GCCC - Land Development Guidelines

LAND DEVELOPMENT GUIDELINES

2005 EDITION

NOTICE TO USERS

The Land Development Guidelines, Standard Specifications and Drawings have been designed to provide the user with an easy-to-access reference document for development within the City of Gold Coast. In conjunction with the Standard Specifications and Drawings for Roads, Drainage, Water, Sewerage, Parks and Beaches & Waterways, it will act as a valuable tool for all designers within the development industry. More importantly however, these documents reduce the emphasis on detailed requirements and instead focus on the end product. By encapsulating and emphasising overall design goals and directions for the City, the document allows designers greater freedom to apply creative solutions to achieve these goals. It is intended that the document will: • provide clearer and simpler guidelines and standards; • improve the integration of infrastructure planning; • enable a more flexible approach by Council in processing and assessing

applications; • facilitate creative expression and solutions to achieve quality development; • assist development consultants in processing applications consistent with Council

strategies; • act as a guide to ‘best practice’ procedures and provide a reference list of issues

which Council considers in processing applications; • be consistent with AMCORD; Queensland Street – Design Guidelines for

Subdivisional Streetworks and Standards developed by other local authorities; • save both time and money for Industry and Council by addressing issues at the

broad concept stage of projects before costly design begins. Written comments are invited on the Land Development Guidelines on the attached Feedback Form. Jeremy Wagner COORDINATOR BUILT ENVIRONMENT PLANNING ENVIRONMENT & TRANSPORT DIRECTORATE


Gold Coast City Council Surfers Paradise Office

P O Box 5042 GOLD COAST MAIL CENTRE QLD 9729

FILE PD 97/366/02

LAND DEVELOPMENT GUIDELINES 2005 EDITION FEEDBACK FORM

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2005 Edition – Table of Contents Page 1 of 3

SUMMARY OF CONTENTS

VOLUME 1

SECTION 1 INTRODUCTION 1.1 INTRODUCTION 1.2 PLANNING AND LEGISLATIVE OVERVIEW 1.3 DEFINITIONS SECTION 2 GENERAL PLANNING PRINCIPLES 2.1 INTRODUCTION 2.2 PRELIMINARY DEVELOPMENT LAYOUT SECTION 3 ENGINEERING INFRASTRUCTURE – DESIGN REQUIREMENTS 3.1 INTRODUCTION 3.2 DESIGN REQUIREMENTS - EARTHWORKS 3.3 DESIGN REQUIREMENTS - PAVEMENTS 3.4 DESIGN REQUIREMENTS - ROADS AND BIKEWAYS 3.5 DESIGN REQUIREMENTS - STORMWATER DRAINAGE 3.6 DESIGN REQUIREMENTS - WATERFRONT DEVELOPMENT 3.7 DESIGN REQUIREMENTS - STREET LIGHTING 3.8 DESIGN REQUIREMENTS - IRRIGATION SYSTEMS SECTION 4 WATER RETICULATION - DESIGN REQUIREMENTS 4.1 INTRODUCTION 4.2 DESIGN REQUIREMENTS 4.3 DESIGN REQUIREMENTS - DUAL WATER RETICULATION



SUMMARY OF CONTENTS

VOLUME II

SECTION 5 SEWERAGE RETICULATION - DESIGN REQUIREMENTS 5.1 INTRODUCTION 5.2 DESIGN REQUIREMENTS - SEWERAGE RETICULATION 5.3 DESIGN REQUIREMENTS - REDUCED INFILTRATION GRAVITY SEWERAGE SECTION 6 OPEN SPACE REQUIREMENTS 6.1 INTRODUCTION 6.2 DESIGN REQUIREMENTS - OPEN SPACE 6.3 LANDSCAPE WORKS 6.4 VEGETATION 6.5 VANDALISM 6.6 PARK ACCESS 6.7 SIGNAGE 6.8 UTILITIES 6.9 UNDER SURFACING 6.10 SHADE STRUCTURES 6.11 VISITOR FACILITIES 6.12 PUBLIC TOILETS 6.13 BIKE RACKS 6.14 CULTURAL HERITAGE ITEMS AND ARTWORK 6.15 PUBLIC OPEN SPACE LIGHTING 6.16 PUBLIC OPEN SPACE IRRIGATION SYSTEMS 6.17 "ESTABLISHMENT PERIOD" 6.18 "ON MAINTENANCE" INSPECTION 6.19 "OFF MAINTENANCE" INSPECTION SECTION 7 DEVELOPMENT WORK WITHIN PRIVATE PROPERTY 7.1 INTRODUCTION 7.2 STORMWATER DRAINAGE 7.3 WATER RETICULATION AND SEWERAGE RETICULATION 7.4 OFF-STREET VEHICLE PARKING REQUIREMENTS 7.5 DRIVEWAY ACCESS 7.6 OCEAN BEACHES 7.7 BUILDING NEAR OR OVER COUNCIL WATER, SEWER AND / OR STORMWATER SECTION 8 ENGINEERING DRAWINGS & DOCUMENT PRESENTATION 8.1 INTRODUCTION 8.2 ENGINEERING DRAWINGS AND DOCUMENT PRESENTATION 8.3 ENGINEERING REPORT SUBMISSIONS



SUMMARY OF CONTENTS (cont) SECTION 9 CONSTRUCTION PROCEDURES 9.1 INTRODUCTION 9.2 PROCEDURES 9.3 COUNCIL INSPECTIONS 9.4 COUNCIL ON MAINTENANCE INSPECTION 9.5 COUNCIL OFF MAINTENANCE INSPECTION SECTION 10 AS CONSTRUCTED REQUIREMENTS 10.1 INTRODUCTION 10.2 PRIOR TO "AS CONSTRUCTED" SUBMISSION SECTION 11 BONDING REQUIREMENTS 11.1 INTRODUCTION 11.2 TYPES OF BONDS 11.3 FORM OF BOND 11.4 SUBMISSION OF BONDS SECTION 12 PROCEDURE FOR PLAN OF SURVEY AND/OR DOCUMENT APPROVAL 12.1 INTRODUCTION 12.2 SUBMISSION OF INFORMATION WITH A PLAN OR SURVEY 12.3 PRIOR TO LODGEMENT OF A PLAN OF SURVEY APPENDICES


Section 1

2005 Edition Section 1 - Page 1 of 6

1.0 INTRODUCTION

TABLE OF CONTENTS 1.1 INTRODUCTION..................................................................................... 2 1.2 PLANNING AND LEGISLATIVE OVERVIEW ....................................................... 3 1.3 DEFINITIONS ........................................................................................ 5


Section 1.1


1.1 INTRODUCTION The guidelines contained in this document relate to the planning, design and construction of roads, drainage, water reticulation, sewerage reticulation and other civil infrastructure for the City of Gold Coast. The roads and drainage sections have been based on the Queensland Streets and Queensland Urban Drainage Manual publications. The water and sewerage reticulation sections have been based on Queensland Water Resources Guidelines and earlier editions of Council's specifications and guidelines to provide a more performance orientated approach. In addition, Council's strategies are based on the current Policy For Developer Contribution For Water Supply and Sewerage. These guidelines have been developed in conjunction with the following documents: • Roads Standard Specifications & Drawings; • Drainage Standard Specifications & Drawings; • Water Standard Specifications & Drawings; • Sewerage Standard Specifications & Drawings; • Parks Standard Specifications & Drawings; and • Beaches and Waterways Standard Specifications & Drawings.

Where the provisions of the Land Development Guidelines conflicts with the provisions of Queensland Streets, the former takes precedence.


Section 1.2


1.2 PLANNING AND LEGISLATIVE OVERVIEW

These guidelines provide a basis for the planning and determination of development applications relating to roads, drainage, water reticulation, sewerage reticulation and other civil infrastructure with respect to the five major development goals: safety, amenity, convenience, economy and sustainability. Council has established these goals within an integrated policy framework that recognises the aims and objectives of the Corporate Plan. The Corporate Plan provides the broad direction for the City of Gold Coasts future development. The Corporate Plan is being implemented through a coordinated set of strategies, programs and actions, which includes detailed development controls. Council's codes and policies provide further information on how Council intends the Planning Scheme to be interpreted, within the context of its Corporate Objectives (refer to Appendix E for Council’s Strategic Priorities). The relationship to the Corporate Objectives is shown in the table below:

OBJECTIVES DEVELOPMENT GOALS

QUALITY OF LIFE

Respect the individual, improve health and safety, and enhance the choices available for living, working, learning, cultural and religious activities, recreation and entertainment.

AMENITY

SAFETY

CONVENIENCE

HEALTHY ECONOMY

Manage, broaden and strengthen the economic employment base of the region by encouraging enterprise that is appropriate to our economic future

ECONOMY

ENVIRONMENTAL SUSTAINABILITY

Manage growth to ensure a sustainable balance between conserving the natural environment, maintaining biodiversity and creating a functionally and visually desirable built environment.

SUSTAINABILITY

AMENITY

NATIONAL AND INTERNATIONAL PROFILE

Support the Gold Coast's position as a sustainable and exciting tourism, events and business destination.

ECONOMY


Section 1.2


1.2 PLANNING AND LEGISLATIVE OVERVIEW (cont) The Planning Scheme and the provisions of existing planning policies and any new planning scheme codes will provide the link between Council's corporate planning objectives and the standards and planning guidelines used to process applications. Appendix E (Planning and Legislative Overview Summary) contains further information regarding the planning and legislative framework for the assessment of development applications, namely: • Legislation; • Existing Planning Schemes; • Local Planning Policies; • State Planning Policies/Strategies; • International Treaties/Conventions and National Strategies; • Standard Drawing Documentation; • The Corporate Plan; • Planning Scheme Codes (under IPA); and • Planning Scheme Policies (under IPA). Council stresses that every endeavour should be made to embrace innovation using flexible approaches based on performance criteria. Council anticipates that the Planning Scheme will allow greater innovation in the application of guidelines and standards.


Section 1.3


1.3 DEFINITIONS

Applicant: The person or corporation making application to Council for approval for a proposed development.

Building Hydraulic Consultant: A person who carries out design for all

works associated with AS3500. Consulting Engineer: A Registered Professional Engineer of

Queensland (RPEQ), who shall be a Civil Engineer who has been appointed by the Developer to provide professional engineering advice to the Developer for the proposed development. Some times referred to as the consultant.

Council's Approved Conditions: Decision Notice Conditions resulting from a

development approval as defined under the Integrated Planning ACT 1997.

Developer: The person or corporation who has been

granted Development Approval by Council and must have had prepared by a Consulting Engineer a design submission for examination by Council.

Development Works: Shall include all works involving civil,

electrical, landscaping, streetscaping and any other works as a result of the development approval.

Licensed Surveyor: A Registered Surveyor whose registration

by the Surveyors Board of Queensland is endorsed to the effect that the person may perform cadastral surveys.

Registered Surveyor: A person who is registered by the Surveyors

Board of Queensland as a Surveyor.

Contractor: The person or corporation bound to execute construction and related work on behalf of the Developer.

Engineering Drawings: Drawings approved by Council for the

construction of the development.


Section 1.3


1.3 DEFINITIONS (cont) Job Specification: A specification, which has been specifically

drawn for the particular development i.e., it is job specific only.

Shall: Is used to indicate a requirement of Council

that must be complied with under any conditions specified.

Should: Is used to indicate a guideline of Council

that must be complied with unless Council decides that it can be relaxed or deleted, having regard to good engineering and planning practice.

May: Is used to indicate an option, whether for

Council or for the Developer, as the context makes clear.


Section 2


2.0 GENERAL PLANNING PRINCIPLES

TABLE OF CONTENTS

2.1 INTRODUCTION....................................................................................2 2.2 PRELIMINARY DEVELOPMENT LAYOUT .........................................................3 2.2.1 GENERAL REQUIREMENTS........................................................................3 2.2.2 AIM ..................................................................................................6 2.2.3 PRIOR TO A DEVELOPMENT APPLICATION .....................................................9 2.2.3.1 BACKGROUND RESEARCH ........................................................................9 2.2.3.2 PRELIMINARY DISCUSSIONS WITH COUNCIL ................................................. 13 2.2.3.3 GENERAL PLANNING PRINCIPLES ............................................................. 16


Section 2.1


2.1 INTRODUCTION These Guidelines have been written for the guidance of developers and their consultants who are encouraged to apply the general planning principles of this section to optimise Council's planning goals and objectives. The application of the planning principles will then form the basis for deriving the detailed requirements applicable to a particular site. It should be noted that the Standard Drawings and Specifications have been documented at a base level to provide for the innovative application of the performance based planning principles in the General Planning Guidelines.


Section 2.2


2.2 PRELIMINARY DEVELOPMENT LAYOUT 2.2.1 GENERAL REQUIREMENTS

The Guidelines are intended to be a general guide. It is appreciated that there will often be circumstances where alternative layout proposals from Consultants may be considered by Council on their merits. In relation to Roads and Streets Council has adopted the Goals and Objectives of Queensland Streets for Design Guidelines. Council has also adopted elements of the goals and objectives and design philosophy of Queensland Urban Drainage Manual (QUDM) for Stormwater Drainage. In relation to Water and Sewerage Reticulation the abovementioned goals have been adapted and enhanced. This approach will require Water and Sewerage Reticulation issues to be considered at the commencement of the planning process and to interact and integrate with other planning issues and not be considered an end of process infrastructure provision exercise. Development Concepts and final design drawings will be assessed on a performance based criteria employing the goals listed below. The development goals are summarised as follows: SAFETY - Derived from Queensland Streets and QUDM: • Accident prevention (obviously the major component in the case of

subdivision design); • Hazard mitigation (flood events mosquito and midge control, bushfire,

traffic, water supply and sewerage); • Emergency vehicles access (fire and ambulance, water supply and

sewerage); • Crime prevention "Neighbourhood" planning; safe pedestrian routes; • Community health and safety; and • Workplace health and safety.


