Water Supply Reticulation Design and Construction

7/28/2019 Water Supply Reticulation Design and Construction

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Chapter 13 - Water Supply Reticulation - Design and Construction Table of Contents

April 1999 Page 1l

Chapter 13:WATER SUPPLYRETICULATION -

DESIGN ANDCONSTRUCTION


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April 1999 Page 2l

13.0 WATER SUPPLY RETICULATION -DESIGN AND CONSTRUCTIONTable of Contents

Clause Subject Page No13.1 GENERAL................................................................................................................. 13-1

13.1.1 General ..................................................................................................................... 13-113.1.2 Definitions ................................................................................................................. 13-113.1.3 Works Carried Out by Council .................................................................................. 13-113.1.4 Non Complying Works.............................................................................................. 13-213.1.5 Works Affected by Other Authorities......................................................................... 13-213.1.6 Site Safety................................................................................................................. 13-213.1.7 Works on Private Property........................................................................................ 13-2

13.2 MINES SUBSIDENCE .............................................................................................. 13-2

13.3 DRAWINGS GENERALLY ....................................................................................... 13-3

13.3.1 Plan Requirements ................................................................................................... 13-313.3.2 Work as Executed Drawings..................................................................................... 13-3

13.4 WATER DESIGN ...................................................................................................... 13-4

13.4.1 Locations................................................................................................................... 13-413.4.2 Datum....................................................................................................................... 13-413.4.3 Reticulation mains..................................................................................................... 13-413.4.4 Service Mains ........................................................................................................... 13-513.4.5 Lot Servicing ............................................................................................................. 13-613.4.6 Cover Requirements - Reticulation Mains and Water Services ............................... 13-613.4.7 Fire Hydrant Spacings .............................................................................................. 13-613.4.8 Stop Valve Spacing................................................................................................... 13-713.4.9 Existing Mains........................................................................................................... 13-713.4.10 Steep Pipelines......................................................................................................... 13-713.4.11 Trench Stops............................................................................................................. 13-713.4.12 Concrete Bulkheads.................................................................................................. 13-813.4.13 Thrust and Anchor Blocks.........................................................................................13-813.4.14 Protection of Pipelines .............................................................................................. 13-813.4.15 Boring Under Existing Council Roads....................................................................... 13-913.4.16 Pipe Crossings - RTA or SRA Property.................................................................. 13-1013.4.17 Encasing Under Trees............................................................................................ 13-1013.4.18 Main Marking .......................................................................................................... 13-1013.4.19 Water Services........................................................................................................ 13-1113.4.20 Alternative Materials ............................................................................................... 13-1313.4.21 Water Service Testing ............................................................................................ 13-1313.4.22 Service Marks ......................................................................................................... 13-1313.4.23 Main Cocks Under Concrete Footpaths and Driveways......................................... 13-1313.4.24 Landscape Irrigation ............................................................................................... 13-13

13.5 SUP PLY OF PIPES AND FITTINGS ...................................................................... 13-14

13.5.1 General ................................................................................................................... 13-1413.5.2 Quality Assurance................................................................................................... 13-1413.5.3 Certificate of Compliance........................................................................................ 13-1413.5.4 Pipe Material........................................................................................................... 13-15


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April 1999 Page 3l

13.0 WATER SUPPLY RETICULATION -DESIGN AND CONSTRUCTIONTable of Contents (Cont inued)

Clause Subject Page No13.5.5 Pipe Fittings: General ............................................................................................ 13-1513.5.6 Alternative Pipe Material and Fittings ..................................................................... 13-1513.5.7 Pipe J ointing Systems ............................................................................................ 13-1613.5.8 Witness Marks ........................................................................................................ 13-1613.5.9 Mine Subsidence J oints.......................................................................................... 13-1713.5.10 Fasteners................................................................................................................ 13-1813.5.11 Fittings .................................................................................................................... 13-1813.5.12 Handling and Storage............................................................................................. 13-19

13.6 EARTHWORKS ...................................................................................................... 13-19

13.6.1 General ................................................................................................................... 13-1913.6.2 Trench Width for All UPVC Pressure Pipelines ...................................................... 13-1913.6.3 Excavation Depth.................................................................................................... 13-2013.6.4 Extra Depth Excavation.......................................................................................... 13-2013.6.5 Dewatering.............................................................................................................. 13-2013.6.6 Support of Excavations........................................................................................... 13-21

13.7 EROSION AND SEDIMENT CONTROL ................................................................ 13-21

13.8 PIPE BEDDING ...................................................................................................... 13-21

13.8.1 General ................................................................................................................... 13-2113.8.2 Sand Bedding......................................................................................................... 13-2113.8.3 Granular Bedding.................................................................................................... 13-22

13.9 LAY AND J OINTING...............................................................................................13-22

13.9.1 Installation Details - General................................................................................... 13-2213.9.2 Pipe Grading and Alignment................................................................................... 13-2313.9.3 Tolerances .............................................................................................................. 13-2313.9.4 Reinstating Witness Marks ..................................................................................... 13-2413.9.5 Cutting of Pipes....................................................................................................... 13-2413.9.6 Pressure Pipeline Fittings ....................................................................................... 13-2413.9.7 Polyethylene Wrapping of Pipelines and Fittings Ductile Iron................................ 13-2513.9.8 Main Damage.......................................................................................................... 13-25

13.10 BACKFILLING AND COMPACTION ...................................................................... 13-25

13.10.1 General ................................................................................................................... 13-2513.10.2 Restoration.............................................................................................................. 13-2613.10.3 Maintenance ........................................................................................................... 13-27

13.11 TESTING OF WATER MAINS AND SERVICES .................................................... 13-27

13.11.1 General ................................................................................................................... 13-2713.11.2 Method of Carrying Out Test .................................................................................. 13-2713.11.3 Allowable Leakage Tolerances............................................................................... 13-2813.11.4 Repair of Leaks....................................................................................................... 13-2813.11.5 Council Acceptance................................................................................................ 13-29


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Chapter 13 - Water Supply Reticulation - Design and Construction

April 1999 Page 13 - 1

13.0 WATER SUPPLY RETICULATION - DESIGN ANDCONSTRUCTION

13.1 GENERAL

13.1.1 General

This specification outlines the minimum requirements for the supply, delivery andthe design and construction of water reticulation pipes, fittings and water services.

This specification is intended to:

1 Outline all requirements for general development work; and

2 Form a Schedule to Specification (detailing technical requirements) toaccompany specifications for Contractor constructed works.

All works are to be carried out in accordance with this specification, the regulationsof the relevant statutory authorities and manufacturers recommended procedureswhere appropriate.

13.1.2 Definitions

The term "The Engineer" shall refer to the Director of Engineering Services or theappointed representative.

Refer Clause 2.3 for additional definitions.

13.1.3 Works Carried Out by Counci l

Connections to Council's existing water reticulation system is to be carried out byCouncil where the execution of such work may result in the disruption or thereduction in the quality of the water supply or additional work to Council during theconstruction period. Where Council undertakes the connection, Council willgenerally provide and install a tee connection complete with a stop valve of the sizeand at the location nominated in the approved connection design. It will be theresponsibility of the Developer to connect the main to this connection point followingacceptance of the works in accordance with Clause 13.11.5

A design detailing all bends, fittings, valves etc. for connection/s and mainadjustment works shall be prepared by the Developer. The design shall besubmitted to the Engineer for approval a minimum of four (4) weeks prior to theworks being required.

