitutes a HOLD POINT. The Superintendents review and acceptance of the nominated personnel to perform their nominated duties constitutes release of the Hold Point. Works must not commence until the Hold Point is released.

Submission of all qualification/accreditation documentation to Council constitutes a WITNESS POINT. Council shall advise the Superintendent at the time of submission whether the Witness Point is to be exercised. If exercised, Council’s review and acceptance of the nominated personnel to perform their nominated duties constitutes release of the Witness Point. Works must not commence until the Witness Point is released.

13 GENERAL CONSTRUCTION 13.1 General (Add the following) The Contractor must provide all necessary plant, equipment, labour, and materials required to satisfy the intent and/or requirements of this specification. The Contractor must comply with the requirements of all relevant Authorities including, but not limited to, having regard for stormwater management, dewatering effects/impacts, silt control, noise abatement, proximity to existing buildings and the amenity of adjacent property owners. Excavations for structures and pipelines must be performed to the lines, grades and forms shown on the Drawings, or as directed by the Superintendent, and within the specified tolerances. 13.5 Protection of People, Property and Environment 13.5.1 Safety of People (Add the following) The Contractor must comply with relevant Statutory and OH&S requirements when cutting and disposing of asbestos-cement pipes and materials. 13.5.2 Protection of Other Services (Add the following) Prior to works commencing the Contractor must locate all existing utilities and services and protect them from damage and interference. Where it is necessary to relocate or alter any existing utility or service the Contractor must make all necessary arrangements with, and comply with the requirements of, the relevant authorities. Further to notification requirements, the Contractor must immediately repair damage to any existing utility or service to the satisfaction of the utility or service owner, the Council and the Superintendent. The Contractor is responsible for all costs associated with rectification of the utility or service regardless of the accuracy of any prior location information provided by the Superintendent, Council, the utility service owner or its agent. All costs associated with the location, protection, and repair of all services must be borne by the Contractor. 13.5.3 Disused / Redundant sewers (Add the following) Unless noted otherwise, existing sewers that are no longer required it must be;

a) removed if < 1.5m deep, or b) filled with flowable cementitious grout if ≥ 1.5m deep, or c) filled with flowable cementitious grout if located under a structure (including roadways), or

d) filled with flowable cementitious grout if a structure is located within the sewer's zones of influence

Existing maintenance structures that are no longer required must be removed. Depth shall be measured from top of sewer to finished surface level or from top of sewer to top of finished pavement subgrade level; whichever is the lesser. 13.5.5 Private and public properties (Add the following) Excavated materials must not be stockpiled against any fence or the walls of any building. 13.6 Affected Party Notifications (Add the following) For all notifications the period of notice must be 5 (five) working days.

14 PRODUCTS AND MATERIALS 14.1 Authorised Products and Materials (Add the following) All products and materials (including pipeline materials) used in the construction of sewerage infrastructure must comply with the relevant sections of WS-SPEC and the project specific requirements of Council. Requirements for non-pressure reticulation pipe work and pipe fittings are as follows:

(a) Polyvinyl Chloride (PVC) Pipe and Fittings

PVC gravity pipes and fittings must be;

i) PVC-U ii) Series 2 (compatible with ductile iron (DI) pipe) iii) rubber ring (elastomeric seal) jointed iv) of minimum stiffness class/rating SN8 (DN150 and larger) or SN10 (DN100) v) compliant with WS-SPEC Section SP4 ‘PVC pipes and fittings’.

Further to the requirements of AS2032 ‘Installation of PVC pipe systems’, all PVC pipes and PVC fittings installed to operate in direct sunlight must be painted (primer coat and double top coat) with a light coloured water-based acrylic paint.

(b) Ductile Iron (DI) Pipe and Fittings

Ductile Iron pipes and fittings must be

i) rubber ring (elastomeric seal) jointed ii) PE sleeved (Colour – Cream) iii) cement mortar (type SR cement) lined or epoxy lined iv) Class PN35 v) compliant with WS-SPEC Section SP2 ‘Ductile iron pipes and fittings’.

Pipes and fittings cast into concrete must be treated, cleaned and prepared (including power-tool cleaned) in accordance with AS 1627.2 ‘Metal finishing – Preparation and pretreatment of surfaces Part 2: Power tool cleaning’.

(c) Vitrified Clay (VC) Pipes and Fittings

VC pipes and fittings must be

i) spigot and socket type using roll on rubber ring (elastomeric) joints ii) compliant with WS-SPEC Section SP7 ‘Vitrified clay pipes and fittings’.

Natural rubber must not be used in rubber ring joints.

(d) Polyethylene (PE) Pipe and Fittings

PE Pipes and Fittings must be

i) electro-fusion or butt-fusion joined ii) of a minimum Standard Dimension Ratio (SDR) of 17

iii) compliant with AS5065:2005 ‘Polyethylene and polypropylene pipes and fittings for drainage and sewerage applications’.

iv) compliant with WS-SPEC Section SP6 ‘Polyethylene pipes and fittings’. v) of either PE80B (MDPE) or PE100 (HDPE) polymer material.

(e) Polypropylene (PP) Pipe and Fittings

PP pipes and fittings must be;

i) joined with rubber ring (elastomeric) jointed couplings ii) of a minimum pipe stiffness rating of SN10 iii) compliant with AS5065:2005 ‘Polyethylene and polypropylene pipes and fittings for

drainage and sewerage applications’.

All exposed PP pipe work must be painted (primer coat and double top coat) with a light coloured water-based acrylic paint.

(f) Glass Reinforced Plastic (GRP) Pipe and Fittings

GRP pipes and fittings must only be used with Council approval on a project-specific basis. If approved, GRP pipes and fittings must be

i) joined with rubber ring (elastomeric) jointed couplings ii) of a minimum pipe stiffness rating of SN10 iii) compliant with WS-SPEC Section SP5 ‘GRP pipes and fittings’.

All exposed GRP pipe work must be painted (primer coat and double top coat) with a light coloured water-based acrylic paint.

14.2 Rejected Products and Materials (Add the following) Pipes, fittings or materials, including coatings and linings, that are damaged or defective beyond the manufacturer’s described damage/defect limits, or those limits defined in the relevant Australian Standard, must not be used. Damage or defect includes, but is not limited to, delamination, scratching, distortion, chipping, thinning, deflection and cracking. 14.3 Transportation, Handling and Storage of Products and Materials 14.3.1 General (Add the following) Notwithstanding manufacturer’s guidance advice, PVC, non-black PE and GRP pipes and fittings must be fully protected from sunlight at all times during handling and storage using a breathable shrouding material such as hessian. Black plastic must not be used to protect or shade pipes and fittings under any circumstances.