Section 2.2


2.2.1 GENERAL REQUIREMENTS (cont)

AMENITY - Derived from Queensland Streets and QUDM • Pollution reduction e.g. traffic, noise, water, quality, scour; • Preservation and enhancement of visual amenity; • Social and community interaction/integration; • Land use compatibility; • To control and temporarily detain catchment run-off to reduce the

impact of urbanisation; • To preserve ground water supply; and • Visual appearance of infrastructure elements. CONVENIENCE - Derived from Queensland Streets and QUDM • Access to services; • Logical, efficient and accessible staged development of water and

sewerage infrastructure; • Minimum travel distances to major destinations; • Minimum travel times in low-speed environment; • Reduce car dependence by encouraging other modes of transport ie

walking, cycling, passenger transport; • Legible street layout; and • Minimise effects of frequent flood inundation. ECONOMY - Derived from Queensland Streets and QUDM • Capital cost of subdivision construction; • Maintenance costs; • User and community costs; • Economic Development; • Staged and full development infrastructure benefits and costs; and • Optimise use of existing resource. SUSTAINABILITY Sustainability in this context is defined as a comprehensive approach to site planning that is ecological in its concept, based on the premise that nothing exists in isolation and everything is interconnected.


Section 2.2



SUSTAINABILITY (cont)

Sustainability also involves an understanding of the effect on the environment of each design decision. The aim is to ensure that development can occur without future degradation of Australia's natural resources and environment. Sustainability is best achieved through the integration of professional expertise and skill. This requires a systems approach so that each problem and solution is not defined and evaluated from a single point of view. The objectives of Sustainability are as follows:

(a) Natural Resource Management In general Natural Resource Management relates to the management of the environment to preserve and conserve the ecological values particular to the development site and its surrounds, and minimise the disturbances to the natural landform. A thorough knowledge and understanding of the natural values of the development site and its surrounds is an essential prerequisite for planning the development's design and management. The regional environmental context of a development site needs to be established at the outset of the design process. (b) Flora and Fauna • Endangered, vulnerable and rare species should be identified and

linkages provided to preserve habitat types; • Long term flora and fauna viability should be preserved for the site in

terms of the context of the local area; • Recognition of habitat value of the site in the context of local and

regional open space networks; and • Development plans should link and interact with council vegetation and

environment strategies to ensure preservation of habitat values, continuity, long-term viability and preservation of open space areas that assist the preservation of species types.


Section 2.2


2.2.1 GENERAL REQUIREMENTS (cont) (c) Soils and Catchment / Stormwater Management Development should minimise soil erosion, instability of formed and natural slopes, scour and siltation. A sustainable approach to Stormwater Management should be able to integrate the movement of water through a site so that grading, layout, buildings, infrastructures and the landscape contribute to the maintenance or restoration of the hydrologic patterns of a site. Development should minimise re-arrangement of the existing landforms and the concentration of stormwater run off in pipe systems that take no account of the pre existing drainage regime and the effect on downstream ecosystems. Sustainable Stormwater Management requires a fundamental recognition of the value of Stormwater as a resource. Council has adopted QUDM (with amendments), in particular attention is drawn to Section 4 of QUDM (Planning of the Drainage System) and the principles of Water Sensitive Urban Design (WSUD). The philosophy and guiding principles of WSUD seek to integrate stormwater management into the planning and design of Urban Development to maximise environmental, economic and social sustainability. Developers and their Consultants should refer to Council’s policy document “Stormwater Quality Management Guidelines for Development Applications with Gold Coast City” for further detail information.

2.2.2 AIM (a) Street/Road Network and Lot Layout The aim of this guideline is to provide developers and their consultants with general criteria for horizontal and vertical road design for developments (residential, rural residential, industrial) and associated major roads. These aims include the objectives in Section 2.2.1, Council's philosophy for Long and Short Term Planning Horizons, Functional Road Hierarchy, Transport Planning and to provide acceptable levels of residential amenities and convenience for all street users.


Section 2.2


2.2.2 AIM (cont)

(b) Stormwater Drainage Stormwater design is to be integrated into the urban planning process using the planning and design elements set out in QUDM and principles of WSUD. This approach will place greater emphasis on the hydrologic and hydraulic elements in the design of the stormwater system. Council will assess drainage proposals with particular reference to Section 4.00 QUDM (Planning of the Drainage System) and Council’s policy document “stormwater Quality Management Guidelines for Development Applications within Gold Coast City”.

(c) Water and Sewerage Reticulation The aim of Water and Sewerage Reticulation provision is to contribute to the development of a sustainable and economic city relating to: • The appropriate use of resources to provide for proposed and long term

sustainable development; • Satisfying community obligations (adequate pressure, quantity, quality,

ease of connection, convenience of sequencing development, appropriate level of service for economically important land uses);

• The management of the infrastructure taking into account water conservation strategies, community health and safety, waste management strategies, vandalism/contamination vulnerability, and operational strategies;

• Ensuring the environment is not degraded by the failure of water supply and sewerage infrastructure and/or waste water treatment facilities;

• Limiting the density of development in areas subject to a higher risk of waste treatment facility failure eg: unsuitable soil types, steep slopes and allotment size;

• Provision of satisfactory low maintenance infrastructure, headworks / infrastructure delivery mechanisms;

• Promoting economic development and employment; • Accurate "as constructed" information for ease of connection; • Provision of infrastructure architecture consistent with local community

environment;


Section 2.2


2.2.2 AIM (cont) (c) Water and Sewerage Reticulation (cont) • Identification and preservation of the communities long term strategic

infrastructure elements; • Integration of water and sewerage planning with other community

infrastructure (strategic, wildlife, network corridors); and • Limiting Council's maintenance liability for schemes in remote areas with

a higher per capita operation and maintenance cost ratio to the population served by the development.

Various technically correct schemes are to be compared using the goals and objectives outlined in Section 2.2.1 to provide a higher quality infrastructure. As an example a comparison of Schemes could include:

• Water Reticulation

For small schemes comparison of large ground level water storage with low pump rates versus a system with small, elevated storage and high pump rates.

• Sewerage Reticulation A deep gravity sewer with minimal pump stations versus a shallow gravity system with more pump / lift stations.

(Focusing on the goals of convenience, economy and sustainability)

(d) Waterfront Development

The aim of this guideline is to provide developers and their Consultants with general criteria for design elements to be incorporated into development waterfront allotments, including canals, lakes, rivers, creeks, and ocean foreshore.

These aims include:

• Minimise maintenance for residential amenity; • Provide acceptable water quality limits; • Sustainability of foreshores;


Section 2.2


2.2.2 AIM (cont) (d) Waterfront Development (cont) • Acceptability of flood, tidal storage and flow conveyance; • Contributing positively to Council’s public foreshore and navigation

networks. 2.2.3 PRIOR TO A DEVELOPMENT APPLICATION 2.2.3.1 Background Research

Council requires that initial research be undertaken by the Developer to identify the values of the development site and place these values in a local and regional context. Such values include habitat, vegetation, visual amenity, cultural heritage, landform (topography), water quality, soil and stormwater drainage regime. This research is aimed at satisfying the following areas of planning (but not limited to):

(a) Street/Road Network and Lot Layout • Functional Road Hierarchy classification:

- Short-term hierarchy classification, - 2011 hierarchy classification;

• Long term transport needs of road reserve width; • Bus route and associated set downs; • Car parking requirements; • Bikeway and pedestrian networks; • Extra verge widths for special services; • Local problem issues eg traffic speed management, noise attenuation; • Constraints/opportunities/expected lot yield. (b) Stormwater • Drainage design criteria; • Water engineering; • Flood levels, legal points of discharge; • Building locations and floor height; • Local problem issues; • Water quality and WSUD.


Section 2.2


2.2.3.1 Background Research (cont)

(b) Stormwater (cont)

NOTE: Water Sensitive Urban Design is a new approach to urban planning and design that embodies the principles of Ecologically Sustainable Development with particular emphasis on providing more economical and environmentally appropriate ways of providing water, wastewater and stormwater solutions. There are a number of best planning practices and best management practices that support the principles of Water Sensitive Urban Design and these are documented in numerous texts and manuals. The reader is referred to Chapter 4 of the Institution of Engineers Australia publication “Australian Runoff Quality” for a detailed overview of Water Sensitive Urban Design and its associated best planning practices and best management practices. Australian Water Quality is a companion document to Australian Rainfall and Runoff and is considered to be the current industry standard for the management of urban stormwater quality.

(c) Water and Sewerage Reticulation • Level of service available, future level of service proposed; • Upgrading works consistent with infrastructure development strategies; • Local problem issues eg flow, pressure, bushfire, infrastructure staging; • State government approval processes eg use of borewater, effluent

discharge criteria, treatment plant licensing; • Key sites for infrastructure provision and associated environmental

issues; • High risk areas (fire hazards, vandalism, industrial waste, health and

safety); • Amenity issues (visual features, buffer zones, architectural features for

proposed infrastructure); • Water conservation issues (reuse, “greywater” in rural areas, landscape

planting elements). (d) General • Amenity/environment; • Council strategies - conservation and resource management/flora/ fauna

/landscape/open space/bushfire/flooding/acid sulfate/air/noise/water; • Local service authorities;


Section 2.2



(d) General (cont)

• Cultural Heritage - Aboriginal and European heritage values of both an historic and contemporary nature; social, aesthetic, scientific value;

• Community/Social values, Social Impact Assessment where needed; • Local Planning Policies; • Development Control Plans, Local Area Plans; • Recreational opportunities; • Affected flora and fauna species/population; • Planning Scheme Codes and Policies. (e) Contaminated and Acid Sulfate Soils • Contaminated Soils

Council requires that the developer examines: (i) Contaminated Land Register and;

(ii) Environmental Management Register held by the Department of

Environment and Heritage. In the event that the site is listed on either register a site contamination report detailing the extent of any soil contamination shall be submitted to Council. The report shall be of a standard that is acceptable to the Department of Environment and Heritage.

• Acid Sulfate Soils

Attention is drawn to Council's Code for the Management of Activities to be located within Areas of Acid Sulfate Soils in the City of Gold Coast City. The objective of this code is to assist in the effective management in the acknowledged issues associated with activities to be located within areas of acid sulfate soils in a proper scientific manner consistent with the principles of ecologically sustainable development.


Section 2.2



(f) Geotechnical • Steep and/or unstable slopes; • Bulk earthworks creating steep slopes or retaining structures; and • Safety issues of existing buildings and infrastructure, either within or

external to the site.

(g) Waterfront Development

• Dune Vegetation Attention is drawn to Council's Policy for the Management of Coastal Dune Vegetation. The objective of this policy is to encourage the retention and enhancement of natural dune vegetation communities along the Pacific Ocean.

• Riparian Vegetation

Council aims to protect the amenity of waterways and seeks to retain, enhance and expand areas of natural Riparian Vegetation.

• Water Quality Dead ends, long straight sections of water parallel to wind direction and narrow entranceways can all lead to unacceptable water “turn over” rates and poor water quality. Sustainability of water quality is an ongoing priority.

• Foreshore Sustainability Development of catchment areas adjacent to the foreshore can result in increases to tidal and “boat wake” impacts on foreshore areas. Foreshores may require modification to cope with these new impacts including the provision of set backs to the riparian zone, rock protection or the establishment of other foreshore management regimes to ensure ongoing sustainability.


Section 2.2



• Flood and Tidal Flows Most new waterway sites are part of larger flood and tidal systems where Council requires that the impact of new waterways on tidal and flood networks remain acceptable. Developers and their Consultants should ensure they are familiar with any flood or tidal requirements and consider the following issues prior to the commencement of waterway layouts: • Minimum fill and habitable floors levels required within the site; • Effects of any filling on flood levels external to the site; • Proposed changes in flood storage volume within the site; • Any increase in peak flow rates downstream of the site.

2.2.3.2 Preliminary Discussions With Council

Where an application is pending Council will, with the property owner’s consent, hold a Pre-Lodgement Meeting with the Applicant accompanied by its Consultant. Council has produced a standard request form to assist industry for request of a pre-lodgement meeting relating to a Development Application. For further information the Consultant should contact Council. It is not intended that the procedure become a "bureaucratic hurdle". Rather, it will provide greater certainty and consistency in relation to the assessment of development applications. (a) Street/Road Network and Lot Layout

These discussions should include the following planning issues being cognisant of the fact that Council has adopted the year 2011 as the significant year for determining transport planning requirements:


Section 2.2


2.2.3.2 Preliminary Discussions With Council (cont)

(a) Street/Road Network and Lot Layout (cont) • Council's requirements regarding the objectives of Queensland Streets; • Council's open space and recreational requirements; • How the development will provide timely access to a range of transport

services to accommodate community needs; • Appropriate provisions for suitable bus routes, walkways, bikeways and

other transport services and how the transport network impacts on the social, economical and environmental values of the area;

• That the concept layout provides a high level of safety for all users and provides acceptable levels of residential amenity and protection from the impact of traffic and establishes focal points of social interaction;

• Regional or local precinct context (wildlife corridor, transport corridor, community facilities); and

• Council's landscape requirements.

(b) Stormwater Drainage These discussions should address the design of urban stormwater drainage to be adopted for the Development taking into consideration Council's requirements in relation to WSUD, QUDM and as a minimum include: • Demonstrating how the concept layout satisfies the requirements of the

goals set out elsewhere in this section including those of WSUD and QUDM;

• Consideration of technical and regulatory aspects in relation to the existing regime; and

• Environmental and legal aspects. (c) Water and Sewerage Reticulation These discussions should address the design of water and sewerage reticulation to be adopted for the Development taking into consideration Council's infrastructure development strategies and the requirements of Council and Queensland Water Resources Guidelines (QWR) and as a minimum include:


Section 2.2


2.2.3.2 Preliminary Discussions With Council (cont) (c) Water and Sewerage Reticulation (cont) • How the concept layout assists the convenient and orderly development

necessary for the prosperity of the region; • Demonstrating how the concept layout satisfies the requirements of the

goals set out elsewhere in this section; • Identification of key infrastructure sites and environmental related

issues; • The level of infrastructure provision required to satisfy the proposed

development; • The interaction of the proposed layout and the effect of the

development on the performance of the water and sewerage reticulation infrastructure;

• Provide remote location licensing eg. biological toilets; and • Identification of water conservation strategies relevant to the

Development proposed. (d) Waterfront Development

These discussions should include the following planning issues consistent with Council’s development goals and objectives: • That the street/road network and concept layout allows for a sustainable

system of waterways such as canals or lakes; • That the concept layout makes a positive contribution to Council’s

network of navigational channels and public foreshore access ways; and • Compliance with Council’s requirements regarding the location of quay

lines, waterway regulation lines and building setback lines for boating activities associated with waterfront allotments.