At the Developers written request the Engineer shall provide estimated costs forwork to be carried out by Council. No Developer supplied materials will be acceptedby Council for use in the works. The payment is based upon an estimate only,actual costs will be charged to the Developer on completion of the works. Pre-payment of the estimated amount will be required prior to Council ordering materialsand programming works.

The work will be commenced within twenty (20) working days from the date of receipt of payment, of delivery of material or upon written notification by theDeveloper to commence work whichever is later.


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Page 13 - 2 April 1999

In selected situations as determined by the Engineer work carried out by Councilmay be undertaken on a "do and charge" sundry debt basis. These situations willbe restricted to minor works using stock material and requiring no design. Theseworks will be completed within one (1) week upon notification of the Developer tocommence work.

The Developer is advised that several weeks lead time after payment may berequired for the supply of non-stock materials. Council will not accept responsibilityfor any delays incurred by the Developer or their agents through their failure toobtain a timely quotation, make payment or make written notification for theconnection works.

13.1.4 Non Comply ing Works

Where work as executed levels, grades and alignments do not comply with theconstruction tolerances of Clause 13.9.3 the requirements of Clause 2.33 shallapply. Refer Clause 13.3.2 for Works as Executed requirements.

13.1.5 Works Affected by Other Authorities

Where a pipeline or structure crosses, or is located within a main road, creek, orconstruction of the work affects plant, assets or property under the control of anyother Authority, the work shall be carried out in accordance with the requirements of that Authority for such work. The Developer will obtain all necessary approvals andpay any associated fees and charges for the work from the Authority concerned. Itwill be the Developer's responsibility to notify the Authority of their intention toconstruct and to complete any written notification so required.

13.1.6 Site Safety

The Developer shall comply with all relevant Occupational Health and SafetyRegulations and exercise all necessary precautions for the safety of site personnel.

13.1.7 Works on Private Property

The Developer shall arrange all necessary permits and agreements to facilitateworks on private property.

13.2 MINES SUBSIDENCE

The Developer is advised that parts of Wyong Shire fall within proclaimed MineSubsidence areas.

All pipe jointing systems for water reticulation works must be capable of accommodating movement associated with the mine subsidence design groundstrain as advised by the Mine Subsidence Board for the nominated developmentarea.

It is the responsibility of the Developer to check if the proposed work lieswithin a proclaimed Mines Subsidence area and (if applicable) obtain thedesign ground strain for the associated development site from the MineSubsidence Board for design of the works. The design ground str ain is to beclearly detailed on the design drawings. In additi on the relevant calculations(refer Clause 13.5.9), specific pipe type and length, joint type and socket


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depth, fitting type and socket depth shall be certified as complying by themanufacture. It will be the Developer's responsibility to ensure that any pipe

jointing system supplied and incorporated with the works comply with therequirements of Clause 13.5.7 for the nominated design ground strain.

Failure to comply with Mines Subsidence requirements shall result in a direction bythe Engineer to remove all non-complying material. All costs associated withremoval of the faulty work and supply of new pipe materials shall be borne by theDeveloper.

For information regarding ground strains for Wyong Shire the Developer shouldcontact the District Inspector, Mines Subsidence Board, Wyong.

13.3 DRAWINGS

13.3.1 Plan Requirements

Drawings that are submitted for approval to the Engineer shall be prepared to thefollowing scales:

a Detail Plans Scale - 1:500 (or 1:1000 if previously approved by theEngineer)

b Long Section Scale - Vertical - 1:200(where applicable) - Horizontal - 1:1000

All existing services, features and proposed works including water mains, sewers,electricity supplies, property of Telstra, stormwater pipes, kerb and gutter and anyother services are to be shown on the plans. Longitudinal sections will generally be

required for carrier and trunk mains, showing depth of cover, type and class of pipe,fittings, details of thrust blocks, trench stops or bulkheads and special bedding, andany vertical deviation from standard cover.

All easements for water mains are to be arranged and finalised by the Developer. The details of relevant easements are to be shown on the design drawings.

All tie dimensions to air valves and scours are to be shown in metres and partsthereof and are to be taken from corners of lots or other similar permanent marks.

Ties to fence posts, trees and other impermanent or temporary structures are notpermitted.

13.3.2 Work as Executed Drawings

Work as executed drawings are required to be submitted to the Engineer by theDeveloper after completion of the works. The work as executed drawings will show,but not be limited to, the location and alignment of mains and fittings including thefollowing details:

a Minimum of two ties to air valves in relation to lot boundaries or otherpermanent marks;

b Minimum of two ties to scours in relation to lot boundaries or other permanentmarks;


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c The locations of hydrants, main cocks, stop valves, tees, tapers, dead ends,air and scour valves and water services and all lot boundaries and kerb lines.

d The pipe sizes, class and type of material used, and the work as executedpipe grade and levels (where applicable).

e Extent of concrete encasing or pipeline protection.

f The pipe length between fittings and the straight line dimensions betweenhydrant and valves.

g The distance of all mains from the adjacent boundaries.

Refer Drawing SD70 for an example of Works as Executed requirements.

All "Work As Executed" drawings are to be certified by a Registered Surveyor andbe submitted on copies of the originals for Council approval prior to the release of

the linen plan.13.4 WATER DESIGN

13.4.1 Locations

Water mains are to be constructed and laid in the locations shown on the approvedengineering plans.

Water mains are to be laid within the allocations shown in all instances on DrawingSD 26A or, SD 25A where the Developer nominates shared trenching or sharedtrenching is a condition of Development Approval.

Where significant vegetation is to be retained adjacent to the above alignmentsvariations may be required subject to the Engineer's approval and the vegetationprotection treatments of Chapter 3 shall apply.

13.4.2 Datum

All levels shown on the drawings are to be to Australian Height Datum. Thelocations and reduced levels of the benchmarks used and origin of levels for thedesign are to be detailed on the drawings.

Permanent, substantial and easily accessible bench marks are to be provided by theDeveloper and their location and level are to be clearly shown on the drawings.

13.4.3 Reticulation Mains

a All water supply reticulation mains are to be designed in accordance with thecurrent Public Works Department of NSW, Water Supply Investigation Manual1986 unless otherwise amended in this specification.

b The minimum size for water mains shall be 100mm diameter in residential andrural developments. For industrial and commercial areas, a minimum 150mmdiameter main is to be provided.


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c The Developers attention is directed to Clause 13.4.1 regarding location of mains. Pipes laid adjacent to curved boundaries will not be permitted to becurved or bent along the axis of the pipeline between any flexible joints orconnections unless the pipes are manufactured in curves and satisfy therequirements herein. Changes in direction are to be obtained using suitablebends or joint deflections in accordance with Clause 13.9.2.

When approved by the Engineer the Developer may use continuous flexiblemedium density polyethylene pipe (MDPE) systems of equivalent classes.When other alternatives are proposed, full details are to be submitted to theEngineer for assessment. Refer Clause 13.5.6.

d Looping of mains will be required to eliminate dead end lines. Looping of mains in cul-de-sacs is to be provided in accordance with Drawing SD16A.

e The Developer's attention is drawn to Drawing SD 43A of this specification.Where at least one main is smaller than 200mm nominal size the location of

tee junctions under roadways is to be avoided unless otherwise approved bythe Engineer. Where both mains are 200mm nominal size and greater, tee junctions will be permitted in the roadway where necessary.

13.4.4 Service Mains

All internal service mains are to be designed in accordance with the relevantAustralian Standard referred to in the Building Code of Australia with adequateprovision for the fire fighting services to the proposed development.

The following table details the fire flows required under the Building Code of Australia.

