S T A N D A R DS T A N D A R DS T A N D A R DS T A N D A R ... · PDF fileS T A N D A R DS T A N D A R DS T A N D A R DS T A ... A uPVC pressure pipe is spigot and socket rubber ring

S T A N D A R DS T A N D A R DS T A N D A R DS T A N D A R DS T A N D A R DS T A N D A R DS T A N D A R DS T A N D A R DS T A N D A R DS T A N D A R DS P E C I F I C A T I O N SS P E C I F I C A T I O N SS P E C I F I C A T I O N SS P E C I F I C A T I O N SS P E C I F I C A T I O N SS P E C I F I C A T I O N SS P E C I F I C A T I O N SS P E C I F I C A T I O N SS P E C I F I C A T I O N SS P E C I F I C A T I O N S

Printed as in force on 17 March 2006

STANDARD SPECIFICATION NUMBER 4(WATER SUPPLY INFRASTRUCTURE)

2006

Logan City Council Standard Specification No. 4 (Water supply infrastructure) 2006 Table of Provisions

Part 1 Introduction............................................................................1

Division 1 Preliminary.........................................................................1 1.1 Short title.............................................................................................1 Division 2 Purpose of the standard specification............................1 1.2 Purpose of the standard specification ................................................1 Division 3 Application of the standard specification ......................1 1.3 Application of the standard specification ............................................1 Division 4 Interpretation of standard specification .........................1 1.4 Interpretation of terms ........................................................................1

Part 2 Materials .................................................................................2 2.1 Quality assurance...............................................................................2 2.2 PVC pressure pipes............................................................................2 2.3 Ductile iron pipes ................................................................................2 2.4 Ductile iron fittings ..............................................................................3 2.5 Steel pipe............................................................................................3 2.6 Steel flanged pipe...............................................................................4 2.7 Steel fittings ........................................................................................4 2.8 Polyethylene sleeving.........................................................................4 2.9 PVC non-pressure pipes ....................................................................5 2.10 GRP pressure pipes ...........................................................................5 2.11 Gibault joints .......................................................................................5 2.12 Flanges ...............................................................................................5 2.13 Jointing bolts.......................................................................................5 2.14 Sluice valves.......................................................................................6 2.15 Ball valves...........................................................................................7 2.16 Non-return valves ...............................................................................7 2.17 Hydrant valves....................................................................................7 2.18 Air valves ............................................................................................7 2.19 Water service conduits .......................................................................8 2.20 Bedding and surround ........................................................................8 2.21 Concrete .............................................................................................8 2.22 Fill and backfill ....................................................................................9 2.23 Cement stabilised bedding and surround...........................................9 2.24 Geotextile............................................................................................9

Part 3 Construction ..........................................................................9 3.1 Accreditation of pipe layers ................................................................9 3.2 Storage of materials .........................................................................10 3.3 Clearing, grubbing and mulching......................................................10 3.4 Alignment and levels of a water reticulation main ............................10 3.5 Alignment and levels of a water trunk main......................................11

Effective as of 17 March 2006

ii Logan City Council

Standard Specification No. 4 (Water Supply Infrastructure) 2006

Part 4 Excavation............................................................................11 4.1 Thrust boring.....................................................................................11 4.2 Excavation ........................................................................................12 4.3 Bedding and surround ......................................................................13

Part 5 Laying and jointing of pipes ...............................................13 5.1 General standards ............................................................................13 5.2 Jointing of ductile iron bends and fittings .........................................14 5.3 Concrete thrust blocks......................................................................14

Part 6 Backfilling ............................................................................14 6.1 General standards ............................................................................14 6.2 Trenches under a footpath ...............................................................15 6.3 Trenches under an existing pavement .............................................15 6.4 Trenches under a proposed pavement ............................................16

Part 7 Valves and hydrants............................................................16 7.1 Valve boxes ......................................................................................16 7.2 Air valve chambers ...........................................................................17 7.3 Sluice valve chambers......................................................................17 7.4 Scour valves .....................................................................................17 7.5 Hydrants ...........................................................................................17 7.6 Painting of a hydrant lid ....................................................................17 7.7 Installation of a marker post .............................................................18 7.8 Installation of reflective and pavement markers ...............................19 7.9 Grouted stone pitching .....................................................................20

Part 8 Restoration...........................................................................20 8.1 General standards ............................................................................20 8.2 Asphalt pavements ...........................................................................20 8.3 Kerb and channel .............................................................................21 8.4 Concrete pavements ........................................................................21 8.5 Grassed areas ..................................................................................21 8.6 Connection to water supply infrastructure ........................................21

Part 9 Inspection and testing.........................................................21 9.1 Hydraulic pressure testing ................................................................21 9.2 Flushing and disinfection ..................................................................22 9.3 Connection to existing live mains .....................................................23

Part 10 Contractual provisions........................................................24 10.1 Inspection and testing.......................................................................24


1 Standard Specification No. 4 (Water Supply Infrastructure) 2006

Standard Specification No. 4 (Water supply infrastructure) 2006 Part 1 Introduction

Division 1 Preliminary

1.1 Short title

This standard specification may be cited as Standard Specification No. 4 (Water Supply Infrastructure) 2006.

