liverpool plains shire council - lpsc.nsw.gov.au policy title: engineering guidelines for...

LIVERPOOL PLAINS SHIRE COUNCILLIVERPOOL PLAINS SHIRE COUNCILLIVERPOOL PLAINS SHIRE COUNCIL

ENGINEERING ENGINEERING

GUIDELINES GUIDELINES

60 Station Street

PO Box 152

Quirindi NSW 2343

TEL 02 6746 1755

FAX 02 6746 3255

EMAIL [email protected]

WEBSITE www.lpsc.nsw.gov.au

ABN 97 810 717 370

LIVERPOOL PLAINS SHIRE COUNCIL POLICY REGISTER Policy No. 2.3 POLICY TITLE: ENGINEERING GUIDELINES FOR DEVELOPMENT AND SUBDIVISION WORKS File Reference No: T.50 Date Adopted: 18th June 2003 Minute No: 8489 Last Updated: 27th September 2006 History of Policy Review Version Adoption Date Minute No Details of Review

1 18th June 2003 8489 2 24th June 2004 9079 Former Quirindi Shire

policy 3 27th September 2006 10552

OBJECTIVE

These guidelines have been prepared to ensure that the design and construction of works associated with subdivisions and developments provide infrastructure assets that meet the needs of the community in Liverpool Plains Shire.

POLICY TITLE: ENGINEERING GUIDELINES FOR DEVELOPMENT Policy No. 2.3 AND SUBDIVISION WORKS

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I N D E X

1 INTRODUCTION 7

1.1 Objective........................................................................................................................................... 7

2 GENERAL REQUIREMENTS

2.1 Preparation of Plans and Documents ................................................................................................ 7 2.2 Standard Specifications..................................................................................................................... 8 2.3 The Application ................................................................................................................................ 8 2.4 Acceptance of Application................................................................................................................ 8 2.5 Design Plans ..................................................................................................................................... 9

2.5.1 Title Block 9 2.5.2 Locality Detail 10 2.5.3 Layout 10 2.5.4 Plan and Longitudinal Sections of Roads 10 2.5.5 Detail Plans 11 2.5.6 Cross Sections 11 2.5.7 Typical Road Section 12 2.5.8 Stormwater Drainage Longitudinal Section 12 2.5.9 Traffic Control Devices 13 2.5.10 Environmental Management Plan 13 2.5.11 Water Reticulation Plans 13 2.5.12 Sewer Reticulation Plans 14 2.5.13 Pumping Stations and Rising Mains 14 2.5.14 Plan Size 15 2.5.15 Scales 15 2.5.16 Units 15

2.6 Survey............................................................................................................................................. 15 2.6.1 Chainages 15 2.6.2 Levelling 16 2.6.3 Contours 16

2.7 Survey Marks.................................................................................................................................. 16 2.7.1 Bench Marks 16 2.7.2 Permanent marks 16

2.8 Plan and Documentation Approval ................................................................................................. 17 2.8.1 Amendments 17

2.9 Construction Notices ...................................................................................................................... 17 2.10 SITE Safety..................................................................................................................................... 18

2.10.1 Traffic 18 2.10.2 Traffic Control Plan 18 2.10.3 Traffic Controllers 18 2.10.4 Employee 19 2.10.5 Supervision and Access 19


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2.11 Environment ................................................................................................................................... 19 2.11.1 Clearing and Disposal of Material 19 2.11.2 Vegetation 19 2.11.3 Noxious Weeds 20 2.11.4 Site Filling 20 2.11.5 Erosion and Sedimentation Control 20 2.11.6 Site restoration 20

2.12 Inspections ...................................................................................................................................... 21 2.12.1 ‘On Maintenance’ Inspection 21

2.13 Maintenance Period ........................................................................................................................ 21 2.14 Bonding .......................................................................................................................................... 21 2.15 Defects Liability Period .................................................................................................................. 22 2.16 Working Hours ............................................................................................................................... 23 2.17 Standard Subdivision Condition ..................................................................................................... 23 2.18 Disclaimer....................................................................................................................................... 23

3 EARTHWORKS 23

3.1 Clearing and Grubbing.................................................................................................................... 24 3.1.1 Extent of Clearing 24 3.1.2 Clearing and Grubbing Operations 24 3.1.3 Sequence and Disposal of Materials 24 3.1.4 Removal of Top Soil 24 3.1.5 Cuttings 24 3.1.6 Transition From Cut To Fill 25 3.1.7 Unsuitable Material 25 3.1.8 Embankments 25

4 ROADWORKS 25

4.1 Objective......................................................................................................................................... 25 4.2 Reference Documents ..................................................................................................................... 26 4.3 Road Hierarchy............................................................................................................................... 26

4.3.1 Arterial 26 4.3.2 Sub-Arterial 27 4.3.3 Collector 27 4.3.4 Local and Access 27

4.4 Road Classes................................................................................................................................... 28 4.4.1 Requirements of Urban Roads 28 4.4.2 Requirements of Rural Residential Roads 28 4.4.3 Requirements of Rural Roads 29 4.4.4 Urban Sub-Arterial & Arterial 29

4.5 Road Characteristics ....................................................................................................................... 30 4.5.1 Layout 30


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4.5.2 Connectivity 30 4.5.3 Permeability to Through Traffic 31 4.5.4 Legibility 31 4.5.5 Economy 31 4.5.6 Bus Routes 31 4.5.7 Recognition or Road Function 32 4.5.8 Stormwater Drainage Path 32

4.6 Road Design ................................................................................................................................... 32 4.6.1 Road Alignments 32 4.6.2 Cross Sections 32 4.6.3 Widths 33 4.6.4 Crossfalls 33 4.6.5 Kerb and Gutter 34 4.6.6 Table Drains 34 4.6.7 Batters 34 4.6.8 Grades 34 4.6.9 Sight Distance 35

4.7 Property Access .............................................................................................................................. 36 4.7.1 General 36 4.7.2 Location of Access Points 36 4.7.3 Design Principles 37 4.7.4 Private Access off a Rural Road 39 4.7.5 Private Access off a Non-Rural Road 40 4.7.6 Access Easements / Right of Ways 41

4.8 Footways......................................................................................................................................... 41 4.8.1 Cycleway 42 4.8.2 Service Allocations 42 4.8.3 Grassing 42 4.8.4 Clearances 42

4.9 Signs and Pavement Markings........................................................................................................ 43 4.9.1 General 43 4.9.2 Signs 43 4.9.3 Installation Signs 43 4.9.4 Pavement Marking 44 4.9.5 Traffic Control Devices 44 4.9.6 Guide Posts 44 4.9.7 Guard Rails 46 4.9.8 Delineators 46 4.9.9 LATM 47

5 PAVEMENT 48

5.1 General............................................................................................................................................ 48 5.2 Testing ............................................................................................................................................ 48 5.3 Design Traffic Loads ...................................................................................................................... 49

5.3.1 Flexible Pavement 49


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5.4 Pavement Materials ........................................................................................................................ 50 5.4.1 Pavement Surface 50 5.4.2 Pavement Treatments 51 5.4.3 Concrete Pavements 51 5.4.4 Interlocking Pavers 51 5.4.5 Asphalt Pavements 51

5.5 Pavement Construction ................................................................................................................... 51 5.6 Flexible Pavements ......................................................................................................................... 52

5.6.1 Pavement Structures 52 5.6.2 Inspection, Sampling and Testing 53 5.6.3 Materials 53 5.6.4 Unbound Base and Subbase 53 5.6.5 Stabilised Base and Subbase materials 53 5.6.6 Spreading Pavement Materials 53 5.6.7 Trimming and Compaction 54 5.6.8 Sprayed Bituminous Surfacing 54

5.7 Placement of Concrete Kerb and Gutter ......................................................................................... 54 5.8 Stamped Concrete or Paved Area, Parking Bays and Passing Bays ............................................... 55

6 STORMWATER DRAINAGE 56

6.1 Objective......................................................................................................................................... 56 6.2 Lawful Point of Discharge.............................................................................................................. 56 6.3 Urban Drainage............................................................................................................................... 56 6.4 Rural Road Drainage ...................................................................................................................... 56 6.5 Design Storm .................................................................................................................................. 57

6.5.1 Roof and Allotment Drainage 59 6.5.2 Pipes and Pits 60

6.6 Subsoil and Pavement Drains ......................................................................................................... 60 6.7 Floodway design............................................................................................................................. 60 6.8 Floodstudy ...................................................................................................................................... 60

7 WATER RETICULATION 61

7.1 Objective......................................................................................................................................... 61 7.2 Network Analysis ........................................................................................................................... 61 7.3 Alignment ....................................................................................................................................... 62

7.4 Fitting Layout ................................................................................................................................. 62 7.5 Installation ...................................................................................................................................... 63 7.6 Materials ......................................................................................................................................... 64

7.6.1 Testing and Connections 64


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8 SEWERAGE RETICULATION 65

8.1 Guidelines....................................................................................................................................... 65 8.2 Design standards............................................................................................................................. 65

8.2.1 Sewers 65 8.2.2 Design Flows 66 8.2.3 Pipe Class and Cover 67 8.2.4 House Connections 67 8.2.5 Sewer Drops 67 8.2.6 Sewer Easements 68 8.2.7 Scour Stops 68 8.2.8 Manholes 68 8.2.9 Testing and Connections 68

8.3 Rising Mains................................................................................................................................... 69 8.3.1 Materials 69 8.3.2 Design Standard 69

8.4 Submersible sewerage pump Stations............................................................................................. 69 8.4.1 General 69 8.4.2 Access 70 8.4.3 Water Supply and Sprinkler System 70 8.4.4 Materials 70 8.4.5 Pumpwell Access 71 8.4.6 Overflow 71 8.4.7 Pump Station Number 72 8.4.8 Oxygen Injection Facilities 72 8.4.9 Switchboard 72 8.4.10 Level Control Electrode 73 8.4.11 Ventilation 73

9 MISCELLANEOUS 74

9.1 Public Utilities ................................................................................................................................ 74 9.1.1 Footway Allocations 74 9.1.2 Electricity Supply 74 9.1.3 Street Lighting 75 9.1.4 Telecommunications 75

9.2 As Constructed................................................................................................................................ 77 9.2.1 Format 77 9.2.2 Extent of Information 77

9.3 Testing Schedule............................................................................................................................. 77 9.3.1 Standards and Test Methods 77 9.3.2 Road, Drainage and Allotment Fill Works 77 9.3.3 Information to be Submitted 78 9.3.4 Water and Sewerage Works 79


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1. INTRODUCTION 1.1 OBJECTIVE These guidelines have been prepared to ensure that the design and construction of works associated with subdivisions and developments provide infrastructure assets that meet the needs of the community in Liverpool Plains Shire. The objectives are summarised below:

• To provide good development by defining standards; • To provide a functional, attractive and safe environment for residents and users; • To minimise Council's future maintenance costs for public roads and services; and • To minimise impact on the environment.

Whilst Council promotes the use of these Guidelines, Council is prepared to consider alternative approaches, if it can be proven to Council's satisfaction that these alternatives will achieve the above objectives with minimum risk. Designers are encouraged to utilise the principals set out in AMCORD – Practice Notes, particularly for infill development. These Guidelines should not be interpreted as relieving designers of their responsibility to properly assess all conditions and to use sound engineering practices in any design proposals. Designers are encouraged to consider their proposals in detail, giving due regard to the topography of the land, retention of trees or other natural attributes, site stability , retention of natural drainage areas where possible and blending in with open space should be fully considered. Where designers submit proposals that vary from these Guidelines, they shall be accompanied by a detailed written report that sets out any variance and how they achieve the objectives of the Guidelines. Where proposals require a contribution from Council, they shall clearly identify the works and dollar value. In the design preparation Council prefers the desirable minimum or maximum values to be adopted in all instances, however, it is prepared to consider absolute minimum or maximum values where circumstances justify. The overall design shall avoid the cumulative use/effect of all absolute minimum or maximum values. Where absolute values are used, the designer has to highlight its use and provide a justification. The distribution of these Guidelines does not imply limitation in any way of Council’s rights to impose differing conditions when approving proposals, or limitation of Councils discretions to interpret engineering requirements in respect of a particular situation, having regard to good engineering practice. Where a reference is made to other design guidelines etc and a conflict arises between this document and the reference document, this document takes precedence. Council’s staff are available to discuss all requirements associated with a develop proposal. 2. GENERAL REQUIREMENTS 2.1 PREPARATION OF PLANS AND DOCUMENTS Full design plans and specifications and any other required technical reports for all roadworks, stormwater drainage, water and sewerage reticulation, sewer pump stations, allotment filling and any associated works shall be prepared, signed and submitted by a Civil Engineer or Civil Consultancy firm or other approved persons hereinafter called the Consultant. The Application shall include the completed "Application for Approval to Construct" form, the completed "Application Primary Checklist" and the prescribed application fee. Works on the site shall not commence until written a Construction Certificate has been issued by Council.


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2.2 STANDARD SPECIFICATIONS All works shall be in accordance with Council's standard specifications and standard drawings where available. Where no Council standard specifications or standard drawings exist for a particular type of work, the Consultant may use the RTA specifications and drawings or their own standard specifications and standard drawings. Both options shall be subject to approval by Council. 2.3 THE APPLICATION The Application shall comprise, but shall not be limited to the following:

• Signed and completed Application for Construction Certificate. • Design plans and specifications for the construction of the works, including any

relevant Council Standard Drawings and specifications to be used for specifying the works.

• Preliminary submission -1 set required • Final Submission -3 sets required. Refer to notes (i) & (ii) below:

i) Plus one (1) set of updated plans and document pages (loose) to update preliminary submission

ii) One (1) approved set shall be returned to the applicant. • Completed Estimate of Cost detailing the separate work items and construction

rates for all roadworks, drainage, water, sewerage, lot clearing and filling etc proposed for the site. The Estimate of Cost shall be subtotalled into Roadworks & Drainage and Water & Sewerage.

• Prescribed Application Fee. • Completed and Signed Application Primary Check List • Technical Reports specified in the relevant development conditions of approval (in

preliminary format if necessary) -2 copies of each final report shall be required to be submitted on receipt of approval of the preliminary report.

• Written covering submission from the Consultant advising the current status of each of the approval conditions for the development, including any modified conditions, explaining any departures from Councils standard requirements, practices and/or guidelines and any assumptions and for the rationale used in the design process.

• Drainage discharge approvals where applicable. • Letters of approval from relevant authorities where specified in the approval

conditions. If such approval(s) are specified requirements but are not available at the time of submission, the Consultant shall outline the status of that particular approval process and request the overall design submission still be accepted and processed.

2.4 ACCEPTANCE OF APPLICATION The Application for a Construction Certificate, as required by the Environmental Planning and Assessment Act 1979, the application shall not be taken to be duly made until all particulars and documents as Council may require (as required by this Act) have been provided to Council together with the appropriate fee. In the event of a significant omission of any of items above or for example incorrect completion of the Application Primary Checklist or the Application for Construction Certificate, the entire Application shall be returned to the Consultant.


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2.5 DESIGN PLANS The design plans shall be prepared and signed by the Consultant and shall be submitted for all roadworks, associated stormwater drainage, allotment improvement works, sewerage reticulation, sewer pump stations and water supply reticulation works required by the Council's Approval Conditions. The design plans generally shall contain sufficient information to allow adequate checking of the plans and for the primary purpose of construction of the works. The plans shall in general incorporate as applicable the following:

• Locality detail • Layout • Plan View of each new road • Longitudinal section of each new road • Detail plan of each intersection • Type cross section of each new road • Cross sections of each new road • Longitudinal section and plan view of each drainage line • Traffic control details • Detailed plan of proposed sewer reticulation • Environmental Management Plan • Longitudinal sections of sewer lines • Detailed plan of proposed water supply reticulation including preliminary layout of

telephone, electricity and lighting and longitudinal sections for trunk water lines • Proposed Pump Station details if applicable • Composite Services Plan to allow conflicts to be checked • Typical plans shall include the following elements

2.5.1 Title Block Details on the title block shall include the following: • Estate name (if any) and Developers Name • Approved street name(s) • Bar scales as a minimum, (however numerical scales are also permitted in addition

provided the original plan size is stated) • Plan number and sheet number • Schedule and date of amendments; • Signed, checked and approved by the Consultant • Survey datum and identification of survey mark used in the design • Type of plan, i.e. Layout, Cross-Section, Longitudinal Section etc • Chainages as applicable.


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2.5.2 Locality Detail

The locality detail is to show the location of the subdivision or development in relation to adjacent towns, main roads, major streets, etc.

2.5.3 Layout Details on the layout plan to include the following: • Relationship of all new roads to each other and to existing roads adjoining the

subdivision • Where the development is to be carried out in stages, the boundaries of the

proposed stages are to be shown, together with stage numbers • Lot numbers and approved road names are to be shown on the layout plan • Road Reserve and pavement widths are to be shown on the layout plan; • Catchment plan • All site cut/fill earthworks including existing and finished surface contours • Need to show the relativity to adjacent lands, road layout and/or land property

description.