Class of Building Fire Flow Required(L/S)

1 Single Dwelling - Houses 4.5

2 Office buildings, common residential buildings, including flats andboarding houses with buildings NOT EXCEEDING 25m in height.

11

3 As for 2 with buildings EXCEEDING 25m in height 22

4 Shops, restaurants, hotels, motels, markets, laundries, servicestations, public garages, warehouses, factories, laboratories andinstitutions with buildings of:- 1 or 2 storeys; or

- 3 or 4 storeys and total floor area NOT EXCEEDING2,000m 2

15

5 As for 4 with buildings of:- 3 or 4 storeys and total floor area EXCEEDING

2,000m 2; or- 5 or more storeys

22

Flow rates are in accordance with the relevant Australian Standard as specified inthe Building Code of Australia, and are as recommended in NSW Public WorksDepartment Water Supply Investigation Manual, 1986.


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13.4.5 Lot Servicing

Refer Clause 13.4.19 for detail requirements.

a Every lot within the development shall be provided with an individual waterservice, servicing only that lot. Water services servicing more than one (1) lot(dual services) will not be permitted.

b Water services shall only be connected into mains of a size equal to or greaterthan 100mm nominal size.

c Refer to Drawing SD13 for water service location to battleaxe and multiple lotsserviced via right of carriageway handles.

13.4.6 Cover Requirements - Retic ulation Mains and Water Services

a Pipelines

The minimum depth of cover to be provided for UPVC pressure pipelines asmeasured from the final design ground level to the top of the pipe barrel shallbe as follows:

Location of Pipe UPVC

1 Areas not subject to vehicular loading 5002 Areas potentially subject to vehicular loading* 750

*This includes construction traffic loading.

Lesser covers may be permitted subject to the approval of the Engineer wherethe pipes are laid in ductile iron or where special protection of the pipelinessuch as concrete encasing has been specified or directed by the Engineer.

The Developer's attention is drawn to the fact that pipe cover adjacent tovalves or other fittings may vary with varying pipe sizes. It is the Developer'sresponsibility to ensure that the correct depth for the pipeline is maintained atany fitting.

b Water Services

Services are to be located a minimum depth of 150mm below the subgradelevel or have a minimum 400mm cover below the crown of road whichever isthe greater and a minimum of 300mm cover in footpaths. A maximum depthof up to 1.0m will generally apply.

13.4.7 Fire Hydrant Spacings

Maximum hydrant spacing is to be 60 metres in residential areas. Spacing of up to120 metres in rural areas will be permitted as long as all dwellings are adequatelyserviced. Notwithstanding the above, hydrants are required to be installed on theend of all dead end lines, either temporary or permanent, and at the high and lowpoints of the main. All dead end hydrants are to be secured with an adequate thrustblock located off line from the main to permit future extension if required.


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13.4.8 Stop Valve Spacing

Stop valves within subdivisions shall be located at spacings such that no more thana total of fifty (50) residential allotments exist between any two (2) stop valveslocated on the same distribution main. Notwithstanding the above, stop valveswherever possible shall be located at street corners or immediately downstream of off-take line interconnections within the footpath area in accordance within drawingSD 43.

13.4.9 Exist ing Mains

If hydrants or stop valves on existing lines are of inadequate spacing, additionalhydrants or stop valves will be required to be installed to satisfy the requirements of Clauses 13.4.7 and 13.4.8 at the Developer's expense.

13.4.10 Steep Pipelines

a Where pipelines are laid on grades of 25 percent or greater the provision of concrete bedding in accordance with Drawing SD 37C will be required toensure that movement of the pipeline during construction does not occur.

b Concrete bulkheads or trench stops shall be provided in accordance withClauses 13.4.11, 13.4.12 and Drawing SD 37C.

c All pipelines laid on grades steeper than 50 percent are to be encased inconcrete as detailed on Drawing SD 37C.

13.4.11 Trench Stops

a Where a pipeline is laid on bedding in accordance with Clause 13.8.2 at agrade ten percent or steeper , trench stops are to be located as follows andprovided in accordance with Drawing SD 37C.

i At the socket side of the joint nearest to the position of a trench stoprequired in accordance with the formula hereinafter.

ii The bags are to be placed to give close contact with the pipe and to fillthe entire space between the excavated recess and the pipe. Bags willnot be placed onto sand bedding.

The distance between trench stops will be determined by the followingformula:

D = 60 , wherebyG

D = Distance between stops in metres,G = Grade of pipe expressed in percentum.

b Where pipelines are laid on bedding in accordance with Clause 13.8.3 theinstallation of trench stops shall not be required.


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13.4.12 Concrete Bulkheads

Where a pipeline is installed at a grade of 20 percent or steeper concretebulkheads of Grade 20 concrete 150mm minimum thickness will be constructed asfollows and as indicated on Drawing SD 37C.

Where concrete bedding to a pipeline is required as specified in Clause 13.4.10, the150mm thick bulkhead will be cast integral with the concrete bedding. The bulkheadis to extend to 300mm below finished surface level. Refer Drawing SD37C.

The distance between concrete bulkheads will be determined by the followingformula:

D = 600, wherebyG

D = Distance between bulkheads in metres,

G = Grade of pipe expressed in percentum.13.4.13 Thrust and Anchor Blocks

Thrust and anchor blocks are to be constructed at valves, flexible jointed bends(both vertical and horizontal), tees, enlargers and reducers or any other point whereunbalanced forces resulting from internal pressures will occur.

The Developer is to provide permanent thrust blocks of minimum Grade 20 MPaconcrete such that the thrust blocks bear against sound undisturbed material normalto the direction of thrust resulting from internal pressures over the calculated bearingarea. Should the material be unsound against the proposed thrust block it shall be

removed and replaced with approved compacted material.

The Developer is to provide permanent anchor blocks complete with all necessarystraps or reinforcement to a minimum Grade 20 concrete of a volume not less thanthat specified on the approved engineering plans or to the manufacturersspecifications.

All thrust and anchor blocks are to be designed by the Developer's Consultant andsubmitted to the Engineer for approval.

13.4.14 Protect ion of Pipelines

a Concrete Encasement (Non Reinforced)

Where mains (excluding those in ductile iron) have less cover than thatspecified in Clause 13.4.6 and in situations where approved, the pipe shall beencased in concrete. Such concrete shall conform with the requirements of drawing SD 37C and shall have the following minimum dimensions:

i For trenches in other than rock: 150mm under, on both sides and on topof the pipe barrel.

ii For trenches in rock: 100mm under the pipe barrel, 150mm on top of the pipe barrel and for the full width of trench excavated.


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b Concrete Encasement (Reinfo rced)

Reinforced concrete (or the alternative steel fibre reinforced concrete"Fibrecrete") encasement of a pipeline shall be provided where required asnominated in Clause 13.4.14 above. Concrete encasement shall be carriedout in accordance with Drawing SD 37C.

c Alternatives

Notwithstanding Clauses 13.4.14(a) and 13.4.14(b) the Engineer may directalternative pipe protection by specifying ductile iron.

13.4.15 Boring Under Exist ing Council Roads

All Council roads shall be under bored except when otherwise approved.