SUMMARY It is considered that following the above consultative process a better understanding can emerge to integrate the possible conflicting goals and thus result in the optimum Design Concept for the Development.


Section 2.2


2.2.3.3 General Planning Principles (a) General The aim of this Guideline is to ensure the Design Concept Plan will incorporate the general planning principles and criteria listed below and in addition demonstrate compliance with Council’s requirements.

It is also intended that these General Planning Principles will, following outcomes associated with a pre-lodgement meeting, provide greater certainty and consistency in relation to ongoing consultation with Council and optimise the goals set out in Section 2.2.1. (b) Layout Principles The general layout shall take into consideration the following: • The Functional Road Hierarchy based on transport connection from

regional centres to district centres. The implications of function as distinct from volume and capacity must be specifically considered. The interaction between land use and road use to determine the most appropriate road network shall be addressed;

• Nominated connection points to the Road Hierarchy in accordance with Council's transport policy. In addition, reference is to be made to the Veitch Lister Consulting document - The Future Road Network Strategy for Gold Coast City, which establishes road network planning and level of service principles;

• Alternative Design Concepts (Main Street, Traditional Neighbourhood Design, "Grid-Iron") may be considered by Council subject to the issues raised in Section 1.8 of Queensland Streets being satisfactorily addressed;

• Queensland Transport's "Shaping Up Guidelines" illustrate the application of planning principles;

• Nominated connection points to the Water and Sewerage Reticulation infrastructure and the required development performance criteria applicable to the site in the local and regional context;

• Licensing arrangements for water and sewerage (access and disposal).

Attention is drawn to Section 7.0 of Queensland Streets, which outlines the specialist input required to develop concept designs that apply general planning principles.


Section 2.2


2.2.3.3 General Planning Principles (cont) (b) Layout Principles (cont) Council’s aim is to ensure the road and street network provides connectivity with a resultant reduction in the number of turning area facilities, (ie cul-de-sacs etc).

(c) Street Design These guidelines are based on Queensland Streets' use of branch hierarchies and narrow pavement widths as the only effective method to limit vehicle speeds in order to protect pedestrians and children in the local home environment.

These guidelines incorporate Queensland Streets' requirements to provide adequate parking using wider road reserve widths. Additional car parking will be required in clustered townhouses and duplex complexes, particularly where previous socio-economic trends indicate that similar areas will generate higher car parking demands. In providing for narrow pavement widths to limit speed and the requirement for wider road reserves for car parking, Council is cognisant of the need to achieve yield densities that efficiently utilise finite land stocks, particularly in relationship to land locality. The Major Traffic Route cross sections provide full Austroad standard facilities for car parking, cycling, vehicle traffic lanes and bus set down areas. Where traffic volumes increase, buffer and set back requirements for environmental health shall be addressed as per Queensland Streets.

(d) Turning Area Facilities These guidelines provide Council’s minimum requirements for turning areas deemed necessary following the discussions associated with Section 2.2.3.3. (i) Residential Precincts

Council’s preferred turning area facility is a cul-de-sac, however where a full turning circle is not achievable Council will consider a “Three Point Turn” complying with Section 2.12 of Queensland Streets.


Section 2.2


2.2.3.3 General Planning Principles (cont) (i) Residential Precincts (cont) Where Council’s desirable kerb radii cannot be achieved (refer Section 3.4.13 - Turning Area Horizontal Geometry) or a three-point turn facility is approved, the following criteria shall be included in the Design Concept Plan:

• Additional off – street parking to be provided (0.75 spaces per lot –

rounded up to the full space). Central island or indented parking will be considered in cul-de-sacs;

• Notwithstanding the length of arms shown in Section 2.12 of Queensland Streets, the length shall not exceed ten (10) metres measured from the centre of the three point turn;

• A maximum of three (3) lots shall front each arm of a three point turn; • No parking will be allowed within the turning area (refer Section 3.4.13 –

Turning Area Horizontal Geometry); • Driveway and parking areas to be identified; • Provision of suitable landscaping and streetscape planting; • Location of proposed services. (ii) Industrial and Commercial Precincts

Turning areas within these areas shall be a single movement cul-de-sac based on the approach and turning circle kerb radii as detailed in Section 3.4.13 (Turning Area Horizontal Geometry).

(iii) Access Lanes Access lanes are classified as dedicated roads that have an appearance of private driveways. Council does not consider the provision of an access lane as a desirable outcome. Council may consider an access lane facility subject to the following criteria: • The minimum lane reserve width shall be 12.5 metres; • Additional off-street parking to be provided (0.75 spaces per lot –

rounded up to the full space);


Section 2.2


2.2.3.3 General Planning Principles (cont)

(iii) Access Lanes (cont)

• A total of three (3) lots to be serviced from the access lane; • The length of the access lane shall not exceed fifteen (15) metres in

length measured from the nominal kerb line; • Driveway and parking areas to be identified; • Provision of suitable landscaping and streetscape planting; and • Proposed services and garbage bin pick up areas to be delineated.

(e) Bus Routes

In Developments where a bus route may reasonably be expected to be provided, the appropriateness of a particular bus route and associated facilities shall be considered with respect to:

(i) Queensland Streets (Clause 3.5 Bus Routes) and in particular that 90% of

all allotments be within a 400 metre straight line distance of a potential bus route;

(ii) The ease and directness of bus routes between local, district and regional centres; and

(ii) Interfaces with neighbourhood centres, car parking and other road access.

Attention is drawn to the provisions of the Transport Operations (Passenger Transport) Act. In this Act Council is required to refer to Main Roads all bus routes for approval.

(f) Bikeway Network In new development areas, it is essential that Bikeway Networks are planned to be separated and protected from high volume/high speed vehicle environments. Bikeway Networks should be planned to provide direct, safe, well-graded links to access Community Facilities while making use of continuous dedicated open space area networks.


Section 2.2



(f) Bikeway Network (cont) Council encourages bicycle facilities to be incorporated as part of the development process that will: (i) Be compatible with the GH & D Strategic Bikeway Strategy; (ii) Provide connectivity to neighbouring suburbs and local facilities; (iii) Provide on road bikeway allocations where no other treatment is

available; (iv) Make provision at signalised intersection for cyclists; (v) Encourage localised bicycle travel in preference to motor vehicle travel; (vi) Designate bicycle parking facilities; and (vii) Centrally locate community facilities that are more easily accessible by

bicycle. Queensland Streets Section 4.0 outlines Planning and Design Standards to improve the provision of bicycle facilities.

(g) Walkway/Trails In new development areas, a hierarchical plan of proposed access ways should provide connectivity between communities preferably separate from the major road system. Planning for footpaths should consider the provisions of Queensland Streets. Nominated trails through developments should link to existing and proposed future trails.

(h) Traffic Calming To achieve the objective of reduced speed Council requires that the vehicle speeds be limited by physical design elements as set out in Queensland Streets. Council may consider a minimal use of speed control devices and/or raised platform intersection treatments with the use of contrasting surfaces (concrete segmental paving) to reinforce the low speed environment of the local neighbourhood or minor street connection while having regard to:


Section 2.2



(h) Traffic Calming (cont) • Local traffic requirements; • Bus Routes (generally prohibited); • Provision for bikeways and pedestrians; • Noise consideration; • Street Lighting; and • Maintenance liabilities.

(i) Water and Sewerage Reticulation

The preliminary planning for water and sewerage reticulation shall consider the higher level planning elements of infrastructure and denote the proposed performance of the system at critical locations consistent with Council's strategic planning for the region eg. flow, pressure, firefighting. In addition the proposal should address high maintenance cost elements and whole of life cycle costs. Pump stations and infrastructure elements shall be located with adequate provision to minimise noise and odour. (j) Survey Criteria It is Council's survey policy that all survey information on Engineering Drawings submitted for approval shall comply with Section 7.2.2 (Survey Control). Consequently any survey required for the preliminary planning should take account of this requirement.

(k) Layout and Bush Fire Management

Consultants should consider bush fire management in accordance with Council's Bushfire Management Code and provide a layout, which includes but not limited to the following:

• Appropriate siting of the development with regard to topography and

proximity to vegetation (ie: potential bushfire hazard);


Section 2.2


2.2.3.3 General Planning Principles (cont) (k) Layout and Bush Fire Management (cont) • Avoiding development in high potential bushfire hazard areas and where

environmental constraints preclude the use of mitigation measure such as clearing and provision of access (eg: high nature conservation values, high scenic amenity, steep slopes, unstable soils, etc);

• Ensuring that the form of the development is in accordance with relevant planning documents (eg. 'AS3959 - Construction of Building in Bushfire Prone Areas'; the Queensland Government publication 'Sighting and Design of Residential Buildings in Bushfire Prone Areas'; AMCORD -'95; Council's Bushfire Management Strategy; etc; and

• Provision of fire fighting infrastructure such as fire trails/breaks and water supplies.

In high and medium potential bushfire hazard areas, a Fire Management Plan is to be submitted with the application. This Plan should identify the location of severity of the site's potential bushfire hazards using a site-based assessment and recommend remedial measures. Such measures might include: • Water storages; • Fire trails/breaks; • Subdivision design; • Location of house sites; • Recommended standards of building construction; • Clearing and landscaping; • Education of buyers; and • Advice on any necessary ongoing maintenance or management programs. The Plan should also assess the ecological impact of the chosen mitigation measures. The Plan should be prepared by a suitably qualified consultant in consultation with the local Rural Fire Brigade. Further information is contained within the Bushfire Management Strategy, which can be obtained from Council.


Section 2.2



(l) Clearing Vegetation clearing should be minimised to control weed infestation, scarring of landscapes, soil stability, provide a screening buffer to the development, construction/maintenance costs and habitat retention. Rehabilitation landscaping should be compatible with naturally occurring local vegetation, or where appropriate, in accordance with the approved landscape plan. Riparian or dunal zones near waterways such as rivers, creeks and ocean beaches should be established, retained and/or expanded.

(m) Flora and Fauna Management The application of general planning principles should incorporate features relevant to the following key issues: • Protection of rare and threatened species, habitats and retention of

adequate buffers; • Protection of areas of highest habitat value, including waterways and

natural flow paths through their inclusion in open space areas and by providing vegetated buffers;

• Identification and integration of links to neighbouring sites within open space areas and provide opportunities for wildlife movement wherever possible;

• Retention of significant intact vegetation particularly those with habitat features;

• Retention of areas of contiguous vegetation, including those on steep slopes, which have a high landscape value;

• Linkage elements to adjacent reserves such as Protected Areas under the Nature Conservation Act (National Parks, Conservation Parks), State Forests, Fish Habitat Reserves and areas protected by international treaties (eg Ramsar sites, World Heritage listed sites); and

Compliance with Council's Nature Conservation Strategy. This may include modification or increased sizing of culvert structures and / or bridges to accommodate additional requirements for passage of native fauna.


Section 2.2


2.2.3.3 General Planning Principles (cont) (n) Stormwater Management The application of the general planning principles should consider creek protection, stormwater management corridors and proposed filling necessary to allow development to occur. This may include, where deemed appropriate by Council, the provision of a drainage reserve of sufficient width to contain fully developed Q100 flows over any natural watercourse. Consultant’s attention is drawn to the Institution of Engineers, Australia (Qld) Soil Erosion and Sediment Control Guidelines. Design for stormwater should include the design principles of water sensitive urban design. Developers should be encouraged to introduce this form of control and consideration will be given to innovative design in stormwater control.

(o) Conditions and Statutory Requirements In conjunction with the application of general planning principles the following conditions and statutory requirements shall be satisfied: • Council's general requirements including minimum flood development

level; local planning scheme policies, codes and strategies; • Any Conditions required by:

(i) Department of Environment and Heritage; (ii) Department of Main Roads; (iii) Department of Natural Resources and Mines; (iv) ENERGEX; (v) Telecommunication Utilities; (vi) Department of Primary Industry - Water Resources, Fisheries and

Forestry, Beach Protection Authority; (vii) Downstream Drainage Discharge Rights; (viii) Clearance for works on land not owned by the Developer; or (ix) Others (as necessary).


Section 2.2



(p) Public Foreshore Access Network Consultants should consider the existing network of public foreshore access ways along Council’s beaches and waterways to ensure that new waterfront development makes a positive contribution to this network.