14.5 Concrete Works (Add the following) All concrete work must be compliant with;

a) WS SPEC Section SP43 ‘Cementitious materials for concrete’, b) WS SPEC Section SP44 ‘Concrete supply standard class’, c) WS SPEC Section SP45 ‘Concrete supply special class’, and d) WS SPEC Section TR10 ‘Concrete placement’.

Classes of concrete used for the construction of the works must be as detailed in Table 14.5.

Application Grade Minimum Cement Content (kg/m3)

Maximum W/C ratio

Maximum Flyash

Content (%)

Blinding concrete, mass concrete

N15 - - -

Surface footpaths & driveways

N25 - - -

Unreinforced thrust blocks, anchor blocks, bulkheads & concrete encasement - all environments

N25 - - -

Reinforced thrust blocks, anchor blocks, bulkheads & concrete encasement - all environments

N32 - - -

Maintenance holes & benching – all environments

S40 (SR Cement) 380 0.50 20

Valve chambers & flow-meter pits – non-aggressive* environments

N32 - - -

Valve chambers & flow-meter pits - aggressive* soil and groundwater environments

S40 (SR Cement) 380 0.50 -

Underground pumping station wells - all environments.

S40 (SR Cement) 380 0.45 -

Table 14.5 – Concrete Properties

Aggressive* environments include environments where there is exposure to:

a) Seawater, anaerobic waters, swamp water tidal flats, sewage, effluent and the like, including exposure to intermittent saturation

b) Exposure Classification 3 (moderate), and greater (as defined in Appendix B of WS-SPEC Section SP-43 and considering levels of chlorides, sulphides, sulphates and pH).

Cementitious materials for concrete must be compliant with WS-SPEC Section SP43 Appendix B ‘Applications and environments’.

Cover to reinforcement for water retaining structures must comply with the requirements of AS3735 ‘Concrete structures retaining fluids’. Cover to reinforcement for structures other than water retaining structures must comply with the requirements of the relevant Exposure Classifications within AS3600 ‘Concrete structures’ but must not be less than that required for C1 in aggressive environments and B1 elsewhere. Concrete surfaces exposed to aggressive environments must be provided with a protective coating compliant with WS-SPEC Section TR-20 ‘Protective Coatings’. The protective coating applied must be in addition to the concrete cover requirements. All concrete work must be supervised by a person (the Supervisor) experienced in all aspects of concrete construction. Refer to Clause 12.2 for details of requirements. The Superintendent will inspect all formwork, reinforcement and the pour location for each concrete construction (including thrust blocks, property connection branches, MH bases etc.) prior to placement of any concrete. The Contractor must be in attendance when the Superintendent inspects the work prior to concrete placement. All formwork, reinforcement, reinforcement supports, block-outs, excavations and preparations, and the like, must be in place, and the Superintendent notified, at least one full working day before concrete is scheduled to be placed in any section of the work. Inspection of the works by the Superintendent prior to concrete placement constitutes a HOLD POINT. Release of the hold point by signoff by the Superintendent following inspection is required prior to concrete placement at each concrete construction. Inspection of the works by Council prior to concrete placement constitutes a WITNESS POINT. Council shall advise at the time of notification by the Superintendent whether the option to inspect is to be exercised. If exercised, release of the witness point, by signoff by the Council, is required prior to concrete placement at each concrete construction.

15 EXCAVATION 15.1 Safety (Add the following) Excavation work must be in accordance with the Safe Work Australia publication ‘Excavation Work – Code of Practice’. All instances of the word ‘should’ in the Code must be read as ‘must’. Safety barriers must be installed along the edges of open excavations and fenced pedestrian and vehicular accesses installed across trenches to maintain access to properties at all times. All installations must be adequately illuminated. 15.2 Limits of Excavation (Add the following) A horizontal distance of 600mm (minimum) must be maintained between the top edge of any excavation and the adjacent toe of any excavated material or stockpile. The minimum clear trench width (extending from the trench floor to a height of 150mm above the top of the pipe) must be as detailed in Table 15.2.

Nominal Pipe Size

(DN)

Minimum Trench Width (mm)

100 150 200 225 250 300 375 400 450 500 525 600

600 600 600 800 800 900 900 900

1000 1200 1200 1200

Table 15.2 – Minimum Trench Widths

Where trench shoring is used the clear trench width is measured between the internal faces of the trench shoring. 15.6 Support of Excavations (Add the following) Personnel engaged in work associated with excavation support must be competent and qualified in compliance with all statutory obligations. All excavation support must be designed by an RPEQ (Registered Professional Engineer Queensland) qualified engineer.

Temporary excavation support must be left in place where its removal may endanger structures in the vicinity of the excavation. Steel excavation shoring and lining must comply with AS4744.1 ‘Steel shoring and trench lining – Design’. 15.8 Foundations and Foundation Stabilization (Add the following) Where foundation material shows any signs of movement, groundwater ingress or any other possible instability, and such instability cannot be controlled by conventional means, the foundation material must be assessed by the Designer for adequacy of structural support. If the Designers assessment recommends remedial works the remedial works must be detailed in writing by the Designer. 15.9 Surplus Excavated Material (Add the following) Excess spoil must be removed from the site and disposed of off-site at an approved location. Refer to Clause 13.5.6.5. If acid sulphate soils are identified treatment and management measures must be implemented in accordance with the Queensland State Planning Policy 2/02 Guideline ‘Acid Sulfate Soils’.