Where the provision of water mains requires the crossing of existing Council roads

by under boring, the following requirements shall be met:.a Construction will be by means of thrust boring or pipe jacking or another non-

surface disruptive construction.

b The Developer is to supply all materials and plant for the work.

c The encasing pipe is to be steel or reinforced concrete complying with therespective requirements of (i) and (ii) below.

i Steel encasing pipe is to be fabricated from steel having a specifiedminimum yield strength of 230 MPa and will have a minimum wall

thickness of 8mm for inside diameter less than 450mm or 12mm forencasing pipes of larger inside diameter up to 800mm;

ii Reinforced concrete encasing pipes are to be rebate jointed complyingwith AS 4058. The minimum class of pipe will be Class 4;

d The inside diameter of the encasing pipe is to be at least 100mm greater thanthe largest outside diameter of the carrier pipe as measured at the joint orcoupling to allow installation of the line to its design grade and line within thespecified tolerances;

e Subject to compliance with tolerance for line, grade and level, as outlined inClause 13.9.3 the carrier pipe may be located anywhere within the encasingpipe. These requirements may be varied to allow the tolerance for line andlevel to be 100mm;

f After installation the Developer will fill the annular space between the mainand encasing pipe completely with a grout mix complying with Clause13.4.15(g). All precautions are to be taken to ensure that there is nomovement of the carrier pipe from its line and grade during grouting. Thewater main will be filled with water prior to grouting;

g Grout to be used for the sealing of the annular space is to be a mixture of cement, sand (1:12) and water, plus an admixture if specified.


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April 1999 Page 13 - 11

13.4.19 Water Services

a General

This section of the specification covers the construction of copper waterservices.

The Contractor may supply alternative water services constructed in part frommedium density polyethylene (MDPE) and install these to the requirements of AS3500.1 with materials approved by Sydney Water and the Hunter WaterCorporation.

Alternative water service systems are not to be used without the prior writtenapproval of the Engineer.

b Installation

All water services are to be installed in accordance with the NSW Code of Practice - Water Supply.

In urban residential developments for both long and short services (unlessotherwise specified below) a 20mm single water service only is to be providedto 300mm inside each property.

The service riser is to be vertical and terminate uniformly 250mm (+/- 25mm)above ground level with a capped No 13 Capillary Fitting which faces parallelto the front boundary.

Every property is to have an individual service tapped from the main and

serving only one property.

The installation of dual services will not be permitted.

Single water services over 30 metres in length, but less than 74 metres are tobe 25mm up to, but excluding, the No 13 Capillary Fitting which shall be25mm x 20mm in size.

Service risers are to be supported by a hardwood stake painted white(minimum dimension 75mm x 50mm), driven firmly into the ground andfastened to the stake by a suitable pipe saddle. The stake is to have afinished height equal to the top of the water service.

In rural areas it is the responsibility of the future lot owner to arrange for theprovision of their water service from the main to meet their requirements inaccordance with Council's standards.

For commercial or industrial developments, services of appropriate size are tobe provided. In many cases, sizes cannot be determined until individualdevelopments are proposed. Separate mains on each side of the road maybe required. Refer to Clause 13.4.4 for requirements of the Building Code of Australia for fire fighting services.


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Page 13 - 12 April 1999

c Location

Water services for all lots other than corner or battle axe lots are to extend atright angles from the main to the property serviced and are to be located in thecentre of each front boundary of the property serviced. Variations to theprevious requirement will be permitted where conflict between accesses andmain cocks may occur. For corner lots, the service is to be located 3 metresaway from the splay corner. For lots located opposite cross streets and lotswith frontages less than 12 metres the service riser shall be located 400mmfrom the side boundary and short services are to be laid diagonally from themain to avoid the main cock being located under the concrete accesscrossing. Variations to the above may be permitted after approval from theEngineer in "Integrated Housing Estates" where the future dwelling locationhas been determined. Refer to Drawing SD 13 for water service location tobattleaxe and multiple lots serviced via right of carriageway handles.

d Licence Requirements

A water service is deemed to be the pipes and fittings used or intended to beused in connection with the supply of water from the main to the property.

Water services may only be installed by persons currently licenced under theNew South Wales Plumber's Gasfitters and Drainers Act of 1979 as follows:

a be the holder of a plumber's or water plumber's licence;

b be the holder of a journeyman plumber's or journeyman water plumber'scertificate of registration under the general control of a licensee referredto in (a);

c be a person under the immediate supervision of a licensee referred to in(a).

e Construct ion Depth

Construction depths shall comply with Clause 13.4.6(b).

f Materials - General

A copper water service is to consist of the following components. Allcomponents shall be of a size equivalent to the size of the water serviceconnected:

i Tapping Bands and Bolts

Tapping bands are to be approved Gunmetal or Ductile Iron coated inaccordance with Clause 13.5 incorporating an integral insulating bushwhich is assembled on the water main as shown on Drawing SD 35A.Gunmetal tapping bands will require an additional insulating bushbetween the main cock and the No. 64 fitting.

The main is to have an 18mm minimum drilling for 20mm tapping bandsand 22mm minimum drilling for 25mm tapping bands. Direct tapping of the water mains without the use of a tapping band is not permitted.


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April 1999 Page 13 - 13

ii Main Cocks

All main cocks are to be an approved right angled brass or gunmetaltype with brass jumper valves.

iii Copper Pipe

Copper pipe is to be Type A and must comply to Australian Standard1432 - 1983.

iv Capilli ary Fittings

Capillary fittings are to be deep socketed and must comply to AustralianStandard AS 3688 - 1990. All fittings must be copper coded "CU" orbrass - gunmetal, coded "DR".

13.4.20 Al ternat ive Materials

Clause 13.5.6 details the requirements for any alternative water services offered bythe Developer.

13.4.21 Water Service Test ing

Water services shall be tested in conjunction with the water main in accordance withClause 13.11.

13.4.22 Service Marks

Service marks shall be provided on the face of the kerb and gutter to accurately

indicate the location of the water service crossing, using a 75mm high 6mm thick"W" impression in the green concrete. Refer Clause 10.16.

13.4.23 Main Cocks Under Concrete Footpaths and Driveways

Wherever possible main cocks are not to be located under concrete driveways (referClause 13.4.19(c)).

Approved cast iron path cock covers are to be placed over all main cocks underconcrete footpaths and driveways where applicable. The path cock covers are to beremovable lid type as manufactured by Farnell and Thomas or approved equivalent.Hinged path cock covers are not permitted. The covers are to be fixed plumb andsquare to the centreline of each main and 100mm NS UPVC minimum Class 9pressure pipe is to be used as a protective sleeve between the cover and main cockas shown in Drawing SD 41C.

13.4.24 Landscape Irrigation

Irrigation of landscape areas shall be designed and installed in accordance with therequirements of AS 3500.1 and approved by the Engineer. The installation of backflow prevention devices in this instance is mandatory.


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Page 13 - 14 April 1999

13.5 SUPPLY OF PIPES AND FITTINGS

13.5.1 General

The Developer is to supply and deliver all pipes, fittings and other materials (with theexception of material supplied by Council under Clause 13.1.3) required to constructthe work as detailed on the approved engineering plans, and in accordance with thefollowing:

13.5.2 Quality Assurance

a In regard to the manufacture of products detailed in Clause 13.5 theManufacturer will have implemented a Quality Control/Assurance System toensure that all testing and manufacturing equipment, manufacturingprocesses, hardware, materials and workmanship meet the requirements of the specification or relevant Australian standard.

b Except where otherwise specified, the Quality Control/Assurance System is tomeet the minimum requirements of AS/NZS ISO 9002-1994 (Quality Systemsfor Production and Installation).

c Prior to the use of any product on site, the Developer is to provide theEngineer with a Certificate of Compliance in accordance with Clause 13.5.3from the manufacturer stating that all products supplied and which are listed inClause 13.5 have been manufactured in accordance with AS/NZS ISO 9002-1994 (or the applicable Quality Standard) and comply with all specificationrequirements and relevant standards.

d Where the Manufacturer of any of the products listed involves a number of

Manufacturers, a certificate from the Head Manufacturer or Supplier will beaccepted subject to the Head Manufacturer establishing Quality Proceduresfor the product supplied from other Manufacturers and verifying such quality inaccordance with the required standard.