Section 3


3.0 ENGINEERING INFRASTRUCTURE – DESIGN REQUIREMENTS

TABLE OF CONTENTS

3.1 INTRODUCTION..................................................................................... 4 3.2 DESIGN REQUIREMENTS - EARTHWORKS........................................................ 5 3.2.1 GENERAL ............................................................................................ 5 3.2.2 CONTAMINATED SOILS AND ACID SULFATE SOILS ............................................. 5 3.2.3 COMPRESSIBLE SOILS .............................................................................. 5 3.2.4 EROSION AND SEDIMENT CONTROL MANAGEMENT PLAN..................................... 5 3.2.5 CLEARING ........................................................................................... 6 3.2.6 MATERIAL FOR FILLING ........................................................................... 8 3.2.7 CUT/FILL BATTERS AND EARTH RETAINING STRUCTURES ................................... 9 3.2.8 TREATMENT OF ADJOINING PROPERTIES ......................................................14 3.2.9 TREATMENT OF DAMS/PONDS AND EMBANKMENTS ..........................................14 3.2.10 FINAL EARTHWORKS PRESENTATION...........................................................15 3.2.11 TOPSOILING AND GRASSING.....................................................................16 3.3 DESIGN REQUIREMENTS - PAVEMENTS .........................................................17 3.3.1 GENERAL ...........................................................................................17 3.3.2 PROCEDURE........................................................................................17 3.3.3 MINIMUM PAVEMENT THICKNESS................................................................18 3.3.4 DESIGN TRAFFIC - MAJOR TRAFFIC ROUTES ..................................................18 3.3.5 CONCRETE PAVEMENTS ..........................................................................18 3.3.6 FULL DEPTH ASPHALT............................................................................19 3.3.7 TREATED PAVEMENT MATERIALS ...............................................................19 3.4 DESIGN REQUIREMENTS - ROADS AND BIKEWAYS ............................................24 3.4.1 GENERAL ...........................................................................................24 3.4.2 NOMINAL ROAD RESERVE WIDTHS ..............................................................24 3.4.3 GEOMETRIC DESIGN STANDARDS ...............................................................24 3.4.4 DESIGN SPEED .....................................................................................25 3.4.5 HORIZONTAL ALIGNMENT AND INTERSECTION DESIGN......................................25 3.4.6 GRADES.............................................................................................26 3.4.7 VERTICAL ALIGNMENT............................................................................27 3.4.8 CROSSFALLS .......................................................................................27 3.4.9 ON - STREET PARKING ...........................................................................28 3.4.10 FOOTPATH VERGE ALLOCATION ................................................................28 3.4.11 KERB AND CHANNEL ..............................................................................28 3.4.12 ROAD SHOULDERS (NO KERB AND CHANNEL) .................................................29 3.4.13 TURNING AREA HORIZONTAL GEOMETRY .....................................................30 3.4.14 PAVEMENT TAPERS ...............................................................................31 3.4.15 SERVICE CONDUITS ...............................................................................31 3.4.16 TRAFFIC CALMING ................................................................................32 3.4.17 ENTRY TREATMENT / THRESHOLD TREATMENT ..............................................32 3.4.18 ASPHALT SURFACING.............................................................................33


Section 3


TABLE OF CONTENTS (cont)

3.4.19 SURFACE TREATMENT - EXCLUDING ASPHALT................................................33 3.4.20 SIGNS AND PAVEMENT MARKINGS ..............................................................33 3.4.21 FLEXIBEAM GUARDRAILS .........................................................................34 3.4.22 ROAD EDGE GUIDE POSTS .......................................................................34 3.4.23 BIKEWAYS ..........................................................................................35 3.4.24 BUS ROUTES .......................................................................................37 3.4.25 SERVICE ROADS....................................................................................37 3.4.26 ROAD BRIDGE AND MAJOR CULVERT STRUCTURES ..........................................38 3.4.27 PEDESTRIAN BRIDGES ............................................................................42 3.4.28 ALLOTMENT ACCESS DESIGN ....................................................................43 3.4.29 DRIVEWAY DESIGN ................................................................................43 3.4.30 STREET NAMES ....................................................................................43 3.4.31 STREETSCAPE PLANTING.........................................................................43 3.4.32 KERB NUMBERING.................................................................................44 3.5 DESIGN REQUIREMENTS - STORMWATER DRAINAGE .........................................45 3.5.1 GENERAL ...........................................................................................45 3.5.2 AIM ..................................................................................................45 3.5.3 EXTENT OF DRAINAGE WORKS ..................................................................45 3.5.4 EXISTING DRAINAGE ..............................................................................48 3.5.5 DOWNSTREAM DRAINAGE REQUIREMENTS.....................................................49 3.5.6 STANDARDS FOR DRAINAGE RESERVES IN PUBLIC OPEN SPACE ............................50 3.5.7 DRAINAGE - DESIGN CRITERIA...................................................................51 3.5.7.1 HYDROLOGIC METHODS (REFER 5.01.3(D) QUDM) ...........................................51 3.5.7.2 COEFFICIENT OF RUNOFF (REFER 5.04 QUDM) ETC..........................................52 3.5.7.3 STANDARD INLET TIMES (REFER 5.05.4 QUDM)...............................................53 3.5.7.4 OVERLAND FLOW (REFER 5.05.5(C) QUDM)...................................................53 3.5.7.5 DESIGN STORMS - AVERAGE RECURRENCE INTERVAL (REFER 5.06 QUDM) ...............53 3.5.7.6 INTENSITY - FREQUENCY - DURATION DATA (REFER 5.07 QUDM) .........................55 3.5.7.7 MAJOR DRAINAGE SYSTEM (REFER 5.08.2 QUDM)............................................56 3.5.7.8 FLOW DEPTH AND WIDTH LIMITATIONS (REFER TABLE 5.08.1 QUDM) ....................57 3.5.7.9 GULLY INLET TYPES (REFER 5.10.1 QUDM) ...................................................58 3.5.7.10 INTERSECTIONS (REFER 5.10.3(D) QUDM).....................................................59 3.5.7.11 FIELD INLETS (REFER 5.10.4 QUDM) ...........................................................59 3.5.7.12 MANHOLES (REFER 5.11.1 QUDM) ..............................................................61 3.5.7.13 MANHOLE TOPS (REFER 5.11.2 QUDM) ........................................................61 3.5.7.14 REDUCTION IN PIPE SIZE (REFER 5.11.4 QUDM)..............................................61 3.5.7.15 DRAINLINE LOCATION (REFER 5.12 QUDM)....................................................61 3.5.7.16 PIPE AND MATERIAL STANDARDS (REFER 5.13 QUDM) AND STRUCTURAL DESIGN OF

PIPELINES AND MANHOLES (REFER QUDM 5.14) ..............................................62 3.5.7.17 ROOF AND ALLOTMENT DRAINAGE SYSTEM (REFER TABLE 5.18.3, TABLE 5.18.4 AND

TABLE 5.18.6 QUDM) .............................................................................64 3.5.7.18 HYDRAULIC CALCULATIONS (REFER 5.21 QUDM).............................................64 3.5.7.19 START HYDRAULIC GRADE LEVEL (REFER 5.21.6 QUDM)....................................65 3.5.7.20 PIPE CAPACITY (REFER 5.21.7 QUDM) .........................................................65


Section 3



3.5.7.21 FREEBOARD AT INLETS AND JUNCTIONS (REFER 5.21.5 QUDM) ...........................66 3.5.7.22 DISCHARGE TO TIDAL AND OTHER WATERWAYS (REFER 7.00 QUDM).....................66 3.5.8 STORMWATER QUALITY IMPROVEMENT DEVICES .............................................67 3.5.9 GROSS POLLUTANT CONTROL DEVICES........................................................68 3.5.9.1 INTRODUCTION....................................................................................68 3.5.9.2 SOURCE AND TYPE OF POLLUTANT ............................................................69 3.5.9.3 SAFETY .............................................................................................69 3.5.9.4 MAINTENANCE .....................................................................................70 3.5.9.5 LOCATION OF GROSS POLLUTANT CONTROL DEVICES ......................................70 3.5.9.6 GROSS POLLUTANT CONTROL DEVICE DESIGN RECURRENCE INTERVAL ..................71 3.5.9.7 HYDRAULICS AT GROSS POLLUTANT CONTROL DEVICES ....................................71 3.5.9.8 EXISTING DRAINAGE - RETROFITTING..........................................................72 3.5.9.9 ACCEPTABLE GROSS POLLUTANT CONTROL DEVICES........................................72 3.5.9.10 ALTERNATIVE GROSS POLLUTANT CONTROL DEVICE DESIGNS .............................72 3.6 DESIGN REQUIREMENTS - WATERFRONT DEVELOPMENT ....................................84 3.6.1 GENERAL ...........................................................................................84 3.6.2 WATERWAYS (CANALS, LAKES, TIDAL WATERS, CREEKS, RIVERS AND OTHER

WATERWAYS)......................................................................................84 3.6.3 CONSTRUCTED LAKES ............................................................................85 3.6.4 NATURAL WATERWAYS (CREEKS, RIVERS AND STREAMS) ...................................85 3.6.5 TIDAL WATERS ....................................................................................85 3.6.6 OCEAN BEACHES ..................................................................................85 3.7 DESIGN REQUIREMENT - STREET LIGHTING ...................................................86 3.7.1 GENERAL ...........................................................................................86 3.7.2 OBJECTIVES........................................................................................86 3.7.3 RELEVANT STANDARDS...........................................................................86 3.7.4 STREET LIGHTING CLASSIFICATION ............................................................87 3.7.5 ENERGEX TARIFF ..................................................................................89 3.7.6 LUMINAIRES ........................................................................................89 3.7.7 POLE LOCATION...................................................................................89 3.7.8 ROUNDABOUTS ....................................................................................90 3.7.9 GENERAL ...........................................................................................90 3.8 DESIGN REQUIREMENTS – IRRIGATION SYSTEMS ..............................................91 3.8.1 GENERAL ...........................................................................................91 3.8.2 ENVIRONMENTAL CONSIDERATIONS ............................................................91 3.8.3 IRRIGATION SYSTEM REQUIREMENTS...........................................................91 3.8.4 VANDALISM.........................................................................................91 3.8.5 AS CONSTRUCTED REQUIREMENTS .............................................................92 3.8.6 OPERATION AND MAINTENANCE MANUAL .....................................................92


Section 3.1


3.1 INTRODUCTION These Guidelines provide "deemed to comply" and "end product" criteria, which indicate the minimum standards required for the submission of Engineering Drawings and Associated Documentation for Council approval. It is anticipated that compliance with the Guidelines will save considerable time to Consultants and Council staff. In addition it is envisaged that it will assist in the implementation of procedures to be installed for checking by approved 3rd Party Certified Consultants.


Section 3.2


3.2 DESIGN REQUIREMENTS - EARTHWORKS 3.2.1 GENERAL

These Guidelines provide Council's minimum standards for developments encompassing clearing, contaminated soils, filling, earth retaining structures, earthworks, topsoil and grassing.

3.2.2 CONTAMINATED SOILS AND ACID SULFATE SOILS Areas that have been identified in Section 2.2.3.1(e) [Contaminated and Acid Sulfate Soils] should be treated as required by Council Code and the Environmental Protection Agency. The design shall accommodate these requirements.

3.2.3 COMPRESSIBLE SOILS Existing areas, which have compressible soils and are intended to be developed for urban use (including roads and parks) will be required to be preloaded (or other approved methods) in order to achieve a suitable level of consolidation and stability.

It is the consulting engineer's responsibility to provide an appropriate design and to ensure that the quality and workmanship provided on the development are consistent with the design provisions, relevant Australian Standards and relevant codes of practice. Council will require areas identified to be preloaded (or other approved method) to be detailed on the design engineering drawings. Prior to Council formally accepting the works 'on maintenance', certification by the consulting engineer and test results must be submitted (for standard and modified compactive effort refer to Australian Standard 1289).

3.2.4 EROSION AND SEDIMENT CONTROL MANAGEMENT PLAN Council requires an Erosion and Sediment Control Management Plan to be submitted for approval and prepared in accordance with Council’s current edition of the “Erosion and Sediment Control Code”. This code refers to the Institution of Engineers Australia (Qld) Soil Erosion and Sediment Control Guidelines and Guidelines for the control of stormwater pollution from building sites. Other useful reference can be found in the New South Wales Department of Housing Guidelines: Soil and Water Management for Urban Development - Morse McVey & Associates and include:


Section 3.2


3.2.4 EROSION AND SEDIMENT CONTROL MANAGEMENT PLAN (cont) • Assessment of earthwork impact and integration with planning and

design; • The conservation of topsoil; • Diversion of clear water away from disturbed areas; • The minimisation of areas of soil exposure, vegetation disturbance and

slopes (grades and length); • Controlling topsoil and water runoff; • Stabilisation of disturbed areas; • Removal of temporary sediment control structures as soon as possible. The performance criteria that should generally apply are: • Control of pollution by nutrients etc ........................... (1 year event) • Control of sediment and trash pollution........................ (2 year event) • Soil and waste management structure stability.............. (20 year event)

3.2.5 CLEARING Clearing shall be executed in accordance with Council's current Standard Specification SS3 - Specification for Clearing and Grubbing for Infrastructure, Roadways and Designated Areas and generally kept to a minimum to comply with current Regulations, By-Laws and Council's Conditions of Approval. Indicative minimum environmental considerations are detailed in Section 9.00 of QUDM. Prior to the design phase, trees and vegetation of significance (as nominated by Council) should be identified by the developer in order that damage/disturbance can be minimised by appropriate design and practices. Trees and vegetation that form part of riparian and / or dual buffer zones along rivers, creeks, waterways or the ocean beaches are of special significance and should be clearly identified and planned for by the developer. Prior to clearing commencing the developer shall submit for Council's approval a completed "Application for Vegetation Management Approval" and shall comply with "GCCC Guidelines for Fauna Removal from Land Subject to Development Approval". Council will assess the application in accordance with these requirements. Where fauna relocation is required by Council the developer shall comply with the Habitat Permit Guidelines in the Nature Conservation Act.


Section 3.2


3.2.5 CLEARING (cont)

Where areas of development are to be dedicated under the control of Council (eg parks) no trees or vegetation shall be damaged or removed without the prior written permission of Council. However, subject to specific written direction from Council dead dying or dangerous trees should be removed from these areas. These written instructions will have emerged from general criteria established in Section 2.2 (Preliminary Development Layout). Trees on existing roads shall not be damaged or removed without the approval of Council. All such trees affected by the works are to be shown and detailed on a Layout Plan. The Plan together with proposed protection measures are to be submitted to Council for approval. Where clearing for developments in eroded areas is proposed, the vegetation retention criteria in the I.E. Aust (Qld) Soil Erosion And Sediment Control publication shall be considered and in particular the following quote: "The identification of high-value vegetation requires the advice of local experts”. The following general criteria should be considered when developing sites in wooded areas (North Carolina SCC & DEHNR, 1993): • Leave critical areas (such as watercourses, floodplains, steep slopes

and wetlands) with desirable trees in their natural condition or only partially cleared;

• Locate roadways, storage areas and parking pads away from valuable tree stands. Follow natural contours, where feasible, to minimise cutting and filling in the vicinity of trees;

• Select trees to be preserved before sighting roads, buildings, or other structures;

• Minimise trenching in areas with trees. Place several utilities in the same trench;

• Designate groups of trees and individual trees to be saved on the erosion and sedimentation control plan;

• Do not excavate, traverse, or fill closer than the drip line, or perimeter of the canopy, or trees to be saved.

