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 fileLogan City Council Standard Specification No. 5 (Sewerage infrastructure) 2006 Table of Provisions Part 1

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 5(SEWERAGE INFRASTRUCTURE) 2006

Logan City Council Standard Specification No. 5 (Sewerage 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 uPVC 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...............................................................................3 2.7 Steel fittings ........................................................................................4 2.8 Polyethylene sleeving.........................................................................4 2.9 uPVC non-pressure pipes ..................................................................5 2.10 GRP pressure pipes ...........................................................................5 2.11 GRP non-pressure pipes ....................................................................5 2.12 Vitreous clay pipe ...............................................................................5 2.13 Gibault joints .......................................................................................6 2.14 Flanges ...............................................................................................6 2.15 Jointing bolts.......................................................................................6 2.16 Sluice valves.......................................................................................6 2.17 Non-return valves ...............................................................................7 2.18 Bedding and surround ........................................................................7 2.19 Concrete .............................................................................................8 2.20 Fill and backfill ....................................................................................8 2.21 Cement stabilised bedding and surround...........................................8 2.22 Geotextile............................................................................................8 2.23 Gas release valves .............................................................................9

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

Effective as of 17 March 2006

ii Logan City Council

Standard Specification No. 5 (Sewerage 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 ...............................................14 5.1 Laying and jointing of pipes ..............................................................14 5.2 House connections ...........................................................................14 5.3 Jointing of ductile iron bends and fittings .........................................15 5.4 Concrete thrust blocks......................................................................15

Part 6 Backfilling ............................................................................16 6.1 General standards ............................................................................16 6.2 Trenches under a footpath ...............................................................16 6.3 Trenches under an existing pavement .............................................16 6.4 Trenches under a proposed pavement ............................................17

Part 7 Manholes ..............................................................................18 7.1 General standards ............................................................................18 7.2 Step irons or ladders ........................................................................19 7.3 Manhole covers ................................................................................19 7.4 Sluice valve chambers......................................................................20 7.5 Scour valves .....................................................................................20 7.6 Discharge manhole protective coating system.................................20 7.7 Gas release valve chambers............................................................21 7.8 Installation of a marker post .............................................................21

Part 8 Restoration...........................................................................22 8.1 General standards ............................................................................22 8.2 Asphalt pavements ...........................................................................22 8.3 Kerb and channel .............................................................................23 8.4 Concrete pavements ........................................................................23 8.5 Grassed areas ..................................................................................23 8.6 Connection to existing sewers..........................................................23

Part 9 Pumping stations ................................................................23 9.1 General standards ............................................................................23 9.2 Construction joints ............................................................................24 9.3 Concrete strengths ...........................................................................24 9.4 Concrete testing ...............................................................................24 9.5 Concrete finishes..............................................................................24 9.6 Pump pedestals and guide bars.......................................................25 9.7 Internal pipework ..............................................................................25 9.8 Backfilling..........................................................................................25 9.9 Protective coating of wet wells .........................................................25

Part 10 Inspection and testing.........................................................27 10.1 Air testing for sewerage reticulation mains.......................................27 10.2 Testing of manholes .........................................................................29 10.3 Connection to existing live mains .....................................................30

Part 11 Contractual provisions........................................................30


iii Logan City Council

Standard Specification No. 5 (Sewerage Infrastructure) 2006

11.1 Testing of sewers .............................................................................30


1 Standard Specification No. 5 (Sewerage Infrastructure) 2006

Standard Specification No. 5 (Sewerage infrastructure) 2006 Part 1 Introduction

Division 1 Preliminary

1.1 Short title

This standard specification may be cited as Standard Specification No. 5 (Sewerage 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 sewerage infrastructure.

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 all sewerage reticulation work are supplied from a formally accredited company in accordance with AS/NZS ISO 9001:2000 Quality management systems - Requirements.

2.2 uPVC 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).

(2) A PVC pressure pipe is not used under a road.

2.3 Ductile iron pipes

A ductile iron pipe is—

(a) rubber ring jointed Class K9 or flanged Class K12 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 two (2) coats of bituminous compound in accordance with section



2.4 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 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 bitumen coated externally and cement lined internally in accordance with Table A1 of AS/NZS 2280:2004 Ductile iron pipes and fittings.

(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) Polyethylene sleeving is coloured “lay flat” tubing of 0.2mm

thickness that complies with AS 3680-1989 Polyethylene sleeving for ductile iron pipelines bevelled.

(2) 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.