16 BEDDING FOR PIPES AND MAINTENANCE STRUCTURES 16.1 Trench Floor Preparation (Add the following) Trench shall also mean the excavation for maintenance structure construction. Inspection of trenches by the Superintendent following completion of excavation constitutes a HOLD POINT. Release of the hold point, via signoff by the Superintendent, is required prior to commencement of pipe bedding, laying and jointing. Inspection of trenches by Council following completion of excavation constitutes a WITNESS POINT. Council shall advise at the time of notification by the Superintendent whether the option to inspect is to be exercised. If exercised, release of the witness point, by signoff by the Council, is required prior to commencement of pipe bedding, laying and jointing. 16.2 Bedding Materials Refer to MRC Standard Drawings A3-04208, A3-04209 and others referring to ‘bedding material’. Bedding Material must be sand as defined in WSAA Product Specification WSA PS – 350 ‘Compaction Sand for Pipe Embedment’. Grade B must apply (as per AS2566.2 ‘Buried Flexible Pipelines – Part 2: Installation’, Appendix G, Table G3). Other than where shown on Council Standard Drawings, Coarse Bedding Material may only be used if specifically approved by Council. Coarse Bedding Material must be;

a) a 10mm, 7mm or 5mm processed naturally occurring single-size aggregate compliant with WSAA Product Specification WSA PS – 351 ‘Processed Aggregates for Pipe Embedment’ and as defined in Table 351.1. (Processed naturally occurring means ‘not crushed’), or,

b) a 14mm processed naturally occurring graded aggregate compliant with WSAA Product Specification WSA PS – 351 ‘Processed Aggregates for Pipe Embedment’ and as defined in Table 351.1. (Processed naturally occurring means ‘not crushed’), or,

‘Crusher Dust’ (a waste product from the crushing process), whether further processed or not, is not permitted for use as Bedding Material or Coarse Bedding Material. 16.3 Placement of Bedding (Add the following) Refer to Standard Drawings A3-04208 and A3-04209.

17 PIPE LAYING AND JOINTING 17.1 Installation of Pipes 17.1.1 General (Add the following) Refer to Clause 4.6.3 for minimum cover to the top of sewers. For rail and tram pavements cover shall be measured from the underside of sleeper level to the top of sewer. Less depth of cover than that noted in this clause may be permitted subject to provision of adequate pipe protection and approval by Council. 17.1.2 Cleaning, Inspection and Joint Preparation (Add the following) Joints must be made such that the witness mark must, at no point, be more than 1mm from the end of the socket. Pipes, fittings, valves, and materials must be cleaned and examined jointly by the Contractor and the Superintendent prior to laying. Each pipe length must be suspended in a sling to facilitate a full inspection should the Superintendent instruct. Inspection of pipes, fittings, valves, and materials by the Superintendent prior to laying constitutes a WITNESS POINT. The Superintendent shall advise, at the time of notification by the Contractor, whether the option to inspect is to be exercised. Release of the Witness Point via signoff by the Superintendent is required. A mechanical pipe cutter must be used for cutting pipes other than PVC and PE in the field. PVC and PE pipes may be cut in the field using a power saw or a fine toothed hand saw and mitre box. Ends of field-cut pipes must be prepared in accordance with the manufacturer’s instructions, or as directed by the Superintendent. Witness marks must be made on field-cut pipes using a felt-tip marking pen at a position from the end of the pipe as specified by the manufacturer. Witness marks must not be scored into the pipe. Metallic pipes cut surfaces must be treated with protective coatings and linings equivalent to that on the pipe or appurtenance that has been cut. GRP pipe cut surfaces must be treated with a resin in accordance with the manufacturer’s guidelines. 17.1.4 Laying (Add the following) All laid and jointed pipes, including completed HCB’s prior to concreting, must be inspected by the Superintendent prior to the commencement of trench backfilling (placement of embedment material above top of bedding). This action constitutes a HOLD POINT. The Superintendent’s approval of the laid and jointed pipes is required prior to the release of the hold point. Backfill must not be placed until release of the hold point.

Inspection by Council of all laid and jointed pipes, including completed HCB’s prior to concreting, prior to commencement of trench backfilling (placement of remaining embedment material above top of bedding) constitutes a WITNESS POINT. Council shall advise at the time of notification by the Superintendent whether the option to inspect is to be exercised. If exercised, release of the witness point, by signoff by the Council, is required prior to backfilling commencing. Where PVC pipes are to be joined to ductile iron pipes, the joints must be made by inserting a PVC spigot into a ductile iron socket. Ductile iron spigots must not be joined to PVC sockets. Alternatively, multi-fit mechanical couplings or flanged adaptor couplings may be used to join pipes of different materials. 17.2 Horizontal and Vertical Deflection of Sewers Replace the contents of WSA 02-2002 Clause 17.2 in its entirety with; Horizontal and vertical deflection of sewers (including horizontal, vertical and compound curves) is not permitted. 17.3 Horizontal and vertical separation of crossing pipelines (Add the following) Refer to Council Policy 063 ‘Clearances to Water & Sewerage Assets’. 17.4 Flotation Control (Add the following) Flotation of pipes during laying, backfilling and testing must be prevented. Pipes that float or move must be removed and the pipeline re-constructed. Pipes that are removed must only be reused in the pipeline reconstruction provided they are undamaged and are inspected and accepted by the Superintendent for re-use. Temporary supports and restraints must be removed prior to completion of backfilling. 17.5 Trench Stops (Replace the contents of Clause 17.5 with the following) Refer to Standard Drawing A3-04212 ‘Trench Drainage – Bulkheads & Trenchstop’. Construct trench stops at the locations specified in the design drawings and, at minimum, in satisfaction of WS-SPEC Section TR-14, Section 4.10. 17.6 Bulkheads (Replace the contents of Clause 17.6 with the following) Refer to Standard Drawing A3-04212 ‘Trench Drainage – Bulkheads & Trenchstop’.

Construct bulkheads at the locations specified in the design drawings and, at minimum, in satisfaction of WS-SPEC Section TR-14, Section 4.10. 17.7 Property Connection Sewers The positions of property connection branch junction-risers, junction-stubs or ends must be located with PVC markers in accordance with MRC Standard Drawing A3-04203 ‘Property Connection Details'. 17.9 Marking of Property Connection Sewers and Dead Ends The positions of property connection branch junction-risers, junction-stubs or ends must be located with PVC markers in accordance with MRC Standard Drawing A3-04203 ‘Property Connection Details'. 17.10 Corrosion Protection of Cast Iron (Add the following) Refer to the Clause 14.1 (amended). All pipes and fittings must be sleeved with polyethylene film, adhesive tape (PVC), straps and buckles that comply with AS3680 ‘Polyethylene sleeving for ductile iron piping’. Sleeving must be installed in compliance with the requirements of AS3681 ‘Application of polyethylene sleeving for ductile iron piping’ and the pipe/fitting manufacturer’s instructions. Where requirements conflict AS3681 shall take precedence. 17.11 Marking Tapes 17.11.2 Detectable Marking Tape (Add the following) Detectable marking tape must be laid along the line of non-metallic mains at a depth of least 300mm, and no more than 500mm, from finished surface level. 17.12 Bored Pipes under Roads, Driveways and Elsewhere (Add the following) Refer to the following Standard Drawings;

a) A3-04234 ‘Buried Crossings – Railways’ b) A3-04235 ‘Buried Crossings – Major Roadways’ c) A3-04236 ‘Buried Crossings – Bored & Jacked Encasing Pipe Details’

Unless directed otherwise, encasing pipe must extend to a minimum of 1.0m behind back-of-kerb on each side of road carriageways. Pipelines must be fitted with pipe supports and the pipeline centrally located within the encasing pipe.