On slopes steeper than 10%, special consideration should be given to the retention of ground cover. The cost penalty for the removal of the existing ground cover should be increased requirements for the use of erosion control blankets, mulch, and/or other suitable erosion control measures. Similarly, special consideration should also be given to the retention of vegetation on shaded areas or steep slopes with a southern aspect."


Section 3.2


3.2.5 CLEARING (cont)

Attention is drawn to the requirement for disposal of timber and refuse as set out in Council's current Standard Specification SS3.

3.2.6 MATERIAL FOR FILLING Structural fill is defined as any filling, which will or may be required to support structures or pavements or for which it is intended time dependent settlement will be required. (a) Unsuitable Materials The following are generally considered unsuitable as structural fill: (i) Organic soils; (ii) Silts; (iii) Waste material from building and demolition sites; (iv) Materials prone to dissolving or which undergo physical or chemical

changes or exposure to moisture; (v) Contaminated soils including noxious, hazardous and deleterious

materials. Such material except for (iv) and (v) above may be confined to non-critical areas as designated and approved by Council. Contaminants shall be dealt with in accordance with the relevant Acts, Local Laws or Regulations having jurisdiction over the Development. (b) Suitable Materials Structural fill will generally be naturally occurring earth, soil and rock with the exceptions stated above, capable of being compacted to support commercial and/or residential developments and associated infrastructure. Special Geotechnical consideration will be required for the use of: (i) Clays of high plasticity which may be reactive and need to be selectively

placed within the filling and under strict moisture and density control; (ii) Material which, after compaction, contains large particles and may lead

to difficulties in the excavation of trenches for footings or services or driving of piles or drilling of piers;

(iii) Over wet materials, as may be encountered in low lying areas; (iv) Single-sized or gap graded gravels or rock fill which will not break down

upon compaction, leaving voids into which finer material may subsequently migrate;

(v) Saline, chemically aggressive, or polluted soils; (vi) Carbonate soils where acid disposal may occur; (vii) Acid sulfate soils.


Section 3.2


3.2.6 MATERIAL FOR FILLING (cont) (b) Suitable Materials (cont)

(viii) Areas of known or suspect low slope stability

3.2.7 CUT/FILL BATTERS AND EARTH RETAINING STRUCTURES

(a) Batters Unless approved otherwise by Council cut and fill batters shall comply with the following requirements: (i) BATTERS WITHIN ROAD RESERVES

RESIDENTIAL, COMMERCIAL AND INDUSTRIAL STREETS Within these areas cut/fill batters are not desirable and shall be in strict accordance with standard drawing Nos. 03-02-001 to 03-02-004. Council may approve otherwise on request by a formal submission. PARK LIVING /RURAL STREETS Cut/Fill Batters shall be to maximum slope of 1 in 2 in accordance with Standard Drawing 03-02-003. Stabilisation by vegetation shall commence immediately following completion of bulk earthworks. The batters shall be drained in an approved manner to prevent damage occurring. Council may request a full Geotechnical engineering report (prepared by a qualified and experienced Geotechnical Engineer) certifying the stability of the Cut/Fill Batter.

(ii) BATTERS WITHIN PRIVATE PROPERTY

Batters shall be to a maximum slope of 1 in 2. Stabilisation by vegetation shall commence immediately following completion of bulk earthworks. Batters shall not straddle allotment boundaries or extend into existing or proposed parkland and/or bushland reserve. Batters steeper than 1 in 2 slopes shall be retained (as set out in Section 3.2.7 (b) Retaining Structures). All platforms resulting from Cut/Fill operations shall comply with standard requirements for drainage of allotments to the street at an absolute minimum slope of 1 in 150. Benching shall be required where any proposed freestanding batter height exceeds 2.5m. The minimum width of benching shall be 1.0m with a minimum slope of 1 in 100 towards the lower face. The benching shall be vegetated to prevent erosion.


Section 3.2


3.2.7 CUT/FILL BATTERS AND EARTH RETAINING STRUCTURES (cont)

(ii) BATTERS WITHIN PRIVATE PROPERTY (cont)

The absolute maximum height of any freestanding Cut/Fill batter with benching shall be 5.0 metres.

(iii) BATTERS WITHIN PUBLIC OPEN SPACE Batters should be to a maximum slope of 1 in 6. Stabilisation and vegetation shall commence immediately following completion of bulk earthworks. Batters to a maximum slope of 1 in 2 may be approved subject to Geotechnical advice and/or acceptable landscape treatment.

(iv) BATTERS TO WATERWAYS SUCH AS LAKES, CANALS, RIVERS OR STREAMS. The maximum constructed batter slope above the high water mark that falls towards a lake, canal, river, stream or other waterway shall be 1:4.5 (V:H). The batter slope shall continue to the building line, which shall be at or above the 1:100 year flood level. The remainder of the property should fall to the street frontage. Typical details are shown on Council’s Standard Drawing 03-04-004. The location of Quay Lines, Waterway Regulation lines, Building Setbacks Lines and Revetment Regulation Heights are shown on Council’s Waterway Development Control Maps. Refer to Council’s Planning Scheme.

(b) Retaining Structures

(i) GENERAL

Any earth retaining structure including, but not limited to

• Boulder walls • Gravity retaining walls • Cantilever retaining walls • Crib walls • Sleeper walls (timber retaining structures are not desirable) should be detailed on the Engineering Drawings submitted for Council's approval. These should be shown in Plan and Cross-Sectional Elevation. Each such retaining structure over 1.0 metre in height shall be covered by a Consultant's Structural Certification and submitted for Council's approval. Unless approved otherwise by Council the following requirements shall apply to retaining structures.


Section 3.2



(i) GENERAL (cont)

• For private property, retaining structures shall not encroach onto any adjoining property or road reserve

• Retaining structures should generally be located on the “low side” property and positioned such that the property boundary is setback a minimum distance of 0.6 metres from the top of the rear of the retaining structure. Typical example is show below:

• Retaining structures shall be designed in accordance with the relevant Australia Standard (ie AS4678);

• Retaining structures shall be designed to give a neat architectural and aesthetic appearance;

• Where property boundaries are located at the bottom of retaining structures, they shall be so located to provide a minimum setback distance of 0.6 metres to the “toe” of the face of the retaining structure;

• Retaining structures shall drain discharge to the street or other legal point of discharge;

• Timber structures are not permitted within 1.5 metres of property boundaries to private property, public open space or road reserve;


Section 3.2



(i) GENERAL (cont) If batters and / or earth retaining structures are not shown on Engineering Drawings, and are constructed in accordance with these guidelines, the development will not be accepted ‘On Maintenance” until necessary certifications are received and approved by Council. If batters and / or earth retaining structures are not shown on Engineering Drawings, and are not constructed in accordance with these guidelines, the development will not be accepted “On Maintenance” until necessary certifications are received and approved by Council where the constructed structure is considered by Council to be acceptable planning outcome. Walls shall not impose any structure loading on an adjoining structures, this includes underground utility services. Drawings must be shown on “As Constructed” drawings.

(ii) RETAINING STRUCTURES WITHIN ROAD RESERVES Retaining structures are not permitted within the road reserve. (it is recommended that retaining structures be located a minimum of 0.6m from the boundary). Council may approve otherwise on request by a formal submission. (eg: in the median of a divided road)

(iii) RETAINING STRUCTURES WITHIN PRIVATE PROPERTY

• Residential, Park Living and Rural Precincts Within these areas retaining structures over 1.5 metres in height are to be stepped 1.0 metre (horizontally) for each 1.5 metres in height to a maximum height of 3.0 metres. Council may approve otherwise on request by a formal submission, including supporting geotechnical and structural detail. • Industrial and Commercial Precincts Retaining structures should be to a maximum height of 5.0 metres. Council may approve otherwise on request by a formal submission, including supporting geotechnical and structural detail.


Section 3.2



(iv) RETAINING STRUCTURES WITHIN PUBLIC OPEN SPACE

Retaining structures should be to a maximum height of 0.6metre. Council may approve otherwise on request by a formal submission. Retaining structures shall be constructed to minimise maintenance requirements.

(v) RETAINING STRUCTURES FOR OCEAN BEACHES

No development can commence along areas of ocean beachfront until such time as the subject property has been protected by a boulder wall that is certified by an appropriately qualified and experienced Consulting Engineer to meet the requirements shown on Council’s Standard Drawings 03-04-001 and 03-04-002. Refer to Section 7.5 of these Guidelines for details.

(vi) RETAINING STRUCTURES FOR WATERFRONT DEVELOPMENT Council requires that edge protection for waterways be sustainable. Riparian buffers are preferred to structural edge protection but only where an impact assessment has shown that such treatment will remain sustainable. Where retaining structures (revetments either concrete walls or rock walls) associated with waterfront development are required they shall be designed by an appropriately qualified and experienced Consulting Engineer. Certifications of structural detail and stability shall be provided to Council for approval. Developers and their Consultants should assess the likely performance and stability of any retaining structures for a wide range of possible waterway changes within the next sixty (60) years. The following criteria should be considered in the design of retaining structures: • Top of wall generally no lower than RL 1.2m AHD. • Minimum foreshore erosion/accretion envelope of 1.0m in Gold

Coast tidal waters • Changes to water quality


Section 3.2



(vi) RETAINING STRUCTURES FOR WATERFRONT DEVELOPMENT (cont) • Natural meandering process • Sea level rise • Increased boating traffic • Increased tidal volume upstream due to future development • Increased flows due to developed catchments • Changed in sediment transport availability • Other factors

3.2.8 TREATMENT OF ADJOINING PROPERTIES

Where earthworks/retaining structures are adjacent to existing residential or commercial developments, cross-sections showing the batter or retaining wall in relation to the adjoining boundary use must be shown. The toe of any fill batter or top of any cut batter should be a minimum 300 mm clear of the boundary line with the adjoining property. The effects on the drainage of adjoining properties of any cut or fill operation must be considered and details shown on the Engineering Drawings. No ponding or nuisance from stormwater runoff will be accepted.

3.2.9 TREATMENT OF DAMS/PONDS AND EMBANKMENTS All works involving construction of, or alterations to dams, must be supported by engineering drawings and a cover letter / report prepared by a suitably qualified and experienced Consulting Engineer. A Construction Bond to be agreed with Council must also be lodged for these works.

Dams and embankments must be designed to ensure that the following issues are addressed: • Embankments and associated outlet structures are not built any closer

than 3 metres from property boundaries; • All dams must incorporate a spillway at the top of the embankment

allowing free surface flow (a pipe outlet may also be incorporated), to ensure that the location of the outflow is controlled for all flow rates;

• No change to the location of flows from the subject site. Spillways and outlets must be built in the same location as the natural location of overland flow;


Section 3.2


3.2.9 TREATMENT OF DAMS/PONDS AND EMBANKMENTS (cont) • Spillways must be designed for some allowance for a freeboard between

water level and top of the embankment, ensuring the embankment is not breached and increasing the risk of erosion of the embankment;

• The Consulting Engineer must give appropriate consideration to hydrology, flow rates and spillway sizing and level, and upstream ground levels to ensure that the water surface does not intrude onto upstream properties;

• The spillway face and associated works must be designed to prevent scour and erosion;

• Embankments must be designed and constructed to ensure geotechnical stability in accordance with a geotechnical report prepared by a suitably qualified and experienced Geotechnical Engineer.

• Any proposal to dredge out dams for maintenance or enlarging capacity must have regard to water quality requirements.

• Compliance with relevant Australian Standards, and relevant State Government (IPA) requirements and procedures.

In the treatment of dams/ponds the earthworks design should address the issues related to artificial wetlands such as wildlife habitats and nutrient sinks. Refer also Section 2.2.1 (c). Where dams/ponds are to be removed and backfilled:

(i) Dams should be dewatered and all unsuitable material removed from the

site and spoiled; (ii) The dam wall is to be levelled to the original ground level.

The integrity of the drainage lines to and from the dam must be ensured. An alternative drainage path should be included into the drainage design to replace the drainage path the dam provided prior to its being filled. The backfill shall be approved selected fill compacted in layers to the requirements set out in Council's current Earthworks Standard Specification.

3.2.10 FINAL EARTHWORKS PRESENTATION

Prior to grassing of all disturbed areas, the finished earthwork levels should be in accordance with the Engineering Drawings. In general the minimum grade should be: • 1 in 150 in clay soils • 1 in 200 in sands In addition to the above grading requirements, the appropriate measures to comply with the Erosion and Sediment Control Management Plan are to be implemented.


Section 3.2


3.2.11 TOPSOILING AND GRASSING

(a) Topsoil Topsoil to all disturbed areas including allotments and verges should be 100mm minimum compacted thickness and comply with Council's current Earthworks Standard Specification.

(b) Grassing The minimum Council requirement, following the placing and spreading of topsoil to disturbed areas, should be approved grass seeding. Where storm water drainage overland flow paths or swales etc are constructed the minimum grassing requirement shall be cover turf or an equivalent treatment approved by Council.


Section 3.3


3.3 DESIGN REQUIREMENTS - PAVEMENTS 3.3.1 GENERAL

These guidelines provide Council’s minimum standards for road pavements for developments based on Council’s Road Classification. They shall be read in conjunction with Council’s current Standard Specifications and Drawings.

3.3.2 PROCEDURE

(a) General Generally the minimum pavement thickness will be determined by using Council’s Road Classification and relevant Vehicles Per Day (VPD) in accordance with Section 3.3.3 (a) (Road Classification – Vehicles per Day (VPD). However where deemed necessary by Council the minimum pavement thickness for Major Traffic Routes may be determined by estimated traffic volumes based on Equivalent Standard Axles (ESA’s) in accordance with pavement design manuals nominated in Section 3.3.3 (b) (Traffic Volumes – Equivalent Standard Axles - ESA’s). Evaluation of the sub-grade for either method is required to ensure the pavement thickness chosen, is adequate for the design traffic loads. Irrespective of the pavement design method adopted, the four day soaked CBR (test for the pavement, gravel and sub-grade) shall be the basis for determining final pavement thickness. (b) Frequency Of Sub-grade Sampling

The frequency of sampling for determination of the soaked CBR tests is to be agreed between the Consultant and Council, taking into consideration the following:

(i) Generally sampling should be randomly located in each proposed road; (ii) Sampling should be undertaken on sections of significantly different sub-

grade strength and generally in the position of the outer wheel path; (iii) A sketch plan of the location of tests shall be submitted to Council with

the test results for pavement design approval.