Division 2 Purpose of the standard specification

1.2 Purpose of the standard specification (1) This standard specification forms part of Planning Scheme Policy

No. 5 (Design and construction of work) 2006 and as such specifies assessment provisions in respect of which an application for development approval for development being work specified in section 1.3 (Application of the standard specification) of this standard specification is assessed.

(2) This standard specification may also form part of a contract—

(a) of which the local government is a principal; or

(b) of which the local government is not a principal as a result of a development approval granted by the local government.

Division 3 Application of the standard specification

1.3 Application of the standard specification

This standard specification applies to work being engineering work involving water supply.

Division 4 Interpretation of standard specification

1.4 Interpretation of terms (1) If this standard specification forms part of a contract, a term used in

this standard specification which—

(a) is defined in this standard specification has the meaning given in this standard specification; and



(b) is not defined in this standard specification but is defined in the contract, has the meaning given in the contract; and

(c) is not defined in this standard specification or the contract, has the meaning given in accordance with Part 2 (Interpretation of the standard specifications) of Schedule 4 (Standard specifications) of Planning Scheme Policy No. 5 (Design and construction of work) 2006.

(2) If this standard specification is used to assess development, a term used in this standard specification which—

(a) is defined in this standard specification, has the meaning given in this standard specification; and

(b) is not defined in this standard specification, has the meaning given in accordance with Part 2 (Interpretation of the standard specifications) of Schedule 4 (Standard specifications) of Planning Scheme Policy No. 5 (Design and construction of work) 2006.

(3) If this standard specification forms part of a contract in which the local government is a principal then, for the purpose of that contract, all references to “local government” will be read as “Principal”.

Part 2 Materials 2.1 Quality assurance

Materials used in water supply infrastructure are supplied from a formally accredited company in accordance with AS/NZS ISO 9001:2000 Quality management systems - Requirements.

2.2 PVC pressure pipes (1) A uPVC pressure pipe is spigot and socket rubber ring jointed Class

16 that complies with the tests and requirements of AS/NZS 1477:1999 PVC pipes and fittings for pressure applications (incorporating Amdt 1:2003), the dimensions of which comply with Series 2 pipes.

(2) A OPVC pipe is spigot and socket rubber ring jointed Class 16 which complies with the requirements of AS 4441(Int)-2003 Oriented PVC (PVC-O) pipes for pressure applications (incorporating Amdt 1-2004), the dimensions of which comply with Series 2 pipes as defined in AS/NZS 1477:1999 PVC pipes and fittings for pressure applications (incorporating Amdt 1:2003).

2.3 Ductile iron pipes

A ductile iron pipe is—



(a) rubber ring jointed Class K9 or flanged Class K 12 that complies with the requirements and tests of AS/NZS 2280:2004 Ductile iron pipes and fittings; and

(b) cement lined internally with cement mortar lining in accordance with Table A1 of AS/NZS 2280:2004 Ductile iron pipes and fittings and is coated externally with 2 coats of bituminous compound in accordance with Clause 2.4.2 of AS/NZS 2280:2004 Ductile iron pipes and fittings; and

(c) supplied with polyethylene sleeving.

2.4 Ductile iron fittings (1) All pipe fittings (including fittings used on PVC pressure pipes) are

ductile iron in accordance with the requirements and tests of AS/NZS 2280:2004 Ductile iron pipes and fittings.

(2) Socketed fittings are suitable for connection to the spigot end of a ductile iron pipe.

(3) Fittings are coated both internally and externally with fusion bonded powder.

(4) Ductile iron fittings are supplied with polyethylene sleeving.

2.5 Steel pipe

A steel pipe—

(a) complies with AS 1579-2001 Arc-welded steel pipes and fittings for water and waste-water; and

(b) has a minimum wall thickness of 5mm; and

(c) is cement lined in accordance with AS 1281-2001 Cement mortar lining of steel pipes and fittings; and

(d) is coated with a fusion bonded medium density polyethylene FBMDPE coating in accordance with AS 4321-2001 Fusion-bonded medium-density polyethylene coating and lining for pipes and fittings; and

(e) is either welded slip-in, welded butt, welded ball and socket, welded collar, flanged or elastomeric ring as specified; and

(f) is required to have cathodic protection on an elastomeric ring jointed pipeline, which is provided with cable attachment lugs on all pipe ends approximately 125mm from the end of the coating.



2.6 Steel flanged pipe

Steel flanged pipework is manufactured in accordance with AS 1579-2001 Arc-welded steel pipes and fittings for water and waste-water pipe and fitted with plate flanges in accordance with AS 4087-2004 Metallic flanges for waterworks purposes (incorporating Amdt 1-2005).