The annular space between the pipeline and the encasing pipe must not be filled or grouted except for the sealing of the ends of the encasing arrangement as detailed on Standard Drawing A3-04236. DICL pipeline enclosed within the encasing pipe need not be sleeved in accordance with Clause 17.10 (amended). Where a pipeline crosses a state-government controlled road, a watercourse or any landform, feature or structure under the control or jurisdiction of any Authority or Owner (the ‘Authority’), works must comply with the requirements of that Authority. The Contractor must provide written notification to the Authority of the intention to carry out the work and pay any applicable fees. The Contractor must then obtain the written authorisation to perform the work from the Authority prior to works commencing. A copy of the Authorities written authorisation must be supplied to the Superintendent. Submission of a copy of the written authorisation to the Superintendent constitutes a HOLD POINT. Release of the hold point, by signoff by the Superintendent, following submission of the written authorisation is required prior to works commencing. Submission, by the Superintendent, of a copy of the Authorities written authorisation to Council constitutes a WITNESS POINT. Council shall advise at the time of notification by the Superintendent whether the option to review the written authorisation is to be exercised. If exercised, release of the witness point, by signoff by the Council, is required prior to works commencing. Installation of pipeline by open trenching installation methods is not permitted over those pipeline lengths designated for installation by trenchless installation methods. Work Method Statements for trenchless pipeline installations must be submitted to the Superintendent and must address the following matters;

(a) General description of method and operation sequence (b) Size, invert depth and location of temporary access/work pits required. (c) Use of specialist subcontractors. (d) Specialist equipment to be used.

Submission of Work Method Statements to the Superintendent constitutes a HOLD POINT. Release of the hold point, by signoff by the Superintendent, following the review of Work Method Statements and confirmation of their adequacy by the Superintendent is required prior to works commencing.

18 MAINTENANCE HOLES (MHs) 18.1 General Further to Clause 14.5 (amended) concrete for maintenance holes must contain;

a) only Type SR cement b) a maximum of 20 per cent fly ash additive by weight c) cement no older than three months from manufacture

18.4 Precast Concrete MH Systems Preformed maintenance holes components must comply with;

a) For concrete - AS4198 ‘Precast concrete access chambers for sewerage applications’. b) for PVC - AS1477 ‘PVC pipes and fittings for pressure applications’ c) for PE - AS2033 ‘Installation of polyethylene pipe systems’ d) for ABS - AS3518 ‘Acrylonitrile butadine styrene (ABS) compounds, pipes and fittings for

pressure applications’ e) for GRP - AS3571.1 ‘Plastics piping systems—Glass-reinforced thermoplastics (GRP) systems

based on unsaturated polyester (UP) resin Part 1: Pressure and non-pressure drainage and sewerage’

Preformed concrete MH components must not be delivered to the site until compliance with AS4198 has been demonstrated to the Superintendent. This action constitutes a HOLD POINT. Release of the hold point, by signoff by the Superintendent following review of the submission and confirmation of its adequacy by the Superintendent, is required prior to delivery. 18.9 Covers Cast iron maintenance hole covers (including cast iron concrete in-fill type covers) and frames must comply with AS3996 ‘Access covers and grates’. Cast iron maintenance hole covers and frames must not be delivered to the site until compliance with AS3996 has been demonstrated to the Superintendent. This action constitutes a HOLD POINT. Release of the hold point, by signoff by the Superintendent following review of the submission and confirmation of its adequacy by the Superintendent, is required prior to delivery. Concrete covers and frames are not permitted. Covers and frames must not be warped or twisted. Surfaces must be finished such that there are no abrupt irregularities and gradual irregularities must not exceed 3mm. Unformed surfaces must be finished to produce a surface that is dense, uniform and free from blemishes. Exposed edges must have a minimum 4mm radius. Cover dimension tolerances are –3mm/+0mm. Frame dimensions tolerances are ±3mm. Maintenance hole covers must be finished flush with the surface in roadways, footpaths and paved surfaces of any type. Elsewhere, covers must be finished to the levels detailed on Standard Drawing A3-04223. Bolt-down covers must be installed in areas subjected to 1 in 100 year flooding and elsewhere as shown on the Drawings.

19 MAINTENANCE SHAFTS (MS AMD TMS) AND INSPECTION OPENINGS (IO) 19.1 General (Replace the contents of Clause 19.1 with the following) Maintenance shafts, terminal maintenance shafts and inspection openings as defined in WSA 02-2002 ‘Sewerage Code of Australia’ are not permitted for use by Mackay Regional Council. Preformed Non-entry Maintenance Chambers (NMC’s) may be used subject to Council approval of the proposed NMC product. NMC’s are a type of Maintenance Structure. NMC’s having an internal diameter less than 600mm are not permitted for use. Preformed NMC’s must comply with AS4798-2005 ‘PE Maintenance Shafts’. Use of preformed NMC’s that comply with AS4198-1994 ‘Precast concrete access chambers for sewerage applications’ is subject to Council approval. Prior to the ordering of the proposed NMC and associated components the Contractor must submit to the Superintendent details of the proposed NMC.