Section 3.3


3.3.3 MINIMUM PAVEMENT THICKNESS (a) Road Classification And Vehicles Per Day – VPD Unless otherwise determined by Council, the Design Volumes are as shown on the Typical Cross Sections of Council’s Standard Drawings. The minimum pavement and course thickness for each Road Classification shall be as shown in tables 3.3A, 3.3B, 3.3C, and 3.3D. The minimum pavement and course thickness for public car parks shall be as for Access Streets 400VPD. (b) Traffic Volumes – Equivalent Standard Axles – ESA’S Where deemed necessary by Council the minimum pavement course thickness for Major Traffic Routes shall be determined by reference to Section 3.3.4 and in accordance with the requirements of the current documents as follows: • Queensland Transport Pavement Design Manual; • Austroads Pavement Design Manual (where relevant).

3.3.4 DESIGN TRAFFIC - MAJOR TRAFFIC ROUTES Where relevant, as determined by Council, design traffic for major traffic routes shall be as shown in Table 3.3 E below. Higher ESA values may need to be used on existing major traffic routes: TABLE 3.3E: Design Traffic – ESA’s

ROAD CLASSIFICATION DESIGN TRAFFIC - ESA Two Lane Road – Urban / Rural 3.7 x 10 5 Four Lane Road – Urban / Rural > 1.0 x 10 7

3.3.5 CONCRETE PAVEMENTS

Full depth concrete roads are generally used only on heavily trafficked roads, however a full depth concrete road maybe designed for local streets. Where such an option is adopted by the consultant, the concrete pavement must be designed in accordance with “Pavement Design – Guide to the Structural Design of Road Pavements” (AustRoads). Special attention must be paid to the jointing details in regard to rideability and the provision of additional conduits for future services. If chosen, concrete pavement design for any road classification shall be submitted to Council for approval.


Section 3.3


3.3.6 FULL DEPTH ASPHALT

Full depth pavements are not generally used for local streets. However, they maybe used in areas where speed of construction is critical, such as on major roads or narrow pavement widening. Full depth asphalt must be underlain by a minimum of 100mm thick granular working platform. Any full depth pavement design, where proposed, must be submitted to Council for approval. The following reference publications must be used when determining detailed design pavement depths:

• Pavement Design Guide for Lightly Trafficked Road (AustRoads); • Pavement Design - A Guide to the Structural Design of Road Pavements

(AustRoads); and • Pavement Design Manual (Queensland Transport).

3.3.7 TREATED PAVEMENT MATERIALS

Treated pavements, which may include cement stabilisation or other stabilisation of sub-base material and treatment of imported base course material, are acceptable to Council. However, full details of the proposal must be submitted to Council for approval. A NATA registered laboratory must undertake all the required testing. (i) Cement Treated Materials

The properties of a cement treated layer are influenced by the nature of the material to be stabilised, percentage and type of additive, and the efficiency of the mixing process.

Cemented materials shall be designed in accordance with the Queensland

Main Roads Pavement Design Manual. The proposed design, together with the results of tests to be undertaken in determining the design and proving adequacy of the material to satisfy design requirements, must be submitted to Council at least two weeks prior to undertaking the work.


Section 3.3


RESIDENTIAL STREETS MINIMUM PAVEMENT THICKNESS (mm)

TABLE 3.3A REFER DRAWING 03-02-001

R O A D C L A S S I F I C A T I O N CBR OF

SUBGRADE

Access Street

Collector

Street

0 - 400 VPD 401 - 750 VPD 3000 VPD

1 660 * 725 * 800 *

2

480 525 * 590 *

3

390

420

475

4

330

360

405 5 290 320 360 6 265 285 325 7 240 260 290 8 225 245 275 9 210 225 260

10 200 220 240 11 200 205 230 12 200 200 220 13 200 200 210 14 200 200 200 15 200 200 200

MINIMUM COURSE THICKNESS (mm) Asphalt Surfacing

25 25 25

Base Course Class 1B - CBR 60

100 100 100

Sub-base Class 2 - CBR 45

100 100 100

Below Sub-base Class 3 - CBR 15

100 100 100

* The pavement thickness in this range may be reduced subject to appropriate subgrade strengthening or incorporation of a modified design utilising cement treated gravels being approved by Council.

VPD = Vehicles Per Day NOTES:

(i) CBR shall be the 4 day soaked CBR value at 100% Standard Compaction and OMC and tested using a 4.5Kg surcharge weight.

(ii) The total pavement thickness is in millimetres and includes the Asphalt Surfacing (iii) Notwithstanding the Minimum Pavement Thickness tabulated it is mandatory that: • If the minimum thickness of Class 2 material cannot be achieved then Class 1 material

shall be used for the full pavement depth - same requirement applies for Class 3 material.

• For pavement construction refer Council's Specification SS7.


Section 3.3


MAJOR TRAFFIC ROUTES MINIMUM PAVEMENT THICKNESS (mm)

TABLE 3.3B REFER DRAWING 03-02-002

R O A D C L A S S I F I C A T I O N CBR OF

SUBGRADE TWO LANE ROAD FOUR LANE ROAD

0 - 1000 VPD

1001 -14000 VPD

>14000 VPD

27000 VPD >27000 VPD

1

**

**

Refer Note (iii)

**

Refer Note (iii)

2

705* 740* 760*

3

580* 600* 625*

4

490 520* 535*

5 435 455 475 6 390 405 425 7 355 370 385 8 325 340 360 9 305 315 330

10 290 300 310 11 275 290 295 12 260 270 285 13 250 255 270 14 250 250 255 15 250 250 250

MINIMUM COURSE THICKNESS (mm) Asphalt Surfacing 40 40 40 Base Course Class 1A - CBR 80

125 125 125


125 125 125


125 125 125


** These pavement thicknesses require special submission for approval by Council and shall include supporting documentation.

VPD = Vehicles Per Day

NOTES: (i) CBR shall be the 4 day soaked CBR value at 100% Standard Compaction and OMC and tested using a

4.5Kg surcharge weight. (ii) The total pavement thickness is in millimetres and does not include the Asphalt Surfacing (iii) Pavement thickness for higher traffic volumes shall be based on current Queensland Department of

Main Roads Pavement Design Manual. (iv) Notwithstanding the Minimum Pavement Thickness tabulated it is mandatory that:

• If the minimum thickness of Class 2 material cannot be achieved then Class 1 material shall be used for the full pavement depth - same requirement applies for Class 3 material;

• For pavement construction refer Council's Specification SS7 (v) 2 coat seal may be used in lieu of asphalt in remote rural locations subject to Council approval.


Section 3.3


PARK LIVING/RURAL STREETS MINIMUM PAVEMENT THICKNESS (mm)

TABLE 3.3C REFER DRAWING 03-02-003

ROAD CLASSIFICATION CBR OF

SUBGRADE Park Living

Access Street

Park Living Collector

Street

Rural Access Street

Rural Collector

Street 0 - 400 VPD 401 - 750 VPD 2400 VPD 150 VPD 1000 VPD

1 660 * 725 * 800 * 660 730

2

480 525 * 590 * 480 530

3 390 420 475 390 425 4 330 360 405 330 365 5 290 320 360 290 325 6 265 285 325 265 290 7 240 260 290 240 265 8 225 245 275 225 250 9 210 225 260 210 230

10 200 220 240 200 220 11 200 205 230 200 210 12 200 200 220 200 200 13 200 200 210 200 200 14 200 200 200 200 200 15 200 200 200 200 200


25 25 25 (iv) (iv)

Base Course Class 1B - CBR 60

100 100 100 100 100


100 100 100 100 100


100 100 100 100 100


VPD = Vehicles Per Day NOTES: (i) CBR shall be the 4 day soaked CBR value at 100% Standard Compaction and OMC and tested using a

4.5Kg surcharge weight. (ii) The total pavement thickness is in millimetres and includes the Asphalt Surfacing (iii) Notwithstanding the Minimum Pavement Thickness tabulated it is mandatory that:

• If the minimum thickness of Class 2 material cannot be achieved then Class 1 material shall be used for the full pavement depth - same requirement applies for Class 3 material;

• For pavement construction refer Council's Specification SS7. (iv) 2 coat seal may be used in lieu of Asphalt in remote rural locations subject to Council approval.


Section 3.3


INDUSTRIAL/COMMERCIAL STREETS MINIMUM PAVEMENT THICKNESS (mm)

TABLE 3.3D REFER DRAWING 03-02-004

ROAD CLASSIFICATION CBR OF

SUBGRADE Industrial

Access Street Industrial Collector

Street

Commercial Service

Laneway

1 ** ** **

2 620 * 740 * 570 *

3

495 600 *

460

4

420 520 *

390 5 370 455 350 6 330 405 310 7 310 370 285 8 285 340 265 9 270 315 250

10 250 300 250 11 240 290 250 12 225 270 250 13 220 255 250 14 205 250 250 15 200 250 250


40 40 40

Base Course Class 1A - CBR 80

125 125 125


125 125 125


125 125 125


** These pavement thicknesses require special submission for approval by Council and shall include supporting documentation.

NOTES: (i) CBR shall be the 4 day soaked CBR value at 100% Standard Compaction and OMC and

tested using a 4.5Kg surcharge weight. (ii) The total pavement thickness is in millimetres and does not include the Asphalt

Surfacing. (iii) Notwithstanding the Minimum Pavement Thickness tabulated it is mandatory that:

• If the minimum thickness of Class 2 material cannot be achieved then Class 1 material shall be used for the full pavement depth - same requirement applies for Class 3 material. For pavement construction refer Council's Specification SS7


Section 3.4


3.4 DESIGN REQUIREMENTS - ROADS AND BIKEWAYS 3.4.1 GENERAL

These Guidelines provide Council's minimum standards for Developments encompassing roadworks including works required to join to existing development.

3.4.2 NOMINAL ROAD RESERVE WIDTHS

Generally the road reserve widths should include:

(i) Council's Typical Cross Sections as follows: • Residential Streets ......................................Drawing 03-02-001 • Major Traffic Routes ....................................Drawing 03-02-002 • Park Living / Rural Streets .............................Drawing 03-02-003 • Industrial and Commercial Streets....................Drawing 03-02-004

(ii) Provision of parking to the requirements of Council's local planning

policies and the principles of Queensland Streets. (iii) Council's requirements for transit lanes. (iv) Council's requirements for bikeway and pedestrian network allocations. (v) Council's requirements for lot access and/or parking requirements. (vi) Public Utility Service allocations. (vii) Cut and fill slopes on Major Traffic Routes.

3.4.3 GEOMETRIC DESIGN STANDARDS

The Geometric Design of low traffic volume streets are based on Queensland Streets except as specifically varied by Council. The Geometric Design of Major Traffic Routes shall comply with Main Roads' Design Manuals and the Austroad Publication "Intersections at Grade". Major Traffic Routes are Arterial Roads, Sub-Arterial Roads and Distributor Roads as defined in the Gold Coast City Transport Plan.


Section 3.4


3.4.4 DESIGN SPEED The principles of Section 2.3 Queensland Streets should apply to ensure compliance with the nominated Design Speed. The desirable Design Speed shall be: (i) Residential Access Street ................................................30 km/h* (ii) Residential Collector Street .............................................40 km/h* (iii) Residential Collector Street/Designated Bus Route .................50 km/h* (iv) Two Lane Road - Urban................................................ ...70 km/h (v) Two Lane Road – Rural .......................................... Up to 100 km/h (vi) Four Lane Road – Urban .................................................. 80 km/h (vii) Four Lane Road – Rural. ......................................... Up to 100 km/h (viii) Park Living - Access Street...............................................45 km/h* (ix) Park Living - Collector Street............................................60 km/h* (x) Rural - Access Street......................................................45 km/h* (xi) Rural - Collector Street...................................................60 km/h* (xii) Industrial Access Street ..................................................60 km/h* (xiii) Industrial Collector Street ...............................................60 km/h* (xiv) Commercial Service Laneway. ....................................... ...40 km/h * Consultants should note that notwithstanding the 50km/h legal speed limits

sign posted within residential precincts, Council’s nominated Design Speeds apply where traffic calming devices are incorporated in the design in accordance with Queensland Streets.

3.4.5 HORIZONTAL ALIGNMENT AND INTERSECTION DESIGN

Horizontal Alignment and Intersection Design shall generally comply with Queensland Streets, Main Roads' Design Manuals and the Austroad Publications, and general criteria established in Section 2.2 (Preliminary Development Layout) of the Guidelines. Superelevation shall be required for roads classified Major Traffic Routes as per Main Roads current design requirements. To optimise the objectives of lower design speeds and pedestrian/bikeway safety, the horizontal and vertical alignments should approximately coincide to provide better safety at crests and sags. The documents referenced are not to be used to justify minimum conditions that are taken out of context.


Section 3.4


3.4.6 GRADES Notwithstanding the grading for all kerb and channel set out in Queensland Streets, Main Roads and Austroad Publications the minimum and maximum grading shall be as follows unless otherwise approved by Council. (i) For Residential, Park Living, Rural and Commercial Streets:

• Minimum grading Desirable........... 1% Absolute.......... 0.5%

• Maximum grading Desirable ......... 10%

Absolute ..........16%*

* Short sections (20m max) of grade up to 20% may be considered in park living and rural precinct areas to avoid earthworks disturbances.