13.5.3 Certi fic ate of Compliance

As a prerequisite to acceptance of any pipe, fitting, or valve delivered to site, theDeveloper is to obtain, and provide to the Engineer, upon delivery, a certificate inaccordance with Clause 13.5.2(c).

The certificate is to include but not be limited to the following:

a the Developers name or reference number;b the name of the Manufacturer;c the plant where the items were fabricated;d the signature of the Manufacturer's Quality Assurance Officer at the plant and

the signature of the Developer's representative on site, confirming complianceof items with the contract conditions.

Any items which are delivered without a certificate are liable to rejection.


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The acceptance by the Engineer of items or goods supplied by the Developer basedupon the Certificate of Compliance shall not constitute approval of any items orother matters nor shall it prejudice any right or claims by the Engineer to later rejectitems or materials found not to comply with this requirement of the specification.

13.5.4 Pipe Material

Unless otherwise approved all water mains are to be constructed using minimumClass 12 rubber ring jointed UPVC pipe, complying with the requirements of AS/NZS1477 - 1996 - PVC Pipes and Fittings for Pressure Applications - Series 2 pipeswith sizes compatible with cast iron pipes and fittings and this specification. Forpipe sizes where UPVC is not available, alternate pipe material is to be used inaccordance with Clause 13.5.6.

13.5.5 Pipe Fitt ings: General

Pipe fittings are to be manufactured from ductile iron or cast iron in accordance with

AS 2280 or AS 2544 respectively and further as specified in Clause 13.5.7.All fittings up to and including 200mm nominal size are to be socket ended andeither coated internally and externally with a thermoplastic polyamide (Rilsan Nylon11) or a thermosetting epoxy powder (NAP-GARD 7-2501) applied using thefluidised bed process in accordance with Australian standards interim specificationNo 101 Revision 2, dated September 1991 (attached as Appendix "C").

All spring hydrants and stop valves (up to and including 200mm nominal size) are tobe coated internally and externally with a thermoplastic polyamide (Rilsan nylon 11)or thermosetting epoxy powder (NAP-GARD 7-2501) in accordance with this clauseand be supplied complete with stainless steel bolts, nuts and washers.

Stop valves over 200mm nominal size may be bitumen coated cement lined andwrapped with an approved multi-purpose petrolatum based long life corrosionprotection system such as Denso or Corrocote.

Full details of alternative coating systems are to be submitted prior to their use forthe Engineer's approval.

Where fittings cannot be supplied that meet the nylon coating requirement becauseof size or some other limitation, they may be bitumen coated cement lined andwrapped in polyethylene sleeving in accordance with the manufacturersspecifications typically Century Plus. Refer Clause 13.9.7.

13.5.6 Alternate Pipe Material and Fitt ings

Where the approved drawings indicate pipeline or fittings constructed of othermaterials, these items are to have performance ratings equivalent to or better thanthat specified in Clauses 13.5.4 and 13.5.5 and are to comply with all other aspectsof this specification. Where other pipe materials and fittings are offered full technicaldetails are to be submitted to the Engineer for consideration and shall include:-

a Technical specification.b Statement of Warranty from the manufacturer disclosing suitability of pipe

material and/or fittings for intended use.


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c Details of previous usage in similar situations.d Copies of approvals/authorisation of use and any specific requirements of

other water supply authorities.e The current and projected availability of materials and fittings required for

maintenance or connection works and their cost comparisons to currentlyused materials.

Alternative pipeline and fittings materials are not be used without the prior writtenapproval of the Engineer.

13.5.7 Pipe Jointing Systems

Notwithstanding the requirements of this clause all flexible joints for pipes andfittings are to be manufactured in accordance with the requirement of thisspecification to produce a watertight joint with rubber rings or other means having asimilar degree of flexibility. Rubber rings are to conform to the requirements of AS1646 - 1987.

All fittings for UPVC pipelines are to be socket ended unless otherwise specifiedand approved. All rubber seals and sockets are to be fully compatible with Class 12UPVC pipe.

The socket profile of the fittings is to be of a design incorporating dimensions whichprovide sufficient depth to allow an effective sealing length along the pipe spigot andis to be sufficient to allow for the following movement without affecting its watertightness:-

a longitudinal movement due to ground strains, mine subsidence andtemperature change;

b angular deviation resulting from ground strains and construction.

c provide a maximum deflection of 3 o.

For development within proclaimed mine subsidence areas, (refer Clause 13.2) jointing systems are to be capable of accommodating movement in accordance withClause 13.5.9.

For development not within proclaimed mine subsidence areas standard proprietary jointing systems may be used.

In accordance with Clause 13.5.3 the manufacturer is to state on the Certificate of Compliance that the pipe jointing system supplied will meet all mine subsidencerequirements detailed in Clause 13.5.9.

Where other types of flexible joints, pipelines etc are offered the requirements of Clause 13.5.6 shall apply. Any pipes, fittings and accessories used in the workincorporating a non-approved jointing system shall be rejected.

13.5.8 Witness Marks

A full circle witness mark is to be provided on each spigot of all pipes supplied bythe pipe manufacturer. The position of the witness mark is to take into accountallowances required for mine subsidence in accordance with Clause 13.5.9. TheDeveloper is to lay the pipes such that the centreline of the witness mark or groove,


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or at least one point thereof, is in the plane of the face of the socket and such thatno portion of the centreline is inside the socket. The permissible deflection asrecommended by the Manufacturer is not to be exceeded, provided that therequirements of the specification shall take precedence. Any pipes cut to length areto have their witness mark reinstated at the position recommended by theManufacturer prior to jointing.

13.5.9 Mine Subsidence Joints

Where pipelines are subject to ground movements due to mine subsidence, flexible joints must comply with the following.

When a joint is assembled so that adjacent pipes are co-axial and the end of thespigot is located at the bottom of the socket, or at the centre of the coupling, orcollar the spigot should be capable of being withdrawn without impairing the watertightness of the joint a minimum distance M as follows:

a For spigot and socket pipes of steel, ductile iron, cast iron, vitrified clay andconcrete:

M min = 3SL + D

b For spigot and socket pipes of UPVC:

M min = 3SL + D + [1.5 t T] L

(Note: For t = 8.1 x 10 -5 / C o and T = 22 o C (ie +/- 11 oC),the value of 1.5 t T is 0.0027)

c For pipes with couplings:

M min = 1.5 SL + 0.5 D

Where: S = design ground strain given as +/- mm/m *L = length of pipe in mm. = permitted angular deflection at joint in radians.D = inside diameter of socket or coupling in mm.

* Actual design ground strain should be obtained from the MinesSubsidence Board for the work area. (Refer Clause 13.2)

When determining the effective depth of a socket, or the length of a coupling orcollar, required to accommodate the relevant movement M, any chamfer at thespigot end is to be taken into consideration.

A full circle witness mark or groove is to be provided on each spigot. The centre lineof such mark or groove is to be at a distance W from the spigot end as follows:

a For spigot and socket pipes of steel, ductile iron, cast iron, vitrified clay andconcrete:

W = depth of socket - SL

b For spigot and socket pipes of UPVC:


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W = depth of socket - (SL + [0.5 t T] L)

(Note: For t = 8.1 X 10 -5 / C o and T = 22 oC (ie +/- 11 oC)the value 0.5 t T is 0.0009)

c For pipes with couplings:

W = 0.5 (length of coupling - SL)

13.5.10 Fasteners

All bolts and washers for flanged coated fittings that are to be buried in the groundare to be stainless steel grade 316 to AS 1444. All nuts are to be stainless steelGrade 304. All other bolts, washers and nuts that are not buried in the ground maybe hot dipped galvanised in accordance with AS 1650.