20 PIPE EMBEDMENT AND SUPPORT 20.2 Embedment Materials (Replace the contents of Clause 20.2 with the following) Refer to MRC Standard Drawings A3-04208, A3-04209 and others referring to ‘Embedment material’. Embedment Material must be sand as defined in WSAA Product Specification WSA PS – 350 ‘Compaction Sand for Pipe Embedment’. Grade B must apply (as per AS2566.2 ‘Buried Flexible Pipelines – Part 2: Installation’, Appendix G, Table G3). Coarse Embedment Material must be;

a) either a 10mm, 7mm or 5mm processed naturally occurring single-size aggregate compliant with WSAA Product Specification WSA PS – 351 ‘Processed Aggregates for Pipe Embedment’ and as defined in Table 351.1. (Processed naturally occurring means ‘not crushed’), or,

b) a 14mm processed naturally occurring graded aggregate compliant with WSAA Product Specification WSA PS – 351 ‘Processed Aggregates for Pipe Embedment’ and as defined in Table 351.1. (Processed naturally occurring means ‘not crushed’), or,

‘Crusher Dust’ (the waste product from the crushing process), whether further processed or not, is not permitted for use as Embedment Material or Coarse Embedment Material. 20.3 Compaction of Embedment (Add the following) Unless concrete encased, backfill to risers must be hand compacted to the top of the socket, or coupling, on the highest branch off the riser and for the full width of trench and for a minimum distance of 500mm upstream and downstream of the riser. Compaction of embedment material using water flooding is not permitted. 20.3.1 Methods Embedment operations must not damage pipes and fittings, pipe and fitting external coatings, pipe and fitting sleeving or produce any movement of pipes or fittings. Damaged materials must be replaced. 20.6 Concrete Embedment and Encasement Replace the contents of WSA 02-2002 Clause 20.6 with; Concrete encasement of pipes is not permitted.

21 FILL 21.1 Trench Fill 21.1.1 General Backfilling operations must not damage pipes and fittings, pipe and fitting external coatings, pipe and fitting sleeving or produce any movement of the pipe and fittings. Damaged materials must be replaced. 21.1.2 Material Requirements Replace the contents of WSA 02-2002 Clause 21.1.2 with; Refer to MRC Standard Drawings A3-04208, A3-04209 and others referring to ‘Trench Fill’. Trench Fill within trenches not under new or proposed roadways, improved surfaces, road reserves or trafficable areas must be Ordinary Fill as defined by AS2566.2; that is, material obtained from the excavation, or imported, and containing not more than 20% by mass of rock with a size (any dimension) between 75mm and 150mm and none larger than150mm. Trench Fill within trenches under new or proposed roadways, improved surfaces, road reserves or trafficable areas must be Sand as defined by AS2566.2 (Appendix G, Table G3); that is, the same material defined as Embedment Material. Trench Fill within trenches under existing roads, existing improved surfaces, existing trafficable areas or road reserves must be a cement stabilised sand comprising sand as defined by AS2566.2 (Appendix G, Table G3) and 5% cement by weight. 21.1.3 Compaction of Trench Fill Compaction of trench fill material using water flooding is not permitted.

22 ACCEPTANCE TESTING 22.1 General Acceptance testing, including optional initial pressure testing but with the exception of compaction testing, must be carried out no earlier than 28 days following completion of construction of all sewers and maintenance structures except, with Council consent, where;

a) sewers are to be constructed under existing or proposed roads b) sewers need to be constructed for immediate service

Pressure testing as referenced to in this document refers to both low pressure air testing and vacuum testing. In relation to pressure testing (initial and acceptance), deflection testing and CCTV inspection, all lines must be clear and free from soil, slurry, liquids and other foreign matter at the time of testing/inspection. Pipelines or maintenance structures in which there is visible or otherwise detectable leakage will be rejected. 22.2 Visual Inspection – Above-ground Acceptance testing requirements must include visual inspection of all sewers by use of mirrors and a light source (termed ‘mirroring’). Mirroring must be performed by Mackay Regional Council representatives. The Contractor must request of the Superintendent that mirroring be performed, and the Superintendent shall request of Council that mirroring be performed, a minimum of 48 hours prior to the proposed time and date requested by the Contractor. Performance of mirroring by Council constitutes a HOLD POINT. The Superintendent shall request Council to perform mirroring. Release of the hold point, via signoff by Council, following mirroring is required prior to acceptance pressure testing commencing. The Superintendents’ attendance at site during sewer mirroring constitutes a WITNESS POINT. Council may request the Superintendent’s attendance during mirroring and shall advise the Superintendent at the time of notification by the Superintendent whether the Superintendents attendance is required. If exercised, release of the witness point, by signoff by the superintendent, is required prior to acceptance pressure testing commencing. 22.3 Compaction Testing 22.3.4 Trench fill compaction testing 22.3.4.4 Frequency and Location of Tests Perform compaction tests 75mm to 100mm below the top surface of the fill layer to be tested. Fill material within a trench traversing existing, proposed or new roads and road reserves must be tested for compaction in at least one location in each 300mm of fill material depth along the trench length within the road or road reserve extents.

22.4 Air Pressure and Vacuum Testing of Sewers 22.4.1 General The requirements of this Clause 22.4.1 apply to sewer and maintenance structure testing. A particular pressure test of a sewer may encompass the pressure testing of a maintenance structure provided;

a) not more than 2 (two) lengths of sewer and 1 (one) maintenance structure is tested concurrently in a single test event, AND;

b) not more than a total of 180m of sewer is tested in a single test event

A length of sewer means a section of sewer line between one maintenance structure and the maintenance structure immediately upstream or downstream of it. A length of sewer must be laid and tested as a complete section. All testing equipment, including gauges, must be in good working order and within certification at the time of testing. Pressure testing includes;

a) Initial pressure testing performed prior to acceptance pressure testing and in accordance with either the vacuum testing procedure detailed in Clause 22.4.2.1 (amended) or the low pressure air testing procedure detailed in Clause 22.4.2.2 (amended) when testing sewers or sewers and maintenance structures concurrently or

b) Acceptance pressure testing performed in accordance with the vacuum testing procedure detailed in Clause 22.4.2.1 (amended) when testing sewers or sewers and maintenance structures concurrently

the vacuum testing procedure detailed in Clause 22.4.4 (amended) when testing maintenance structures only

or

the vacuum testing procedure detailed in Clause 22.4.4 (amended) when testing maintenance structures only.