2.5.4 Plan and Longitudinal Sections of Roads • Road reserve boundaries • Allotment boundaries, both existing and proposed at the road reserve boundary • Centreline, or other construction line • Chainages, on centreline or construction line (plan & longitudinal section); • Bearings of the centreline or construction line • Offsets, if the construction line is not the centreline • Tangent point chainages of each horizontal curve (plan & longitudinal section) • Deflection angle, radius, arc length, tangent length and secant distance of each

horizontal curve (plan long longitudinal section) • Road reserve boundaries, centreline and bearing of each intersecting road (plan

only) • Chainage of the intersection point of road centrelines (plan & longitudinal section); • Kerb lines • Dimensioned road reserve, footpath and pavement widths, where these differ from

the typical cross section • Location and details of signs and road marking to be provided (If not on separate

plan, plan only) • General location of existing utilities, significant features or other existing works

within the site • Location and levels of bench marks, PSM and reference pegs • North point • Existing surface levels (longitudinal section only) • Design road centreline levels (longitudinal section only) • Design grades (longitudinal section only) • Chainage and level of grade intersection points (longitudinal section only) • Chainage and level of tangent points of vertical curves (longitudinal section only) • Chainage and level of intermediate points on vertical curves (longitudinal section

only) • Lengths and/or radius of vertical curves (longitudinal section only) • Sections on control lines on superelevated curves (i.e. Pavement edges, kerb or

lane edges), curve widening and superelevation details (plan & longitudinal section)


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• Location of existing driveways where they impact • Location of all drainage lines (type & diameter), including drainage structures,

suitably numbered including inlet and outlet treatment details (separate plan acceptable, plan only)

• Subsoil drain locations • Location of existing and proposed easements and reserves and/or sections as

applicable • All allotments shall be numbered; Park areas to be denoted • Approved street names shall be shown • Extent of construction work or stage work shall be shown (plan & longitudinal

section) • Where new works join, existing works shall be shown (plan & longitudinal section) to

demonstrate matching geometry • Where there is no kerb and channel, the edge of seal shall be shown • Sufficient extent and length of intersection layout to enable review of visibility/sight

distance check (plan and longitudinal section) 2.5.5 Detail Plans

Detail plans shall be required for: a) Intersections b) Cul De Sac’s c) Bends (if requested) d) Temporary turning points e) End of works (if required). The Plan View shall include the following details • Sufficient extent and length to enable review and construction • Kerb levels at not less than quarter points (where applicable closer spacing may be

necessary) or maximum of 5m on all kerb returns, providing spot levels where grades could be a problem for drainage

• Channelisation details (if applicable ) • Drainage details • Pedestrian Pram ramps (if applicable) • Kerb grades at or near minimum (0.5%) additional level control shall be specified • Signage locations • Pavement contours (on plan)

2.5.6 Cross Sections A cross section shall be shown for each pegged chainage at maximum spacing of 15m on straights and curves for each urban residential road and a maximum of 20m on straights and curves for each rural road, except in flat country where all cross sections conform to the typical cross section. Where roads are in steep terrain (greater than 7%) cross sections may be required at closer intervals (5m for residential and 10m for rural)


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Details to be shown on Cross-sections shall include: • Road reserve boundaries • Pavement centreline (or other construction line) • Natural surface profile • Design Cross-section profile and grade line • Crossfall of pavement and footway, pavement and footway widths and section • Chainage of cross section • Datum reduced level • Existing & proposed power poles and other structures on batters • Existing driveways • Existing services

2.5.7 Typical Road Section A dimensioned type cross section shall be shown for each new road, including as applicable: • Road reserve width • Pavement widths, including medians (as applicable) • Shoulder widths and surface treatment • Footway widths • Pathway widths (as applicable) • Crossfalls of pavement, footways, pathways and shoulders • Nominal pavement and shoulder depth • Type of kerb and channel • Type of pavement and surface details • Service locations are to be included, both proposed and existing • Details of widening requirements to existing road if applicable, including existing

pavement width, proposed final width, construction join, details for pavement • Table drain details for rural (width, slope, depth below sub-grade measured at

shoulders) • Batter slopes

2.5.8 Stormwater Drainage Longitudinal Section A longitudinal section of the drainage network shall be shown including: • Road chainage of structures (if not shown elsewhere) • Existing surface levels and finished surface levels • Design invert levels • Pit chainages and type of structure • Distances between pits • Grade of each pipe in % • Diameter of each pipe reach


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• Class of pipe and type of joint (eg rubber ring, recessed butt) of each pipe reach • Hydraulic grade line • Location of all other services, existing and proposed, eg. Telephone, electricity ,

sewer and water, showing sizes and levels • Details of Inlet & Outlet treatments • Outlet profile for a minimum of 25m from outlet structure to demonstrate that the

pipe has a free draining outlet

2.5.9 Traffic Control Devices The Traffic Control details submitted for approval shall be on a road layout plan and shall include all the signs, pavement markings and preliminary street lighting. In addition, it shall also include any other traffic control and management devices that shall be provided as part of the design of the road traffic network for effective traffic management. Sign locations shall be accurately detailed for location purposes. The dates, times and locations of the erection of regulatory signs shall be shown on the “As Constructed" details.

2.5.10 Environmental Management Plan The details to be shown on the plan shall accord with the Soil Erosion and Sediment Control Guidelines and shall generally include:

• Areas proposed to be cleared and/or trees removed

• Extent of earthworks and allotment filling

• Significant trees/vegetation to be retained

• Siltation and erosion prevention measures such as the extent of turfing, location of sediment fences, haybales

• Revegetation program.

2.5.11 Water Reticulation Plans The details to be shown on the plan shall include: • Water main alignment, depth • Hydrant and valve locations • Water service conduits under roads • Water main diameter, material and class • Details of individual services to each lot • Street names • Connection details to existing system • Construction notes • Electricity and telephone service positions


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2.5.12 Sewer Reticulation Plans The details to be shown on the plan shall include: • Sewer main alignment • Sewer lines and rising mains clearly numbered showing class of pipe, type of

material, diameter • Existing and proposed facilities • Connection details to existing system • Street names • Lot numbers and property boundaries • Co-ordinate base identified • Existing ground contours and where excavation and/or filling is being considered,

the proposed finished surface levels • House connection junction details • Manhole position (dimensioned from each real property boundary where different

from the standard alignment), also co-ordinate table • Manhole and lamphole shall be numbered with a system that has a unique number

for each manhole and lamphole within a pump station catchment and these numbers shall be advised by Liverpool Plains Shire Council

• Existing services and proposed services (eg Telstra, electricity, water, stormwater drainage etc.) in the vicinity of conflict points shall be included on these plans for information.

The details to be shown on the longitudinal section shall include the following: • Sewer invert levels (AHD) & depth to invert • Sewer lines and rising mains clearly numbered showing class of pipe, type of

material, diameter, length, grade • House connection junction details • Proposed manhole top levels • Manholes and lampholes shall be numbered with a system that has a unique

number for each manhole and lamphole within a pump station catchment and these numbers shall be advised by Council

• Existing services and proposed services (eg Telephone, electricity, water, stormwater drainage etc).

2.5.13 Pumping Stations and Rising Mains Where pump stations and rising mains are involved, details shall be in accordance with Public Works Department Guidelines and include pump design rate, rising main sizing and velocity, type of pumps, characteristic pump and system curves, equivalent person numbers and flow rates, longitudinal sections showing hydraulic grade and rising main. Details shall also include a site plan showing access roads, turnarounds, water and electrical services and overflow position and structural details of pump stations where applicable. In the case of sewerage pump stations, details shall include wet well volume and starts per hour, rising main detention time at average and minimum flow, odour control measures (oxygen or air injection to rising main, activated carbon filter for station) etc.


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2.5.14 Plan Size All engineering plans shall be drawn on standard size sheets, the following sheet sizes only being acceptable: • A1 840mm x 594mm • A3 420mm x 297mm All working plans are to be submitted in A1 format for approval. For ease of handling; however the drawings must be legible if reduced from an original A1 format to A3 format. A3 plans may be used on site but a full set of A1 working must be in the supervisors office at all times.

2.5.15 Scales Scales used for all plans shall be those recommended by the Standards Association and AUSTROADS. The following scales are preferred in the preparation of the A1 engineering plans: • Plan View 1:250 for Urban and 1:500 for Rural • Longitudinal Sections 1:250 for Urban and 1:500 for Rural • Details 1:25 or 1:50 • Cross sections 1:100 Horizontal and Vertical

2.5.16 Units Linear dimensions on all drawings shall be in metres, with the exception of some detail drawings of small structures (eg manholes) and some standard drawings (eg kerb and channel) which may be in millimetres. Plans shown in millimetres must be noted as such. Details of methods and dimensioning shall be in accordance with AS 1155. Metric units are used in the construction industry.

2.6 SURVEY All survey and set out as required shall be carried out by the Developer’s surveyor. All records shall be made available to Liverpool Plains Shire Council’s Engineer upon request or at completion of the project. The cost of all such works shall be borne by the Developer. The Developer shall provide - Permanent Marks, State Survey Marks as requested by Liverpool Plains Shire Council. The Developer may provide further bench marks and recovery pegs in suitable locations for set out and construction purposes. If a control mark is disturbed or destroyed then the cost of re-establishing the control shall be borne by the Developer.

2.6.1 Chainages Chainages on plans shall be expressed to 0.001m. Chainages shall commence at the intersection point of abutting road centrelines. Where internal intersections occur, the chainages identifying these internal intersections shall also be shown on plans and longitudinal sections where the road centrelines intersect.


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Chainages shall be pegged and levelled along road centrelines (or other construction lines) at 15m intervals for urban roads and 20m intervals for rural roads with further division (l0m or 5m for urban and 10m for rural) where necessary, due to horizontal or vertical curvatures. Prior to commencement of design preparation, the Consulting Engineer shall obtain from Council's Design Office the chainage datum of existing adjoining roads for continuation of the through chainages in the proposed works, or the origin of chainages to be used.

2.6.2 Levelling All levels shall be reduced to Australian Height Datum and indicated on the plans. The use of other datum (in rural areas only) shall be approved by Council prior to submission of the Application for Approval to Construct stage. The levels shall be expressed to 0.00lm. Reduced levels of bench marks and reference pegs shall be expressed to 0.00lm.

2.6.3 Contours For urban developments contours of the whole site shall be shown at 0.25m vertical intervals or 20m horizontal intervals with spot levels. In steep terrain (exceeding 10%), contour intervals may be increased to 2m vertical intervals or 5m vertical intervals with Council approval. As a minimum, contours shall be shown on the following: • Stormwater catchment plans • Sewerage layout plans • Roof drainage plans • Allotment fill plans • Intersection details For rural developments suitable levels may be shown on stoffilwater catchment diagrams and flood analyses.

2.7 SURVEY MARKS

2.7.1 Bench Marks All bench marks shall be levelled to Australian Height Datum and shall be “Approved Marks" where level connection distance is 1km or less.

2.7.2 Permanent marks All permanent survey marks shall be levelled to Australian Height Datum and their placement shall be within the Australian Map Grid Co-ordinate Base, as adopted by the New South Wales Department of Lands. The PSM's shall be shown on the As Constructed plans for Council's approval. They shall be located by a licensed Surveyor, in accordance with the requirements of the Survey Practice Regulations and also be acceptable to Council.


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Generally this shall result in one standard permanent survey mark provided for each twenty (20) lots of urban size, or for each 3 hectares or part thereof. There shall be at least two of such PSM's where the number of lots exceeds forty (40), or the area exceeds 4 hectares or where the layout of a subdivision of a smaller size would need more than one mark for practical purposes. Rural lots and Park Residential lots shall be determined on merit. Generally PSM's shall be located such that they are: • Intervisible Within the road reserve, nominally between the actual formed road surface and the fence line, clear of all likely future work and sited to minimise potential interference and damage from construction works and service repairs; A locality sketch for each PSM, in accordance with Survey Practice Regulations is to be submitted to the Council, showing measurements from the PSM to a least two (2) cadastral survey marks, plus buildings, fence posts kerbs and similar features as practicable (not less than three measurements are acceptable). The PSM shall be linked to the AMG co- ordinates network where required by Council and the sketch shall show the AMG values for the PSM.

2.8 PLAN AND DOCUMENTATION APPROVAL Following submission and assessment of design plans and documentation or final amended plans and documentation, Council shall issue the approval of these submissions and the Construction Certificate once these are considered satisfactory by Council. The approval shall include one (1) set of stamped “Approved" plans and documentation to be returned to the Consultant for use in construction together with the details for the 'As Constructed' drawings information and inspection requirements. Council's approval of the plans and documentation shall not imply that Council is responsible for the correctness and/or accuracy etc. of the submission. The total responsibility shall lie with the Consultant to ensure that the designs detailed in the submission are workable and conform to good established engineering principles and practices. Errors or omissions in matters considered essential to the design detected after the issue of approval shall be corrected during construction and shall be notified to Council immediately such information comes available. Consultants shall ensure that the documentation submitted contains specifications setting appropriate levels of materials and construction practices and which are consistent with the intent of the design and current industry standards. Out of date and inappropriate specifications and contract administration documentation shall not be acceptable.

2.8.1 Amendments Should it become obvious that the approved design should be amended during the construction process the consultant should immediately notify Council of the need to amend and submit an amended design for urgent approval prior to construction of the variation.

2.9 CONSTRUCTION NOTICES In accordance with the Environmental Planning and Assessment Act, 1979, no works shall be commenced until the Application for construction of works has been approved. The Consultant shall submit the name of the successful Contractor for Council’s records, together with a copy of the Contractor's Public Liability Insurance Policy for a minimum of $10 Million and give Council written notice of intention to commence work in accordance with the Act for issue of Compliance Certificate.


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A minimum of twenty four (24) hours notice for site inspections and testing shall be required unless otherwise stated in these Guidelines. Urgent request for these services with less than twenty four (24) hours notice shall require the applicant to fund the actual cost, if staff is unable to attend within normal working hours. Refer to Council's current Rates and Charges Register for the amount payable. A minimum of forty eight (48) hours notice for inspections for "Onto Defects Liability" and "Off Defects Liability" shall be required. Urgent request for these services with less than forty eight (48) hours notice shall be subject to a higher inspection charge.

2.10. SITE SAFETY The Developer shall be responsible for the safety of all personnel and public associated with the works and shall comply with all relevant Occupational Health and Safety 2000 (and latest revisions).

2.10.1 Traffic The work to be executed under this clause consists of all work necessary to provide for the safe movement of traffic and the protection of persons and property through and/or around the work site. At all times the Developer shall maintain safe passage for vehicles, pedestrians and stock to and from side roads and property accesses connecting to the roadway. All control of traffic is to be in accordance with AS 1742.3 (Traffic Control Devices for Works on Roads), this clause and the construction drawings.

2.10.1 Traffic Control Plan The Developer shall submit a Traffic Control Plan prepared by a RTA qualified Certifier. The plan shall; • the requirements ofAS1742.3 and Workcover • include design drawings of any temporary roadways and detours • have details for arrangements for construction under traffic • A signpost layout showing location, size and legend of all temporary signs,

temporary regulatory signs and speed zones, and all other traffic control devices (traffic signals, pavement marking, guard fence, barrier boards).

A copy of the Traffic Control Plan shall be on site at all times and the Developer shall maintain adequate records to satisfy the requirements of AS1742.3 and Workcover.

2.10.3 Traffic Controllers The Developer shall ensure that all traffic controllers are appropriately trained in the duties of traffic controllers in accordance with AS 1742.3 and the controllers have an RTA Traffic Control Certificate. All personnel working in close proximity to traffic shall wear clothing to the requirements ofAS1742.3 and Work cover.

The Developer shall be responsible for the safety of the public during construction of the works. In this regard, the requirements for traffic control set out in AS 1742.3 (Traffic Control Devices for Works on Roads). and Workplace Health and Safety Act Regulations shall be observed. If the provisions considered necessary by Council are not implemented within twenty four (24) hours following the direction by Council Officer, Council shall make the necessary provisions and the cost shall be recovered from the Developer.


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2.10.4 Employee The safety of the employees on site shall conform to the requirements of the Workplace, Health and Safety Act (Workcover, as amended) and Regulations. Application shall be made prior to commencement of construction.

2.10.5 Supervision and Access The construction works shall be supervised by competent staff and the supervision shall be the responsibility of the Consultants. The construction of the works shall be regularly inspected by the Consulting Engineer and/or his representatives. The Consulting Engineer shall ensure that sufficient inspections and tests are carried out during the course of the construction to ensure the works are in accordance with the design intent as approved by Council and in particular that critical items of the works meet the specified requirements. Uninterrupted access to the works shall be available at all times to Council personnel provided such personnel report to the Contractor's site representative immediately they wish to access the site. Personnel safety issues shall be the responsibility of the Contractor in such instances.

2.11 ENVIRONMENT All works shall be carried out in a manner to avoid nuisance and/or damage to the environment. The Developer shall comply with the conditions of development consent issued by Liverpool Plains Shire Council. Consultants shall be required to prepare an Environmental Management Plan to protect the soil and vegetation on the development site both during construction and post construction. The Environmental Management Plan shall be prepared in accordance with:

i) Soil Erosion and Sediment Control Department of Infrastructure, Planning & Natural Resources

ii) New South Wales Department of Housing

2.11.1 Clearing and Disposal of Material Vegetation which is approved by Council for removal shall be cleared and disposed of in accordance with these Guidelines.

2.11.2 Vegetation

Consultants shall identify the type and the extent of vegetation on the site, the vegetation proposed to be removed and the vegetation to be retained. Unnecessary removal of vegetation shall not be approved or permitted by Council. Remnant Vegetation as defined in the Remnant Vegetation Register and vegetation listed in the Tree Preservation Catalogue are to be retained where possible. Consultation with Council is necessary prior to any proposed removal of these types of vegetation. Special consideration should be given to retain ground cover on slopes steeper than 10% and on shaded areas or steep slopes with a southern aspect.


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2.11.3 Noxious Weeds

The Developer shall eradicate any noxious weeds or declared plants in a proposed residential subdivision in accordance with Council’s Policy. Thirty (30) days notification is required prior to inspection by Council of completion of works.

2.11.4 Site Filling

All site Filling shall require a submission from the applicant’s Consulting Engineer. The submission shall include drawings and or specifications which clearly indicate the location and depth of proposed filling, site drainage, services, fill material standards, compaction standards, dust control, impact on adjacent lands and the stabilisation and revegetation in accordance with the approved Environmental Management Plan.

All site filling shall be in accordance with the current edition of AS3798 (Guidelines on Earthworks for Commercial and Residential Developments).

Where site filling exceeding 0.75m in depth has been carried out, the “As Constructed” plans shall indicate the contours after filling and also the compaction test results shall be submitted to Council.

2.11.5 Erosion and Sedimentation Control

Consultants shall demonstrate that the control of erosion and sediment loss has been addressed in detail for the development particularly in steeply sloping terrain and both during and after construction. The control of erosion and sediment loss shall be in accordance with the approved Environmental Management Plan. Measures (eg. revegetation, silt traps etc) shall be required for initial and long term protection of the development site and adjacent properties.

A nominal 600mm width of turfing alone behind the kerb to control erosion shall not be considered sufficient.

Where revegetation is proposed for erosion control, the minimum top soil depth shall be between 40mm and 60mm for slopes exceeding 1 in 4 and between 75mm and l00mm for flatter surfaces. The minimum revegetation cover of 70% (plan view) shall be achieved prior to acceptance for off defect liability. This includes all disturbed surfaces.

2.11.6 Site restoration

Generally on completion of construction works the Developer shall leave the whole of the site in a clean and tidy state. For example: • The surfaces of footpaths and allotments shall be even and free of stones and

debris sufficient to permit the use of a domestic lawnmower to maintain the areas safely

• All grub holes within the road reserve shall be filled with approved materials and compacted to Council's requirements

• All depressions or grub holes not within the road reserve shall be filled with approved material and compacted to Council’s requirements. All site filling shall be in accordance with these guidelines


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• All damage to private properties including fences due to the execution of the works

shall be made good to the satisfaction of the property owner and Council

2.12 INSPECTIONS Inspection of all work, as outlined in these guidelines is required to be present by Council's Engineering Department (or representative) in conjunction with the Consulting Engineer, as set out in the Development consent.

The Consulting Engineer shall be on site for all nominated inspections and commencement of other works will only be granted upon the completion of work to the satisfaction of Council. This includes the supply of all test information and relevant detail to verify the quality of such works

2.12.1 ‘On Maintenance’ Inspection The Consulting Engineer shall notify Council of the intended date for an 'On Maintenance' Inspection. At such time the Consulting Engineer may be requested by Council to complete any uncompleted Works before 'On Maintenance' Inspection and supply Council with any outstanding testing or 'As Constructed' Information. During 'On Maintenance' Inspection Council will request that all minor works. Be completed. If required and all outstanding information (including all test data) be submitted to Council within 14 days from time of inspection. In addition the Consulting Engineer shall notify Council of minor works completed by the contractor for re-inspection by Council. Council will then accept all works 'On Maintenance', from the time of 'On Maintenance' Inspection. Should any 'Outstanding Works.' not be completed within the prescribed time, and 'Outstanding Information' (including all test data} not submitted Council will then accept works 'On Maintenance' upon completion of all original requests.

2.13 MAINTENANCE PERIOD Council has made a decision to enforce a twelve (12) month a defects liability period or maintenance period in relation to all subdivisional development works and other works constructed in kind for Council.

2.14 BONDING Incomplete works may be bonded and the applicant is to enter into a formal (signed and sealed) agreement with Council. The works must have commenced and be completed to the following stage:

• All earthworks for the construction works shall be completed • Any drainage works and sewerage works within the proposed works shall be

completed All incomplete works are required to be completed within three (3) months of the date of sealing the agreement. Certification by the Developers’ Consultant Engineer shall be required of the completed works plus the estimated costs of works remaining to be completed. The bond shall be an unconditional bank guarantee amounting to 135% of the approved estimate of costs of the incomplete works.