(ii) Industrial Streets

• Minimum Grading

Desirable .......... 1% Absolute ......... 0.5%

• Maximum Grading

Desirable .......... 5% Absolute ........... 6%

[NB Cul-de-sac heads shall have an absolute minimum grading of 1%]

(iii) Major Traffic Routes

• Minimum grading Desirable .......... 1% Absolute ......... 0.5%

• Maximum grading Desirable .......... 5%

Absolute ........... 8%


Section 3.4


3.4.7 VERTICAL ALIGNMENT A vertical curve of parabolic form shall be provided at every change of grade where the algebraic change of grade exceeds 1%. Every effort should be made to provide vertical curves as long as possible for improved appearance. However, the minimum lengths shall be:

(i) Residential Streets, Park Living and Rural Streets......................... 20m

(ii) Major Traffic Routes (Two Lane Road – Urban), Industrial and Commercial Streets ............................................................. 35m

(ii) Major Traffic Routes (Four Lane Road – Urban) ........................... 60m

(iii) Major Traffic Routes (Two and Four Lane Roads – Rural)...................... ..................................................As per Main Road’s requirements

(iv) At intersections (excluding Major Traffic Routes) ......................... 10m

Notwithstanding the minimum vertical curve lengths nominated, Consultants shall consider the requirements of Section 2.10 of Queensland Streets for Sight Distance and Headlight Sight Distance.

3.4.8 CROSSFALLS

Notwithstanding the carriageway crossfalls set out in Queensland Streets, Main Roads and Austroad Publication the following minimum crossfalls shall apply: (i) Carriageways with asphalt surfacing .......................................... 3% (ii) Carriageways with concrete segmental paving .............................. 3% (iii) Carriageways with 2 coat chip seal............................................ 3% At intersections and cul-de-sac heads Council requires a contoured detail to demonstrate that there is no ponding of water. Where minimum crossfalls cannot be achieved the longitudinal grades may be used to shed the water.


Section 3.4


3.4.9 ON - STREET PARKING For indented parking requirements in access streets: • Refer to Queensland Streets Section 2.4 and 10.5; • Indented parking to be provided as follows:

• For lot frontages greater than or equal to 17.0m: ................. Nil; • For lot frontages greater than or equal to 12.0m to less than 17.0m: .................................. 0.3 spaces per lot; • For lot frontages less than 12.0m: .................0.75 spaces per lot;

• Lot frontages measured at the projection of the lot to the kerb line; • Round up spaces to full spaces; • Stagger on both side of street.

3.4.10 FOOTPATH VERGE ALLOCATION

The verge width to be adopted shall be in accordance with the general criteria established in Section 2.2 (Preliminary Development Layout) and 3.4.2 (Nominal Road Reserve Widths). The adopted verge width and public utility allocations shall be generally as per Council's Standard Drawing No 03-02-005.

3.4.11 KERB AND CHANNEL

Concrete kerb and channel shall be provided on both sides of all carriageways unless approved otherwise by Council in accordance with Council's Standard Drawing No 03-02-101, 03-02-102,03-02-103 and 03-02-104. Unless otherwise approved by Council, the standard kerb and channel for streets and roads shall be “Barrier” type kerb and channel. However roll top kerb and channel may be used in an “Access Street”, if approved by Council. For Major Traffic Routes the standard kerb and channel shall be Barrier Kerb and Channel. A full height kerb adaptor shall also be provided in the kerb and channel 400mm minimum from the projected low-side property boundary of every Residential lot. The connection shall be a Council approved Kerb Entry Adaptor, (not uPVC) and the end shall be formed to suit the kerb profile. Connection to the kerb and channel shall be in accordance with Council’s Standard Drawing No 03-02-006. Barrier and Mountable Kerb Sections shall be used at roundabouts, traffic islands and off street parking bays as required by Council. Barrier Kerb and Channel is preferred at bus stops to assist passenger movements.


Section 3.4


3.4.11 KERB AND CHANNEL (cont) Where proposed construction adjoins existing kerb and channel Council shall decide whether the existing profile is to be extended or whether the new construction will be tapered smoothly to the existing kerb and channel. Kerb Edge Restraints may be used in Residential Precincts on one-way crossfalls only. Kerb marking for underground Public Utility Services shall be provided as per Council's Standard Drawings. Generally kerb grading shall comply with Section 3.4.6. However, unless demonstrated otherwise to Council, no low points shall be located on a kerb turnout. Council requires that low points be located on the straight abutting the Tangent Point.

3.4.12 ROAD SHOULDERS (NO KERB AND CHANNEL) Council may consider road shoulders and swale/table drains as an alternative to Kerb and Channel in approved locations. Generally road shoulder and swale/table drains shall comply with the following: (i) Residential, Park Living, Industrial and Commercial Precincts

• Road shoulders shall be 1.0 metre minimum width sealed formation; • Road shoulders shall be of the same approved pavement material and

depth as used in the carriageway; • The minimum longitudinal grading of the swale/table drains shall be 1 in

200. Marking for underground Public Utility Services shall be provided as per Council's Standard Drawings. (ii) Major Traffic Routes

• The design shall follow the requirements of Main Roads design manuals; • Road shoulders shall be 2.0 metres minimum width sealed formation for

use as a bike lane / breakdown lane; • Road shoulders should be the same approved pavement material and

depth as used in the carriageway.


Section 3.4


3.4.12 ROAD SHOULDERS (NO KERB AND CHANNEL)

(iii) Rural Precincts

For rural areas, kerb and channel is not normally required, however, kerb and channel shall be provided through cuttings to reduce maintenance and prevent water ponding on the carriageway edge.

3.4.13 TURNING AREA HORIZONTAL GEOMETRY Council’s preferred turning area facility is a cul-de-sac, however where a full turning circle is not achievable Council will consider a “Three Point Turn” in accordance with the criteria established in Section 2.2.3.3 (d) (General Planning Principles). (a) Cul-de-Sac The turning areas of cul-de-sacs in streets shall be designed in accordance with Queensland Streets. Notwithstanding the kerb radii set out in Queensland Streets Council’s minimum radii shall be:

(i) Residential Precincts

Approach curve tangential to the turning circle .................. 20m (Desirable) ............................................................................. 15m (Minimum) Kerb radius............................................................... 10m (Desirable) ............................................................................... 9m (Minimum) When the desirable minimum kerb radius cannot be achieved, the following should apply: • Additional off-street parking to be provided in accordance with Section

2.2.3.3 (d) (General Planning Principles); • Off-street parking areas shall have a minimum pavement thickness not

less than that of the adjacent street; • A “No Parking” delineation line shall be provided within the turning area

(100mm wide continuous yellow line) adjacent to the lip of kerb.

(ii) Industrial and Commercial Precincts Turning areas at the ends of cul-de-sacs shall be full turning circles based on criteria nominated by Council for the specific application. Approach curve ....................................................................... 30m Kerb radius...........................................................................12.5m


Section 3.4


3.4.13 TURNING AREA HORIZONTAL GEOMETRY (cont) (b) Three Point Turns Three point turns shall be generally designed in accordance with Section 2.12 of Queensland Streets and the criteria established in section 2.2.3.3 (d) (General Planning Principles) as follows:

• Provision of additional off-street parking; • Off-street parking areas shall have a minimum pavement thickness not

less than that of the adjacent street; • A “No Parking” delineation line shall be provided within the turning area

(100mm wide continuous yellow line) adjacent to the lip of kerb.

(c) Access Lanes Access lanes shall be generally designed in accordance with the criteria established in Section 2.2.3.3 (d) (General Planning Principles) as follows: • Provision of additional off-street parking; • The access lane shall be designed and constructed as a concrete

pavement in accordance with Pavement Design – A Guide to the Structural Design of Road Pavements (Austroads)’, with the minimum thickness of concrete being 150mm. The access land is also to have the appearance of adriveway, the profile complying with Council’s Standard Drawings 03-02-301 to 03-02-304 for the first 6.0 metres from the kerb of the through street. Beyong this point the width of the access lane is to be 5.5 metres (to cater for on-street parking and access to lots, unless approved otherwise by Council). The gradient shall comply with Section 3.4.6 of these guidelines.

3.4.14 PAVEMENT TAPERS

Pavement tapers to existing construction shall be designed in accordance with the current Main Roads and Austroads design manuals based on the design speed. Detailing should include lengths, typical sections, line marking and signing. Tapers shall be constructed to the same standard as the proposed full road pavements.

3.4.15 SERVICE CONDUITS Service conduits shall be provided at all road crossings of Public Utility Services and traffic signals etc. They shall be located as shown on the approved services and Engineering Drawings.


Section 3.4


3.4.16 TRAFFIC CALMING The geometric design of Residential Precincts should generally limit vehicle speeds by physical design elements with a minimal use of approved speed control devices referred to in Queensland Streets Section 2.13. Council may consider other innovative designs for speed control devices, which achieve the design speed and horizontal and vertical alignment criteria as set out elsewhere in these Guidelines. Preliminary designs should be discussed with Council for approval in principle prior to proceeding with detail design. Appropriate reference documents are: • Austroads Guide to Traffic Engineering Practice: Local Area Traffic

Management: Part 10: 1988; • Towards Traffic Calming.

3.4.17 ENTRY TREATMENT / THRESHOLD TREATMENT

Council will consider the use of entry treatments and threshold treatments to road surfaces to reinforce the relative traffic importance and the priority of streets at intersections and point of entry to a low speed urban environment. Feature walls and civil structures must be included in the Engineering Drawings for approval by Council, and may be classified as building works subject to the Building Act. Design considerations for civil structures relate to:

• Pedestrian safety and convenience; • Vehicle safety (sight distance); • Access to services and utilities; • Aesthetics and visual amenity; • Economy (low maintenance, anti-graffiti materials); • Water conservation principles. Contrasting carriageway surface treatments may be considered by Council to assist in reinforcing the road and street priorities.


Section 3.4


3.4.17 ENTRY TREATMENT / THRESHOLD TREATMENT (cont) eg: Through roads..................................................unchanged surface Minor street (branch) ........... contrasting band or areas across entrances

In any event, all entry treatments and threshold treatments proposed for road surfaces must comply with Council’s “Entry Statement Policy”.

3.4.18 ASPHALT SURFACING

Asphalt surfacing (in accordance with Council's Standard Specification SS8) is the preferred wearing surface in all residential, park living, industrial / commercial precincts and major traffic routes. However, 2 coat aggregate seals may be considered by Council in outlying and rural areas.

3.4.19 SURFACE TREATMENT - EXCLUDING ASPHALT

(a) Concrete Segmental Paving Concrete Segmental Paving may be approved as an entry treatment / threshold treatment in accordance with relevant Council requirements (Local Planning Policy). Council has adopted the Concrete Masonry Association of Australia Guidelines for use of Concrete Segmental Pavers in Subdivisional Roadways, subject to any amendments set out in these Guidelines. (b) Stencilled Concrete Stencilled concrete may be approved in site specific locations subject to: (i) The concrete shall be Grade N32; (ii) A two (2) coat protective sealer over the surface; (iii) A skid resistance after sealing to satisfy AS 3661.1; (iv) The manufacturers specifications and recommendations being adopted.

3.4.20 SIGNS AND PAVEMENT MARKINGS

Standards Signs and pavement marking shall conform with the provisions of the Manual of Uniform Traffic Control Devices, and the Queensland Traffic Regulations.


Section 3.4


3.4.20 SIGNS AND PAVEMENT MARKINGS (cont) Residential, Park Living and Rural, Industrial and Commercial Streets Council considers that amenity is a major consideration, and a proliferation of traffic signs and pavement marking is certainly not in keeping with the ideals of visual amenity. While some traffic signs and pavement marking may be required for safety, the emphasis should be on designing correct traffic operation into the street system, and keeping the use of signage and marking to the essential minimum. As an example, it should never be necessary to erect regulatory speed signs, as the appropriate speed limitation is applied by the geometric design of the street. A T-intersection does not require any signage, as the Traffic Act establishes priority without any need for a "Give Way" sign. For the street system, improved visual amenity and safer less confusing signing and line marking may be achieved by the discretionary use of control devices. The discretionary use of traffic control devices shall be approved by Council where the criteria as set out in Section 13 of the (Manual of Uniform Traffic Control Devices) is satisfactorily achieved. Major Traffic Routes On Major Traffic Routes, the full range of appropriate signs and pavement marking shall be provided. Traffic signs should be kept to a minimum but not compromise statutory requirements or road safety.

3.4.21 FLEXIBEAM GUARDRAILS For major traffic routes flexibeam guardrails shall be located in accordance with Main Roads Urban Road Design Manual and Council's requirements. In residential and industrial / commercial precincts they should generally be located at steep embankments and roadside obstacles and hazards in accordance with Austroads Safety Barriers - 1987 NAASRA. The fabrication and installation of guardrails shall comply with Queensland Department of Main Roads Standard Drawings.

3.4.22 ROAD EDGE GUIDE POSTS

Road edge guide posts shall be provided at all locations where concrete kerb and channel is not constructed e.g. half road construction, tapers, rural roads and ends of roads etc. They shall comply with Council Standard Drawings 03-02-502.