Initial pressure testing is not mandatory but is advisable as Council will recover inspection costs from the developer for inspection by Council of acceptance pressure tests that fail. Acceptance pressure testing is mandatory and must be performed by either a NATA accredited organisation that holds current NATA certification for sewerage system pressure testing or by appropriately experienced and qualified personnel (refer Clause 18.2). Test plugs must be attached, via a lanyard, to an anchor point external to the sewer to prevent drawing of the plug into the sewer during vacuum testing of sewers. A minimum of 24 hours prior to the commencement of initial pressure testing, the Contractor must advise the Superintendent and the Superintendent shall advise Council of the Contractor proposed time and date of initial pressure testing. The performance of initial pressure testing in the presence of the Superintendent and Council constitutes a WITNESS POINT. The Superintendent shall advise, at the time of notification by the Contractor, whether the option for the Superintendent to inspect the initial pressure testing is to be exercised. Council shall advise at the time of notification by the Superintendent whether the option for Council to inspect the initial pressure testing is to be exercised. Following successful completion of initial pressure testing, and a minimum of 24 hours prior to the commencement of acceptance pressure testing, the Contractor must advise the Superintendent and the Superintendent shall advise Council of the Contractor proposed time and date of acceptance pressure testing.

The performance of acceptance pressure testing in the presence of the Superintendent and Council constitutes a HOLD POINT. The Superintendent’s and Council’s presence during acceptance pressure testing and sign-off of the test result certificates, as satisfactory, is required prior to the release of the hold point. 22.4.2 Air testing methods for sewers 22.4.2.1 Vacuum testing Vacuum testing must be performed as follows:

1. Plug/seal all sewer inlets and outlets (at maintenance structures), openings and House Connection Branch openings in the test length of sewer.

2. Gradually decrease the air pressure in the line to -28kPa.

3. Maintain the air pressure at -28kPa for three minutes (If the line cannot be pressurised to -

28kPa the sewer fails the pressure test).

4. Measure the time it takes for the pressure to rise from -25kPa to -18kPa (If the time is less than that specified in Table 22.4 the sewer fails the pressure test).

5. If leaks are detected, including all visibly or audibly detected defects, make repairs to the

satisfaction of Council. 6. Re-test as above.

22.4.2.2 Low Pressure Air testing Compressed air must be supplied by a compressor capable of supplying air at a rate of at least 1 m3/minute at 35kPa. Pressurising equipment must include a pressure reducing valve (set to 30kPa) and a pressure relief valve (set to 32kPa). Low pressure air testing must be performed as follows:

1. Plug/seal all sewer inlets and outlets (at maintenance structures), openings and House Connection Branch openings in the test length of sewer.

2. Gradually increase the air pressure in the line to 28kPa. 3. Maintain the air pressure at 28kPa for three minutes (If the line cannot be pressurised to 28kPa

the sewer fails the pressure test). 4. Measure the time it takes for the pressure to drop from 25kPa to 18kPa (If the time is less than

that specified in Table 22.4 the sewer fails the pressure test). 7. If leaks are detected, including all visibly or audibly detected defects, make repairs to the

satisfaction of Council. 5. Re-test as above.

22.4.4 Testing of concrete MHs

22.4.4.1 General Council may nominate any, or all, maintenance structure(s) to be tested. Nominated maintenance structures must be tested. Embedment and backfill placement and compaction must be completed prior to testing. Non-entry Maintenance Chambers must be treated as a type of Maintenance Structure (or MH) for the purposes of determining minimum test times (refer Table 22.6) and all other requirements of Clause 22.4.4 (amended). 22.4.4.2 Test Method Replace the contents of WSA 02-2002 Clause 22.4.4.2 in its entirety with; Vacuum testing must be performed as follows:

1. Plug/seal all inlets and outlets and other openings in the maintenance structure. 2. Gradually decrease the air pressure in the line to -37kPa. 3. Maintain the air pressure at -37kPa for three minutes (If the maintenance structure cannot be

pressurised to -37kPa the maintenance structure fails the pressure test). 4. Measure the time it takes for the pressure to rise from -33kPa to -30kPa (If the time is less than

that specified in Table 22.6 the maintenance structure fails the pressure test). 5. If leaks are detected, including all visibly or audibly detected defects, make repairs to the

satisfaction of Council. 6. Re-test as above.

22.5 Infiltration Testing Infiltration testing must be performed if instructed so by Council or the Superintendent. The performance of Infiltration testing in the presence of the Superintendent and Council constitutes a WITNESS POINT. The Superintendent shall advise, at the time of notification by the Contractor, whether the option for the Superintendent to inspect the Infiltration testing is to be exercised. Council shall advise at the time of notification by the Superintendent whether the option for Council to inspect the Infiltration testing is to be exercised. The Superintendent’s and Council’s presence during Infiltration testing and sign-off of the test result certificates, as satisfactory, is required prior to the release of the Witness Point. 22.6 Deflection (Ovality) Testing of Flexible Sewers

22.6.1 General

Testing shall involve pulling a proving tool, of a size to suit the pipe being tested as detailed in Table 22.6.2, through each section of pipe by hand winching (mechanical winching is not permitted). Proving tools must be calibrated to NATA requirements.

Further to Clause 22.1 (amended), ovality testing must only be undertaken after all earthworks are complete and no sooner than 28 days after completion of backfilling to trenches. The performance of ovality testing of flexible sewers in the presence of the Superintendent constitutes a HOLD POINT. The Superintendent’s presence during ovality testing of flexible sewers and sign-off of the test result certificates, as satisfactory, is required prior to the release of the hold point. The performance of ovality testing of flexible sewers in the presence of the Council constitutes a WITNESS POINT. Council shall advise at the time of notification by the Superintendent whether the option for Council to inspect the ovality testing of flexible sewers is to be exercised. 22.6.2 Ovality Proving Tools Proving tools must be;

a) approved by Council prior to use b) rigid and non-adjustable having an effective length of not less than its nominal diameter c) of a minimum diameter, at any point along the length, as specified in Table 22.6.2; d) fabricated from steel or aluminium alloy and with pull rings each end e) marked to indicate the nominal pipe size and the proving tool outside diameter f) drawn through each section of the pipeline by hand winching only

Table 22.6.2 – Proving Tool Minimum Diameter 22.6.3 Flexible sewers ≤ DN 300 Test all flexible gravity sewers ≤ DN 300 without exception. The maximum allowable deflection is 3% of Mean Outside Diameter. Failure to draw the proving tool through the sewer shall be deemed a test failure and the failed section of sewer must be replaced and the replacement pipe retested in accordance with all the requirements of this specification. 22.7 CCTV Inspection Refer to Clause 22.1 (amended). All sewer lines must be CCTV inspected. Prior to commencement of CCTV inspections the Contractor must submit information to the Superintendent to confirm that;

a) Lines have been constructed to design/approved line and grade. b) House Connection Branch’s have been constructed to design.