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2.15 DEFECTS LIABILITY PERIOD An inspection and approval of the works by Council shall be required before Council shall accept the work and set the date for commencement of the Defects Liability Period. On completion of the works and forty eight (48) hours notice prior to the inspection, the Consulting Engineer shall submit to Council the following:

• As Constructed data in the specified format • Computer disk of the design data in the specified format • Film copies of all design drawings • Supervision Certificate signed by the Supervising Engineer certifying compliance

with the approved design and any departures from the approved design which shall also be so noted on the " As Constructed" drawings

• Construction Certificate signed by the Contractor certifying construction compliance with the approved design drawings and any departures from the design

• Test certificate results for all tests specified in the approved Testing Schedule and/or certified testing summary

• Allotment Fill Report if applicable • Retention Money amount and the form in which it shall be submitted • Written submission covering the status of each of the approval conditions including

those conditions imposed at the time of design approval. At the inspection to be attended by a representative of the Consulting Engineer and Council, for the purpose of Council’s acceptance of the works and hence commencement of the Defects Liability Period, the following matters shall be addressed, noted and recorded:

• The defects and omissions to be rectified before the works shall be accepted by Council

• The minor defects and omissions (if any) that Council shall permit to be rectified during the Defects Liability Period

• Those items which Council shall expect to be monitored during the Defects Liability period ~ which may require remedial action during or at the end of the Defects Liability Period.

The Contractor shall be given the option of attending the inspection for the commencement of the Defects Liability Period by the Supervising Engineer. Council shall require submission of 5% of the Estimated Cost of the works in a form acceptable to Council (Bank Guarantee not cash) for the full period of the Defects Liability. At the end of the Defects Liability Period the Consulting Engineer shall notify Council of the expiration of the time, advice in regard to the status of the items notified above and request release of the retention money. In addition, the Consulting Engineer shall ensure that any other defects that arise due to the actions of the Contractor in regard to workmanship or materials are rectified before Council reinspects the works at the end of the Defect Liability Period. The Contractor shall not be required to attend to damage arising from normal "wear and tear", or due to the actions of builders, land owners or the public or as a result of deliberate acts of theft or vandalism unless works were required to be implemented by others due to the failure of the contractor to complete works to a satisfactory standard. The length of the Defects Liability period shall be as determined by Council by resolution from time to time.


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In the event of a significant defect requiring rectification, Council may require an additional Defects Liability Period over the rectified works. The length of time for the additional Defects Liability Period shall be approved by Council.

2.16 WORKING HOURS Operation of plant shall be restricted to 7a.m - 6 p.m. Monday to Friday inclusive, 7.00 a.m. - 5.00 p.m. Saturday. No work shall be permitted on Sundays and Public Holidays. Work outside these hours shall not be permitted without prior written approval being obtained from Council’s Engineer.

2.17 STANDARD SUBDIVISION CONDITION Engineering Consultants should be aware that Council has adopted the following standard condition: The works are to be supervised on the applicant's behalf by an Engineer with qualifications acceptable to Council, who will issue to Council at the practical completion of the works, certified "as constructed" plans of the work and his certificate as to the satisfactory completion of the work. The General conditions of Contract between developer and contractor are to conform to the Australian General Conditions of Contract AS2124. The general construction procedure shall conform to AUSPEC.

2.18 DISCLAIMER Approval by Council of any drawings structural design, method of work or any information regarding materials and equipment the Consulting Engineer proposes to furnish, shall not relieve the Consulting Engineer of his responsibility for any errors or omissions therein, and shall not be regarded as an assumption of risks or liability by the Council. Such approval shall be considered to mean that Council has no objection to the Consulting Engineer/Developer using, upon his own full responsibility, the design, plan or method of work proposed. Errors or omissions considered essential to the design and to achieve good engineering practice or safety requirements shall be corrected during construction. Should any item be inadvertently over looked at the stage of approval of Engineering Drawings, Council may still require works to be performed prior to the subdivision works being accepted "on maintenance" in accordance with the Local Government Environmental Planning and Assessment Act -1979.

3. EARTHWORKS The work to be executed under this clause includes the removal of top soil, excavation of cuttings, haulage of materials, the construction of embankments, removal and replacement of unsuitable material and borrow activities associated with earthworks.


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3.1 CLEARING AND GRUBBING The work to be executed under this clause consists of the clearing of all vegetation, all minor structures, all rubbish and other material which are unsuitable for use in the works. The disposal of all such materials is also included in this clause. In advance of any clearing and grubbing activities appropriate erosion and sedimentation measures shall be implemented in accordance with these guidelines.

3.1.1 Extent of Clearing The extent of clearing will include the area of the completed works, all stockpile sites, borrow sites and erosion and sedimentation measures. Clearing will be extended to 4 metres beyond any toe or top of an embankment.

3.1.2 Clearing and Grubbing Operations The Developer shall take protective measures to avoid damage to trees and vegetation outside the limits of clearing. Trees beyond the limits of clearing that are deemed unsafe may be removed. Grubbing operations shall be carried out to a minimum depth of 0.5 metres. Holes remaining after the removal of trees/stumps will be backfilled to prevent ponding.

3.1.3 Sequence and Disposal of Materials The following sequence shall be performed in the removal of cleared and grubbed spoil material: • Invite Greening Australia to harvest any seeds. • Chip all small limbs for use in restoration. • Cut larger limbs to trailer length and invite firewood removal. • Relocate trunks and stumps to gravel pits for burial. All material cleared and grubbed shall become the property of the Developer and shall be removed from site and disposed of legally.

3.1.4 Removal of Top Soil Removal of top soil will only commence after erosion and sedimentation controls are in place and clearing and grubbing has finished. Top soil shall be removed and stockpiled. The removal will include removal from general roadworks, cuttings and from the base area of any embankment. A stockpile perimeter sediment fence will be erected to contain runoff sediment.

3.1.5 Cuttings Materials cut between batters shall be loosened and broken as required for incorporation in the Works. Cuttings shall have batter slopes as specified in the Drawings. The tolerances for the excavation of batters, measured at right angles to the design grade shall be 300mm. The floors of cuttings shall be excavated to the underside of the select layer or if there is no select layer then to the underside of the pavement subbase. The Developer shall rip, loosen and recompact all materials in the cutting floors to a minimum depth of 200mm below design floor level. The ripped and recompacted floor material shall be compact to 95% standard compaction. The floor shall then be trimmed parallel to the wearing surface to a level not more than 20mm above or 40mm below the design floor level.


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3.1.6 Transition From Cut To Fill Following excavation of the cutting floor a terrace shall be excavated to a depth of 400mm below design floor level at the transition point between cut and fill. The terrace shall be a minimum of 15 metres in length. The material shall be placed the terrace in 200mm layers and shall be compacted to 95% standard compaction.

3.1.7 Unsuitable Material Unsuitable material is that material deemed unsuitable by the Certifier for pavement or embankment support under the designed floor level or top soil stripping depth. Such material shall be excavated, removed and placed in embankments or spoiled under the direction of the Certifier. Prior to replacement with appropriate material the excavation shall be inspected by the Certifier to determine if sufficient material has been removed. Approved replacement material shall be placed in layers no deeper than 200mm and compacted to 95% standard compaction.

3.1.8 Embankments Embankment construction will include foundation preparation and the placement and compaction of fill material in accordance with the alignment, grades and dimensions shown on the Drawings. Material for embankment construction shall be obtained from cuttings within the Works or from an approved borrow site. The material shall be free from tree stumps, roots. Following removal of topsoil in accordance with these guidelines, the embankment foundation will be inspected The Certifier. Any foundation material deemed unsuitable by the Certifier shall be removed and replaced in accordance with these guidelines. The foundation will be ripped and recompacted to a depth of 200mm and achieve 95% standard compaction. Where embankments are to be constructed against hillsides or it is steeper than 4: 1 the embankment will be constructed in horizontal terraces. Fill material placed in embankments shall be placed parallel to the grade line in layers no deeper than 200mm. Rock material larger than 150mm will be broken down and reduced in size before compaction in embankments. Rocky or stony material shall be blended with fines to achieve a dense, compacted layer. Embankment fill shall be compacted to 95% standard compaction and shall be trimmed to so top of the embankment is not more than 20mm above or 40mm below the design levels. Embankment batters shall be within 300mm from design grades.

4. ROADWORKS

4.1 OBJECTIVE Councils aim is to efficiently and effectively provide and manage transport infrastructure to ensure safe and economical systems for social and business movement of the Community. The road system within a subdivision/development shall be designed to achieve the following objectives:


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• Provide a convenient, efficient and safe access for pedestrian, vehicles and cyclists

that is economical to the community in terms of capital, cost of construction, maintenance costs and user costs

• Provide a safe, logical and hierarchical transport linkage within the existing system • Provide a convenient, efficient and safe access for emergency and service vehicles • Provide a convenient and efficient access for public transport • Provide a convenient and efficient space for public utilities • Provide an opportunity for street landscape that would enhance the amenity of the

environment • Provide convenient parking for visitors • Have appropriate regard for the climate, geology and topography of the area • Provide an acceptable layout for the community to socially interact • Provide a safe and efficient Major Drainage System • Provide ease of recognition for the function of each street.

4.2 REFERENCE DOCUMENTS • AUSTROADS Publications • AUSTROADS - Guide to Traffic Engineering Practice • AUSTROADS - Rural Road Design • AUSTROADS - Pavement Design Guide • Roads and Traffic Authority (RTA) - Road Design Guide • Australian Rainfall and Runoff -1987 • Sealed Local Roads Manual -ARRB Transport Research • Council’s Standard Drawings

4.3 ROAD HIERARCHY A road hierarchy relies on the adoption of a road classification scheme which defines the function of the roads in terms of their traffic mobility and access/amenity functions. A road hierarchy provides the basis for determination of appropriate road design elements such as widths, speeds and management devices etc. that would be compatible with the function of the road. A pre-requisite for logical and economical road design is that future traffic requirements be assessed and that the purpose of the road be determined in an overall planning context. For the purposes of this document the word ‘road’ is synonymous with the word ‘street’, ‘avenue’, and ‘lane’, ‘court’. The four basic functional classes are listed below together with a diagrammatic representation:

4.3.1 Arterial These are the highest order roads, whose main function is to provide the principal links between urban centres (either between conurbations or within a conurbation), or between urban centres and rural regions. Within an urban area, they should have the capacity to be developed into multi-lane facilities with access control being a desirable feature to enhance traffic flow. Consequently, development of maximum traffic capacity must be the prime consideration. Aspects of noise, intrusion etc must be accepted and where this creates an unacceptable disturbance, solutions should be found elsewhere,


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other than by the removal of traffic. Such roads could be expected to be candidates for the full range of traffic management schemes, including intersection upgrading, full access control and parking restrictions. Application of these techniques would be consistent with the movement of traffic through given localities.

4.3.2 Sub-Arterial These are roads whose main function is to connect arterial roads to centres within a rural area and supplement the arterial roads in providing for traffic movements from one part of the urban area to another. They may be either two-lane or multi-lane roadways and as with roads classified as arterial, aspects of noise, intrusion etc must be accepted or reduced by means other than removal of traffic. The prime concern is still with the movement of traffic, so that on a two-lane roadway, extensive use of traffic management techniques could be expected to be applied. This could mean promotion of the movement of traffic through the locality, even at some inconvenience to local traffic.

4.3.3 Collector These roads are intended to carry traffic between the arterial or sub arterial roads and local and access streets. They are not expected to carry high traffic volumes, and are not used for longer distance travel, except at the beginning or end of the journey. These roads help to distribute traffic at the neighbourhood level and may provide access to abutting properties. Ideally they should discourage through traffic by not providing continuous through routes between arterials or higher order distributors. They are generally the lowest order road that may be used as a bus route.

4.3.4 Local and Access These are the lowest order roads in the tributary local system and consist of local streets and access streets, which provide access to residential properties. Their main functions are to provide both property access and residential amenity (resident safety and amenity are dominant). Residential amenity can be preserved if traffic volumes are limited to 2000 vehicles per day. As for collector streets, higher traffic volumes would be acceptable in industrial areas. The arterial and sub-arterial roads form the basis for the major road system, whilst the collectors and the local accesses form the basis for the internal road system within the subdivision/development. Generally, the provision of arterials and sub-arterials would be part of Council's overall planning. However, in some large subdivisions, the provision of these major roads may be required. Where arterial or sub-arterial roads are required, their location must be satisfactory to Council. Subdivision and development proposals are to include a proposed road hierarchy in its traffic assessment report and linkages to existing and proposed road networks. Local and access roads should not interact directly onto a sub-arterial or arterial road. In preparing the proposed road hierarchy plan for the subdivision proposal, consideration is to be given to the function of the road, the expected traffic volume and the connection with the adjacent road network.


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4.4 ROAD CLASSES

The road network in subdivision developments can be further divided into classes to reflect the land use categories that they serve.

4.4.1 Requirements of Urban Roads Table 3.4.2 – Urban Roads

Road Class Access Street

Local Street

Collector Road

Commercial Industrial

Road Reserve** 18.0m 20.0m 20.0m 25.0m 25.0m

Seal Width � 7.0m 8.0m 10.0m 13.0m 13.0m

Parking 3.0m 3.0m 3.0m

Kerb and Gutter Upright Upright Upright Upright Upright

Footway* 4.0m 4.0m 4.0m 5.0m 5.0m

Allotment Catchment

<20 Lots

Traffic Catchment

Volume

<200vpd <2000vpd >2001

Design Speed 50kph 50kph 60kph 60kph 60kph ** This may increase in undulating country to enable services to be constructed * Minimum required width � Includes Shoulder

4.4.2 Requirements of Rural Residential Roads Table 3.4.2 – Rural residential Roads

Road Class Access Street Local Street Collector Road

Road Reserve** 20.0m 20.0m 20.0m

Formation 8.0m 9.0m 10.0m

Pavement Width 6.0m 7.0m 9.00m

Seal Width � 7.0m 8.0m 8.0m

Footway* 4.0m 4.0m 4.0m

Design Speed 50kph 50kph 60kph ** This may increase in undulating country to enable services to be constructed * Minimum required width � Includes Shoulder


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4.4.3 Requirements of Rural Roads Table 3.4.2 – Rural Roads

Traffic <100vpd 100-199 200-999 1000-1999 >2000

Road Reserve (Flat Terrain

<6%)

20.0m 20.0m 20.0m 25.0m 25.0m

Road Reserve (Undulating

Terrain >6%)

25.0m 25.0m 25.0m 30.0m 30.0m

Formation 8.0m 9.0m 10.0m 11.0m 12.0m

Pavement Width 6.0m 7.0m 8.0m 9.0m 10.0m

Shoulder Width (each side)

1.0m 1.0m 1.0m 2.0m 2.0m

Seal Width � 7.0m 8.0m 9.0m 11.0m 12.0m

Design Speed* 100kph 100kph 100kph 100kph 100kph ** This may increase in undulating country to enable services to be constructed * Minimum required width � Includes shoulder

4.4.4 Urban Sub-Arterial & Arterial

The requirements placed the NSW RTA will take precedent over the information listed below. Sub-Arterial and Arterial roads fall under the guidelines listed by the RTA.

Table 3.4.2 – RTA controlled roads

Road Class Sub-Arterial Arterial

Road Reserve** 30.0m 35.0m

Seal Width � 10.0m 10.0m

Parking 3.0

Kerb and Gutter Upright Upright

Footway* 4.0m 4.0m

Traffic Catchment Volume

5000 – 20000vpd

>20000vpd

Design Speed 100kph 100kph ** This may increase in undulating country to enable services to be constructed * Minimum required width � Includes Shoulder


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4.5 ROAD CHARACTERISTICS

4.5.1 Layout There are a number of factors that shall be considered when designing the layout of the internal network of a subdivision or development and these include: Connectivity (internal circulation, including consideration for safe pedestrian and

Cyclist routes); Permeability to through traffic Legibility of layout Economy Bus routes Recognition of road functions Stormwater drainage paths

4.5.2 Connectivity Connectivity refers to internal circulation within the site. A reasonable degree of connectivity should be provided to: Allow vehicular, pedestrian and cyclist access within the subdivision / development

to facilities located in the subdivision/development, such as schools, shops and recreation facilities, without the need to use the external traffic routes (i.e. Sub- arterial and arterial road);

Minimise travel time from the traffic routes to the allotments Allow for alternative routes for emergency vehicles. Desirably, every precinct of

more than 100 lots should have more than one (1) possible access route Allow for bus routes.

Connectivity should not be excessive (especially at the local and access street level) so as: Not to encourage through traffic to use the internal network to "short cut" the traffic

routes (arterial and sub-arterial road) Not to cause undesirable levels of traffic volume in the local access street level as

a result of the above Not to result in too confusing a layout to visitors

Pedestrians and cyclists require a high degree of connectivity for access to the internal facilities, bus services and transport facilities located within the external traffic routes. This can be achieved by provision of pedestrians/cyclists network within the subdivision or development and have links to the external system. The network can be provided along local and access streets and public parklands. Particular attention shall be given to public parklands. Particular attention shall be given to ensuring that pedestrian/cyclist links are not denied at the ends of cul-de-sac streets. The route selection shall consider safety in terms of accident potential and crime exposure, as well as convenience and attractiveness that would encourage pedestrians and cyclists to use these routes.


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4.5.3 Permeability to Through Traffic The network shall be designed to discourage through traffic from using it as "short cuts" to bypass the external traffic routes. Through traffic reduces the amenity and safety to residents within a precinct. Permeability to through traffic may be discouraged by: Making the external traffic routes more attractive, i.e. fewer delays and more direct;

making the internal network sufficiently circuitous and less convenient to the through traffic

Not having connections within the internal network that link traffic routes that are parallel or perpendicular to each other

Provision of appropriate local area traffic management devices such as threshold treatments at entries to the internal network, so as to physically discourage through traffic and reinforce the cue that one is entering a local precinct

Identifying the most likely "rat running" movements through the internal network and designing the connections to be at right angles, rather than parallel to the main traffic movements

Off-setting the intersections of the internal streets to the major external roads, rather than using a 4 way intersection or roundabout.

Generally internal roads which loop back onto the same major road are unlikely to cause problems.

4.5.4 Legibility Legibility refers to the ease with which the street layout can be "read" and used by street users, particularly visitors. Legibility in a street layout helps reduce travel times and provides convenience to the road user. The emphasis should be on: Simplicity of layout; Minimum of alternative routes; Minimum number of turns needed to reach a destination:

4.5.5 Economy Economy can be achieved through construction costs when: No street is designed in excess of it’s required through capacity or pavement

strength or parking requirements The length of street within the internal network to which residential frontage is

denied is minimised. Economy can also be achieved through low user costs and maintenance costs to the community. User costs reduction would be through efficient travel time is to limit the turning movements at intersections or junctions to no more than three (3), in order to travel from/to any address to/from the most convenient collector street or higher order road.

4.5.6 Bus Routes The layout of the internal network shall take bus route provision into consideration even though at the time of application, the site may not have existing bus services. The factors to consider in provision for bus services include: Distance from 90% of the allotments shall be within 400m straight line distance of a

potential bus route; Bus routes should be restricted to collector roads and above, if possible;


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Bus route selection requires consideration of routes in the surrounding area; Bus route within the internal network should be reasonably direct, with no doubling

back if possible, and minimum travel distance in low speed roads.