2.7 Steel fittings (1) A steel fitting—

(a) complies with AS 1579-2001 Arc-welded steel pipes and fittings for water and waste-water to a rated pressure of 1.4 MPa; and

(b) is manufactured from sections of pipe which have been cement lined in accordance with AS 1281-2001 Cement mortar lining of steel pipes and fittings; and

(c) is coated with FBMDPE in accordance with AS 4321-2001 Fusion-bonded medium-density polyethylene coating and lining for pipes and fittings; and

(d) has square plain ends for collar jointing; and

(e) complies with the suggested configurations and dimensions shown in Appendix G of AS 1579-2001 Arc-welded steel pipes and fittings for water and waste-water.

(2) Steel fittings such as wyes, tees and angle branches are reinforced in accordance with the provisions of the American Water Works Association Manual M11.

(3) At all welds the FBMDPE coating is cut back to a neat edge 50mm clear of the weld.

(4) All completed welding with—

(a) an exposed surface is coated with a spray application of a fusion bonded or FBMDPE coating material; and

(b) a gap in the cement mortar lining is packed with cement mortar.

(5) All welding is to be inspected by the local government.

2.8 Polyethylene sleeving (1) Loose polyethylene sleeving complying with AS 3680-1989

Polyethylene sleeving for ductile iron pipelines is fitted to all buried ductile iron and cast iron pipes and fittings.



(2) The polyethylene sleeving is installed in accordance with AS 3681-1989 Guidelines for the application of polyethylene sleeving to ductile iron pipelines and fittings.

2.9 PVC non-pressure pipes

A uPVC non-pressure pipe is spigot and socket rubber ring jointed Class SN8 and complies with AS/NZS 1260:2002 PVC-U pipes and fittings for drain, waste and vent application.

2.10 GRP pressure pipes

A Glass Reinforced Plastic GRP pipe—

(a) complies with AS 3571-1989 Glass filament reinforced thermosetting plastics (GRP) pipes - Polyester based - Water supply, sewerage and drainage applications; and

(b) is of the Nominal Pressure Class 12.5 (PN), Stiffness 10,000 (SN) (ISO) and is rubber ring jointed and is supplied with a GRP coupling.

2.11 Gibault joints (1) A gibault joint is suitable for connection to plain ended cast iron or

ductile iron fittings.

(2) A gibault joint for connection of ductile iron plain ended fittings into existing AC mains is suitable for connection to the cut unturned barrel of pipes.

(3) All gibault joints are the long type with Grade 316 stainless steel bolts.

2.12 Flanges (1) Where pipes, valves or fittings are scheduled as having a flanged

end, the flanged end complies with the requirements and tests of AS 4087-2004 Metallic flanges for waterworks purposes (incorporating Amdt 1-2005).

(2) The dimensions of a flanged end comply with Sections 4.2 and 6 of AS 2129-2000 Flanges for pipes, valves and fittings.

(3) Insertion gaskets are 3mm rubber with fabric reinforcement.

2.13 Jointing bolts (1) Stainless steel bolts and nuts, other than bolts which form an

integral part of an article, comply with the metric standards contained in AS 1111.1-2000 ISO metric hexagon bolts and screws- Product grade C - Bolts.



(2) Bolt lengths are equal to the sum of the thickness of the flanges, gasket, nut and washer, rounded up to the nearest standard size.

(3) Bolts exhibit a clean cut thread with no burrs or torn peaks on the threads and nuts turn freely on the threads without binding.

2.14 Sluice valves (1) A sluice valve—

(a) complies with the requirements of AS 2638.1-2002 Gate valves for waterworks purposes - Metal seated; and

(b) has anti-clockwise spindles for closing which are—

(i) tested by the “closed end” method; and

(ii) turned out of high tensile brass or stainless steel; and

(c) has nuts and bolts which are of Grade 316 stainless steel; and

(d) has fasteners which are—

(i) of stainless steel; or

(ii) of high grade steel which are to be isolated from the external environment.

(2) A sluice valve with a nominal diameter equal to or less than 300mm—

(a) is Class 16, unless specified otherwise; and

(b) is resilient seated with a double “O” ring stem seal; and

(c) has wedges which are fully encapsulated in an approved synthetic rubber in accordance with AS 1646.1-2000 Elastomeric seals for waterworks purposes - General requirements; and

(d) has end configurations which are—

(i) either flanged; or

(ii) double socket where the socket incorporates an elastomeric sealing ring.

(3) A sluice valve with a nominal diameter greater than 300mm—

(a) is Class 14, unless specified otherwise; and



(b) is metal seated with a double “O” ring stem seal; and

(c) has end configurations which are flanged.

2.15 Ball valves

A ball valve is—

(a) brass bodied, full bore with BSP screwed ends suitable for operation with water at a working pressure of 1200 kPa; and

(b) made of chromium plated brass with PTFE seats and seals.

2.16 Non-return valves

A non-return valve—

(a) complies with the tests and requirements of AS 3578-1993 Cast iron non-return valves for general purposes; and

(b) is of full bore, swing action straight pattern Class 14 with extended arm counterweights; and

(c) is coated both internally and externally with fusion-bonded epoxy powder.