Nominal Size, DN (mm)

Proving Tool Minimum Diameter

(mm) 100 99.7 150 142.6 225 222.9 300 280.8

c) Maintenance Structures have been constructed to design and benching is acceptable. d) All Non-conformance’s have been addressed. e) Lines have been inspected and are clean and free of debris. f) Lines have passed ovality testing. g) Lines have passed vacuum testing.

The submission of this information from the Contractor to the Superintendent, the Superintendents verification of the information and then submission of this information from the Superintendent to Council (using the MRC form ‘Application to perform CCTV inspection’ - refer to Appendix A) constitutes a HOLD POINT. Council’s assessment of the information submitted, as satisfying the construction specification requirements, is required prior to the release of the hold point. CCTV inspections may only proceed upon Council release of the hold point via Council sign-off of the form ‘Application to perform CCTV inspection’. CCTV inspections must be performed by either a NATA accredited organisation, which holds current NATA certification for CCTV inspection works, or by Council. The CCTV Inspecting organisation must be a separate independent entity to the contractor performing the sewer construction works. Data capture and reporting methods and formats must meet the requirements of WSA 05-2008 ‘Conduit Inspection Reporting Code of Australia V2.2’ and be Council approved. Five minutes prior to commencing the CCTV inspection of each individual sewer section, stained water shall be poured into the nearest upstream maintenance structure of the pipe section to be inspected. The volume of stained water required is to be either twenty litres per 100m run of pipe or twenty litres per two manholes. In sewers where there are significant gradient problems a greater volume of stained water may be required; in this instance the CCTV operator shall use his judgement accordingly. The water shall be stained with green vegetable dye sufficient to give strong colour. On completion of the CCTV Inspection a CCTV Operator Report, that meets the requirements of WSA 05, is to be produced. CCTV inspection equipment must record the inclination/fall of sewers and the CCTV Operator Report must include a graphical representation (an ‘Inclination Report’) of the sewer detailing the sewer invert level along the full length of the sewer. The Superintendent is to assess the CCTV Operator Report and the CCTV Inspection video footage and submit the following to Council;

a) a colour copy of the ‘Operator Report’ b) a DVD of the CCTV Inspection video footage c) a defects report d) a defect rectification proposal

Rectification of defects must not proceed until the method of rectification has been reviewed and approved by Council. All costs incurred in performing CCTV testing, preparation of the Operator Report, preparation of the Defects Report, preparation of the defect rectification proposal and the submission of such shall be the liability of the Contractor. 22.8 Inspection and Testing of Plastic Lined Concrete Sewers and MHs 22.8.1 Visual inspection The performance of visual inspections in the presence of the Superintendent and Council constitutes a WITNESS POINT. The Superintendent shall advise, at the time of notification by the Contractor, whether the option for the Superintendent to attend inspections is to be exercised. Council shall advise at the

time of notification by the Superintendent whether the option for Council to attend inspections is to be exercised. If exercised, the Superintendent’s and Council’s presence during inspections and sign-off of the inspection result certificates, as satisfactory, is required prior to the release of the Witness Point. 22.8.2 Spark testing Spark testing must be in accordance with AS3894.1 ‘Site testing of protective coatings – Method 1: Non-conductive coatings – Continuity testing – High voltage (brush) method’. The performance of spark testing in the presence of the Superintendent and Council constitutes a WITNESS POINT. The Superintendent shall advise, at the time of notification by the Contractor, whether the option for the Superintendent to inspect testing is to be exercised. Council shall advise at the time of notification by the Superintendent whether the option for Council to inspect testing is to be exercised. If exercised, the Superintendent’s and Council’s inspection of spark testing and sign-off of the test results, as satisfactory, is required prior to the release of the Witness Point. 22.8.3 Locking key pull-out tests The performance of locking key pull-out tests in the presence of the Superintendent and Council constitutes a WITNESS POINT. The Superintendent shall advise, at the time of notification by the Contractor, whether the option for the Superintendent to inspect testing is to be exercised. Council shall advise at the time of notification by the Superintendent whether the option for Council to inspect testing is to be exercised. If exercised, the Superintendent’s and Council’s inspection of testing and sign-off of the test results, as satisfactory, is required prior to the release of the Witness Point. 22.10 Detectable Marking Tape (This Clause 22.10 is an additional sub-clause to Clause 22 of WSA 02-2002) Demonstrate detection of buried detectable marking tape in the presence of the Superintendent following completion of trench and structure backfill. Demonstrate at the rate of one in seven sewer-sections/structures. The performance of detection demonstrations in the presence of the Superintendent constitutes a HOLD POINT. The Superintendent’s presence during detection demonstrations and sign-off of the test results, as satisfactory, is required prior to the release of the hold point. The performance of detection demonstrations in the presence of the Council constitutes a WITNESS POINT. Council shall advise at the time of notification by the Superintendent whether the option for Council to inspect the detection demonstrations is to be exercised.

23 TOLERANCES ON AS-CONSTRUCTED WORK 23.1 Horizontal Tolerances 23.1.1 Sewers and On-line Structures (e.g. MHs, MSs, TMSs, vents) For all sizes of gravitational pipelines the maximum horizontal deviation to either side of the design axis is 15mm. For Maintenance Structures the allowable lateral deviation from design position is ±300mm. 23.2 Vertical Tolerances 23.2.1 Sewers and Structures For gravitational pipelines the invert level tolerance from design is ±10mm. For Maintenance Structures where the difference between inlet pipe level and the outlet pipe level is less than or equal to 100mm the sewer pipe invert level tolerance from design is -0mm/+5mm at the inlet and -5mm/+0mm at the outlet. For Maintenance Structures where the difference between inlet pipe level and the outlet pipe level is greater than 100mm the sewer pipe invert level tolerance from design is -10mm/+10mm at the inlet and at the outlet.

24 CONNECTION TO EXISTING SEWERS The Contractor shall carry out connection to existing sewers work unless;

(a) Council, in exceptional circumstances, decides to carry out the connection work (Exceptional circumstances may include connection to trunk mains, connections to complex systems and connection in areas with operational difficulties); or,

(b) the Developer requests that Council makes the connection on the understanding that the connection work will be carried out at Council’s convenience subject to its other work commitments; or,

(c) Council believes that the Contractor is not competent to make the connection; or, (d) the Contractor is not adhering to appropriate work practices.