4.5.7 Recognition or Road Function The recognition of road function by road users would help alleviate the problems of "rat- running" by through traffic in the internal road network. The recognition and acceptance of the road function can be promoted by the use of visual or physical cues such as: Threshold treatments or other LATM devices at entries to internal network; Local area traffic management devices such as at mid Blocks along local accesses; Appropriate carriageway widths and road design elements, including the type of

kerb and channels, geometry, type of pavement surface etc; Appropriate streetscape, such as landscaping and signage to differentiate between

major external traffic roads and internal higher amenity network.

4.5.8 Stormwater Drainage Path The layout shall place great emphasis on stormwater drainage paths for both the minor and major systems. Economy in construction costs and maintenance costs shall be further enhanced if the major system takes advantage of overland flow within the road reservations and parklands.

4.6 ROAD DESIGN The following design vehicles are to be used for the particular functional road class unless otherwise stated.

Table 1.1 - Design Vehicles for Road Class CLASS DESIGN VEHICLE Arterial B-dub

Sub-Arterial B-dub Collector B-dub

Local Single unit truck (10.9m) Access Single unit truck (10.9m)

4.6.1 Road Alignments

Alignments shall be in accordance with RTA’s Road Design Manual.

4.6.2 Cross Sections Standard cross sections are shown on Council's Standard Drawings.


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4.6.3 Widths Where variations from the standard cross sections are approved by Council, the following cross section elements are to be conformed with. Traffic lane - Generally is to be 3.5m wide, except for local and access roads

where the traffic lane is to be 3.0m wide. On low radius curved alignments, vehicle turning templates are to be used to check on adequacy of width provided. Kerb side traffic lanes for shared bicycle/car use shall be a minimum of 4.0m wide and a maximum of 4.5m wide; a single traffic lane against an isolated median shall be 3.5m wide plus an 0.5m offset.

Parking Lane - Parking lanes for parallel parking shall be 2.5m wide, except where there is a high turnover, and then it is to be 3.0m wide. For angle parking provisions, refer to AUSTROADS - Guide to Traffic Engineering Practice, Part 11 - Parking. Shared bicycle/parking lane shall be 4.0m wide.

Turning Lane - Turn lanes shall be 3.0m wide (the 0.5m offset is not required). Medians - Varies to suit. Shoulders - Where the road shoulders are to incorporate bicycle use, a minimum

sealed shoulder width of 1.5m is to be provided outside a defined edge line where the speed environment is 60kph. Refer to AUSTROADS -BICYCLES for provisions in a higher speed environment.

4.6.4 Crossfalls Pavement - Generally the pavement shall have a central crown with a 2 way crossfall

on straight alignment and the minimum crossfall being: • Unsealed pavement 5% • Spray seal 3% • Asphaltic concrete 3% • Portland cement concrete 3% • Interlocking pavers 3%

Where steeper or flatter crossfalls than the above are required the design shall ensure that the pavement is adequately drained and subject to Council's satisfaction. Offset crown on a two way road is permissible, provided that sufficient stormwater capacity for the Q100 flowpath is retained in the channel and the roadway on the high side of the road or the full road profile must cater for the full Q100 flowpath. On divided carriageways, each pavement shall generally grade to drain from the median to the outer channel.

Shoulders - Sealed shoulders are to have a minimum crossfall of 3%. Unsealed

gravel shoulders are to have a minimum cross fall of 4%. Where the pavement is also unsealed, the shoulder shall have a similar crossfall as the pavement.


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4.6.5 Kerb and Gutter Kerb and gutter shall be provided in all Residential zones, Park Residential zone, Industrial zone and the Business zone on both sides of the road Generally the standard type of kerb and gutter shall be the upright kerb and gutter type except: • At locations where there is a need to match the existing adjacent kerb and channel,

the type used shall be decided in consultation with Council. • At traffic islands and medians, continuous -extruded semi-mountable kerb is to be

used; • At urban arterial, sub-arterial (and some major collector roads as specified by

Council), barrier type kerb and channel is to be used; Refer to Council's Standard Drawings for kerb and channel profiles. The longitudinal grading of the kerb and channel shall generally conform to the road centreline grading, but it shall not be less than 0.5% unless otherwise agreed to by Council. Vertical curves shall be provided at changes of grades similar to that provided for road centre line alignment.

4.6.6 Table Drains Table drains shall be provided in rural roads outside the shoulders and due consideration shall be given to potential scour problems and incorporating anti-scour measures. Where the nature of the natural material and/or catchment size and/or grades shall cause a potential scour problem, concrete lining or alternative treatments may be required. Table drain blocks shall be clearly detailed where such design assumptions for the culvert operation have been made.

4.6.7 Batters Required batter slopes shall not be steeper than 1 to 4. At locations where cuts and fills are less than 600 mm high, batter slopes not steeper than 1 to 6 are preferred. Where earthwork volumes are significant, batter slopes may be steeper, but vehicles may need to be protected with safety measures such as guard rails or fencing in embankment situations. On high batters (exceeding 5m vertical height) or where batters are of unstable material or where there is a need to improve sight distance on horizontal curves, benching shall be considered. Bench widths shall vary from 3m to 5m with maximum crossfall of 10% away from roadway. Catch drains or diversion banks may be required above the batters depending on catchment size, slopes and material types. Stabilising of exposed batters is essential and revegetation or other means should be established within 14 days of construction to control erosion.

4.6.8 Grades Minimum - Generally the minimum longitudinal road grade is 0.5%. The designer

shall ensure adequate drainage of the kerb and gutter or table drains. Variation to the minimum grade may be approved by Council’s Engineer is certain instances.


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Maximum - Generally, the desirable maximum grades shall be adopted for normal

purposes. In constrained locations where the topography makes the desirable maximum grades difficult to achieve, Council may consider submissions for steeper grades and the length of these grades shall be taken into consideration.

Table 2.1 – Maximum Grades

CLASS (ROADS) DESIRABLE MAX. Arterial 8%

Sub-Arterial 8% Collector 8% Access 16% Local 16%

Industrial 6% Commercial 6%

Rural 16% Turning circles in cul de sacs shall have grades less than 5%. Where grades exceed 10% in rural roads in Rural B zone and 16% in rural roads in Rural A zone, bitumen sealing and kerb and channel or concrete lined table drains shall be required.

4.6.9 Sight Distance Minimum - The absolute minimum sight distance is that required for a driver to

perceive an object 0.20mm high on the road ahead and to stop the vehicle before reaching the object. This sight distance shall be available at every point on every road. It is measured between a point l.15m above the road surface and another point 0.20m above the surface. The desirable minimum sight distance is that required for the drivers of two opposing vehicles in a two-way road to perceive each other and stop before colliding. It is measured between two points 1.15 m above the road surface. The sight distances shall be based on a reaction time of 2.5 seconds which is under normal operating conditions. Where the sight distance available on a two-way road is less than the Desirable Minimum, Council may require provision of pavement markings restricting overtaking and/or may require an increased pavement width. Refer to AUSTROADS for minimum stopping sight distances.

Intersection - Intersection Sight distances shall be in accordance with AUSTROADS. Approaching - This is the minimum sight distance required. For vehicles approaching

an intersection to perceive the roadway layout and any object at the intersection, including pavement markings, kerbs, island etc and to have adequate time to react and stop if necessary before entering the conflict area. The rural road approach sight distance desirable reaction time shall be 2.5seconds.


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Safe - The Safe intersection Sight Distance (SISD) is the minimum distance

that is required to provide sufficient time for a vehicle on the major road to perceive a vehicle approaching in the minor road to the conflict point, to decelerate to a stop before reaching the conflict point. This is generally sufficient time for vehicles in the side road to cross a major road safely. The Entering Sight Distance (ESD) is the sight distance required for the minor road vehicle to enter a major road via a left or right turn at intersections where vehicles in the minor road or within a median are required to stop or give-way before entering the intersection, such that traffic on the major road is unimpeded. Refer to Guide to Traffic Engineering Practice – Intersections at Grade NAASRSA

4.7 PROPERTY ACCESS 4.7.1 General

Proposed access points to the allotments from an existing or proposed roads are to be approved by Council and the NSW RTA Department (if impacting on a classified road), prior to construction. They may need to be placed at alterative locations, if the proposed locations are not satisfactory.

4.7.2 Location of Access Points The location of the access point shall take into consideration the following factors in order to minimise risk to the travelling public in the through road:- 1) Type of frontage road Direct access onto an arterial or sub-arterial road is generally restricted to large developments where appropriately designed turning facilities are provided to ensure maximum safety. Access to individual residential allotments onto a high speed rural road needs special assessment. 2) Sight Distance All access driveways should be located so as to obtain maximum sight distances. They should be situated so that any vehicle turning from or into the street can be readily seen by the driver of an approaching motor vehicle or pedestrian. The absolute minimum requirements to achieve this are stopping sight distance (including rural roads). Refer to AUSTROADS for sight distances. Actually the sight distance required is that which enables the driver of a vehicle waiting to leave a driveway to select a gap in the through traffic and to join the street without causing major disruption to it. This is the desirable entering sight distance. Refer to AUSTROADS for values. These distances should be measured from the eye level (i.e. 1.15 metres above the ground) of a driver of a stopped car to point 1.15 metres above the road in another vehicle on the public road. Measurement should be taken along the centre of the particular traffic lane being considered. 3) Distance from Intersections Access driveways should be located to optimise safety and public convenience. As a general rule they should be located as far as possible from intersections (Refer Council’s Standard Drawing for exclusions zones). The minimum distance from the intersection, measured from the property boundary, should be increased to 25 m for signalised intersections, and to l00m at the intersection of two major roads. These dimensions should be increased if necessary to move driveways beyond the influence


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of nominal queue lengths at the intersections. In addition, they should not be located within 12 metres of the stop/holding line on the approaches to "Stop" or "Give Way" signs, and should not be located closer than 1 metre to site boundaries. Where property boundaries render the attainment of the above guidelines impossible, great care should be taken in the design and control of access driveways, particularly in relation to sight distances. In general, the absolute minimum distance on the approach to a "Stop" or "Give Way" sign is 6 metres from the stop/holding line, and the absolute minimum distance from the property boundary is 6 metres. Under no circumstances should an exit driveway be provided onto a major road on the approach to another major road where exiting vehicles would have insufficient "weaving" distance or would otherwise conflict with vehicle movements at the intersection. 4) Conflicts Conflicts associated with driveways are often proportional to the traffic generating potential of the development which they serve. Therefore driveways serving developments generating a large amount of traffic should not be located as far as are practicable:- • On major roads • Close to intersections • Opposite other developments generating a large amount of traffic unless separated

by a median • Where there is a heavy and constant pedestrian movement along the footpath;

Where right turning traffic entering the facility would obstruct through traffic or • Where traffic using the driveways will interfere or block the operations of bus stops,

taxi ranks, loading zones or pedestrian crossings, although in these instances it may be appropriate to relocate these types of facilities if this would result in the best overall design.

4.7.3 Design Principles 1) General • The first vehicular driveway reached by using the kerbside lane adjacent to the site

should be the entrance (for segregated entry and exit driveways) • Reversing movements into or out of public streets should generally not be allowed,

but may be permissible in the case of individual dwelling houses • The potential for on-street queuing should be eliminated • On major roads, particularly on isolated and/or high speed sections, motorists

should be discouraged from parking on the opposite side of the road to a development and crossing the road to the site. The use of physical pedestrian barriers to prevent such practices may be necessary

• Driveways should be clear of all obstructions which prevent drivers from having a timely view of pedestrians

• Driveways should be delineated and sign posted by the use of "in" / "entrance", "out" / "exit" and "keep left" signs, for large developments with segregated entry and exit driveways.

2) Types and Grades Rural Access - Rural access driveway shall be designed in accordance with

Council Standard Drawings. Residential Access - Maximum grade for residential access should be 1 in 20 for a

maximum distance of 2 m from the crossover and then a maximum grade of 1 in 6 (where the driveway is to be sealed, this grade may be increased to 1 in 4). Refer to Council Standard Drawings.


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Industrial Access – The selection of an access driveway for the development shall

consider the following factors: • The type of development (generally categorised by the levels of

traffic generation) • The frontage road type • The size of the parking facility servicing the development • The type of vehicle likely to be generated as a result of the

development • The grade of the access shall be similar to that for residential

access Commercial Access – The selection of an access driveway for the development shall

consider the following factors:- • The type of development (generally categorised by the levels of

traffic generation) • The frontage road type • The size of the parking facility servicing the development • The type of vehicle likely to be generated as a result of the

development. • The grade of the access shall be similar to that for residential

access.

Table 2.10.1 – Selection of Recommended Driveway Type – Light Vehicles Land Use

Generation Category

Road Frontage

Type

Number of Parking Spaces

0-10 11-25 26-50 51-200 Low Major 1-2 2 2 3

Minor 1 1 1 2 Medium Major 2 2 3 3

Minor 1 1 2 3 High Major 2 2 3 3

Minor 1 1 2 3 Refer Table 2.10.3 for details of Driveway Types

Table 2.10.2 – Selection of Driveway Type – Heavy Vehicles Heavy Vehicle Type Road Frontage Type Driveway Type

Rigid Major 5-6 Minor 4-5

Articulated Major 6 Minor 5-6

Refer Table 2.10.3 for details of Driveway Types


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Table 2.10.3 – Recommended Driveway Types Type Entry

Width Exit Width Minimum

separation of

Driveways (m)

Splay at Kerb line

Kerb Return Turnout Radius

(m) 1 3-6 combined N/A 0.5 - 2 6-9 combined N/A 1 - 3 6 4-6 1-3 1 2-9 4 6-8 6-8 1-3 1 2-9 5 8-10 8-10 3 1 2-9 6 10-12 10-12 3 1 2-9 7 Direct feed from a controlled intersection via a dedicated public

road Source: policies, Guidelines and Procedures on Traffic Generating Developments – NSW RTA

Crossovers - The crossovers for the residential access and industrial and

commercial access shall be in accordance with Council's Standard Drawings.

Existing Access - Where the road is to be constructed in a developed area with existing accesses, the access profiles together with cross sections shall be investigated to ensure that adequate access is available from the new road. These details are to be submitted to Council as part of the Application for Approval to Construct (Design Plans and Specifications) submission.

4.7.4 Private Access off a Rural Road Any gateway is to be set-back from the boundary a minimum distance of 6 metres. Should a road ramp (grid) be incorporated or if there is to be no gate installed, this distance may be subject to the approval of Council. A drainage structure is to be incorporated where there is in existence a definite table drain. Any culvert is to be constructed of flush-jointed or spigot and socketed concrete pipes and is to have a minimum length of 4.8 metres. Pipe size is to be designed for stormwater flow exceeding 1 in 5 year Average Recurrence Interval and with a minimum diameter of 300 mm. Headwalls are to be fitted to both ends of the culvert and to be of precast concrete or stone- masonry construction. If necessary for soil stabilisation, a reinforced concrete drop inlet pit is to be constructed and stone protection is to be incorporated at the outlet. Any culvert is to be located at a distance from the edge of the pavement so as to ensure that vehicle entry is possible without encroaching over the centreline of the road and also so as to ensure a uniform access grade between the road pavement and the gateway. Refer Council’s Standard Drawings for further information. At sites where Gravel of "all-weather" (plastic Index = 6) quality is to be placed between the edge of the road pavement and the proposed gateway and compacted to 95% standard density. Minimum there is no distinct table drain, a "causeway" access is acceptable but this must incorporate minimum- gravel thickness and must not impede the flow of water or cause pooling of water upstream. Width = 4 metres.


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Minimum compacted depth = 100 mm Maximum grade from road = 1 in 5 up or down If access is on a down grade from the road it is to be constructed to ensure that there is a section of at least 7 metres from the road pavement, level with the road shoulder. The access is to be designed such that at least the first 10 metres from the road is at a 90° angle to the road centreline. The access is to be sited such that, on level roads, the following site distances 1.2m to 1.2.m) can be achieved in both directions. Should the road be on a grade, the required site distance is to be increased or decreased (as appropriate) by 10% for every 1 % in the grade of the road. Should the road be sealed, the above distances can be reduced by 15%. To achieve minimum site distance for a vehicle with its nose outside the line of the edge of the road shoulder, some vegetation removal or earthworks may be necessary. Should this be the case, an application for such works is to be made to Council in writing clearly showing the nature and details of the proposed work. Should site distances be impossible to achieve at the proposed site and it is considered possible to mitigate the risk by the construction of public road works, an application for such works must be made to Council in writing clearly showing the nature and details of the proposed work. Should the proposed access be to a "classified" road (Main Road under R.T.A. control) or to a "highway", compliance with the requirements of the Roads and Traffic Authority is mandatory. In any case, minimum standards specified above are to be adhered to together with those shown in Council’s Standard Drawings. It should also be noted that where the existing roadway is sealed then the driveway shall be sealed for minimum of 10m from the edge of existing seal. Refer Council ‘s Standard drawings.

4.7.5 Private Access off a Non-Rural Road Where there is an existing constructed kerb and gutter (of stone or concrete) the developer is to construct a concrete layback in the line of the kerb in accordance with the Council Standard Drawings. The access is to be constructed from the kerb line to the property boundary in concrete or bitumen seal or asphalt with a minimum width equal to that of the constructed layback. If construction is in concrete, the following requirements apply: Minimum concrete strength = 15mpa Minimum concrete depth = 100mm (residential) Minimum concrete depth = 150mm (industrial) If construction is in asphalt or bitumen seal, the following requirements apply: Minimum compacted depth = 100mm Maximum Plasticity Index = 6 Compaction to 95% standard density Surface to be 25mm thick asphalt or a 10mm stone chip seal. Where there is no constructed kerb and gutter the developer is to construct an access in asphalt or bitumen seal from the edge of the existing seal to the property boundary complying with the following requirements.


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Minimum width = 4 metres Minimum compacted depth = 100mm Maximum Plasticity Index = 6 Compaction to 95% standard density Surface to be 25mm thick asphalt or a 10mm stone chip seal The constructor is to ensure that the work does not impede the clear flow of stormwater and does not create a ponding effect immediately upstream of the work. The work must allow for the smooth operation of Council mowing and other plant. Should the developer desire to construct a drainage structure such as pipe culvert or box culvert, a special application must be made to Council. The developer is to ensure that the public is to be protected from any safety hazard during the construction of the work and that the finished work will not create a potential for future public risk. The construction must ensure the free passage of pedestrian traffic along the footpath. If there exists a constructed footpath along the frontage of the property, levels of the new access are to conform to that of the footpath. Rehabilitation of the surrounding areas is to be carried out such that a smooth transition between the various parts is accomplished. All future maintenance of the access work will be the responsibility of the property. In any case, minimum standards specified above are to be adhered to together with those shown in Council’s Standard Drawings.

4.7.6 Access Easements / Right of Ways Where the easement is approved by Council, it shall meet the following requirements:- 1) It shall serve generally not more than 2 dominant allotments for residential

subdivision and 3 dominant allotments for rural subdivision; 2) In a residential subdivision, the easement width shall be a minimum of 5m wide with

a minimum carriageway width of 3m concrete paving or approved surface. 3) In a rural subdivision, the easement width shall be a minimum of 20m wide with 4m

wide all weather gravel surface. Where longitudinal grades exceed 10% sealing to minimum 4m seal width on a 6.0m formation will be required. In some instances, sealing may also be required if there is an existing house on the servient allotment (to reduce dust nuisance) or adjacent to the proposed subdivision.