2.17 Hydrant valves (1) A hydrant valve complies with the tests and requirements of AS

3952-2002 Water supply - Spring hydrant valve for waterworks purposes.

(2) A hydrant is coated both internally and externally with fusion-bonded powder.

(3) A hydrant flange is drilled in accordance with Table “C” of AS 2129-2000 Flanges for pipes, valves and fittings.

2.18 Air valves (1) An air valve is of the cast iron double orifice kinetic type suitable

for a maximum working pressure of 1400 kPa and has an integral isolating mechanism such that internal inspection may be carried out without having to exhaust the main.

(2) An air valve is coated internally and externally with fusion-bonded powder.

(3) Polyethylene sleeving is coloured “lay flat” tubing of 0.2mm thickness which complies with AS 3680-1989 Polyethylene sleeving for ductile iron pipelines.



2.19 Water service conduits

A water service conduit—

(a) is a minimum of 100 mm in diameter; and

(b) is one of the following—

(i) elastomeric ring jointed RCP minimum Class 1 in accordance with AS 1646.1-2000 Elastomeric seals for waterworks purposes - General requirements; or

(ii) uPVC minimum Class 12; or

(iii) fibre reinforced cement pipe minimum Class 1.

2.20 Bedding and surround (1) Bedding and surround material is a clean sand nominally of 2 mm

which complies with the grading requirements in Table 2.17 (Grading of bedding material) of this standard specification.

(2) Sand is either washed or sourced from a non-marine environment to minimise the salinity of the material.

(3) Material passing the 1.18 um sieve has a minimum linear shrinkage of 3% and a maximum loss under the miniature abrasion test of 20%.

(4) Material supplied to the premises is free of any foreign matter.

(5) Samples of the proposed bedding and surround materials are to be approved by the local government.

Table 2.17 Grading of bedding material

Column 1 Sieve size

Column 2 Percentage by weight Passing AS Sieve

9.50 mm 100

4.5 mm 95-100

2.36 mm 80-90

1.18 mm 15-25

600.00 um 10-20

300.00 um 5-10

150.00 um 0-5

2.21 Concrete

Concrete used in water reticulation work is of Grade N25 unless otherwise specified in the approved drawings.



2.22 Fill and backfill

Any material used for fill or backfill—

(a) has a soaked CBR value of not less than 15%; and

(b) is compacted, to, in the case of material –

(i) under a pavement 100% of the maximum dry density as determined by Test 5.1.1 of AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements and list of methods, standard compaction; and

(ii) under a footpath, park and lot 95% of the maximum dry density as determined by Test 5.1.1 of AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements and list of methods, standard compaction.

2.23 Cement stabilised bedding and surround

Cement stabilised bedding and surround—

(a) is used where specified in the approved drawings; and

(b) consists of a mixture of 1 part of cement to 16 parts of sand thoroughly mixed with water to a damp earth consistency and placed and compacted to 150 mm above the top of the pipe.

2.24 Geotextile (1) Geotextile used in construction—

(a) is of Type Bidim A24 or equivalent; and

(b) has a nominal weight of 180g/m2; and

(c) has a trapezoidal tear strength of 330N; and

(d) has a CBR puncture resistance of 2390N.

(2) The minimum lap of adjoining sheets is 300 mm.

(3) Geotextile is installed in accordance with the manufacturer’s recommendations.

Part 3 Construction 3.1 Accreditation of pipe layers

Where the pipe manufacturer has a formal quality assurance



program in place for the laying of its pipes and associated materials, the contractor is to ensure that at least one person who has been accredited to that program is present at the site during all pipelaying activities.

3.2 Storage of materials (1) All material is handled and stored in a manner which will prevent

damage, deterioration or intrusion of foreign matter.

(2) Cement is stored so as to be ventilated and free from moisture and steel is not stored on the ground.

(3) All steps necessary are taken to ensure that existing lawns on footpaths or private property are not damaged by the placement of excavated material and the storage of construction materials or plant thereon.

(4) Construction materials or excavation materials are not dumped in such manner or places as to unduly hinder the free flow of traffic along any roadway.

3.3 Clearing, grubbing and mulching

Trees, scrub, stumps and roots within 1.5m of the trench centreline, which are likely to damage and obstruct the work, are removed and only the minimum width of swathe necessary for the construction of the main is cleared.

3.4 Alignment and levels of a water reticulation main (1) A water main is constructed to the alignment and invert levels

shown on the approved drawings.

(2) Unless otherwise specified, a water reticulation main is constructed—

(a) with a minimum cover of—

(i) 600 mm in other than the pavement of a road; and

(ii) 750 mm in the pavement of a road; and

(b) with a maximum cover of 1000 mm.

(3) The maximum deviation from levels nominated in the approved drawings is 50 mm.

(4) A water main is laid in a verge entirely within the water reticulation main corridor boundaries as specified in the standard drawings.