Before and during assembly all stainless steel components are to be thoroughly

coated with a copper impregnated grease such as Ampol "Koper-Cote" or approvedequivalent.

All exposed boltheads and nuts are to be hexagonal and the length of all bolts is tobe such that when fitted with a nut and tightened down the threaded portion will fillthe nut and not protrude from the face thereof by more than half a diameter.

13.5.11 Fittings

a Hydrants

All hydrants are to be of the spring hydrant type complying with AS 3952 -

1991 and shall be coated with a fluidised bed system in accordance withClause 13.5.5.

b Stop Valves

All stop valves are to be a minimum Class 14, socketed cast iron,anti-clockwise closing and are to conform to AS 2638 as amended. Flangedvalves with flange to socket valve connectors will be acceptable.

All stop valves up to and including 200 mm nominal size are to be resilientseated in accordance with AS 2638 and are to be coated internally andexternally with a fluidised bed coating system as specified in Clause 13.5.5.

All stop valves above 200 mm nominal size are to be resilient seated or metalseated in accordance with AS 2638, and are to be coated in accordance withClause 13.5.5.

Stop valves are to be provided as detailed in Clause 13.9.6 and are to besuitable for the type and class of pipe used.

c Gibault Joint s

All gibault joints used are to be of the long sleeve type and are to be suitablefor the type and class of pipes being used.


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All gibault joints are to be coated internally and externally with a fluidised bedcoating system as specified in Clause 13.5.5.

Gibault joints are only to be used as directed by the Engineer. A 6mm spacingis to be maintained between the two lengths of pipe joined, and, if directed aspacer shall is to be used to reduce this gap. The gibault joint is to beassembled to the Manufacturer's specification. Stainless steel fastenersconforming to Clause 13.5.10, are to be used on all gibault joints buried in theground.

13.5.12 Handl ing and Storage

a The method of loading and storage of pipes and fittings is to be in accordancewith the Manufacturer's recommendations and further as follows:

b When handling UPVC pipes and fittings the Developer is to comply with thefollowing particular requirements:

i Pipes and fittings are not to be dropped and impact with other objects isto be avoided, especially in cold weather.

ii Any pipes which are to be stored for more than five weeks are to beprotected from sunlight, if necessary by covering with building paper orother approved material.

iii When pipes and fittings are to be jointed, the spigots are to be pushedinto the sockets by hand or the joint may be effected using approvedimplements such as pullers having jaws lined with rubber or similarmaterial in order to avoid scoring the pipe. The use of lever bars will

only be permitted if adequate and suitable protection from damage isapplied to the end of the pipe being levered.

13.6 EARTHWORKS

13.6.1 General

All excavation will be to the lines and grades (where applicable) shown on theapproved engineering drawings within the specified tolerances.

Where earthworks requirements outlined in this Clause conflict with the pipemanufacturers recommendation the requirements of the manufacturer shall apply.

13.6.2 Trench Width For All UPVC Pressure Pipelines

a Minimum Width

The minimum clear width of trench (inside internal faces of timbering ortravelling box, if used) to a height of 150mm above the top of the pipe is to bethe nominal size of the pipe plus 250mm

b Maximum Width

The maximum width of trench from the trench base to a height of 150mmabove the top of the pipe is to be the nominal size of the pipe plus 400mm.However, in timbered or travelling box excavated trenches, the width of


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trench when measured to the outside of the support used may be increased toa maximum of 580mm plus the nominal size of the pipe.

c Extra Width Excavation

Where the width of trench below a level of 150mm above the top of the pipe isgreater than the maximum specified above, from any cause whatsoever beforeor after laying of the pipe, the Developer is to remove all disturbed materialfrom the trench. The Engineer may then direct one or more of the following:

i Bedding and laying, as specified further in Clauses 13.8 and 13.9 of this specification for the same pipe;

ii Installation of a heavier class of pipe;

iii Filling the space between the pipe and the undisturbed ground on bothsides of the pipe and to a height of 300mm above the top of the pipe

with sand or granular material of the type approved for pipe bedding asspecified in Clause 13.8. Such sand or granular material is to becompacted in layers not greater than 150mm thick in accordance withClause 13.10.1.

iv Bedding of the pipe on a concrete cradle extending a minimum of 100mm on each side of the outside diameter of the pipe, a minimum of 100mm under the barrel and to a level above the bottom of the pipe of one quarter of the external diameter of the pipe.

Backfilling and compaction for the remainder of the trench is to be inaccordance with Clause 13.10.1.

13.6.3 Excavation Depth

Excavation is to be carried out to a depth of not less than 75mm below theunderside of the pipe barrel and socket or coupling in the case of earth foundationsand 100mm below the underside of the pipe barrel and socket or coupling in thecase of rock foundations.

13.6.4 Extra Depth Excavation

In the case of poor ground conditions extra depth is to be excavated in order toobtain a firm trench bottom. The additional excavation is to be re-filled to the levelrequired for bedding of the pipe with an approved fine non-cohesive material suchas sand or fine crushed rock, placed in layers 150mm thick and compacted byapproved means.

Notwithstanding the above, where excavation in a trench has been carried out to alevel deeper than the level required and can not be soundly justified, the Developeris to remove all disturbed material from the bottom of the trench and refill the over-excavated portion to the required level with approved compacted material.


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13.6.5 Dewatering

Trenches will be kept free of water after excavation and during construction of thepipeline by means of internal or external dewatering or other approved groundstabilising techniques. Dewatering shall be carried out in accordance with ClauseA.10.1. Any auxiliary excavation carried out in or adjacent to the trench excavationfor that purpose will be backfilled by the Developer in accordance with thisspecification as applicable. Where sub-drains have been used, this may includebackfilling with grout consisting of not less than one part of cement to ten parts of sand when batched by volume.

13.6.6 Suppor t of Excavations

Where required, the Developer will adequately support all trenches and excavationsas the works proceed. All trench support systems will conform to the requirementsof the current Construction Safety Act and Occupational Health and Safety Act.When withdrawing any supports, the Developer is to ensure against slips or falls by

means of intermediate shoring, planking or props. Backfilling and compaction is tobe performed simultaneously with the withdrawal of supports.

Timber shoring may be required to be left in place where its removal may endangerstructures or other property in the vicinity of the excavation.

13.7 EROSION AND SEDIMENT CONTROL

In the event of any trenching being left open for periods exceeding seven days theDeveloper shall provide erosion control measures to ensure minimal soildisturbance and material loss off the site. These measures are to be provided asoutlined in Appendix A - Control of Erosion and Sedimentation.

Additional control measures may be necessary as detailed below. Such measuresshall be as directed.

a provision of trench stops every 30 metres within the trench with provision forovertopping to be directed to the kerb.

b Placement and maintenance of blue metal bags along kerb and gutter atmaximum 30 metre spacings.

c Placement and maintenance of blue metal bags around downstream drainagepits.

d Construction of diversion banks to divert the uphill catchment water fromentering the trench.

13.8 PIPE BEDDING

13.8.1 General

When excavation of a trench has been completed, the Developer is to providebedding of the pipe in accordance with the following requirements:

Where the manufacturers bedding requirements exceed those outlined below, therequirements of the manufacturer shall apply.