4) For easements with long access roads (exceeding l00m for rural and 25m for urban) or where visibility along the easement is not available, a passing lane is to constructed every l00m for rural and every 25m for urban subdivision.

5) The services to allotments are to be extended up the access easement prior to the Construction of access road.

4.8 FOOTWAYS Cross section The footpath reserve shall be minimum 4.0 m wide with a minimum useable width of 2.0 m as shown in the standard cross sections of Council's Standard Drawings. Longitudinal section The longitudinal grade of the footpath is generally based on road longitudinal grade, but where paving is provided, the footpath longitudinal grade should consider accommodation of disabled access.


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Footway Paving Council may require as a condition of approval, the construction of footway paving. Such paving may be on one or both sides of the road, depending on the classification of the road, and in accordance with the following:

1) The width shall be 1.2 m, except : • adjacent to commercial sites, in which case the paving shall extend the full

width of the footpath, from the boundary alignment to the kerb; • where footpath is a shared pedestrian/cycle path, the width shall be 2 m wide;

2) Where full width paving is required, the footpath crossfall shall be minimum 2.5% and maximum 5% for the full width of the paving;

3) The paving shall be a minimum 100 mm thick N25. Crack control joints shall be at a maximum spacing of three (3) metres with an expansion joint every five (5) joints. In instances where vehicle loading is excessive, eg. Industrial usage, the footpath design should accommodate the extra load.

4) Other paving materials such as asphalt or segmental pavers may be used subject to the approval of Council;

5) The applicant shall liaise with Council's Engineering Department to determine the location of the paved path and construction details prior to commencement of work;

6) The desirable longitudinal grade of paved footpath is not to exceed 10% and the length of any continuous ramp shall not exceed 9 m to cater for disabled access.

7) Kerb Ramps are to be provided in residential and commercial subdivisions, at all intersections and at the end of constructed footpaths/bikeways. At intersections, the ramps are to be located as close as possible to the tangent points.

8) Pedestrian Kerb ramps are to be constructed to allow for disabled access and as such they shall conform to the current provision of Australian Standards.

It shall also be noted than the requirements listed in the Australian Standards for disability access shall take precented over all requirements. Refer to Council’s Standard Drawings for further information.

4.8.1 Cycleway The requirements of bikeways shall be as consent details. Construction requirements and alignment shall be as per Council’s Standard Drawings.

4.8.2 Service Allocations The allocation for services in the footpath is shown in Council's Standard Drawings.

4.8.3 Grassing The footpath area shall be re-graded, top soiled and grassed where paving is not required. The topsoil provided shall be a minimum of 75 mm depth for flat surfaces, and a depth of 40 to 60mm for surfaces steeper than 1 in 4. The grassing is to be provided as turf for 600 mm minimum width behind the kerb and the remainder of the footpath shall be grassed with grass seeds or runners.

4.8.4 Clearances The minimum vertical clearance to isolated obstructions over footpath such as to the underside of a sign shall be 2.5 m (absolute minimum 2.0 m). The minimum horizontal clearance to an object shall be 0.5 m from invert of kerb and channel to the edge of the object.


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4.9 SIGNS AND PAVEMENT MARKINGS

4.9.1 General The supply and erection of Regulatory, Warning and Guide signs shall be in accordance with the current editions of the RTA's "Interim Guide to Signs and Markings -1988”.and Australian Standards, AS 1742, AS 1743, AS 1744. Where there is conflict between the two references, the RTA’s document shall take precedence Street blade signs shall include the Liverpool Plains Shire Council Logo which can be obtained from Council’s office. The location, type, class and legend of each sign shall be shown on the drawings.

4.9.2 Signs In addition to the provisions under other relevant sections of these Guidelines, the traffic control and management facilities to be provided shall include (but not be limited) to the following:- 1) Street name signs at each intersection. The colours shall be retro-reflective Class I,

white background with black lettering on a standard street blade extrusion of 150 mm depth with (100 legend) for residential locations and 200mm depth with (150 legend) for rural locations, as shown in Council Standard Drawings. Where sign blade exceeds 800mm which can cause it to become damaged by vandalism and deflections, double signpost may be required.

2) Warning signs at the approach to all hazards 3) "Keep Left" signs at the approach end of the first island at all channelised

intersections and at all median openings 4) At a temporary termination of road construction or at ends of roads where approach

speed is less than desirable sight distance, such as a subdivision boundary or a stage boundary, sight board (D4-4A) shall be erected. Where a sight board cannot be erected due to site constraints, sufficient reflectorised guide posts shall be erected across the full width of the terminating road (minimum of 3 posts with red reflectors)

5) At T-junctions for rural roads, sight boards (2/D4-1-1) shall be erected in the through road facing the terminating road lane and in some locations in the urban roads as required by Council

6) Warning signs shall be provided on the approaches to the intersections of roads and bikeways. (For signposting on bikeways and shared pedestrian/cyclepaths, refer to AUSTROADS -Bicycles)

7) Obstruction markers at all bridges, grids or other restriction to the pavement width 8) Provision for Floodway signposting

4.9.3 Installation Signs In high risk areas such as concrete medians, roundabouts etc, Council gives preference to the use of an in ground socket type system for sign post bracket installation. There are many types of permanent re-useable sign post bracket supports on today's market and installation of such provides safe secure post support providing Council with a cost effective simple method of replacing damaged signs and posts. Naturally, this type of anchor system installed flush with the ground into either soil or concrete will become an acceptable standard of installation for all future works.


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4.9.4 Pavement Marking

In addition to the provisions under other relevant sections of these Guidelines, the traffic control and management facilities to be provided shall include (but not be limited) to the following:- 1) All line markings and pavement markings shall be white and reflectorised and be

shown on a traffic control plan in accordance with sample markings 2) Lane lines shall be provided on all divided roads 3) Separation lines shall be provided on two way roads of collector class upwards and

where the traffic volume exceeds 1000 vpd 4) Barrier lines shall be provided at all locations on two way roads where the sight

distances are less than the desired minimum or where a hazardous situation exists such as on the approaches to a major intersection where overtaking would be undesirable. Refer RTA’s Interim Guide to Signs and Markings – 1988.

5) Edge lines shall be provided where kerb and channelling is not constructed or where there are sealed shoulders. Edgelines are not to be marked on roads with pavement widths less than 6.25 m

6) Chevron markings, continuity lines, turn lines, marked foot crossings, arrows etc as appropriate at intersections, median and traffic islands

7) The outline marking for chevron shall be 100mm wide with a 100mm gap between the outline and the bars or chevrons.

4.9.5 Traffic Control Devices Irrespective of the requirements of the above sections, Council may require the following signs, associated line marking and pavement markings:- a) Give Way signs b) Stop signs c) No Standing signs d) No Parking signs e) Speed limit signs f) Retro-reflective raised pavement markers g) Any other traffic control and management devices that are considered necessary

for the safe and effective management of traffic (eg floodways).

4.9.6 Guide Posts Guide posts shall be provided in accordance with the current editions of the RTA's "Interim Guide to Signs and Markings -1988”. And Australian Standards and the provisions of this section. Timber guide posts shall be constructed of 100 mm x 50 mm sawn hardwood, 1.4m in length, painted with a primer before two (2) coats of white enamel and be mounted with delineators. The top is to have a 30° saw cut. The wider face is to be placed facing oncoming traffic. Flexible guide posts shall be of a type similar to composite guideposts (rubber base, plastic body), such as Safe Roads products. Both timber and flexible posts shall have corner cube delineators conforming to AS 1906.2 on the 100mm traffic facing side of the post. The delineators shall be between 80-85mm in diameter and fixed 50mm below the top of the post. Guide posts shall be set vertically in the ground to a depth of 500mm with allowances made for shoulder irregularity. Posts shall be backfilled and compacted to stop considerable movement.


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Alternative designs may acceptable, subject to the approval of Council. Location - Guide posts shall be provided at all locations where there is no kerb and

channel and also at locations to highlight the presence of a hazard, including but not limited to the following situations

• Temporary termination of a road construction • Culvert crossing and bridges where guard rails are not provided • At the edge of half road staged construction where there is no kerb and

channel • Sub-standard horizontal curve.

Siting - Guide posts shall generally be I m high unless site requirements control the height. They shall be erected no less than 1.5 m from the edge of the pavement or in line with the shoulder edge. Wherever practicable, guide posts shall be placed at uniform distance from the pavement edge, and the height of the posts shall be adjusted so that the tops of the posts are on a uniform grade, taking into account shoulder contours and the effect of superelevation. The guide post positions as proposed shall be shown on the working plan in rural areas and Traffic Control layout plan in urban areas as outlined below.

Spacing - The maximum spacing of guide posts shall be as follows:- a) On straight sections -150m with posts in pairs b) On straight sections - 60m in localities subject to fog c) On Circular Curves (including Circular Portions of Transitioned Curves)-

Guide posts are to be erected at the tangent points and in accordance with the following table.

d) Posts on inside of curve to be located opposite a post on the outside of the curve where practicable

e) Reduce to 60 m in areas subject to fog f) On Curve Transitions -the spacing for the transition portion shall be the

same as the spacing required for the circular portion of the curve g) The first posts shall be located at a point along the transition portion,

which is one quarter of the transition length, measured from the tangent point at the straight.

h) Crests -the spacing of posts shall be such that the delineators on a minimum of two pairs of posts (beyond 40 m) are always visible from a driver's eye height of 1.15 m.

i) Bridges and Culverts -where guard rails are not provided, guide posts are to be erected as follows :-

- at structures 5 m or more in length -four posts, one at each comer of the structure

- at structures less than 5 m in length -two posts, one on each left-hand approach end; * at all pipe and single cell box culverts, one post at each headwall, except where wing .fences or balustrades have been constructed or where the width between kerbs is greater than the approach formation width.


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Table 2.12.6 – Guide Post Spacings

Curve Radius (m) Outside of Curve Inside of Curve

<199 10 20 200-299 15 30 300-399 20 40 400-599 3 60 600-799 40 60

800-1199 6 60 1200-2000 90 90

>2000 150 150 straights 150 150

Source – NSW RTA

4.9.7 Guard Rails Guard rails shall be provided in accordance with the current editions of the RTA's Road Design Guide Manual – Section 6 and Australian Standards and the provisions of this section. Guard rails shall be an approved steel beam type erected on timber or steel posts, in accordance with RTA standard drawings. Guard rails shall be erected at, but not limited to the following locations:- a) Embankments exceeding 4.5 m in height and with side slopes steeper than 1

vertical to 4 horizontal or other locations where the consequence of a vehicle leaving the road would be severe, eg. adjacent to a railway, river or retaining wall

b) Narrowing of formation where the effective carriageway width is reduced to the extent that I a hazard exists, eg on the approach to bridges, culverts or other obstruction where the shoulder and/or pavement width is reduced below that provided on the immediate I approaches

c) Steep Grades of 8% or more where the traffic volume is 200 vehicles per day or more and I an 85th percentile approach speed is 65 km/hr or more, guard rails are to be erected on the outside of the curve

d) Structures, Pedestrians and Medians which require protection from/for traffic, eg footways I on bridges, narrow medians, pedestrian refuge areas, etc

e) On the outside of sub-standard horizontal curves where height (measured from toe to formation level) of the edge of the bank exceeds 2 m and the side slope is steeper than I vertical to 4 horizontal.

4.9.8 Delineators Delineators shall be provided in accordance with the current editions of the RTA's "Interim Guide to Signs and Markings -1988” and Australian Standards and the provisions of this section. Retro-reflective delineators shall be used on guide posts, guard rails, obstructions such as bridge and posts etc to delineate the carriageway edges as an aid to night driving. Colour - a) White colour is to be used on the right side of the carriageway

b) Red colour is to be used on the left side of the carriageway as seen by the approaching traffic.


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Size - The delineators shall be the comer cube round delineators of 80 mm

diameter. Type - The retro-reflective performance shall conform to the requirements of

Australian Standards. Where higher retro-reflectivity is required the "diamond grade" Class lA may be used, eg. in areas where the background lighting, such as those caused by the lit advertising signs for commercial activities, are competing for the driver's attention and create a confusing vista.

Mounting Locations - On Guide Posts Delineators shall be affixed to all guide posts provided on public roads. They shall be centrally placed on the post between 50mm and l00mm clear distance from the top of the post. In order to present a coherent line and pattern of delineators to the night driver, particular attention should be paid to the vertical and horizontal alignment of guide posts and to their spacing. Not more than one delineator should be displayed in anyone direction on any guide post, guard fence post, bridge end post, etc. Extraneous delineators not conforming with the pattern, eg on trees or at private entrances, should not be used. Mounting Locations - On Guard or safety Fences Delineators on guard fences, bridge end posts, etc, should be located so as to confon1l with the spacing specified for guide posts. Delineators are usually attached to plates mounted on the fence posts so that they protrude above the top line of the fence. In such cases, consideration should be given to use of frangible mountings. They shall be placed on any fence not more than 4m from the nearest edge of running lane with one on the first post and thence at standard spacings. For short lengths of guard fence, (less than 30m) including wing fences at bridges shall have at least one delineator at each end of the fence. Where the fence is more than 4m from edge of running lane, delineators shall be placed on guide posts located inside the fence line and at the normal shoulder width from edge of running lane.

4.9.9 LATM Local Area Traffic Management is a traffic management strategy to control traffic and speed in a residential precinct with the purpose of discouraging through traffic, reducing accidents and increasing residential amenity. The LATM devices shall be used in a manner where the scheme addresses the whole precinct. LATM should not be used for the sake of using it, but should have definite goals to target at. It is important that for LATM's to work, there has to be a clear road hierarchy in place and the residential precinct clearly identified. It is also important that for LATM's to work, the scheme should be monitored and adjustments made if necessary after implementation. Designers are referred to the various texts available on this subject including AUSTROADS, Australian Standards and the Federal Office of Road Safety document -"Towards Traffic Calming". All LATM’s locations shall require Council approval.


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5. PAVEMENT

5.1 GENERAL A Pavement Design Report shall be submitted to Council and approved for all new sealed roads and sealed road pavement widening. The design report shall set out the basis for the pavement depth(s) and include the test results and geotechnical reports as required together with the traffic catchment data. The pavement design shall be based on the procedures set out in the current edition of the NSW RTA - Pavement Design Manual and the provisions of these guidelines and/or ARRB Special Report No.41. In areas where the proposed pavement shall be confined by kerb and channel, the pavement design shall be based on the laboratory determination of sub grade CBR using four (4) day soaked specimens and Test Ql13A. In other situations where testing under soaked conditions may not be appropriate, other procedures for design sub grade CBR estimation may be approved upon prior consultation with and approval by Council. Road Pavement widening which are essentially only the provision of a parking lane - to an existing pavement or only a very minor widening, shall require the existing pavement to be matched or the minimum pavement depth for the particular class of road which ever is the greater. Testing for the sub grade CBR in these instances shall not generally be required. Surface types shall be either asphaltic concrete or sprayed bitumen seal and shall generally be specified in Council's development approval conditions. Widening to existing sprayed bitumen seal pavements shall be permitted in either sprayed bitumen seal or asphalt to match existing seal treatment. Pavement depths shall be calculated for a minimum design life of 20 years assuming initial full development, 10% commercial vehicles, a traffic generation figure of ten (10) return trips per day per lot, and a minimum ESA value in accordance with these guidelines. The samples selected for CBR determination shall be representative of the insitu finished subgrade material(s). The samples shall be collected by suitably qualified personnel. A report, the test results and a certificate shall be submitted attesting to the samples(s) representing the subgrade. At the "Subgrade Inspection" the Supervising Engineer shall provide/advise the Council Officer of the following:

• The areas of the sub grade where unsuitable material has been replaced and/or treated

• The subsoil drainage design if not previously approved • Documentary evidence from the NATA Testing Authority of the sub grade

compaction results

5.2 TESTING A Testing Schedule shall be prepared by the Consultant to ensure the critical items of work meet an acceptable standard and shall be submitted with the overall design documentation to be approved by Council. The testing shall be undertaken by an organisation registered by the National Association of Testing Authorities for the method used. All materials used on construction shall conform to approved specifications. The Council's approval of the Testing Schedule shall not preclude Council from requiring additional testing to provide additional satisfactory evidence of the soundness and suitability of a particular construction material.


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Full documentation of the test results or a certified summary shall be submitted together with the "As Constructed" data prior to the inspection for the purpose of acceptance of the works. Any non-compliance shall be highlighted and a submissio11 presented regarding acceptance and/or rectification. RTA test methods shall be used where an applicable test method is available.

5.3 DESIGN TRAFFIC LOADS The submitted pavement design report shall set out the basis for the assessment of the design traffic loading including catchments, traffic type, % commercial vehicles assumed Not withstanding the assessment, the minimum ESA values shall be not less than that in the below.

Table 2.13.3 – Minimum Traffic Loadings Functional Class %

Commercial Vehicles

(CV)

ESA/CV Minimum ESA’s

Access Street 3.6 1.0 5 x 104 Local street 5 1.0 1 x 105

Collector 10 1.0 5 x 105 Urban Sub- Arterial 12 1.1 1 x 106

Urban Arterial 15 1.1 5 x 106 Industrial 18 1.3 1 x 106

Rural Collector 9 1.1 1 x 106 Rural Residential Collector 7 1.0 1 x 105

5.3.1 Flexible Pavement The relevant design charts from the NSW RTA - Pavement Design Manual or ARRB Special Report No.41 shall be used. For traffic loading less than lxl0s ESA's refer to ARRB Special Report No.41 and for traffic loading equal or greater than lxl05 ESA's refer to NSW RTA -Pavement Design Manual. In determining the pavement thickness, the asphalt surfacing shall not be considered as contributing, unless it is equal or greater than 50mm in depth. The minimum pavement thickness and surfacing thickness shall be in accordance with Table below. The minimum thickness for the base course shall not be less than 125mm. The design pavement depth shall be subject to confirmation by Council, following inspection and further testing of the pavement box if required and prior to placement of the pavement material. Council may require either local or general variations of the design pavement depth, dependent on the actual subgrade condition encountered.


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Table 2.13.14 – Minimum Pavement and Surfacing Thickness

Functional Class Asphalt Surfacing Thickness*

Pavement Depth*�

Rural – Access Street & Local Street

2 coat bitumen seal 200

Rural Residential – Access Street & Local

Street

2 coat bitumen seal 250

Residential Access Street & Access Street

30 300

Residential Access Street & Local Street

30 300

Residential Access Street & Collector Street

30 300

Business & Commercial 40 400 Urban Sub-Arterial Road 50 400

Urban Arterial Road 50 500 Industrial Roads 50 500

* The minimum Pavement Depth refers to the compacted pavement depth and does not include the asphalt thickness. � May be varied with approval from Council Engineer after pavement tests and design has been checked.

5.4 PAVEMENT MATERIALS For each Functional Class, the minimum surface thickness and pavement depth shall be in accordance with the table below.

Table 2.13.15 – Minimum CBR’s for Pavements

Pavement Layer Design Traffic

Loading (ESA’s)

Minimum CBR

RTA Type

Base >1 x 106 80 Type 2.1 <1 x 106 60 Type 2.2

Sub-Base >1 x 106 45 Type 2.3 <1 x 106 35 Type 2.4

5.4.1 Pavement Surface Generally an asphalt surface shall be used in urban areas (Residential, Business and Commercial), Industrial and Urban Sub-Arterial and Arterial. In Rural, Rural Residential and Village Residential developments, a two coat bitumen surface may be used. Variations from these standards shall be subject to Council approval. The asphalt used in the road pavement construction shall be in accordance with approved specifications. Where asphalt is to be used, the finished pavement shall be primed with medium curing cut back bitumen. Generally a minimum of 48 hours delay shall be allowed between the priming and the asphalt surfacing unless otherwise approved by Council and no traffic is permitted during this time on the primed surface. A tack coat shall be applied immediately prior to the asphalt surfacing.