If Council is to perform the connection;

(a) All connection to existing sewers work undertaken by Council shall be at the Contractors expense.

(b) A cost estimate of the works to be undertaken by Council will be provided to the Contractor and the connection will not be made until the payment is made to Council.

If the Contractor is to perform the connection;

(a) The Contractor must obtain Council’s written approval to perform the works. (b) A Council representative shall attend all works involved in connecting to existing sewers

(including plugging of live mains). (c) The Contractor must follow Council directions. (d) The Contractor remains responsible for all matters relating to the health and safety of the

Contractor, his employees and those affected by the works. (e) All costs incurred by Council due to Council involvement in connection to existing sewers shall

be at the Contractors expense (f) A cost estimate of the works to be undertaken by Council will be provided to the Contractor and

the connection must not commence until the payment is made to Council. A signed undertaking to pay the actual costs of the work must accompany the payment.

(g) The Contractor must co-ordinate the work including notifications to Council, the Superintendent and the Developers representative.

(h) The Contactor must provide Council, the Superintendent and the Developers representative with 5 working days notice of the work commencement date.

(i) Council reserves the right to stop, or take over, works being undertaken by the Contractor, if, in Council’s opinion, the Contractor is incapable of completing the connection work in a reasonable time, Council’s infrastructure may be damaged or undue inconvenience to the public may be caused.

OR;

All connection to existing sewers or sewerage infrastructure must be undertaken by Council at the Contractors expense. A cost estimate of the works to be undertaken by Council will be provided to the Contractor and the connection will not be made until the payment is made to Council. An undertaking to pay the actual costs of the work, signed by the Contractor, must accompany the payment. The Contactor must provide Council, affected neighbouring residents and the Superintendent with 5 working days notice of the proposed connection commencement date. Connections to existing pipes in-service shall be made at such times as will cause the least interference with the system operation.

25 RESTORATION 25.1 General (Add the following) References to ‘trench’ in this Clause 35 amendment shall also be read as ‘excavation’. 25.2 Pavements (Add the following) Final restoration of pavements must include the removal of temporary restoration works. Backfilling must restore full support to those structures or surfaces (including kerb and channel, road pavements or other improved surfaces) tunnelled under in lieu of trenching. 25.6 Provision for Settlement (Add the following) Further backfilling must be carried out, or the original backfill trimmed, at the end of the Defects Liability Period so that the surface of the completed trench matches design and/or adjacent finished surface levels. Subject to Council approval, and to the satisfaction of the Superintendent, material excavated from trenches and surplus to backfill requirements may be disposed of by spreading neatly in the vicinity of the trench in such a way as to avoid future erosion of the backfill and adjacent ground surfaces. Trench backfill finished surfaces must be levelled at the time of backfilling where the reasonable convenience of persons would be impacted upon if the backfill was left ‘high’. Subsequent settlement must be made good by additional filling at the time that the settlement becomes apparent. 25.7 Maintenance of Restored Surfaces (Add the following) Backfill and adjacent areas must be maintained throughout the Defects Liability Period.

26 WORK AS CONSTRUCTED DETAILS (Add the following) Refer to Council’s construction specification C101 ‘General’ and Council’s engineering design guideline D20 ‘Drawings and Documentation Guidelines’. Further to the requirements of C101 and D20, as-constructed Drawings must show;

1. maintenance structure location (perpendicular distances to property boundaries), type, level 2. house connection branch location (distance to centre of downstream MH), type, depth to top-of-

riser 3. pipeline locations/alignments, size, type, levels and grades 4. easement extents

Structures represented on design drawings and removed during the works (including but not limited to pipe, fittings, pavements etc.) must not be represented on the as-constructed drawings. Structures represented on design drawings and made redundant during the works (including but not limited to pipe, fittings, pavements etc.) must be noted as ‘redundant’ on the as-constructed drawings. Areas of side-fill which contribute to the structural integrity of pipelines of a diameter greater than 225mm must be shown on the as-constructed drawings as areas not be disturbed without performance of an appropriate risk assessment.

Appendix A

MRC Form DE001 - ‘Application to perform CCTV inspection’

FORM - DE001

(Release of WSA 02 Section 22.7 Hold Point) Application to Perform CCTV Inspection

Development: …………………………………………….……….. Stage: ………..… Op. Works No: …….…….……………...…… Development Address: ……………………………………………………………………...……………….…….….…..…...………..... Developers Engineering Consultant: ……………..…….….….. Consultant’s Representative: ………..……..…………………… This application relates to the following sections/lengths of sewer main;

Line MH to MH Line MH to MH Line MH to MH

Line MH to MH Line MH to MH Line MH to MH

Line MH to MH Line MH to MH Line MH to MH

Line MH to MH Line MH to MH Line MH to MH

Line MH to MH Line MH to MH Line MH to MH

It is confirmed that the Developers Engineering Consultant has received, collated and checked all test results and as constructed information and resolved all test/inspection failures and non-conformances associated with the above-mentioned sewer sections In particular, it is confirmed that;

1. Lines have been constructed to design/approved line and grade. (DMV2-10 Form/s attached herewith)

2. House Connection Branch’s have been constructed to design.

3. MH’s have been constructed to design, benching is acceptable.

4. All Nonconformance’s have been addressed (closed-out NCR’s attached herewith)

5. Lines have been inspected and are clean and free of debris.

6. Lines have passed ovality testing (Test Certificate/s attached herewith)

7. Lines have passed vacuum testing. (Test Certificate/s attached herewith) The proposed CCTV System (Data collection & presentation) is ……………..……………………………………..…… Signature:……………………………………………………………… Date: …………………………..……………… (Consultant’s Representative)

WSA 02 Section 22.7 HOLD POINT is released and approval is granted by Mackay Regional Council for CCTV Inspection of the above-noted sewer sections and the reporting of such in accordance with WSA 05-2008 ‘Conduit Inspection Reporting Code of Australia V2.2’ and Council requirements.

MRC Representative NAME ……………………………………………………………..……

SIGNATURE ………………………………………………………………..…

DATE ...………………………………………………………………..

On completion of the CCTV Inspections the following information is to be supplied to Council; 1. a colour copy of the ‘Operator Report’ and a DVD of the video footage 2. Developers Engineering Consultant‘s Defect Report and Defect Rectification Proposal