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13.8.2 Sand Bedding

For all pipe materials the material to be used for pipe bedding (underlay a minimumof 75mm below the pipe barrel and socket for earth foundations and 100mm for rockfoundations), side support and overlay to a minimum depth of 150mm above the topof the pipe (as specified in Figure 5.1 in AS 2032) is to be sand or other approvednon-cohesive granular material, either crushed natural or blended, and its gradingshall fall within the following limits:

Sieve Size Aperture Wid th(AS 1152)

Equivalent B.S. Sieve Size(BS 410)

Percentage Passing

9.5mm 3/8 inch 1006.7mm 1/4 inch 90-100425um No 36 40-90150um No 100 0-10

The material is to be compacted under, around and to 150mm above the top of thepipe and is to extend for the full width of the trench. Refer Clause 13.10.1.

Sand bedding shall be used in all cases, except where the provisions of Clause13.8.3 prevail.

13.8.3 Granular Bedding

Non-cohesive granular bedding and surround shall be used in saturated ground. The material used for pipe bedding, side support and overlay (to a depth of 150mmover the top of the pipe) shall be graded aggregate, either crushed rock or gravelwith no sharp edges, with grading to fall within the following limits:

Sieve Size Aperture Wid th(AS 1152)

Equivalent B.S. Sieve Size(BS 410)

Percentage Passing

19.0mm 3/4 inch 10016.0mm 5/8 inch 50 - 8013.2mm 1/2 inch 30 - 658.0mm 5/16 inch 15 - 504.75mm No. 4 0 - 10

Where such graded aggregate is being used, the installation of trench stops will notbe required.

13.9 LAY AND JOINTING

13.9.1 Install ation Details - General

Pipes shall be laid and jointed in accordance with the Manufacturer's instructionsand the provisions of this specification.

Where the manufacturers pipe laying requirements exceed those outlined in thisspecification the requirements of the manufacturer shall apply.

Before being, laid all pipes, fittings, valves, etc, are to be cleaned.

The Developer is to suspend each or any pipe length in a sling to enable inspectionby the Engineer if required. If directed, the Developer is to oil valves and repack

valve glands.


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The Developer is to provide and use approved drag scrapers or "detectors" toensure that the interior of the pipeline is clean and free from obstructions. Approvedplugs are to be used to prevent foreign matter entering sections of the pipelinewhich are left uncompleted overnight or during the day.

The Developer is to take all necessary precautions to prevent flotation of pipesduring laying, backfilling and initial testing. Any temporary supports are to beremoved prior to completion of backfilling.

UPVC pipes and fittings are not to be installed above ground, unless adequatesupport and special protection against direct sunlight is provided to themanufacturers specifications.

13.9.2 Pipe Grading and Alignment

All pipelines are to be laid on the grade and alignment as shown on the approvedengineering plans within the specified tolerances; otherwise the requirements of

Clause 2.33 shall apply.Pipelines with approved gradual changes in alignment or grade are to be laid withthe joint being deflected after it has been made. The allowable maximumdeflections for each joint specified below is to be complied with provided that no jointis deflected to such an extent as to impair its effectiveness. Manufactured curvedpipes are permitted. Refer Clause 13.4.3.C.

Deflections of pipe joints within mine subsidence areas are to be reduced or thesockets adjusted so the sum of the deflection and the effective socket depth basedon the design ground strain does not exceed the tolerance detailed below.

13.9.3 Tolerances

Water pressure pipelines shall be installed to meet the following criteria:

a Horizontal deviation from design alignment: 50mm

b Vertical deviation from design invert level (where applicable). Fittings for200mm dia mains and larger require additional cover. Where design invertsare nominated it is generally provided to ensure conflict with other servicesdoes not occur and the nominated tolerance is to be 20mm.

c Angular deviation at any flexible joint:

Pipes laid in a non mine subsidence area: The Manufacturers recommendedmaximum deflection to be used however, the requirements of Clause 13.9.2shall apply.

Pipes laid in a mine subsidence area: Up to 50% of the Manufacturersrecommended maximum deflection to be used however, the requirements of Clause 13.9.2 shall apply.

d All pipes in a length between design low and high points are to have acontinuously rising grade towards the high point. Isolated high pointsentrapping air shall require the installation of a hydrant. Refer Clause 13.4.7.


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e Locate hydrants clear of roadways and driveways unless otherwise approved.Install valves, scours, tees, bends and other fittings and structures within300mm of design location along pipeline.

Notwithstanding the above, cover requirements are to be in accordance withClause 13.4.6.

13.9.4 Reins tating Witness Marks

For UPVC pipes, only the lubricant specified by the Manufacturer is to be applied inmaking the joint. When the joint is made, the witness mark is at no point to be morethan 1mm from the end of the socket.

Where pipes are to be cut in the field, a witness mark is to be made on the pipe atthe length from the end of the pipe specified by the Manufacturer as detailed inClause 13.5.8. Scoring of UPVC pipes is not permitted. Pencil or similar is to beused to make the witness mark. Where spigots and sockets are not made by the

same Manufacturer, reference are to be made to the socket Manufacturer for thecorrect marking depth and suitability of the spigot dimensions and the socketmanufacturers gasket requirement.

13.9.5 Cutting of Pipes

Pipes may be cut as required to the manufacturers specification to suit closinglengths, to remove damaged parts or to remove sockets if necessary when jointing asocketed fitting.

For field cuts, only an approved mechanical pipe cutter is to be used, except thatUPVC pipes may be cut using a power saw or a fine toothed hand saw and mitre

box.

13.9.6 Pressure Pipeline Fitti ngs

a Stop valves and hydrants and other fittings are to be inserted where shown onthe approved engineering plans or as directed. Stop valves and hydrants areto be fixed plumb and square to the centre line and at a depth to provideclearance of between 150mm (minimum) to 300mm (maximum) from the topof the valve spindle or hydrant to the top of the surface box lid as shown onDrawing No SD 41C.

All valve and hydrant boxes are to be "proud" of the general footpath finishedlevel by 25mm. A minimum 300mm width strip of couch turf is to surround thefinished box construction unless otherwise approved.

The Developer's attention is directed to the minimum pipeline coverrequirements detailed in Clause 13.4.6.

b All stop valves and hydrants will be provided with a cast-iron cover box and aconcrete surface box all conforming to the requirements of this clause andDrawing SD 41C.

Surface blocks are to be constructed of reinforced Grade 20 concrete with20mm coarse aggregate and is to be a maximum of 570mm in diameter or570mm square as detailed on Drawing SD 41C.


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Hydrant box and concrete surrounds are to be supplied as a two-partnon-bonded assembly and must be compatible with each other to ensure flushfinish. Hydrant boxes cast into concrete surrounds will not be acceptable.

The surface finish of the concrete blocks is to be smooth and dense. Blocksare to be properly cured prior to placement.

c Protective boxes for stop valves and hydrants are to be constructed aroundthe fitting stems and are to consist of interlocking concrete blocks conformingto Drawing SD 41C. The walls are to provide firm and even support for theconcrete surface block.

Stop valves shall be provided with a minimum diameter 150mm UP VC pipeinstalled vertically over the valve spindle. Notwithstanding this the pipe shallbe of a sufficient diameter to enable the insertion and operation of a valve keyof a size commensurate with the size and class of the valve installed.

The pipe sleeve shall be installed in accordance with Drawing SD 41C. Thepipe shall be installed vertically in such a manner as to prevent the ingressand filling of the pipe with backfill material.