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Where a sprayed bitumen seal is used, a prime coat and two coats of bitumen and aggregate shall be applied and the aggregate size shall be: • Rural Roads 14/10 • Urban Roads 10/7 In some instances, variation from these requirements may be approved depending on the specific site. A primerseal coat of 10mm and a second coat of 14mm shall be acceptable in situations where the road is under traffic. The minimum time between the primerseal coat and the second coat shall be seven (7) days.

5.4.2 Pavement Treatments Council may permit the use of cement and lime stabilisation and modified bitumen. Detailed submission shall be submitted to Council for approval.

5.4.3 Concrete Pavements Where a concrete pavement is approved by Council, the design and construction shall be in accordance with the principles and guidelines of the Cement and Concrete Association of Australia. The pavement depth calculated shall not be less than that for an unbound flexible pavement.

5.4.4 Interlocking Pavers Where interlocking pavers are approved by Council for use in pavement construction, the design and construction shall be in accordance with the Design Manual for Interlocking Concrete Pavers (Concrete Masonry Association of Australia) and the Clay Segmental Pavement Design Manual (Brick Development Research Institute). The pavement depth calculated shall not be less than that for an unbound flexible pavement.

5.4.5 Asphalt Pavements Structural asphalt pavements where approved for use by Council shall be designed in accordance with the requirements of the NSW RTA - Pavement Design Manual.

5.5 PAVEMENT CONSTRUCTION Joining to Existing Pavement – Where new works join to existing sealed pavement, a saw cut edge is to be made 200mm into the existing pavement to enable a smooth joint to be made. Compaction Standard – The minimum standard of compaction for the top 150mm of the subgrade shall be 100% Standard compaction and for any pavement course shall also be 100% Standard compaction. The materials shall be compacted in layers not more than 225mm and not less than 75mm thickness. Subgrade Profile – Any tests in regard to the subgrade shall apply to the full width of the road profile (eg. Back of kerb to back of kerb).


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Kerb and Gutter Base Material – The pavement course shall extend under the kerb and channel for the full road width plus 300mm behind back of kerb (eg. Back of kerb to back of kerb plus 600mm). Boxing out to the pavement depth after constructing the kerb and channel on subgrade material will not be permitted or approved by Council. The pavement material under the kerb and channel shall be compacted to a minimum 100% Standard compaction. Construction Tolerance – The construction tolerance for urban and rural construction shall be in accordance with the following table.

Table 2.14.1 – Construction Tolerance

Description Tolerance Subgrade -25mm to +10mm

Pavement Thickness +10mm to +20mm per layer

-10mm to +20mm overall

Wearing Course -0mm to 15mm

Finished Road - Horizontal Alignment -30mm to +30mm

- Vertical Alignment Primary tolerance -15mm to +15mm Deviation from 3m straight edge 5mm Crossfall -0.2% to +0.2% Rate of change of crossfall -0.02% to +0.02%

Kerb and Channel (Absolute minimum)

0.5% - No Ponding shall be allowed

Stormwater Pipe inverts -20mm to +20mm

Unsealed rural road construction (where approved by Council) may require some variance from these standards. Prior approval shall be obtained from Council for any variation.

5.6 FLEXIBLE PAVEMENTS The work to be executed under this clause consists of the supply, spreading, compaction and trimming of base and subbase courses of flexible and semi-rigid (bound) pavements to the specified levels and thicknesses as shown on the Drawings.

5.6.1 Pavement Structures Flexible or semi-rigid pavement material types and layer thicknesses shall be as shown on the Drawings and will in accordance with the conditions of development consent.


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5.6.2 Inspection, Sampling and Testing

Inspection, sampling and testing of the pavement shall be undertaken by the Developer in accordance with the requirements of the Specification before, during and after the construction of the pavement. Testing shall be carried out by suitably qualified personnel. The Developer shall provide the Certifier with written notice when testing is being carried out and copies of all test reports for approval to proceed. Field density tests shall be carried out in accordance with AS 1289.5.3.1, or, with the Superintendent's concurrence, with a Nuclear Density Meter.

5.6.3 Materials The Developer shall submit details of all constituents of the proposed base and subbase materials, including sources of supply and the proposed type and proportion of any binder. These details shall be submitted to the Certifier, supported with test results confirming that the constituents comply with the requirements of the Specification. No material shall be delivered until the Certifier has approved he source of supply. If, after the Developer's proposals have been approved, the Contractor wishes to make changes in any of the material constituents the Contractor shall inform the Superintendent in writing of the proposed changes. No delivery of material produced under the altered proposal shall take place without the approval of the Superintendent. The cost of testing associated with any altered proposal shall be borne by the Developer. Ongoing testing of materials during delivery and construction shall be undertaken on samples taken from the site.

5.6.4 Unbound Base and Subbase Unbound materials, including blends of two or more different materials, shall consist of granular material which does not develop significant structural stiffness when compacted. Material produced by blending shall be uniform in grading and physical characteristics. Unbound natural gravel materials are designated as follows; • NGB20 20mm nominal sized natural gravel • NGS20 base 20mm nominal sized natural gravel • NGS40 subbase 40mm nominal sized natural gravel • Select subbase Select Subgrade

5.6.4 Stabilised Base and Subbase materials Bound materials utilised in semi-rigid pavements shall be supplied as a crushed rock product with stabilising agent incorporated in a stationary mixing plant (pugmill) or as a crushed rock product with stabilising agent incorporated in-situ. A stabilised pavement will represent an equivalent unbound pavement as described in AUSTROADS -Pavement Design Guide.

5.6.5 Spreading Pavement Materials An underlying layer shall be corrected to comply with the specification before spreading of the next layer of pavement. Each layer of material shall be deposited and spread in a concurrent operation and, after compaction, the finished surface levels on the base and subbase courses shall be within the permitted tolerances stated, without subsequent additional of material. The thickness of each compacted layer shall be neither less than 100 mm or more than 200 mm for all pavement layers types, unless otherwise approved by the Certifier. When spread for compaction processes the moisture content of the base or subbase materials shall be in the range of 60-90 per cent of laboratory optimum moisture content in accordance with AS1289.5.2.1.


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5.6.7 Trimming and Compaction

Each layer of the base and subbase courses shall be uniformly compacted over its entire area and depth to satisfy the requirements for relative compaction. The outer metre of both sides of the pavement shall receive at least two more passes by the compaction plant than the reminder of the pavement. Watering and compaction plant shall not be allowed to stand on the pavement being compacted. If any unstable areas develop during rolling, the unstable material shall be rejected. The rejected material shall be removed for the full depth of the layer. Disposed of and replaced with fresh material this operation will be at cost to the Developer. The placement of subsequent layers shall not be allowed until the requisite testing has been completed and the test results for each layer have be-en accepted by the certifier. Any unbound material in a layer that has attained The specified relative compaction but subsequently becomes wetted up shall be dried out and, if necessary, uniformly recompacted and trimmed to meet the specified density requirements and level tolerances. The Certifier shall assess compaction for each lot based on random sampling of test locations for in-situ dry density testing. The Developer shall arrange for testing 10 assess compaction on the basis of a ten tests per 2000 sq m with a minimum of six tests per lot, and present the results to the Certifier for approval. Sampling frequency may only be varied with prior written approval of the Certifier. The cost of all testing for compaction assessment of any layer in an area of pavement shall be borne by the Developer. The relative compaction of pavement material at each location tested or in-situ dry density shall be calculated in accordance with AS 1289.5.4.1. The certifier shall approve some or all of the in-situ dry density testing to be carried out with a single probe Nuclear Density meter in the direct transmission mode in accordance with AS 1289.5.8.1. The levels of the finished surface of the top of the unbound base and subbase course shall not vary from the design levels by more than 10mm.

5.6.8 Sprayed Bituminous Surfacing Sprayed bituminous surfacing work shall be in accordance with Council's current Sprayed Bituminous Surfacing Specification using CL170 hot bitumen which forms part of the annual supply contract. The current edition of the specification can be obtained from the Shire Office. The nominal seal width, aggregate size and seal type will be nominated on the Drawings.

5.7 PLACEMENT OF CONCRETE KERB AND GUTTER All concrete kerb and channel shall be placed at appropriate design grades, noting Council's absolute minimum acceptable grade of 0.5%. Kerb section breaks shall be spaced at a minimum distance of three (3) metres and not greater than five (5) metres. Service location markers shall be placed in kerb and channel at all road crossings. Markers may include telecom, water, electric cable and gas. Should gas plaques not be available for purchase it is the developers responsibility to organise placement of such with Country Energy. Concrete test cylinders shall be taken at a rate of three (3) per 200 linear metres of kerb. Council may require one third of these cylinders to be tested at seven (7) days if 'on maintenance' is required before 28 days. Compressive strength test results shall be submitted to Council as soon as practicable. Council's requirement for compressive strength in accordance with the Australian standard A.S. 3600-1988 is 20Mpa at 28 days.


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5.8 STAMPED CONCRETE OR PAVED AREA, PARKING BAYS AND PASSING BAYS Where stamped concrete areas are approved, construction shall be in accordance with usual design standards as set out by Council or others. Council is unlikely to approve the use of stamped concrete for through traffic lanes and prefers the use of pavers or equivalent in such instances. The use of stamped concrete for parking, passing bays etc, is generally considered satisfactory. It should be noted that stamped concrete shall have stamping tool depths no greater than 6mm. Council will inspect the quality of these works and the Consulting Engineer will be notified immediately of any changes to be made. In addition the leading edge of the newly constructed concrete surface shall be finished to match the same level of the new asphalt surface. Compressive strength tests shall be supplied by an approved authority on all works. With all stamped concrete works it is preferred that an approved colour shall be added to the batch plant, or in an approved alternative manner. At least the top 25mm of the finished product shall be uniformly coloured to the satisfaction of Council.


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6. STORMWATER DRAINAGE

6.1 OBJECTIVE The aims, objectives and design philosophy shall be in accordance with The Urban Rainfall and Runoff (latest edition as amended) for urban drainage design and shall be in accordance with the NSW RTA - Urban Road Design for Culvert Design for rural road cross drainage provisions. Consultants are responsible for confirming with Council to determine particular local design requirements. Council shall require Consultants to certify that the Drainage Design and Report documentation for the designed urban stormwater systems are in accordance with the NSW Rainfall and Runoff. Consultants shall also certify that an overview has been undertaken of the drainage proposal for the development to ensure the development does not impact adversely on adjacent properties and within the development future owner and community expectations in regard to drainage shall be met and that drainage considerations of future stages and adjacent developments (both proposed and existing) have been addressed and included in the report documentation. Council may require a site inspection with the Consultant on receipt of the Design and Report documentation to clarify site specific issues. Consultants are encouraged to arrange a site inspection with Council prior to commencing design. The drainage design shall include investigation of the adequacy of the downstream drainage system to cater for the altered runoff from the development site. Upgrading of the downstream system to cater for any increased runoff due the development shall be at no cost to Council. The proposed drainage system within the development site shall take into account the whole catchment area. It shall allow for the future development of the upstream catchments consistent with the preferred dominant land use identified in the Strategic Plan.

6.2 LAWFUL POINT OF DISCHARGE With each submission for development construction approval, the Consultant shall address the issues of "lawful point of discharge", downstream drainage nuisance, easements and drainage reserves. Discharge approvals are generally not acceptable.

6.3 URBAN DRAINAGE Notwithstanding the Australian Rainfall and Runoff guidelines, it is the responsibility of the designer to ensure each sub-catchment flow is determined using a suitable co-efficient of runoff. Council may set specific C values from time to time and designers should confer with Council prior to commencing design works. Fraction impervious coefficients, C10 figures, Frequency Factors, time of concentration calculations, Standard Inlet Time, Pipe and Channel Flow calculations and the like shall be in accordance with the Australian Rainfall and Runoff

6.4 RURAL ROAD DRAINAGE The drainage design should minimise the longitudinal runoff by means of turnouts and/or cross drainage provisions. The turnouts shall be located at maximum spacing of 200m on grades up to 4%. Where the grades exceed 4% the spacing need to be reduced. On high side of cut batters, catch drains (or diversion banks, depending on the soil type) shall be provided on top of the batters to protect the batters. The cross drainage shall be located along the natural gullies where possible. The inverts for cross drainage are generally set at ground levels where possible.


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In steep terrains, where outlet velocities can cause scour problems, designers need to select appropriate cross drainage inverts and grades to minimise outlet scouring. Anti scour measures at outlets are not necessary always acceptable. Headwater control for the cross drainage is to be nominated on the drainage analysis sheet and the structural type, chainage location and reduced level shall be specified on the working plan and the drainage plan.

6.5 DESIGN STORM The following tables show the recommended minimum design ARI for major and minor rainfall events. Council may vary the design ARI’s shown in to suit site specific local conditions. General notes to be consisted on the following tables are:

1) The longitudinal road drainage system in Rural Residential, Village Residential and Rural developments generally shall consist of unlined tabledrains. The ARI Minor Storm flow shall not encroach on the through road pavement (travel lanes).

2) The "d. v" criteria specified shall not be the only design constraint. Flow width and depth limitations shall be in accordance with Australian Rainfall and Runoff and other criteria specified within this document.

3) Proposed departures from Australian Rainfall and Runoff and the requirements specified herein shall be submitted to Council for approval.

4) The design and construction of pipe property accesses shall ensure that water flow from the property can not reach the through road pavement via the property access.

5) Certain criteria may be altered to suit requirements imposed by the NSW RTA authority.

6) Refer to Council’s Standard Drawings for Rainfall Intensity valves and co-efficient of runoff.

Table 3.5.1 – Recurrence Intervals

Longitudinal Road Drainage

Minor System Major System

Business & Commercial

10 years 100 years with d.v.<0.6

50 years with d.v. <0.4

Industrial 10 years 100 years with d.v.<0.6


Urban Residential 10 years 100 years with d.v.<0.6


Rural Residential 10 years 100 years with d.v.<0.6


@ property access


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Road Cross Drainage Minor System Major System Business & Commercial

10 years with no overtopping

50 years with overtopping allowed such that dmax<300mm and d.v.<0.4

Industrial 10 years with no overtopping


Urban Residential 10 years with no overtopping


Rural Residential 5 years with no overtopping above top of batter


Rural Property Access 5 years with no overtopping or encroachment on through road



Open Drain Network Minor System Major System Business & Commercial

Low flow pipe or lined channel Q2 capacity

100 years with d.v. not applicable

Industrial Low flow pipe or lined channel Q2 capacity


Urban Residential Low flow pipe or lined channel Q2 capacity


Rural Residential Not Applicable 100 years with d.v. not applicable

For the ARI specified for the Major System flows the following criteria shall be met: 1) In Urban areas, safety of residences and allotments from inundation and the major

system flows shall be confined to road reserves and or drainage reserves


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2) In Rural areas, safety of residences and or building sites from inundation. Therefore

portions of large allotments may be permitted to be inundated in the Major System flows provided that residences and or building sites are flood free. These areas shall be so designated.

Council may direct from time to time that certain developments be designated for greater or lesser immunity than those outlined. The flow depth and flow spread shall be limited by the d.v. and flow depth criteria specified in the above tables together with the criteria outlined in Australian Rainfall and Runoff. The d.v. <0.6 shall be imposed where vehicle safety only, is affected. The demarcation between ‘longitudinal road drainage’ and ‘cross road drainage’ may be unclear particularly in urban situations where both systems are interconnected. The underground piped drainage within a residential urban area shall generally be regarded as all ‘longitudinal drainage’ irrespective of a number of short reaches of small diameter pipes across roads to collect road flows.

6.5.1 Roof and Allotment Drainage Roof and allotment drainage shall generally be provided where: • Allotments fall away from the street and roof drainage can not effectively drain to the

street • Where the proportion of impervious area within a development is high eg. Industrial,

commercial and multi-unit residential developments • Where zonings allow construction on adjacent properties which may block or

concentrate flow paths. • Alignment of roofwater drainage lines is 0.75m from property boundary. Refer to

Council’s Standard Drawing. Council may specify a higher level of roof and allotment drainage depending on impervious site coverage area and adjacent features such as drainage reserves, creek, parkland etc. Consultants are encouraged to confer with Council prior to commencing design. Easements shall be required over roof allotment drainage pipes where more than one (1) allotment discharges into the system. The width of the easement shall be contingent on the pipe size and depth. Generally, easements shall be 1.5m wide. The standard of roof and allotment drainage to be provided shall be in accordance with the following table.

Table 3.5.1 – Drainage Standard Classification Level Residential A II

Residential B & C IV Commercial IV

Industrial IV Variations to the design Levels may be altered by Council from time to time to suit certain conditions.


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6.5.2 Pipes and Pits

The minimum pipe class shall be Class 2. Pipe laying shall generally be accordance with AUSPEC and Council’s Standard Drawings. Pipes shall generally be flush jointed, bandaged in an approved manner, in accordance with the pipe manufacture's requirements. In unstable ground where pipe movement is possible, the pipes shall be rubber ringed spigot and socket jointed or be laid in and backfilled with cement stabilised material. The minimum clearance from the top of the manhole to the design water level is 150mm. Minimum pipe size for urban area is 375 diameter with a maximum distance of 75 metres between manholes. For a single cell pipe system the downstream pipe shall NOT be of a smaller diameter than the upstream pipe. Headwalls shall be constructed at all outlet and inlets if no pit is required. Precast headwalls and wingwalls are permitted. Refer to Council’s Standard drawings for inlet and outlet pit details.

6.6 SUBSOIL AND PAVEMENT DRAINS Subsoil and pavement drains shall be laid at the location, level and grade indicated on the Drawings and where directed by the Certifier. All drains shall be constructed using 100mm diameter Class 1000 corrugated plastic pipe complying with AS2439.1. All pipes shall be slotted and covered in an approved geotextile sock. Excavation shall be in accordance with these guidelines. Subsoil and pavement pipes shall be bedded and backfilled with an approved Type B filter material. The filter material shall be placed in 300mm layers and compacted to 95% standard compaction or 70 Density Index. Filter material will be used as backfill to the underside of the select/subbase layer. 6.7 FLOODWAY DESIGN Council may approve the use of floodway in some circumstances such as where traffic volumes are low, where the flow across the road is of a short duration, the road is low functional class serving a small catchment or it is impractical to construct a bridge or culvert. The designer should confer with Council prior to any proposal to use a floodway for drainage. Floodway design shall be in accordance with AUSTROADS "Waterway Design". The base course layer shall be required to be cement modified with upstream and downstream protection works. Batters shall be typically 3:1 with concrete/rock protection or 6:1 with bitumen seal scour protection depending on flow velocities. The proposed design features shall be discussed and approved by the Council prior to the design being submitted for review. Road signage, guide posts, flood gauge posts, line marking and/or guard rails shall be important elements of the design. 6.8 FLOODSTUDY

As a requirement of all developments, the developer shall check with Council to:

1. Determine if a flood study has been undertaken.

2. If a flood study has been undertaken, then what are the requirements imposed by the study, or

• If no flood study has been undertaken if a flood study required as part of the development.