3.5 Alignment and levels of a water trunk main (1) A water trunk main is constructed to the alignment and invert levels


(2) The maximum deviation from levels nominated in the approved drawings is 50mm.

Part 4 Excavation 4.1 Thrust boring

(1) The installation of conduits by thrust boring is carried out without disturbance to the existing surface.

(2) All boring, jacking and pressure grouting work is performed by specialist personnel who are experienced with the equipment and methods used.

(3) The sides of the pit are shored.

(4) The conduit is thrust into the hole simultaneously as boring advances and is withdrawn after the completion of boring and jacking work.

(5) The ground is not excavated more than 600 mm ahead of the conduit and the jacks are capable of advancing the conduit up to the face of the excavation at any time.

(6) The boring and jacking operation is continuous from each starting pit to the receiving pit which means full stand-by capacity for the plant and equipment to ensure such continuous operation may be required.

(7) Any shield or cutting edge used to protect the leading edge of the conduit for the purpose of jacking does not exceed the outer diameter of the conduit by more than 14 mm.

(8) The pipe is not damaged during its insertion into the conduit.

(9) The annular void between the conduit and the main is pressure grouted using an approved Portland cement based grout so that—

(a) the manufacturer’s recommended allowable external pressure for the type of pipe used is not exceeded; and

(b) excessive deflection, distortion or damage of the pipe is prevented during or as a result of pressure grouting.

(10) The boring and receiving pits are backfilled with material which is—



(a) excavated from the thrust boring if the material is free from rocks larger than 150mm is diameter and lumps which may prevent adequate compaction; and

(b) compacted to 95% maximum dry density as determined by Test 5.1.1 of AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements and list of methods, standard compaction.

4.2 Excavation (1) The site of all excavation is cleared and a hole made as a result of an

excavation is filled in.

(2) At no time during the progress of the work is a length of trench opened up in advance of the pipe laying greater than can be laid in one working day.

(3) All excavated material which is not used on the site as backfill is removed from the site.

(4) Excavation does not commence until sufficient materials are on site, together with the necessary appliances and plant to ensure the uninterrupted progress and continuance of the works after excavation has commenced.

(5) Excavation is made to the lines, grids and form shown in the approved drawings.

(6) Where excavation is carried out in asphaltic concrete sealed pavements, the asphaltic concrete at the limits of the excavation is cut prior to excavation with saws or other approved tools to near straight lines to facilitate restoration of the pavement as close as possible to its original state.

(7) Where excavation is carried out through grassed areas, turf is taken up and stockpiled for later relaying of the turf within the disturbed area.

(8) All trenches are generally vertically sided, however open-cut trenches in which the sides above a level of 300mm over the top of the pipe are battered from the vertical may only be provided if the trenches are shallow and clear of structures and improvements.

(9) If trenches are sheeted, the clear width between the inside faces of the vertical sheeting equals the trench width shown on the approved drawings.

(10) Trenches are not excavated wider than the trench width shown on the approved drawings.



(11) All excavations are made in a careful manner to ensure they are rendered secure and safe by sheeting or other means.

(12) An excavation is protected to prevent slips or falls.

(13) Excavation is shored up by props and intermittent, partial or complete planking in accordance with the Workplace Health and Safety Act 1995.

4.3 Bedding and surround (1) A pipe is embedded and surrounded in accordance with the detail


(2) Bedding and surround material is compacted in 150mm layers to 95% maximum dry density as determined by Test 5.1.1 of AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements and list of methods.

(3) Where the excavation encounters ground water or other poor conditions the depth of the bedding and surround material is increased to provide adequate support for the pipe.

(4) The bedding and surround material is wrapped with geotextile in accordance with the approved drawings.

(5) Concrete surround is provided where shown in the approved drawings and provides a minimum cover of 100 mm around the pipe or fitting for the full trench width.

Part 5 Laying and jointing of pipes 5.1 General standards

(1) All pipelines are constructed of pipes of such sizes and laid to such levels and grade as specified in the approved drawings.

(2) All pipes used are matched so that, when jointed, the pipes form a true, even line and each pipe is laid so as to form a close joint with the adjoining pipe to bring the inverts continuously to the required line and grade.

(3) Pipes are laid so that the inverts are continuous and true to line and grade with no part of the pipeline more than 50 mm from its true position with respect to line and grade.

(4) Spigots and sockets are cleaned and the interior of a pipe is free from obstructions.

(5) Water is not allowed to lie in the trench while the pipes are being laid and the trench is kept free from all water until after the completed pipeline has been inspected and backfilling commenced.



(6) Pegs, wedges, chairs and other devices are not used to bring pipes and fittings to level.

(7) When jointing pipes with rubber ring joints—

(a) the pipes are cleaned before jointing; and

(b) care is taken to ensure that the rubber ring is maintained in a plane at right angles to the axis of the pipe; and

(c) each pipe is jointed as recommended by the manufacturer; and

(d) each joint is checked with a feeler gauge to see that the ring is in place.

(8) Pipes are cleaned of all sand, silt and debris.