13.9.7 Polyethylene Wrapping Of Pipelines and Fitti ngs Ducti le Iron

a All ductile iron pipes and fittings not nylon-coated shall be wrapped inpolyethylene sleeving in accordance with the manufacturers specificationstypically "Century Plus".

Any damage done to the polyethylene tubing before, during or after backfillingof the trench or to existing service wrappings will be made good by the

Developer at no cost to Council.

b When polyethylene sleeving has been provided in accordance with thespecifications, pipe bedding, side support and overlay for the pipeline shall besand or other approved non-cohesive granular material conforming to Clause13.8.2.

Aggregate, crushed rock or gravel bedding wi th sharp edges shall not beused for the bedding or backfil l around polyethylene sleeved pipelines.

13.9.8 Main Damage

Particular care is to be taken to avoid scratching or otherwise damaging the UPVCpipes and fittings whenever the backfill is compacted by tamping. Tampers andmethod(s) of compaction are subject to approval.

13.10 BACKFILLING AND COMPACTION

13.10.1 General

a When laying and jointing of a pipeline has been completed and beforebackfilling has commenced, the Developer is to request the Engineer for aninspection and approval to proceed with the works. At this stage theDeveloper is encouraged to satisfy himself that the pipe line is correctly laid inrelation to line and level.


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b Backfill down to within 150mm of the pipe surround material is to be free of large stones, rocks or hard nodules and if suitable may be taken from theexcavated material. Such material is to be compacted as specified below.

Where insufficient approved excavated material is available the Developershall import approved select backfill material.

Surplus material not suitable for backfilling shall be removed and disposed of in an approved manner.

c Trenches subject to vehicular traffic shall have all backfill material fullycompacted in layers not more than 150mm thick to 100% of standardmaximum dry density ratio in accordance with AS 1289 for cohesive materialsand 65% density index determined in accordance with AS 1289 fornon-cohesive material to the subgrade level of the road or the finished surfacelevel as directed. Backfill from the subgrade level to the road surface level isto be an approved road base material to a minimum depth of 300mm or the

approved design pavement thickness. Compaction of the backfill material willbe by mechanical means unless the backfill material is suitable for compactionby flooding with compactive effort.

Flooding of cohesive materials will not be permitted.

Prior to backfilling and compaction of trenches subject to vehicular traffic,trenchstops conforming with Drawing SD 37C are to be provided across thefull width of the excavated trench directly behind the kerb, or where no kerbexists, behind the road shoulder to contain the compacted material.

d Within lots in integrated housing developments or in areas other than under

roadways, the backfill is to be compacted as specified above to 95% of thestandard maximum dry density ratio in accordance with AS1289.

e Where compaction is ordered and the trench has been externally dewatered,the dewatering equipment is to be kept operating until the compaction of thetrench has been completed. Water discharge from external dewateringequipment may be used for compaction by flooding with compactive effortwhere such backfill is of a non-cohesive free draining nature.

f Backfilling and compaction is to be carried out without damaging the pipe or itsexternal coating or producing any movement of the pipe. Any subsidence orscouring of the trench backfill during the specified maintenance period will be

rectified by the Developer at no cost to Council.

g Testing will generally be in accordance with the requirements of Clause 8.5.5for road crossings (trafficable areas) and where considered necessaryelsewhere.

13.10.2 Restoration

All restoration works shall be carried out in accordance with the requirements of Clause 6.19 and 10.6.4 in the case of concrete footpath crossing restoration works.


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13.10.3 Maintenance

All restored surfaces are to be maintained in the condition to which they are restoreduntil the expiry of the Maintenance Period (refer to Clause 2.34) applicable to thosesurfaces.

The additional requirements of Clause 2.35 shall also apply.

13.11 TESTING OF WATER MAINS AND SERVICES

13.11.1 General

All pressure pipelines and associated services are to be pressure tested inaccordance with this sub-clause prior to the acceptance of the works by theEngineer and to the connection onto Council's mains, in order to detect excessiveleakage and defects in the pipeline including joints, thrust and anchor blocks.

13.11.2 Method of Carry ing Out Test

a Pipelines

Pipelines are to be tested in approved sections as soon as practicable aftereach section has been laid, jointed and backfilled and water servicesconnected, provided that:

i if so specified, or if the Developer so desires, or if required by the pipemanufacturer, some or all of the pipe joints may be left uncovered untilthe whole of the section has been successfully pressure tested; and

ii the pressure testing is not to commence earlier than seven days afterthe last concrete thrust or anchor block in the section has been cast.

For the purpose of this sub-clause, a section is defined as a length of pipelinewhich can be effectively isolated for testing, ie by means of main stop valvesor other approved means.

Unless otherwise approved, pressure testing is not to be carried out duringwet weather.

During the pressure testing of a pipeline each stop valve is to sustain at leastonce, the full test pressure on one side of the valve in closed position with nopressure on the other side for at least 15 minutes.

Before testing a pipeline section it is to be adequately cleaned and filled slowlywith clean water, taking care that all air is expelled. Purging of air frompipelines is to be promoted by opening air valves or hydrants as applicable.In order to achieve conditions as stable as possible for testing the section is tobe pressurised to 75% of the specified test pressure and held for a period of not less than 12 hours prior to the commencement of the pressure testing.

The hydrostatic test pressure which is to be applied to each section of thepipeline is to be 1000 kPa, as measured at the lowest point in the main orsuch pressure as advised by the Engineer, whichever is greater.


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Raise and maintain the pressure to the specified test pressure as long asrequired for examination of the whole of the section, and in any case not lessthan 4 hours. For the purpose of determining the actual leakage losses, thequantity of water added in order to maintain the pressure during the period of testing is to be carefully measured and recorded.

b Water Services

The Developer is to arrange hydro-static testing of water services inconjunction with charging and testing of the reticulation mains (refer Clause13.11.1). Air is to be purged from each service and the No 13 CapillaryFittings are to be capped with a BSP galvanised cap, the main cocks are to beleft open.

Water usage from any water service is not authorised until Council hasreceived a water service application and a meter installed. Refer to Clause13.11.5.

13.11.3 Allowable Leakage Tolerances

The pressure testing of a section will be considered to be satisfactory if:

a there is no failure of any thrust block, anchor block, pipe, fitting, valve, joint orany other pipeline component including water services; and

b there is no visible leakage; and

c the average measured leakage rate during the last 4 hours of the pressuretesting does not exceed the following maximum loss rate:

Allowable lose rate (L/hr) = 1.4 x 10 -7 x D x L x H

where: D = pipe diameter (mm)L = pipeline length (m)H = average test head (m) on

section under test

13.11.4 Repair of Leaks

Any failure, defect, visible leakage and/or excessive leakage rate, which is detectedduring the pressure testing of the pipeline is to be made good by the Developer athis expense and the pipeline retested.

The Developer shall remove and replace all such defects or failures from the mainunder test by the use of gibault joints conforming to the requirements of thisspecification or other approved proprietary repair system that provides equivalent

joint movement and deflection as the original installed pipeline joint system.

In making good the pipeline no more than two (2) gibault joints or alternative repairfittings shall be permitted in any 250 metre section of pipeline under test.


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13.11.5 Council Acceptance

Following successful completion of all testing and repair work on the main andservices and the acceptance of the work, the works may be connected to Council'smain (refer Clause 13.1.3). Following this connection the work is to remain chargedat all times. The Developer or the Contractor is not to operate, adjust, interfere ortake water from the main without the prior approval of the Engineer.

Non-compliance of this requirement will be deemed to be an offence under theWater Authority Act 1987 as amended and accordingly penalties as prescribedunder the Act may be applied.

Water Supply Reticulation Design and Construction

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