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7. WATER RETICULATION

7.1 OBJECTIVE The requirements of the Liverpool Plains Water document take precedence over the these guidelines. Where a development will result in a substantial water demand such as a subdivision incorporating a large number of lots with multiple stages, the Consulting Engineer shall submit a Master Plan of the water reticulation showing proposed main sizes, connections to existing mains and valve positions. The Master Plan shall be supported by a computer network analysis where requested by Council

7.2 NETWORK ANALYSIS The water supply system components should be designed generally in accordance with the Public Works Department standards and the criteria in Liverpool Plains Water Guidelines shall be used to ascertain if the reticulation can achieve the appropriate level of service at maximum hourly and fire fighting flows. Computer variables shall be as follows:

• Hazen Williams “C” diameter 100-300 C=110 and 120 for diameter > 300 • Fire flow is 15 litres per second • Maximum flows are as per table below • Hydraulic grade lines at connection points to existing mains are available from

Quirindi Water Table 7.2.1 – Peak Instantaneous Demands

Zoning Litres per second per Lot

Litres per second per hectare

Residential single up to 10 lots

0.15

Residential A 5.1 Residential B 12.7 Residential C 35.5

Commercial and Industrial

6.1

Rural Residential 0.18

Table 7.2.2– Peak Day Demand Zoning Litres

Residential A 5,000 per Tenement Residential B 5,000 per Tenement Residential C 1,250 per Flat plus

5,000 per Block of FlatsCommercial and

Industrial 500 per Lot

Rural Residential 0.18

Service reservoirs shall have a minimum capacity of one (1) day supply at peak demand.

Reticulation mains shall have a minimum static head of 28metres to each allotment when the service reservoir is one third depleted.


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The reticulation main must be capable of delivering peak instantaneous demand to each allotment, while maintaining a minimum head of 12m throughout the system with the service reservoir is two thirds depleted.

The minimum acceptable pipe size is 100mm diameter for residential areas and 150mm diameter for commercial and industrial areas.

Future developments must be taken into consideration and catered for when designing new mains.

7.3 ALIGNMENT The Standard water reticulation alignment is 2.5m within road reserves (measured from the property boundary) as detailed on Council's Standard Drawing. The water main shall be on the opposite side of the road reserve to the electricity supply with house connection points at alternate property boundaries to electricity connection points wherever possible. Water mains shall generally not be acceptable within private property except in exceptional circumstances. Common trenching of water main with other services shall be allowed provided it is undertaken in accordance with Council’s Standard Drawings.

7.4 FITTING LAYOUT Fire Hydrants - Hydrants shall be at 80m maximum centres for all urban areas at a common

side boundary where possible, and at every second allotment boundary for Rural and Park Residential allotments.

Valves - Section valves are to be placed to minimise disruption to water consumers during watermain maintenance incidents. In general, valves should be placed so that a maximum of 30 lots are affected by maintenance in any location and location are subject to Council approval.

Dead End Caps - Dead ends, temporary and permanent shall have a fire hydrant adjacent to the dead end. Permanent dead ends are discouraged and are subject to Council's approval.

In cul-de-sacs, a 63NB (PN10 polypipe) ring main shall be extended completely around the head to avoid dead ends in the service. Four (4) allotments only shall be serviced from the ring main. The ring main shall have a scour point adjacent to the ring reconnection point, which shall flush to a gully pit or the kerb and channel.

Cul-de-sacs should have an isolation valve if more than 4 lots are served. A single tee and valve should be used for cul-de-sac valve installation.

Gibaults - Gibaults shall be elongated and centred, with type 316 stainless steel bolts. If heavy galvanised mild steel bolts are used, the entire gibault shall be covered with "Denso Tape and grease" or similar approved.

Construction - Construction is to be in accordance with AS 2032 (Code of Practice for Installation of UPVC systems) and/or in accordance with the manufacturer's recommendations

Bedding - In all soil types, sand bedding and surround shall be clean medium river sand. For l00 and 200mm pipes, a minimum of 100mm bedding and 100mm of sand above the pipe obvert shall be required


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Backfilling - Backfill material on footpaths shall be approved material compacted to 90% standard compaction. Watermains and conduits under roads shall be laid prior to completion of the gravel pavement. Where construction is delayed beyond that stage, lean-mix concrete or approved cement stabilised material backfill to trenches across roads shall be required as detailed in Council’s Standard Drawings. Mains laid prior to the pavement being constructed shall be backfilled with gravel and compacted to standards as set in the Council’s Standard Drawings to the level of the subgrade

Thrust Blocks - Suitably designed concrete thrust blocks shall be placed on all tees, bends and dead end caps

Cover - The minimum cover for mains shall be in accordance with the following table. The minimum cover for road crossing conduits (house service connections) shall be 600mm for both Rural and Urban works.

Table 4.1.1 – Pipe Cover

Size (mm) Under Footway (mm) Under Roads (mm) 100-200 600 900 225-375 750 900

>375 1000 1000

Conduits - Conduits shall be 100mm diameter uPVC to AS1477-1988 or AS2977-1988. Where alternatives are required, Liverpool Plains Water requires a full copy of manufacturer’s specifications prior to approval.

7.5 INSTALLATION Pipeline - Unnecessary joint deflections shall be kept to an absolute minimum to limit

"form" pressure losses. Pipes shall not be laid to a radius. Changes in angles shall be affected by DICL socketed bends.

Hydrant & Valve - Valve and hydrants installed shall be in accordance with Council’s Standard Drawings. All hydrants shall have a flanged riser to achieve the maximum distance measured from top of hydrant box to riser flange of 300mm.

Road Crossings - On normal subdivisional developments no special pipeline materials are required under road pavement. Conduits are to be laid for services to the other side of the road from the water main. A brass plaque (marked "W") is to be placed in the kerb, where the conduit crosses the kerb. A similar brass plaque "W" shall be used for watermains. Refer Council’s Standard Drawings for details of conduits.

Joint Trenching - Is permitted provided it is undertaken in accordance with Council’s Standard Drawings.

Marker Stakes - Marker stakes shall be provided at all hydrants, sluice valves, air valves and scour valves. Marker stakes and plates and their positioning shall be in accordance with the Standard Drawings.

Boxes - Footpath boxes shall be an approved cast iron box with an approved concrete surround. The surrounds are to be finished at approximately 50mm above the finished soil ground level.


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Service Connections - Water service connections are to be laid at right angles to the road

centreline and parallel to the radius on curves and in cul de sac ends. Refer to Council’s Standard Drawing for further information. All maincocks shall be located within the footway.

7.6 MATERIALS Pipes - Pipe definitions:

• UPVC- AS2977-l988 Rubber Ring Joint, DICL compatible outside diameter • DICL -AS2280-l988, Class K9, Rubber Ring Joint, poly wrapped to manufacturer's

specifications • HD Black Polyethylene -AS 1159-1979 • All pipes shall have a minimum working pressure of l20m at the end of its expected

economic life. Poly Sleeving - Ductile iron pipes and cast/ductile iron fittings shall be wrapped, taped and

sealed completely in accordance with Tubemakers of Australia Ductile Iron Pipeline Manual. Iron fittings on UPVC pipelines shall be poly-sleeved.

Hydrant Valves - The hydrant is to have a mushroom whose metal surface is generally in accordance with NSWGWSS Design 1384 (coated) for 80mm spring hydrants and machined to allow Council and Fire Services hydrant standpipes to seat firmly on the metal seat and not on the mushroom rubber. Fasteners are to be Type 316 stainless steel or heavy galvanised steel coated with "Denso grease and tape" or similar approved. The minimum distance between the side of the flange (hydrant seat) and the hydrant box or box supports shall be 25mm.

Gate Valves - Gate valves are to be resilient seated, coated, o-ring stem seal, anticlockwise closing Class 16 OBE's Elypso or Tubemakers Tubeline Series 500 or prior approved equivalent. Alternative types may be permitted but only with the prior approval of Council.

Fittings - In general, fittings shall be socketed, except for scour valves, where single flanged tees and flanged valves are required. Coatings for valves shall be Rislon Nylon 11 or fusion bonded epoxy. If the above coating is not available, then other approved fittings shall be cement lined with bituminous coating wrapped with poly sleeving to Tubemakers Australia Ltd specifications. As an alternative to poly sleeving iron fittings, fittings may be fibreglass Class 18 or Blue Brute fittings Class 16.

7.6.1 Testing and Connections All pipes, fittings and service connections shall be tested to a minimum test pressure of the rated class of the pipe at the lowest point. Where it is necessary to connect to, tap into, or relocate an existing water supply main, this work shall be carried out by Council staff at the developers cost. The Developer shall lodge payment for the work in advance and give fourteen (14) days notice of when connection is required. All pipes, fittings etc required to complete the connection, tapping or relocation shall be provided by the developer at the developers cost. All cost involved with the testing shall be at the Developers expense.


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8. SEWERAGE RETICULATION

8.1 GUIDELINES The sewerage components shall be designed generally in accordance with the Public Works Department Standards and the requirements of the Liverpool Plains Water for Planning and Design of Sewerage Schemes. Council requires that all allotments be provided with a sewer junction, so placed that the whole of the allotment can be sewered.

8.2 DESIGN STANDARDS

8.3.1 Sewers Sewers shall be located within the property being serviced except where adjacent properties are serviced and positioned on an alignment of 1.5m from the front and rear boundary and 1.0m from the side boundary. Sewers shall not generally be located within road reserves or park area. When constructed adjacent to roofwater drainage pipes an alignment of 2.0m shall be used. Sewers shall be constructed to serve the entire area of an allotment using a fall of 1:40 for the internal allotment drains. In a steep allotment, the house pad site has to be fully served and the area of the house pad is to be shown on the lot. In general, sewers shall be extended to the boundaries of the subdivision where the sewer can be extended to serve existing and future subdivisions. In industrial subdivisions, the sewers are to be located in the front of the lots where possible. In commercial and business zones, the sewers shall not be located under possible building sites. Generally, sewers shall be constructed at right angles or parallel to allotment boundaries, and not across boundaries at acute angles. Written approval shall be obtained from the property owner and submitted to Council with the design drawings when sewers are proposed through land other than that owned by the Developer. Bearings and distances shown on the drawings for the setting out of sewerage lines should only be used to assist in the setting out of these works. The required offsets for sewers from property alignments shall be nominated on the drawings. The drawings should state that the required offset from property boundaries take precedence over the bearings and distances shown on the drawings and that the offsets shall be checked prior to and on completion of installation of the sewerage mains. Property boundaries are to be pegged prior to setting out of sewer lines. When sewers are constructed through filled allotments, compaction tests confirming adequate compaction of the allotment must be provided to Council prior to commencement of sewerage construction. Where sewers are located adjacent to roofwater lines, the house connection branch for the sewer shall extend 1.0 metre beyond the outer edge of the roofwater line. Where possible, the sewerage reticulation system shall be designed to minimise the number of pump stations required. The size and shape of sewer pipelines are to be designed in accordance with the Water Guidelines. Consideration is to be taken of both minimum flows for self cleansing, as well as maximum pipe capacity at the designed grade. Downstream sewer lines must always be at least the size of the maximum upstream sewer.


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Sewers shall be graded with obverts to grade, with drops provided at change of diameter.

8.2.2 Design Flows

The following design flows should be adopted:

Sewerage Flows

1. Average Dry Weather Flow (ADWF) = 0.0097 litres/second/treatment

2. Peak Dry Weather Flow (PDWF)

PDWF = RxADWF

For T > 30, R = [1.74 + 56/T0.4]0.5, or

For T < 30 R = [2.13 + 44/T0.5 + 970/t1.5 + 59/T2.5)]0.5

And T is the number of tenements ultimately to be connected

3. Self Cleansing Flow = 0.75PDWF

4. Storm allowance (SA) = 0.057T litres/second

5. Peak Wet Weather Flow (PWWF) = PDWF + SA

Equivalent Tenements (ET)

Residential – Single Dwelling – Developed – ET (3.5 persons per dwelling

Residential – Single Dwelling – Undeveloped –13 ET per Hectare

Residential Flats and Units – 2 ET per 3 units

Licensed Clubs – 4 ET per 100 members

Hotels and Motels – 16 ET per 100m2 of built up area or

ET plus 1 ET per 8 beds or 3 units

Schools – 3 ET per 100 pupils

Hospitals – 4 ET per 5 beds

Caravan Parks – 1 ET per 3 van allotments

Industrial – 1.8 ET per allotment or

23 ET per hectare of undeveloped area

Commercial – 1 ET per allotment or 23 ET per hectare of undeveloped area


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8.2.3 Pipe Class and Cover

All sewers less than 3.0m in depth to invert shall to be constructed using uPVC minimum Class SH. All sewers with any section that has a depth equal to or greater than 3m are to be constructed using uPVC Class SEH. All sewers 225mm diameter or greater shall be Class SEH or greater. The minimum cover for sewer pipes shall be 600mm for allotments and footpaths and 900mm for roadways. Where the above cover cannot be obtained, concrete or approved cement stabilised material encasement of the sewer shall be required. Where sewers cross stormwater pipelines, a minimum l00mm clearance is required.

8.2.4 House Connections Standard - House connections are to be constructed in accordance the allotment

and at sufficient depth to serve the whole allotment. For sewers deeper than 2.0m, the house connections are to be "Sugdon" heavy duty reinforced fibre glass junctions or an equivalent type approved by Council. Connection branches shall be located generally 1.0 to 1.2m upstream of the allotment boundary or manhole, at the lowest part of connection branches shall generally be connected into a line and not manholes. They may be connected into the last manhole on a line. For deep vertical house connections the house connection is to rise vertically from the sewer to reach a depth of 1.5m below the finished allotment surface level. The house connection is then branched through a 45° y junction and a 45° bend. Where the sewer is in the adjoining lot, the house connection is extended into the allotment and be turned vertically with a 90° bend and terminate 300mm below the finished allotment surface. House drains shall be designed at 1 in 40 with a minimum depth at the head of the line of 0.5m to invert. A grade of 1 in 60 is acceptable for control of allotments in residential low density areas and in areas with flat terrain. The minimum depth to invert of a house connection branch shall be 1.0m.

Industrial - Industrial connects may have house connections graded at 1 in 60 with 0.5 cover at the head of the line. The minimum connection size shall be 150mm diameter. Site earthworks for building platforms are to be considered when grading house connections and sewers and locating manholes.

Extended - Where the sewer main lies within an adjoining allotment, the house connections are to be extended a distance of 1.5m into the allotment. For battleaxe blocks, if the house connection lies within the access strip, the house connection is to be extended up the access strip to a point 1.5m within the main part of the allotment, prior to the construction of the concrete driveway. Each house connection is to have a screwed inspection opening located according to Council’s Standard Drawings.

8.2.5 Sewer Drops Council will permit up to a maximum of two internal drops in deep sewer manholes (>3.0m) for any side sewer of 150 diameter entering at a level higher than 300mm above the invert of the manhole. For 225 diameter side sewers, only one internal drop is permitted in anyone manhole.


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Manholes shall also be provided at all junctions and drops, at changes of sewer diameter, and at all ends of sewer lines. End manholes for sewer segments not exceeding 40m in length may be "lampholes Drop manholes and intersection manholes are to be designed to minimise turbulence. Manholes receiving discharge from pressure mains should also be ventilated. Consideration should be given to protective lining of the manhole and the downstream sewer. Refer to Council’s Standard Drawings for internal manhole drop between inlet and outlet and deflection angles. Bolt down covers are required on manholes in the following instances • Below flood level • In parks or reserves • In all trunk sewers whose diameter is over 375mm Concrete filled C.I. covers are required in private property. Cast iron covers (or an approved equivalent) are required in all trafficable areas.

8.2.6 Sewer Easements Sewer easements are required for sewer lines within properties for all sewers greater than 2.0m deep. The easement is to be the depth of the sewer minus 500mm added to the sewer distance from the property boundary. A rising main shall not be permitted in private property. Where this is not possible, an easement of minimum 3.0m width is required to be established in favour of Council.

8.2.7 Scour Stops Sewer lines laid on grades in excess of 1 in 6 shall be provided with concrete scour stops. Refer to Council’s Standard Drawing for details.

8.2.8 Manholes Manholes are required at every change in direction and change in grade at a maximum spacing of 90m along straight lengths of sewer mains. Manholes are to be constructed in accordance with Council’s Standard Drawings.

8.2.9 Testing and Connections All new sewer lines and manholes are to be tested for infiltration prior to connection to the existing sewerage system. Where it is necessary to connect to an existing sewer main, this work shall be carried out by Council staff at the developers cost. The Developer shall lodge payment for the work in advance and give fourteen (14) days notice of when connection is required. All pipes, fittings etc required to complete the connection or relocation shall be provided by the developer at the developers cost. All cost involved with the testing shall be at the Developers expense.


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8.3 RISING MAINS

8.3.1 Materials Pipe - All rising mains up to 200mm diameter are to be constructed in cream

coloured uPVC to AS 2977 - 1988 (Blue Brute or Vinyl Iron) Class 12 or white uPVC to AS 1477-1988 Class 12.

Manholes - Rising main discharge manholes are to be prefabricated polyethylene lined in accordance with relevant standards

8.3.2 Design Standard The rising main is to be capable of withstanding pressures twice the pump station maximum pump pressures. In special situations, a water hammer analysis may be required. Air Vents - Where possible, an air vent is to be installed in all rising main discharge

manholes. Odour - The design of the sewer rising main/pump size is to be such that the

detention time of sewerage in the rising main is kept to a minimum.

8.4 SUBMERSIBLE SEWERAGE PUMP STATIONS

8.4.1 General The Consulting Engineer shall prepare detailed drawings and specifications for the pump station. The documentation shall reflect the requirements of these Guidelines. The requirements of the Department of Public Works "Guidelines for Planning and Design of Sewerage Schemes" are to be followed. Pumps shall pass a minimum 75mm sphere. Pumps shall be fitted with wet well agitating valves. The pump station structure shall be of cast insitu concrete construction. At least two pumps shall be installed at a sewerage pump station. Rising mains shall be l00mm diameter minimum. The pump duty flow rate and rising main size shall be selected on the basis of the greatest flow from the following criteria: • Minimum scour velocity • Single pump operation 4xADWF at maximum head • Parallel pump operation before overflow SxADWF Average dry weather flow 250 litres per day per equivalent person (for Residential A zoning). A concrete valve pit shall be provided to enclose the pump isolating valves, check valves and tee. The location of the pumping station shall be located as far as possible from existing or proposed habitable dwellings, but in no case shall the pump station be closer than 30m from an existing or proposed habitable dwelling. A 100m setback is a desirable requirement. The pump station shall be located on a freehold lot to be transferred to Council. A gravity manhole shall be provided close to the pump station with only one pipeline connecting to the pump well. The rising main discharge manhole shall be of the fabricated polyethylene type with integral benching, bottom, top, access neck and pipe stubs.


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8.4.2 Access A 3m width reinforced concrete driveway, interlocking pavers or compacted gravel and AC sealed access road shall be constructed to the pump station from a roadway over a standard crossover. The road shall have a pavement depth of a minimum 200mm (subject to subgrade investigation). A turnaround area shall be provided for service vehicles. The pump station layout shall be arranged for convenient access by Council's truck mounted crane for pump removal. A sealed standing area 4m x 3m wide shall be constructed adjacent to the pump well access lids, with the access road leading to this standing area. The position of switchboard, vent and access lid opening shall suit the standing bay position for pump removal. A pumping station site plan shall detail the access facilities and finished ground levels. The roof of the pump station shall be at least 50mm above finished ground level. Surrounding ground shall be trimmed and shaped to fall away from the pump station.