(3) 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 uPVC 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 GRP non-pressure pipes

A 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 Stiffness Class 10,000 (SN) (ISO) and is rubber ring jointed; and

(c) is lined with a suitable resin liner and is capable of withstanding exposure to sewerage and aggressive ground water; and

(d) is supplied with a GRP coupling which is treated by the manufacturer to ensure that a water tight joint is attained where the GRP pipe is joined to poured concrete.

2.12 Vitreous clay pipe (1) A vitreous clay pipe is—

(a) manufactured in accordance with AS 1741-1991 Vitrified clay pipes and fittings with flexible joints - Sewer quality; and

(b) a maximum length of 1.5 metres.

(2) A vitreous clay pipe which connects manholes is a maximum length of 600 metres.



2.13 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.

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

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

(2) The dimensions of the flanges are compatible with Table C of AS 2129-2000 Flanges for pipes, valves and fittings.

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

2.15 Jointing bolts (1) The dimensions specified in AS 1111.1-2000 ISO metric hexagon

bolts and screws - Product grade C - Bolts do not apply to bolts which form an integral part of an article.

(2) Bolt lengths are equal to the sum of the thickness of the flanges, gasket, nut and washer, and 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.

2.16 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.

2.17 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 internally and externally with fusion-bonded epoxy powder.

2.18 Bedding and surround (1) Bedding and surround material consists of approved clean, hard,

tough, crushed rock which is uniform in quality and free from dirt, clay or other foreign matter so that not less than 95% weight passes



a 9.5mm sieve and not more than 10% weight passes a 4.75mm (No 7) sieve.

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

(3) Samples of the proposed bedding and surrounding materials are supplied to the local government.

2.19 Concrete

Concrete used in sewer reticulation work is grade N25 unless otherwise specified in the approved drawings.

2.20 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.

2.21 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 150mm above the top of the pipe.

2.22 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 CBR puncture resistance of 2390N.

(2) The minimum lap of adjoining sheets is 30mm.

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

2.23 Gas release valves (1) A gas release valve assembly is to be installed onto the main with a

suitable sized hydrant tee.

(2) The location, size and type of gas release valve together with an adequately sized valve chamber is to be shown on the approved drawings.

(3) Unless otherwise approved a gas release valve—

(a) is to be manufactured from fibre glass reinforced nylon or an approved alternative non-corrosive material; and

(b) seals the gas bleed hole by a mechanism made of non-corrosive flexible material sealing against a non-flexible seat which seals on the same place at all times; and

(c) has a maximum rated working pressure of at least 1200kPA; and

(d) has an air gap between the liquid and sealing system within the valve preventing liquid from contacting the sealing mechanism; and

(e) has a flange fitting drill to Figure B.5 in accordance with AS 4087-2004 Metallic flanges for waterworks purposes (incorporating Amdt 1-2005).

(4) A gas release valve—

(a) is to be installed atop a 100mm long (min) flanged hydrant riser with an isolating wafer butterfly valve, which—

(i) has a 90 degree actuator (gearbox) with extension system (spindle) brought to underside of the attached lid; and

(ii) is to be installed on the major or minor high points of all high pressure mains where the mains are buried, incorporated with a suitably sized concrete



pit with the cover marked accordingly ie. AV as shown on the approved drawings.

(5) When components of the valve are manufactured from a corrosive material, these components are to be coated in accordance with AS/NZS 4158:2003 Thermal-bonded polymeric coatings on valves and fittings for water industry purposes or other approved protective coating.

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 at least one person who has been accredited to that program is present at the site during all pipe laying 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 well 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 place 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 sewerage reticulation main (1) A sewerage reticulation main is constructed to the alignment and

invert levels shown on the approved drawings.

(2) Unless otherwise specified, a sewerage reticulation main is constructed to a minimum depth of 1200mm to invert and a maximum depth of 300mm.



(3) Unless otherwise specified, a sewerage reticulation main in a house main is connected at a maximum depth of no greater than 300mm to invert.

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

(5) A sewerage reticulation main is laid in verge within the standard water reticulation main boundaries as specified in the standard drawings.

(6) The contractor is to construct the work in accordance with Table 3.4 (Sewer construction tolerances) of this standard specification.

Table 3.4 Sewer Construction Tolerances

Attribute Construction tolerance Sewer horizontal alignment ± 75mm

Sewer vertical alignment ± 20mm

Manhole invert level ± 20mm

Structure/Manhole finished surface level

± 30mm

3.5 Alignment and levels of a sewer rising main

(1) A sewer rising main is constructed to the alignment and invert levels shown on the approved drawings.