5.2 Jointing of ductile iron bends and fittings (1) Pipes are cut to length at bends and fittings and the cut ends

bevelled to provide a new spigot joint for jointing to the bend or fitting and the other section of the cut pipe is bevelled and fitted to the other side of the bend or fitting.

(2) Where multiple bends or fittings with socket ends are required, connections are made using a spigot-spigot connector cut from a pipe and the ends bevelled.

5.3 Concrete thrust blocks (1) At all bends, tees or dead ends, pressure mains are horizontally

supported by concrete thrust blocks to the minimum dimensions shown on the approved drawings.

(2) The concrete thrust blocks bear against an undisturbed side of the excavated trench.

(3) Concrete thrust blocks are inspected at the time of hydraulic testing in order to ascertain any movement and if movement occurs, the size of the thrust anchor block is increased.

Part 6 Backfilling 6.1 General standards

(1) Backfilling material consists of all material used in a trench above the bedding and surround material.

(2) As soon as practicable after inspection and approval of the bedding and surround, the remainder of the trench is backfilled.

(3) The backfilling is placed by approved methods which ensure the required compaction without damage to the pipes.



(4) The fill is thoroughly compacted on each side and under the pipe in layers not exceeding 150 mm in thickness.

6.2 Trenches under a footpath (1) A trench under a footpath is—

(a) cut above the approved bedding, pipe surround or blanket course; and

(b) filled with approved material from the excavations and compacted to 95% of the maximum dry density as determined by AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements and list of methods.

6.3 Trenches under an existing pavement (1) A trench in an existing pavement is—

(a) cut at least 150mm clear of the trench wall with a clean straight line prior to excavation; and

(b) backfilled with—

(i) cement stabilised gravel so that—

(A) the trench above the approved bedding and pipe surround to subgrade level is backfilled with the cement stabilised gravel which is thoroughly compacted; and

(B) the remainder is backfilled to within 50mm of finished surface level with approved pavement material and compacted to 100% modified compaction as determined by AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements and list of methods within a tolerance of +5% or – 2%; and

(C) the top 50mm of the trench is filled with asphaltic concrete between the clean lines 150 mm clear of the trench wall; or

(ii) pavement material so that—

(A) the trench above the approved bedding and the pipe surround to within 300mm of subgrade level is backfilled with material approved by the local government, with a



minimum 4 day soaked CBR of 15, and compacted to 95% standard compaction as determined by AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements and list of methods within a tolerance of +5% or -2%; and

(B) the top 300mm thickness, immediately below the subgrade is compacted to 100% standard compaction; and

(C) the remainder is filled to within 50mm of finished surface level with pavement material approved by the local government and compacted to 98% modified compaction; and

(D) the top 50mm of the trench is filled with asphaltic concrete; and

(E) the surface is restored to a condition at least equal to that of the original pavement.

6.4 Trenches under a proposed pavement

A trench in a proposed pavement is—

(a) cut above the approved bedding and pipe surround to subgrade level; and

(b) backfilled with—

(i) approved material of minimum 4 day soaked CBR of 15 and compacted to 100% standard compaction as determined by AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements and list of methods; or

(ii) coarse sand compacted to a density index of 100% as determined by AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements and list of methods or ballast with no compaction.

Part 7 Valves and hydrants 7.1 Valve boxes

(1) Valves, pipe specials and fittings are fixed and valve boxes are constructed in the positions shown in the approved drawings.



(2) Reinforced concrete covers to valve boxes are constructed as shown on the approved drawings complete with lifting holes and access covers and frames.

7.2 Air valve chambers (1) Valves are fixed and air valve chambers are constructed in the

positions shown in the approved drawings.

(2) The location of air valve chambers is adjusted to avoid unnecessary cutting of pipes.

7.3 Sluice valve chambers (1) Valves and fittings are fixed and valve chambers are constructed as

shown in the approved drawings.

(2) The valve chamber is constructed from clay bricks or concrete with a cast iron surface box and a pre-cast concrete surround.

(3) The pipe surround depth is increased locally around the valve chamber to provide support to the valve chamber.

7.4 Scour valves

A scour valve is—

(a) provided at the low point of a water main or as shown in the approved drawings; and

(b) constructed with cement grouted stone pitched outlets.

7.5 Hydrants

A hydrant is—

(a) a swash hydrant; and

(b) installed with the two uppermost bolts aligned with the water main; and

(c) installed complete with a surface box and surrounds as specified on standard drawing IPWEAQ W-0060; and

(d) located opposite the side boundary of a property at a maximum interval of 80 metres.

7.6 Painting of a hydrant lid (1) A hydrant and a valve cover is only to be painted with “Wattyl

Roadmarking” lead free paint or other similar product.

(2) A hydrant box cover lid is painted golden yellow.

(3) A valve box cover lid is painted white.



(4) A valve box and a hydrant are not painted.

7.7 Installation of a marker post (1) A “Dura-post” (or other similar product) hydrant and a valve marker

post and accessories such as a post cap is used.