8.4.3 Water Supply and Sprinkler System An internal wet well sprinkler system is to be installed to provide automatic station cleaning and odour suppression. The sprinkler system shall have a Department pf Public Works approved backflow prevention device (to AS3500.1) such as 'Watts 909, 50mm Backflow Preventer' or prior approved equivalent, fitted between the station and the town water supply. The system shall comprise of a 50mm diameter Reduced Pressure Zone Valve, including 2 reflux valves, a bypass and an air breaker. A solenoid valve and timer shall provide variable 2-5 minutes per hour sprinkling. The water supply shall be metered. The sprinkler head shall be a 'Nelson Rotator R30' type Nozzle No 10, Rotor Plate 02 (as supplied by Southern Cross) and shall be fitted to the underside of the roof slab. Pipe work shall be 20mm diameter Grade 316 stainless steel with stainless steel brackets and fasteners. The backflow prevention device shall be housed in an aluminium cabinet above ground on a minimum l00mm thick concrete slab and be located upstream of any pump station water supply service. A 40mm cam lock connection fitted to a post above ground shall be provided beside the pump station. The water service shall be 63mm OD PN10 polyethylene minimum for short runs. The pipework above ground to the connection shall be 40NB diameter galvanised pipe.

8.4.4 Materials Pipework - Valve pit pipework shall be supported by concrete plinths.

Pipework shall be flanged cement lined Class K12 ductile iron. Ductile iron pipes and fittings shall be coated externally with a minimum two coats of two-pack tar epoxy to give a minimum dry thickness of 400 microns. A 20mm air release cock shall be provided upstream of each pump isolating.

Fasteners - All bolts, nuts and screws used on the pump station, switchboard (including brackets), and air compressor pit and valve box shall be stainless steel.

Bolts - grade 316 stainless steel Nuts - grade 304 stainless steel


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Screws - grade 316 stainless steel Loctite 222 or 567 shall be used on all threads and between stainless steel mating surfaces as an anti-galling lubricant. Lifting Chain - A heavy duty hot dipped galvanised lifting chain shall be provided

for each pump. Grade 316 stainless steel 'D' shackles shall be provided at 1500mm centres and on the chain end for connection to the pump. A stainless steel hook arrangement shall be provided to fix the chain to a point near the access lid.

Discharge Valves - Discharge valves on outlet pipework to the rising main shall be Rislon Nylon 11 coated resilient seated sluice valves, OBE 'Elypso' or Tubemakers Tubeline 'Series 500' Class 16 or approved equivalent.

Reflux Valves - Reflux valves are to be FBE (fusion bonded epoxy) coated both internally and externally. An extension spindle and lever arm shall be provided.

8.4.5 Pumpwell Access Lid - Hinged access lids shall be provided for the valve pit and over the

pumps and shall be in accordance with Council's Standard Drawing. Access lids are to be constructed from marine grade aluminium checker plate. Access lids shall have perimeter stiffeners, as well as longitudinal and transverse intermediate stiffeners. An aluminium handle shall be provided. The access lid over the pumps shall be in two parts and positioned and sized for convenient pump removal. Where the aluminium frame touches concrete, the aluminium surface shall be coated with bituminous paint. All lids are to be locked with Council's standard water and sewerage padlocks. Council will supply these locks upon request and the cost shall be payable by the developer.

Ladder - An aluminium ladder shall be provided to the valve pit floor. Hand grips are to be provided at roof level and are to be aluminium. Access to the bottom of the wet well shall be provided by a suitable aluminium ladder from the valve pit floor to the wet well. A safety handrail between the valve chamber and the wet well shall be provided and shall be of aluminium construction.

8.4.6 Overflow A pump station overflow shall be provided to the wet well. The inlet to the overflow shall be provided with a stainless steel screen. The outlet shall be provided with a flap valve. The overflow pipe line shall be graded to an approved outlet (eg open drain, stormwater pipe) subject to Council's approval and Department of Environment licence. The overflow shall be licensed by the Department of Environment prior to drawings being submitted for approval. If the overflow is not licensed, standby power generators shall be required.


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8.4.7 Pump Station Number The pump station designer shall contact Council to have the pump station designated a Council sewerage pump station number (eg. Cl, RBl, EP2). This number shall be used on all drawings. A plastic sign with this number shall be fixed to the switchboard door with stainless steel screws. The letters shall be at least I00mm high.

8.4.8 Oxygen Injection Facilities Odour control facilities may be required if rising main detention times exceed one hour. A compressor if required, shall be of an oil free piston type and not a rotary vane. If required by Council, the pumping station shall be smoke tested before it is commissioned, to determine the likely path of exhausted gases. If, in the opinion of Council, the direction of travel of the gases is likely to cause a nuisance to existing or proposed habitable dwellings, an odour control unit shall be installed. This unit shall take the form of an activated carbon filter or other approved device, suitable for the purpose.

8.4.9 Switchboard All electrical work shall be in accordance with the electricity authority's requirements. Electrical switchboards shall be constructed from heavy gauge marine grade aluminium, including the frame. The mains supply to the switchboard shall be underground. The mains supply conduit shall be above ground as short a distance as possible and designed to afford maximum mechanical protection to the cable. The switchboard shall have two doors fitted with Council's sewerage switchboard locks. The lower door shall access a compartment for the pump electrical cable termination. A well designed three phase plug and socket connection arrangement shall be provided for each submersible pump. The pump cable conduit shall be completely sealed to prevent pump well i1ir entering the switchboard cubicle. The sealing arrangement shall be capable of being resealed after pump removal. The upper door shall access a compartment for the electricity authority's meters and control equipment. The door shall be provided with wire reinforced glass windows for meter reading. Electrical equipment specifications can be requested from Council. Electrical protection equipment shall include: • Water void • Thermal overload • Motor Thermistor Relay • Phase failure • Copy of electrical layout plan in plastic cover in cabinet -all wires numbered When the pump station requires its own substation, ground level substations are required. Council shall not approve pole mounted substations. The pump station shall be fitted with a Radio Telemetry unit compatible with the existing Liverpool Plains Shire Council system. The Council specification for the telemetry unit shall be made available upon request to Council.


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8.4.10 Level Control Electrode Pump operation shall be controlled by the 'MULTIRODE' system or submersible pressure transducer (Proprietary system with a single PVC pipe and stainless steel button electrodes). Float valves and separate electrodes shall not be acceptable. The station shall be provided with a high wet well level flashing light mounted above the switchboard. The pump control system shall have the following electrode positions (descending): • Overflow flashing light on (light to go out if level drops ) • Standby pump on • Duty pump on • All pumps off

8.4.11 Ventilation The pumping station shall be provided with a properly designed ventilation system incorporating fresh air inlet, vent pole of appropriate height, (depending on the topography) and air-tight access openings. The vent pole shall be fitted with a PVC inner pipe. If directed by Council, a mechanical ventilation system shall be installed whereby the air space in the pumping station shall be exchanged not less than 10 times per hour on a continuous basis. Fresh air shall be drawn through an opening suitable for the design air flow and withdrawn at a point as far removed as possible from the inlet. The fan shall be mounted so that its discharge is directed into the vent pole. The fan shall be protected against corrosion both internally and externally and shall be secure against vandalism. The fan shall maintain a net negative suction head in the well under all operating conditions.


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9. MISCELLANEOUS 9.1 PUBLIC UTILITIES Where it is necessary to alter existing public utility services, the developer shall make all necessary arrangements with the appropriate Authorities concerned and shall bear the full cost of such alterations and new works. 9.1.1 Footway Allocations

For allocation of space for public utility services in footways, refer to Council’s Standard Drawings.

9.1.2 Electricity Supply Agreement - It is the responsibility of the developer to obtain an agreement with

the electricity authority for the supply of electricity to the development. Conduits - The supply of electricity shall be via underground conduits. The

exception being for Rural zones as indicated by Liverpool Plains Shire Council.

Alignment - Generally the electricity service shall be at 0.575m alignment measured from the property line for underground services and at 3.3m alignment for overhead services.

Layout - The proposed layout of electricity services shall show the proposed watermain locations and service points and shall be forwarded to the electricity authority and council simultaneously to minimise conflict of the layouts of services and to expedite design by the electricity authority.

Crossings - Where the underground electricity conduits cross a road, the electricity authority markers shall be installed into the kerb and gutter on each side of the road.

Transformers - Pad mount transformers shall be on the road reserve set back from the property line and shall not be placed on the comer of an intersection

Plans - The electricity lines and the service turret positions shall be shown on the design plans and the actual locations marked on the “As Constructed" plans.

9.1.3 Street Lighting

The design and installation of street lighting, including intersection lighting, shall be in accordance with the current Australian Standards as approved by the electricity authority. Light poles in residential streets shall be placed on a 3.3m alignment to maximise light onto the road surface. Intersection lighting and traffic control device lighting shall generally use 250watt high pressure sodium lanterns mounted between 8.0 to 10.5m above the road surface. The lantern type, wattage and mounting height shall be shown on the layout plans. Different symbols shall be used on the plans for intersection and traffic control device lighting to differentiate these from the standard street lights. Where these high illumination lights are proposed for locations with existing residences, the lights are to be installed with semi-cutoff or cut-off screens to minimise glare intrusion to the existing residences. For lighting on roundabouts refer to Section 3 of the guidelines. The proposed layout shall be submitted for Council approval with the preliminary submission for the Application for Approval to Construct. The locations of the proposed light poles shall be shown on the design plans and the actual locations marked on the “As Constructed" plans


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9.1.4 Telecommunications Telecommunications conduits shall be provided and the service layout submitted to Council with the Application for Approval to Construct.

9.2 AS CONSTRUCTED

9.2.1 Format Hard Copy - The approved design plans shall be submitted as A3 film copies in a

clear readable format. The “As Constructed" plans shall be a white bond copy of each of these design plans with the amendments shown neatly in red ink. Where the actual location of a feature (eg. manhole location, house connection location etc) is to be marked on the amended plan, it shall be accompanied by dimensions to at lease 2 control points such as a chainage point and offsets, property boundaries etc. Each amended plan shall be certified by the Consultant Engineer supervising the construction.

Data Disk - Data disk copies of all layout plans for roadworks, water, sewerage and parklands are required. The data disk shall be in digital format, i.e. DWG or DXF file compatible with Autocad. The disk shall include any specific shape and font files which are in the parent system and additional to the standard Autocad product.

9.2.2 Extent of Information Road and Drainage –

• Longitudinal section of road with levels of the control line at 15 m • Typical cross sections to demonstrate the constructed width and

crossfall at the start and end of control line, at 75 m spacing and at where there is a change of road width or crossfall

• Locations of manholes, gully pits and culverts • Invert levels of inlet and outlet pipes at manholes and gully pits on layout

plan • Invert levels of culverts at inlets and outlets • Top of manhole and gully pit levels at the centre point on layout plan • Indicate actual pipe sizes, classes and grades on the layout plan • Cadastral boundaries are to be shown on the layout plan as per the

subdivision survey plan(cadastral plan) or group title plan that is to be registered

• Location and level of PSM (where PSM's are required as condition of subdivision approval) and Bench Marks are to be shown on the plans as outlined in these Guidelines. The PSM shall be to AHD and AMG Base

• Locations of all signs including street name signs • Date and time of erection of all regulatory signs • Locations of all services including where they cross the roads (eg

electricity, water, sewer, Telecom, drainage pipes). The ends of the road crossings for these services shall be dimensioned from property pegs or boundaries

• Location of all street lighting poles and electricity service turrets


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• All dimensions shall be provided in metres correct to two (2) decimal

places. • All levels shall be on Australian Height Datum (AHD) in metres correct to

three ( 3) decimal places • The test results for the depth of pavement layer tests

The "As Constructed" information for roadworks and drainage shall be provided within thirty (30) days on completion of roadworks and drainage. Sewerage -

• The locations of manholes shall be on AMG Co-ordinates (where possible) in digital format on the data disk. On the hard copy, the manhole locations shall have two dimensions to the property boundaries or pegs and showing centreline lengths between manholes

• The location of the sewer shall be shown as a line between the centres of each manhole. The pipe grades shall be shown

• Jump up and house connection locations shall be dimensioned from the line between the centres of the upstream and downstream manholes and shall show the distance from the downstream manhole. For longer house connection, the house connection length shall also be shown

• Invert levels of inlet and outlet pipes and top of manhole surface levels are to be provided including any backdrop levels

• Concrete surround and extent of scour stop shall be dimensioned from the downstream manholes

• All dimensions shall be provided in metres correct to 2 decimal places. • All levels shall be on Australian Height Datum (AHD) in metres correct to

3 decimal places • Pump tests and information on pump station and ancillary elements

including the Guaranteed Technical Information and the hydraulic and odour calculations

All “As Constructed" sewerage reticulation information shall be provided within fourteen (14) days of completion of sewerage reticulation installation. Water –

• The location of hydrants, valves, bends, reducers, end caps, scour points and T junctions shall be dimensioned from property boundaries or pegs

• Water connection points shall be marked on the allotment by an "x" • The alignment of the water mains shall be shown with dimensions to the

property boundaries • All dimensions shall be provided in metres to 2 decimal places

As Constructed" information shall be provided within fourteen (14) days of completion of water reticulation installation. Allotment Filling –

• Where allotment filling exceeds 0.75m in depth, the "As Constructed" plans shall show the contours after filling. The contours shall be in accordance with these Guidelines. The compaction test results shall also be submitted.


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9.3 TESTING SCHEDULE

9.3.1 Standards and Test Methods Unless otherwise specified in this specification or on the drawings, all materials and workmanship will be in accordance with the relevant current Australian Standard published by the Standards Association of Australia. Where no Australian Standard test method is available, those of the RTA will be used.

9.3.2 Road, Drainage and Allotment Fill Works The minimum testing schedule for the above works shall be in accordance with the following table.

Table 6.3.1.1 – Roadworks and Drainage Minimum Testing schedule Description Test Frequency Subgrade Field Density 1 per 75m (minimum 2) CBR 500m or any change in

material (minimum 2) Embankment 300mm below subgrade

Field density 1 per 500m3

Road Gravel Subbase & select

Particle size Atterberg limits Soaked CBR Field Density

One test each from material taken from compacted layer on site. 1 per 75m

Base Particle size Atterberg limits Soaked CBR Field Density

One test each from material sample taken from compacted layer on site. CBR to be omitted if same material is used for both subbase and base layers

Allotment Fill Compaction field density test with level 1 supervision as defined in AS3798-1900

Testing frequency as defined by AS3798-1900, Section 8, but generally 1 per 200mm layer or 200m3 whichever is the greater

Drainage Backfill Field Density 1 per culvert or 1 per pipe reach 150mm below subgrade (minimum 1 per 50m3 backfill per individual culvert or structure)

Kerb and Gutter, Stormwater pits, etc.

Concrete Strength Compressive strength tests 3 cylinders from 1 batch per 15m3

Asphalt tests by manufacturer

Aggregate grading Bitumen content Compacted density Maximum density Stability Flow Stiffness Voids in aggregate Voids in fill

1 per 1000m3 laid


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9.3.3 Information to be Submitted Subgrade - The Consulting Engineer shall supply subgrade test results together with

proposed pavement design for approval by Council prior to placement of any pavement material. For testing, sufficient bulk samples should be taken and chainage noted. Test information supplied shall include, atterberg limits, grading and 4 day soaked CBR. One (1) CBR and one (1) field density test every 75 metres or alternatively as specified by Council. Additional tests are likely to be required where cul-de-sacs or road intersections are involved. The minimum density required is 97% and the top 150mm of the subgrade shall be compacted to a minimum 100% standard compaction. Upon final inspection by Council, proof rolling of the subgrade may be required. No work shall commence on subbase or base course material until all test results are supplied (or confirmed as satisfactory) and a final Council inspection completed. During Subgrade inspection by Council the Consulting Engineer shall supply a copy of the original level run. This shall include the variation between finished level and designed earthworks levels. Upon satisfactory completion of works the Consulting Engineer shall supply Council with a copy of the original level information using a format similar to Councils Level Correlation Sheet. This Information shall be provided within seven days from the time of inspection

Subbase - At least one (1) field density test for every 75m of road shall be provided unless specified otherwise. The minimum density required on subbase and base course material is 100% standard compaction. Placement of subbase and base course material may proceed under the supervision of the Consulting Engineer only after Council approval to do so. During base course inspection a copy of the original level run showing the variations between finished level and design shall be supplied for base course and kerb and channel. Upon satisfactory completion of works the Consulting Engineer shall supply Council with a copy of the original level information. This information shall be provided within two days from time of inspection. Priming of base course material shall not commence until pavement depths are confirmed and approval granted by Council. Should priming be required before confirmation of pavement depths and densities (i.e. availability of priming contractor) Council may grant approval of such works at risk to the contractor.

Base Course - At least one (1) field density test for every 75m of road shall be provided unless specified otherwise. The minimum density required on subbase and base course material is 100% standard compaction. Placement of subbase and base course material may proceed under the supervision of the Consulting Engineer only after Council approval to do so. During base course inspection a copy of the original level run showing the variations between finished level and design shall be supplied for base course and kerb and channel. Upon satisfactory completion of works the Consulting Engineer shall supply Council with a copy of the original level information. This information shall be provided within two days from time of inspection. Priming of base course material shall not commence until pavement depths are confirmed and approval granted by Council.


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Should priming be required before confirmation of pavement depths and densities (i.e. availability of priming contractor) Council may grant approval of such works at risk to the contractor.

Seal - Prior to priming and sealing the moisture content shall be less than optimum. Priming shall be completed on base course material at least 48 hours prior to the commencement of asphalt surfacing. Naturally, this is totally dependent upon weather conditions. Tack coating and immediate lay of asphalt is not approved although Council may consider same where asphalt overlays are being used subject to satisfactory scarification of the existing surface or in other exceptional circumstances. A final inspection of prime is required by Council and approval for asphalt lay will be given provided prime is satisfactory. Upon completion of asphalt lay, test results by Contracted others will be evaluated. The Consulting Engineer shall supply necessary information to confirm quantities of asphalt used and a copy of level information for submission.

9.3.4 Water and Sewerage Works Watermains - The following tests are to be carried out in the presence of

Liverpool Water Officers • “Mirror Test" -to be carried out to check the alignments of the water main

(vertical and horizontal) and to ensure that there are no obstructions in the mains. This test is to be carried out at the inspection of the pipe laying stage.

• Pressure Testing -Water mains shall be subjected to a static pressure test (1.5 times static pressure), in accordance with Australian Standards after completion of all pipework.

Sewerage - The following tests are to be carried out in the presence of

Liverpool Plains Water Officers: • “Mirror Test" -to be carried out to check the alignments of the water main

(vertical and horizontal) and to ensure that there are no obstructions in the mains. This test is to be carried out at the inspection of the pipe laying stage.

• Pressure Testing -to be carried out on both gravity line and rising mains to check for leakage and infiltration, after completion of pipework

• Manhole Test -Manholes shall be tested for water tightness at a 4 hour delay. Pump Information and Test Pump test (for water supply and sewerage system) shall be carried out the in presence of the Consultants. The test results and information on the pump and its ancillary elements shall be in accordance with the Guaranteed Technical Information Schedule. These shall be certified by the Consultants and submitted to Council with the "As Constructed" information.