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 not withdrawn after the completion of boring and jacking work.



(5) The ground is not excavated more than 600mm 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 14mm.

(8) The pipe is not damaged during its insertion in 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 such 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 in diameter and lump 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

shown on the approved drawings.

(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 standard compaction.

(3) Where the excavation encounters ground water or other poor ground 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 on the approved drawings and provides a minimum cover of 100mm around the pipe or fitting for the full trench width.

Part 5 Laying and jointing of pipes 5.1 Laying and jointing of pipes

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

(2) All pipes used are matched so that they are to be, 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.


(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 House connections (1) All junction pipes in a line of sewer are concrete bedded and

encased with a minimum 150mm cover of Grade N20 concrete.



(2) Where passing through concrete, brickwork or masonry, pipes are cleaned and washed over with fresh cement grout and bedded on and surrounded with cement mortar at least 12mm clear thickness.

(3) Unless shown otherwise on the approved drawings, no pipes encased in concrete extend more than 150mm beyond the face of that concrete.

(4) Short pipes laid in sewers do not exceed 600mm in length and short pipes laid in house connections do not exceed 300mm in length.

(5) House connections are terminated 1m into the individual allotment and located between 0.5m and 1.5m off the side boundary on the low side of the allotment unless shown otherwise on the approved drawings.

(6) The minimum cover to house connections is 900mm and the invert of the future house service is not lower than the obvert of the sewer.

(7) All open ends of pipes and branches are terminated with capped pipes as shown on the approved drawings and branch pipes are generally laid so that the branch is at an angle of 450 above the horizontal and the invert level of the adjacent house connection inspection opening is a minimum of 150mm above the invert level of the main line at the branch.

(8) A 13mm diameter orange plastic electrical conduit is installed at the end of all house connections so that it extends vertically from the centre of the cap of the inspection opening to 50mm minimum above the finished surface (alternatively, sewer marking tape may be tied to the cap of the inspection opening and extended vertically to the finished surface).

5.3 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.

(2) The other section of the cut pipe is bevelled and fitted to the other side of the bend or fitting.

(3) 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.

5.4 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 150mm in thickness.

6.2 Trenches under a footpath

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 150mm 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 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 Manholes 7.1 General standards

(1) Manholes are constructed in accordance with standard drawing IPWEAQ S-0020 and the concrete used is Grade N25.

(2) Precast manholes in accordance with standard drawing IPWEAQ S-0021 are used only with the prior approval of the local government.

(3) All benches and channels are cement rendered such that the rendering—

(a) consists of mortar comprised of 1 part cement to 2 parts of approved fine sand; and

(b) when completed, is not less than 15mm thick and finished with a steel trowel true to shape and dimensions; and

(c) is applied while the concrete is within 24 hours of original coating.

(4) When directed, the concrete surface is scabbled to provide efficient bond for the first render coat.

(5) Dry concrete surfaces are wetted before rendering is applied and the surface of the first coat is scored and the second coat applied before the first has set hard.

(6) The manhole cover slabs of the cast in-situ manholes are poured in-situ with the joint between the wall and cover slab recessed and scabbled to ensure a watertight junction.



(7) Prior to placing the concrete surround to the cast iron cover and frame, the surface of the cover slab is thoroughly cleaned and scabbled to ensure a watertight junction.

(8) In pavements and pedestrian pathways, the concrete surround is varied in thickness, while retaining the minimums shown, so as to match accurately the levels and falls of the pavement.

(9) When the concrete surrounds are not in paved areas or pedestrian pathways, they are set so as not to be in depressions but in general, are 50mm above the surrounding level with the restored surface mounded slightly up to the manhole lid.

(10) A material conforming with that specified in section 7.6 (Discharge manhole protective coating system) of this standard specification is to be used to internally coat—

(a) cast insitu manholes for sewers equal to or greater than 300mm in diameter; and

(b) manholes over 4 metres deep.

7.2 Step irons or ladders

Step irons or ladders are not required in manholes unless specified in the approved design and the standard drawings IPWEAQ S-0020, S-0021 and S-0022 are amended accordingly.

7.3 Manhole covers (1) Cast iron manhole covers and cover frames are fitted to the

manholes as shown in the approved drawings and are of the form and dimensions shown on standard drawing IPWEAQ S-0025 finished true with clean and smooth surfaces.