(2) A marker post is to be—

(a) installed on the property boundary line where possible; and

(b) driven down by a “Dura-post” (or other similar product) post-driving tool such that the indicator hole in the post is partially visible; and

(c) driven a minimum of 375 mm into the ground; and

(d) capped with the appropriate plastic “Dura-post” (or other similar product) cap.

(3) An existing marker post is—

(a) replaced with a new “Dura-post” (or other similar product) hydrant or valve marker post unless the existing marker post is a “Dura-post” (or other similar product); and

(b) entirely removed, with no detached portions left below ground.

(4) A hydrant post—

(a) is yellow in colour, with a black H installed at the relevant location; and

(b) has a sticker installed in such a way as to indicate the distance from the post to a hydrant.

(5) A sluice valve post—

(a) is blue with a white V installed at the relevant location; and

(b) has a sticker installed in such a way as to indicate both the distance to the valve and the valve diameter.

(6) A hydrant and a valve post is marked with a relevant sticker with each number or letter of the sticker to be 20-25 mm in height.

(7) A marker post is installed on a valve which is 100 mm, 150 mm, 200 mm and 225 mm in diameter.

(8) A sticker is applied in a neat, precise manner vertically down the post.



(9) A sticker indicating—

(a) the distance in metres to a hydrant is placed centrally 50 mm beneath the “H” marker on the marker post; and

(b) the distance in metres to a valve is placed centrally 50 mm beneath the “V” on the marker post; and

(c) the diameter in millimetres of a valve is placed on a valve post centrally 50 mm below the sticker showing the distance of the marker post to the valve.

7.8 Installation of reflective and pavement markers (1) A glass faced, blue and yellow raised reflective or a pavement

marker is installed with an adhesive marker pad in accordance with the manufacturer’s recommendations.

(2) A marker is installed using bitumen pads for each hydrant and valve.

(3) The blue colour reflective road and pavement marker is used for a fire hydrant and a yellow coloured reflective marker is used for a valve.

(4) The surface of the pavement is to be thoroughly cleaned of dust, dirt and extraneous matter with a wire brush prior to installation of the marker.

(5) The marker is installed by—

(a) heating the marker pad with a gas flame; and

(b) aligning the marker square to the road centre-line in the required direction such that the arrow indicated on the marker is to be pointing in the correct direction; and

(c) applying sufficient force to the marker to force adhesive around the edge of the marker to ensure full surface bonding is achieved between the marker and pavement surface.

(6) A reflective pavement marker is located directly opposite a hydrant and valve which is—

(a) on the road centre-line where the road has a single lane or two lanes with no line marking; and

(b) 25 mm to 50 mm off the line marking towards the hydrant where the road has two lanes which are line marked; and

(c) 25 mm to 50 mm off the median kerb towards the hydrant where the road has two lanes with a centre median; and



(d) 25 mm to 50 mm off the lane marking towards the hydrant where the road has more than two lanes.

7.9 Grouted stone pitching (1) All stone pitching is of sound durable rock not less than 150 mm

thick, properly bedded to a uniform surface on approved loam or sand so that the exposed surface to each stone is approximately flat and of areas not less than 0.03 m2.

(2) The stone pitching is set in mortar which—

(a) consists of 3 parts of clean fine aggregate to 1 part of cement by volume; and

(b) is thoroughly rammed to the full depth of the stones.

Part 8 Restoration 8.1 General standards

(1) All buildings, fences, gardens, walls, paved surfaces, paths and other structures, grass, trees and other property are restored to a condition equivalent to that in which they were found before the commencement of works.

(2) Initial cleaning up of the works is carried out as soon as backfilling is completed and restoration is completed within 7 days.

8.2 Asphalt pavements (1) Sawcuts are made across the road surface at least 150 mm clear of

the trench wall prior to excavation.

(2) All trenches across either asphalt or bitumen road pavements are restored with asphalt to a standard of finish existing before the work was commenced.

(3) The surface of the restored gravel pavement between the saw cuts is—

(a) dried; and

(b) given a thorough brooming; and

(c) uniformly covered with a fine sprayed coating of bitumen emulsion; and

(d) covered with a minimum 50 mm layer of asphalt so as to join smoothly to the existing pavement.

(4) The restored surface does not pond water and the variation from a string line stretched across the trench does not exceed 5 mm.



8.3 Kerb and channel (1) The kerb and channel is protected from damage.

(2) When crossing the kerb and channel to lay the pressure main, the water supply infrastructure is burrowed under the kerb and channel.

8.4 Concrete pavements (1) Prior to excavation across concrete pavements, saw cuts are made

for the full width of the concrete at least 150 mm clear of the trench walls.

(2) The depth of the reinstated concrete is not less than the depth of concrete section removed and is not less than 100 mm and the concrete is Grade N20.

(3) The surface finish of the reinstated section matches the adjoining sections with a neat, even joint.