(2) The cast iron manhole frame is cast in a concrete surround, the cast iron frame being set in the mould and the concrete poured around it.

(3) All forms used for casting concrete surround are of metal, well braced and capable of being stripped without damaging the concrete.

(4) In pavements, the concrete surround is varied in thickness, while retaining the minimums shown, so as to match accurately the levels and falls of the pavement.

(5) When the concrete surrounds are not in paved areas they are set so that they are not in depressions but are slightly above the surrounding level with the restored surface mounded slightly up to the manhole lid with the top to match the grade of the finished surface.



(6) The tops of covers are, unless otherwise directed, finished 50mm to 75mm above the finished ground level and match the finished ground slope (except in paved areas where they are finished flush with the finished pavement surface).

(7) Where manholes occur in sealed pavements no concrete margins to the cast iron frames are used but the pavement is sealed up against the frame.

(8) The tops of all manhole covers are stamped with the letters "SAN SEW”.

(9) All manhole covers sit evenly on the seating without rocking and give, as near as possible, a watertight joint.

(10) Before the sewerage reticulation system is placed on-maintenance, the manhole lids are sealed by placing a strip of bitumen, impregnated foam plastic, or approved alternative, between the lip of the ring and the cover and bolts are installed in the case of bolt down lids.

7.4 Sluice valve chambers (1) The sluice valve chamber is constructed from clay bricks with a cast

iron surface box and pre-cast concrete surround.

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

7.5 Scour valves

A scour valve is provided at the low points of rising mains to discharge to a standard 1050mm diameter manhole. The manhole is located as shown on the approved drawings.

7.6 Discharge manhole protective coating system (1) A discharge manhole has vertical, soffit and bench surfaces which

are coated with a protective coating system such that—

(a) Soffit and bench surfaces are coated with a two part solvent free 100% solids epoxy protective coating system suitable for application to damp concrete.

(2) Vertical surfaces are coated with a High Density Polyethylene HDPE, Polyethylene PE or uPVC plastic lining protective coating system.

(3) The protective coating system for a discharge manhole—

(a) is installed to the manufacturers requirements; and



(b) is applied by an accredited applicator approved by the manufacturer; and

(c) complies with section 9.9 (Protective coating of wet wells) of this standard specification.

(4) The plastic lining coating system is minimum of 2mm thick and either aHDPE, or uPVC material cast onto the structure or grouted in place following the construction of the structure.

7.7 Gas release valve chambers (1) Valves are fixed and air valve chambers are constructed in the

positions as shown in the approved drawings.

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

7.8 Installation of a marker post (1) A “Dura-post” (or other similar product) 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 375mm 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) valve marker post unless the existing post is a “Dura-post” (or other similar product); and

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

(4) A sluice valve post—

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

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



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

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

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

(8) A sticker indicating—

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

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

Part 8 Restoration 8.1 General standards

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

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

8.2 Asphalt pavements (1) Saw cuts are made across the road surface at least 150mm 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 work was commenced.

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

(a) dried and given a thorough brooming; and

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

(c) covered with a minimum 50mm 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 5mm.



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

(2) When crossing the kerb and channel to lay the main, the sewerage 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 150mm 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 100mm 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 80mm 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 stripped and stockpiled from the site.

8.6 Connection to existing sewers

All connections to the existing mains are carried out by the local government.

Part 9 Pumping stations 9.1 General standards

The construction of pumping stations comprises—

(a) the excavation, shoring, dewatering, backfilling and disposal of surplus spoil; and

(b) the installation of sewer pipework; and

(c) the construction of a control cubicle plinth (cast integrally with a pumping station top slab); and

(d) the supply and installation of electrical conduits; and

(e) the supply and installation of pipes, valves, fittings and thrust blocks shown on the approved drawings; and



(f) supply and installation of access covers; and

(g) the site earthworks and construction of access road pavement; and

(h) a 25m water service fitted with approved backflow prevention device and a tap; and

(i) the electrical or mechanical installation of the pumps and the supply and installation of control systems, pumps and electrical equipment (normally carried out by the local government at the cost of the party who is performing the work).

9.2 Construction joints

Construction joints are made in the positions shown on the approved drawings and reinforcing steel is carried through the joints where indicated on the approved drawings.

9.3 Concrete strengths (1) Concrete complies with AS 3600-2001 Concrete structures

(incorporating Amdt 1-2002 and Amdt 2-2004).

(2) The concrete grade is as set out in Table 9.3 (Concrete strengths) of this standard specification.

Table 9.3 Concrete strengths

Column 1 Element

Column 2 Grade

Pump well floor slab S40 Pump well walls, valve chamber and roof slab S40 Benching N25 Pump out chamber and manhole N25

9.4 Concrete testing

Concrete is tested by a NATA registered testing laboratory. Three test cylinders are taken for each pour of the pumping station. Cylinders are tested as follows—

(a) 1 at 7 days; and

(b) 2 at 28 days.

9.5 Concrete finishes (1) The inverts of channels are finished with a steel trowel to the grades

shown on the approved drawings.



(2) The floors and roof slab are finished with a steel trowel to a level surface or to the slope shown on the approved drawings.

(3) Exposed surfaces of walls are finished off the form and all nibs and rough spots are rubbed back with an emery stone and airholes and other defects are filled with cement mortar and finished with a steel trowel to provide a dense smooth surface.

9.6 Pump pedestals and guide bars (1) The pump pedestals and guide bars are installed in accordance with

the pump manufacturer’s written dimensions and specifications.

(2) The pump pedestals and guide bars are located in the correct position.

(3) Holding down bolts are as specified by the pump manufacturer.

(4) All pump units and pedestals are installed and supplied at the cost of the party performing the work.

9.7 Internal pipework

Pumpwell and valve chamber pipeworks are DICL pipe and fittings. Pipework and fittings not supplied with a fusion bonded powder coating are painted with a tar epoxy coating or equivalent to a total dry film thickness of 250µm.

9.8 Backfilling

Pumping stations are backfilled with selected material from the excavations, placed in uniform layers not exceeding 200mm loose thickness, and are compacted by mechanical tampers to a density of not less than 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.

9.9 Protective coating of wet wells (1) All internal vertical, soffit and cover opening wet well surfaces of

sewerage lift stations, pump stations and discharge chamber surfaces are to be coated with a protective coating system.

(2) A protective coating system is either—

(a) a two part solvent free 100% solid epoxy protective coating system suitable for application to damp concrete that complies with subsection (6) of this section; or

(b) a coating system that complies with the Australian Paint Approval Scheme Specification No. 0214 – Coatings for



Concrete Used in Sewerage Works, applied in accordance with subsection (6) of this section; or

(c) A HDPE or uPVC plastic lining protective coating system that complies with sub section (8) of this section.

(3) A protective coating system—

(a) is installed to the manufacturer’s requirements; and

(b) is applied by an accredited applicator approved by the manufacturer; and

(c) is finished to the details shown on the approved drawings.

(4) A new concrete surface—

(a) is pressure blasted or scabbled before a protective coating system is applied so as to remove any laitance, loose or porous material, leaving a clean, rough, hard concrete surface; and

(b) is dried after pressure blasting or scabbling; and

(c) will have all holes and shallows filled with approved filler such as Fosroc Nitomortar E. L. (or other similar product) with a minimum compressive strength at 7 days of 70MPa.

(5) For all concrete, concrete test cylinder results from a NATA registered laboratory are to be provided to the local government.

(6) The two part solvent free epoxy protective coating system suitable for sewerage works—

(a) will consist of—

(i) a chemical resistant two part epoxy primer/sealer (if specified by the manufacturer) with a minimum single coat dry film thickness of 30 microns; and

(ii) a high build two part solvent free 100% solids epoxy coating resistant to Sulphuric acid abrasion with a minimum dry film thickness of 2000 microns; and

(b) will have a pot life of a minimum of 40 minutes with a colour, when dry, of light grey, white or off white.

(7) Where the protective coating system includes Quartzite aggregates the minimum dry thickness is to be 4000 microns.



(8) A plastic lining protective coating system—

(a) is a minimum of 2mm thick; and

(b) is either—

(i) HDPE material; or

(ii) PE material; or

(iii) uPVC material; and

(c) is cast onto the structure or grouted in place following construction of the structure; and

(d) is installed by an accredited applicator approved by the manufacturer; and

(e) is installed to the manufacturers requirements; and

(f) is fully joined and sealed by welding or by proprietary product locking seams, to provide a continuously sealed surfaced coloured either light grey, white or off white.

Part 10 Inspection and testing 10.1 Air testing for sewerage reticulation mains

(1) Following the installation of the full sewer length between manholes (including the construction of manhole drops, house connection branches, the placing of approved filling to 100mm over the pipe and the completion of the first wall pour of the manholes at both ends), the sewers and house connections are air tested with a pressured air test.