8.5 Grassed areas (1) In grassed areas, the top 80 mm of backfilling is carried out with

topsoil material which is free of stones and noxious weeds and is at least equivalent to the existing topsoil in the area being restored.

(2) The grassed area is returfed with turf that has been stripped and stockpiled from the site.

8.6 Connection to water supply infrastructure (1) All connections to the existing water supply infrastructure are

carried out by the local government.

(2) All necessary fittings and joints are prepared ready for insertion in the line.

Part 9 Inspection and testing 9.1 Hydraulic pressure testing

(1) If water is abstracted from the water supply system for the purposes of flushing and disinfection, the water abstracted is to be metered with a metered hydrant standpipe obtained from the local government at the contractor’s cost.

(2) Pressure testing complies with the following requirements—

(a) Pressure testing complies with the WSAA code.

(b) Hydraulic testing of the pipeline is carried out at the lowest point of the line being tested at a test pressure of 1200 kPa.



(c) Hydraulic testing is carried out when sufficient material has been backfilled over the centre of each pipe to prevent movement but all joints remain exposed.

(d) The hydraulic test pressure is maintained for a minimum of 15 minutes without any drop in the gauge reading and during this period the whole line is inspected for leakage or movement.

(e) Defects are repaired and the main re-tested until the gauge pressure remains steady for a minimum of 15 minutes.

(f) The length of a main under a hydraulic pressure test is deemed to have passed the test provided there is no failure of any thrust block, anchor block, pipe, fitting valve, joint or any other pipeline component and there is no visible leakage.

9.2 Flushing and disinfection (1) Water is extracted from the water supply infrastructure—

(a) via a material hydrant stand pipe; and

(b) with the approval of the local government; and

(c) at the cost of the person extracting the water.

(2) Prior to disinfection of the main, the main is flushed with clean water to cleanse the main of any foreign matter until water escaping through the hydrants and the pipe end is clean.

(3) Water from the water supply system or other approved source is chlorinated and fed at a constant rate into the new main at a chlorine concentration of at least 50 mg/L using—

(a) a properly mixed hypochlorite solution injected into the main with a hypochlorinator; or

(b) chlorine injected into the main through a gaseous chlorinator and booster pump.

(4) After chlorine has been detected at the furthermost part of all dead end lines, the injection process is continued until the water discharge has a minimum of 50mg/L of residual chlorine before the flow is shut off.

(5) The residual chlorine is checked at intervals to ensure that the specified chlorine concentration level is maintained and the chlorine application continues until the entire main is filled.

(6) All disinfection complies with the disinfection requirements set out in the latest version of the WSAA code.



(7) The water remains in the main for a period of 24 hours, during which time all valves, hydrants and other structures and equipment along the main are operated to ensure their proper disinfection.

(8) Following the 24 hour period, not less than 5 mg/L chlorine residual remains in the main.

(9) At the completion of the disinfection, water samples are obtained and if it is found that the quality of water does not meet the required standard, further scouring or chlorination is carried out.

(10) All sampling and water quality testing is carried out by suitably qualified personnel engaged by a NATA registered laboratory.

(11) Water necessary for the flushing, scouring and disinfection processes is obtained from the water supply system or other approved source.

(12) The chlorinated water used in the disinfection process is scoured from the main at the completion of the process and is de-chlorinated before being discharged into a waterway.

(13) The chlorinated water used in the disinfection process does not enter the existing water supply system at any time.

9.3 Connection to existing live mains (1) Water is extracted from the water supply infrastructure—

(a) via a metered hydrant stand pipe; and

(b) with the approval of the local government; and

(c) at the cost of the person extracting the water.

(2) The results of all tests are to be—

(a) certified by a Registered Professional Engineer of Queensland; and

(b) submitted to the local government before the connection of a new main to an existing live main.

(3) The connection to live mains is carried out by the local government within 21 days of disinfecting the new main.

(4) If for any reason the connection to live mains is not carried out within 21 days, then the above disinfection and testing procedure set out in section 9.2 (Flushing and disinfection) of this standard specification is repeated and satisfactory test results submitted to the local government before connection works are carried out.




Part 10 Contractual provisions 10.1 Inspection and testing

(1) Before the Contractor advises the Superintendent that a pipeline is ready for an inspection, the Contractor must ensure the as constructed information regarding the location and level is available and provided to the Superintendent.

(2) The as constructed information for the purpose of subsection (1) is the information agreed by the Contractor and the Superintendent, before any work is backfilled.

(3) If any work is backfilled before the as constructed material is obtained, no payment is to be made to the Contractor for that work until the work has been re-excavated and exposed and the relevant as constructed information obtained.

(4) Hydraulic pressure testing is to be carried out by the Contractor at its own risk and expense, and the Contractor is to provide all the labour together with all pumps, engines, pipes, temporary valves, plugs or flanges as may be necessary.

S T A N D A R DS T A N D A R DS T A N D A R DS T A N D A R ... · PDF fileS T A N D A R DS T A N D A R DS T A N D A R DS T A ... A uPVC pressure pipe is spigot and socket rubber ring

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