(2) All pressure testing must comply with the pressure testing requirements as set out in the latest version of the WSAA code.

(3) A test gauge of 150mm diameter or larger with a suitable range, certified to be correct by an approved testing authority is used for the testing.

(4) The procedure for pressure testing sewers and house connections is as follows—

(a) The sewer length complete with all appurtenances including manhole drops, house connection branches and house connections is tested in the one test, not separately.

(b) All ends are plugged, one plug containing an air hose connection and care is taken to ensure that the load on the



plug is not taken by the pipe joints, but is taken by struts bearing on the plug.

(c) An air line is connected from an air compressor and the pressure in the pipeline raised to the initial pressure as specified in Table 10.1 (Test pressures) of this standard specification.

(d) The air pressure is held at this initial pressure for a minimum of 3 minutes to stabilise temperatures.

(e) After 3 minutes the pressure is dropped to the test start pressure shown on Table 10.1 (Test pressures) of this standard specification and held for 3 minutes.

(f) If the pressure drop is 5 kPa or more, the test is deemed to have failed.

(5) The procedure for the vacuum test for sewers is as follows—

(a) The sewer length complete with all appurtenances including manhole drops house connections branches, and house connections is tested in the one test, not separately.

(b) All ends are plugged with one plug containing an air hose connection.

(c) Air is extracted out of the pipeline up to a vacuum of 28 kPa and the vacuum gauge monitored for 3 minutes.

(d) If the increase in pressure after 3 minutes is equal to or more than 5 kPa the test is deemed to have failed.

(6) If any line does not pass a test, any necessary remedial works are carried out and on completion of remedial works, the line is again to be tested until a pass is achieved.

Table 10.1 Test pressures

Depth Range (metres)

0 - 1.5 m 1.5 – 3.0 m 3.0 – 4.5 m 4.5 – 6.0 m > 6.0 m

Initial Pressure (kPa)

30 35 40 45 50

Test Start Pressure ( kPa)

25 30 35 40 45



10.2 Testing of manholes (1) The concrete used in manholes is tested by a NATA registered

testing authority.

(2) Three (3) test cylinders are taken to be tested as follows—

(a) 1 at 7 days; and

(b) 2 at 28 days.

(3) As a minimum requirement, every third delivery to the site is tested.

(4) If hydrostatic testing is required, no manhole is tested until at least 10 days after completion of the concreting in such case—

(a) all pipes in the manhole are effectively sealed off before filling; and

(b) the manhole is then filled with water to the top of the concrete; and

(c) the manhole is left to stand for at least 12 hours to permit the concrete to absorb any moisture; and

(d) the water level is brought back to the top of the concrete and allowed to stand for 24 hours.

(5) The evaporation rates are determined as follows—

(a) At the commencement of the test a dish having vertical sides is filled with water to a measured depth and placed adjacent to the manhole under test.

(b) At the end of twenty-four hours, the water levels in the manhole and the dish are measured and the loss of water in each is calculated.

(c) The evaporation loss, if any, is determined from the water levels in the dish and due allowance is made for evaporation loss in calculating the loss from the manhole.

(6) The maximum allowable net loss (after allowance for evaporation) that is accepted as satisfactory will be 0.25% of the volume of water in the manhole and any manhole which exceeds this maximum allowable loss is rejected until repairs are effected.

(7) A similar test procedure to that set out in subsection (5) of this section is applied to pump stations.



(8) Hydraulic testing of rising mains is carried out at the lowest point of the line or lines being tested with a test pressure is 750 kPa.

(9) 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 so that test pressure is maintained for 15 minutes minimum without any drop in the gauge reading and during this period, the whole line is inspected for leakage or movement.

(10) Any defects are repaired and the main re-tested until the gauge pressure remains steady for 15 minutes minimum.

(11) The length of main or mains under hydraulic pressure test are 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.

(12) The length of each test section is no more than 1000m.

10.3 Connection to existing live mains (1) The certified results of all tests are submitted to the local

government before the connection of the mains to existing live mains.

(2) The connection to live mains is carried out by the local government.

Part 11 Contractual provisions 11.1 Testing of sewers

(1) Before the Contractor advises the Superintendent that any pipelines are 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 this clause 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.




(5) Temporary thrust blocks associated with testing are to be removed by the Contractor upon completion of testing unless otherwise directed by the Superintendent.

Documents

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 fileLogan City Council Standard Specification No. 5 (Sewerage infrastructure) 2006 Table of Provisions Part 1