Section 3.4


3.4.23 BIKEWAYS For the purpose of this section of the Guidelines, the following definitions regarding “Bikeways”, “Bike lanes” and “Bike paths” shall apply: • “Bike way” – A designated route or corridor for bikes; • “Bike lanes” – A designated section of on road pavement used as a bike path; • “Bike path” – The actual facility on which bikes travel off road. Bikeway allocations shall be in accordance with the general criteria established in Section 2.2.3.3 (f) (Bikeway Network). Special Bikeway design consideration should be applied at the following locations: • Pinch points; • Traffic calming devices; • Roundabouts; • High speed/high volume traffic interfaces. Consideration shall be given to the effect of various bikeway surface treatments at change of directions under wet conditions. For bikeway design details Council has adopted the Austroads "Guide to Traffic Engineering Practice - Bicycles Part 14" (Austroads). In particular the following requirements of bike lane widths should apply to new developments: (i) Exclusive Bike Lanes, on road ....................................... 2.0 metres (No car parking or restricted at peaks) ........... Clause 4.3.4 of Austroads (ii) Wide Kerbside Lanes, on road.......................4.0 metres to 4.5 metres (No car parking or restricted at peaks) ........... Clause 4.3.2 of Austroads (iii) Shared Bicycle/Car parking Lanes, on road .......4.0 metres to 4.5 metres .......................................................... Clause 4.3.1 of Austroads (iv) Exclusive Off-street ...................................2.5 metres to 3.0 metres (2 way) ................................................. Clause 6.3.1 of Austroads

(v) Exclusive Off-street ...................................1.5 metres to 2.5 metres (1 way) ................................................. Clause 6.3.1 of Austroads (vi) Regional Shared or Dual-use Paths within Open..3.5 metres to 5.0 metres Space Reserves (Pedestrians and Cyclists) ....... Clause 6.3.2 of Austroads


Section 3.4


3.4.23 BIKEWAYS (cont) Where bikeways are located on the footpath verge a 1.0 metre setback from the nominal kerb line is required to provide clearance from car doors and kerb returns at driveways. Clause 6.2 and Figure 6.3 of Austroads refers. For a Local dual-use bikeway (Pedestrian and Bicycle) within the street verge width the required minimum width is 2.0 metres with a 1.0 metre clearance to the property boundary (Refer Fig 2.8B in Queensland Streets). On Major Traffic Routes Council may require a minimum width of 2.5 metres (Refer Section 4.4 in QS). Design and construction of the bike path shall comply with Council's Standard Drawing No 03-02-401 and AS 1742.9. For bicycle parking provisions Council has adopted as a minimum requirement the recommended bicycle parking provisions according to land use as specified in Austroads Guide to Traffic Engineering Practice: Part 14: Table 5.1 as summarised in Table 3.4A: Table 3.4A: Bicycle Parking Provisions

Land Use Employee/Resident Parking Spaces

Class Visitor/Shopper Parking Spaces

Class

Cafe 1 per 25 m2 public area 2 2 3

Drive-in Shopping Centre

1 per 300 m2 sales floor 1 1 per 500 m2 sales floor

3

Light Industry 1 per 1,000 m2 gfa 1 or 2

Office 1 per 200 m2 gfa 1 or 2 1 per 750 m2 over 1,000 m2

3

Service Industry 1 per 800 m2 gfa 1

Service Premises 1 per 200 m2 gfa 1

Shop 1 per 300 m2 gfa 1 1 per 500 m2 over 1,000 m2

3

Take-Away 1 per 100 m2 gfa 1 1 per 50 m2 gfa


Section 3.4


3.4.24 BUS ROUTES Roads in new Developments that are designated local or regional bus routes shall be designed with appropriate lane widening and set-down facilities conforming to the provisions of Main Roads and Austroad publications. A minimum carriageway width of 10 metres shall be required for proposed bus routes.

3.4.25 SERVICE ROADS Where the noise environmental capacity of a street is exceeded, the use of Service Roads to provide noise attenuation may be approved by Council (refer Queensland Streets Clause 3.7). Figure 3.4A details an indicative arrangement that could be used to: • Provide sufficient set-back to dwellings for noise amenity; • Improve streetscape/landscaping; • Provide pedestrian/bike path connections; • Allow a mix of land uses adjacent to high volume traffic roads.

Figure 3.4A: Service Road Design Speed Max 60km/hr

As Determined by Council


Section 3.4


3.4.26 ROAD BRIDGE AND MAJOR CULVERT STRUCTURES

(a) General Road bridges and major culverts (the structures) as defined in the ‘Bridge Inspection Manual’ issued by the Queensland Department of Main Roads, Transport Technology Division shall be designed by a Consulting Engineer, (ie. culverts that have an opening span, height or diameter greater than 1.8 metres and a waterway area in excess of 3.0 square metres). Roads that are classified as Declared Main Roads shall have the structures designed by a Consulting Engineer approved by Council and Queensland Department of Main Roads. Structures associated with railway underbridges, railway overbridges and structures adjacent to railways shall satisfy requirements of Queensland Rail. In submitting designs of structures to Council for approval Consultant’s shall take into consideration the following to minimise Council’s future maintenance responsibility: • Timber shall not be used for structural components; • Custom profiled galvanised steel pipes shall not be used in waterways or

aggressive soils without concrete lining; • Concrete block structures are not permitted without prior written

approval from Council (refer QUDM Section 5.13 for Pipe and Material Standards);

• Material and construction specifications shall be compatible with Standard Specifications, Volume 1 and 2 – Queensland Department of Main Roads.

Prior to the commencement of detailed design and documentation, the Consultant shall submit a design report, including general arrangement drawings of the proposed structure to Council for “Approval in Principle” The design report and general arrangement drawings shall include: • Horizontal and vertical design geometry; • Hydrologic and hydraulic data and; • Statements on environmental impact, aesthetics and future

maintenance.


Section 3.4


3.4.26 ROAD BRIDGE AND MAJOR CULVERT STRUCTURES (cont)

(b) Horizontal Clearance The horizontal alignment of the structure shall be determined from Council’s requirements based on the application of the General Planning Principles (refer Section 2.0) and should include: (i) Council’s Typical Cross Section (refer Section 3.4.2 – Nominal Road

Reserve Widths); (ii) Provision for pedestrian walkways on both sides of the structure; (iii) Provision for bikeways in accordance with Section 3.4.23 – Bikeways; (iv) Provision for bus route lanes in accordance with Section 3.4.24 – Bus

Routes; (v) Provision for Public Utility Service allocations.

(c) Vertical Clearance The vertical clearance of the structure shall be determined by Council based on the requirements for: (i) Road Clearance - The clearance shall comply with Section 1.3.4 of Austroads Bridge Design

Code.

(ii) Waterways Clearance - Flood immunity clearance - Waterway navigation freeboard

(d) Hydraulic Design Consultants should seek Council’s requirements to determine an appropriate serviceability design flood associated with the hydraulic design of proposed structures. Generally the design flood shall be calculated in accordance with Section 3.5.7 of these Guidelines. Road bridges shall be designed to withstand the ultimate design flood for a 2000 year Average Recurrence Interval (ARI) including impact loading from large objects within the watercourse.


Section 3.4



(a) General (cont) (e) Structural Design Road Bridges shall be designed in accordance with the following: 1992 AUSTROADS Bridge Design Code – Section 1, Section 2, Section 4, 5 and Section 6. • 1992 AUSTROADS Bridge Design Code – Railway Supplement; • AS/NZS 3845: Road Safety Barrier Systems; • Queensland Department of Main Roads Standard Drawings;

In addition, Culverts shall be designed to: • AS 3725 – Loads on Buried Concrete Pipes • AS 1597 – Precast Reinforced Concrete Box Culverts

Part 1: Small Culverts Part 2: Large Culverts

(f) Calculations The Consulting Engineer shall submit hydraulic and structural calculations together with the documents required by Council for approval. (g) Drawings

All detail required to construct the proposed structure shall be included in drawings. The following details for the maintenance of the structure shall also be included in the drawings: • Borehole locations and logs with design parameters; • Serviceability flood, velocity and level, existing ground or riverbed

profile, allowable excavation or scour depths at each pier and abutment; • Serviceability wind speed, design traffic loading and design dead loads

on deck; • Design bearing pressures and pile capacities; • Design maximum and minimum temperatures;


Section 3.4



(g) Drawings (cont) • Exposure classification of the structure; • Replacement or repair procedures for elements, which have a

theoretical life less than 100 years. (h) Bridge Identification A date plate made in accordance with Council Standard Drawing No 03-02-607 shall be cast into the upstream side of the bridge abutment at a location determined by Council. (i) As Constructed Drawings As constructed information shall be provided to Council in accordance with the requirements of Section 10.0 of these Guidelines. Any changes to construction drawings made by the consultant or contractor shall be as shown in as constructed drawings. Reasons for these changes shall be included. The following reports or documents shall also be included: • The completion certificate from the Consultant; • Actual ground levels of the construction area before and after

construction, actual locations of pile and anchors, footing and pipe tip levels, locations and levels of underground services and drainage outlets;

• Geotechnical Engineer’s Report; • Summary of concrete, pile and any other testing reports.

(j) On Maintenance Inspection

Level 2 inspection according to Bridge Inspection Manual of Department of Main Roads shall be carried out to Council’s satisfaction. A paper and electronic copy of the report shall be submitted before on maintenance inspection and shall be included with the as constructed drawings. The electronic copy of the report should be compatible with Council’s bridge asset management software “Bridge Offsider” developed by Assets Management Services – Queensland Department of Main Roads.


Section 3.4


3.4.26 ROAD BRIDGE AND MAJOR CULVERT STRUCTURES (cont) (k) Off Maintenance Inspection

All defects identified during the on maintenance period. Photographs shall support rectifications carried out in areas where there is no easy access.

3.4.27 PEDESTRIAN BRIDGES

Pedestrian bridges shall be designed in accordance with Austroads Bridge Design Code (latest edition) and other relevant Council requirements given in Section 3.4.26 (a) to (e) of these Guidelines. In addition, geometric design shall comply with the following requirements: • AS 1428 – Design for Access and Mobility; • A Guide to Traffic Engineering Practice AP – 11.13, Pedestrian and AP –

11.14, Bicycles.

Notwithstanding the above requirements, Council’s minimum clear width for pedestrian bridges shall be 2.5m except where deemed necessary by Council for access associated with maintenance vehicles, in which case the minimum clear width shall be 3.5m. Bridges incorporating timber elements shall be designed in accordance with AS 1720 – Timber Structures Design Code and incorporate Termite Management Systems, which satisfy AS 3660. Timber design, detailing and construction shall be undertaken to achieve a 50 year design life. It shall be a Council requirement that pedestrian bridges be designed for a 5.0kPa live load and a 20KN concentrated load. Prior to the commencement of detailed design and documentation, the Consultant shall submit a design report, including general arrangement drawings of the proposed structure to Council for “Approval in Principal”. The design report and general arrangement drawings shall include: • Horizontal and vertical design geometry: • Hydrologic and hydraulic data; and • Statements on environmental impact, aesthetics and future

maintenance.


Section 3.4


3.4.28 ALLOTMENT ACCESS DESIGN Council requires that every allotment has satisfactory vehicular access taking into account the following: • Physical constraints; • Sight distances; • Access, verge and allotment grading / cross section; • Street design / layout; • Minimum depth of cover requirements to underground services; • The functional road hierarchy of the road being accessed. The design details and subsequent construction of vehicular access shall be submitted to Council for approval where:

• Particularly restrictive physical constraints exist; • Legal access is by way of combined access eg battleaxe.

3.4.29 DRIVEWAY DESIGN

The geometric design of entry and exit driveways across the verge shall conform with Standard Drawings 03-02-203, 03-02-303, 03-02-304 and 03-02-301. For driveways and off street parking within Private property, refer to Section 7 of these guidelines.

3.4.30 STREET NAMES Street names submitted for Council approval should be easy to pronounce, consist of one word and be socially acceptable. The designation 'Court', 'Crescent', 'Street', 'Road' etc shall be consistent with the future road hierarchy. Specific street names are to be submitted to Council for approval prior to the submission of Engineering Drawings. All Engineering Drawings shall display the approved street names.

3.4.31 STREETSCAPE PLANTING Streetscape planting shall be used to further Council's objectives of creating a sub-tropical image for parts of the city by using species compatible with naturally occurring local vegetation to improve natural land values. In assessing planting requirements the Consultant shall comply with Council's Landscape Strategy Part 2 - "Landscaping Documentation Manual.


Section 3.4


3.4.32 KERB NUMBERING Kerb numbering shall be installed on all new urban residential, commercial, industrial and park living developments in accordance with Standard Drawing 03-02-105 prior to the development being accepted off maintenance. To obtain kerb numbers, a copy of the sealed plan of the development shall be submitted to Council's Property Section Supervisor, Financial Services Directorate, who will return the copy of the plan with the kerb numbers marked thereon.


Section 3.5


3.5 DESIGN REQUIREMENTS - STORMWATER DRAINAGE 3.5.1 GENERAL

These guidelines provide Council’s minimum standards for Developments encompassing stormwater drainage including works required to join with existing and adjoining drainage systems. QUDM shall be the basis for the design of stormwater drainage, except as amended by these Guidelines. The references listed throughout this Section of the Guidelines for Stormwater Drainage are to clause or table numbers in QUDM unless stated otherwise.

3.5.2 AIM The aim of this Guideline is to provide Developers and their Consultants with Council's general criteria for stormwater drainage design, which meet the goals and objectives of the Urban Drainage System listed in Section 2.0 of QUDM and as summarised in Section 2.2 (Preliminary Development Layout) of these Guidelines.

3.5.3 EXTENT OF DRAINAGE WORKS

Council is currently developing a Total Management Plan (TMP) associated with stormwater drainage and catchment management for the entire city. The TMP will provide an overall management strategy including priority of importance for: • Master Drainage Schemes (MDS); and • Stormwater Management Plans (SMP). The requirements of such plans will be clearly defined within each document. Council acknowledges that a number of issues within Section 3.5 may require further consideration and consultation with the development industry and other interested bodies. In the interim, in regard to processing development applications, consultation with the relevant assessment manager is encouraged to resolve any particular issue related to individual development on a site-specific basis. With regard to the extent of drainage works, Council requires that the Developer meet the full cost of providing an appropriate drainage system, with capacity sufficient to pass through the Development, the design runoff from all upstream catchments (when such catchments are fully developed) in accordance with Council’s Strategic Plan.


Section 3.5


3.5.3 EXTENT OF DRAINAGE WORKS (cont) The Drainage system shall be designed to minimise impact of any kind to any upstream or downstream properties/property. The applicant must demonstrate that such discharge would in no way, adversely affect any land, drainage system or watercourse (refer Section 3.0 QUDM). The requirement for the drainage system to have capacity sufficient to pass runoff from all upstream catchments when fully developed, applies only when a Master Drainage Scheme (MDS) for the catchment does not exist. When a Master Scheme exists, the drainage system for the development shall comply with the requirements of that Scheme. If a Master Drainage Scheme for the Catchment does not exist, the Developer may undertake such a Scheme and forward it to Council for consideration. All development applications are to include a Stormwater Management Plan (SMP) demonstrating the feasibility and function of the proposed drainage system(s) within the site, its compliance with any relevant Master Drainage Scheme and connection to the legal point of discharge. In general, the minimum stormwater drainage works to be constructed by the Developer include: (a) Urban Areas Residential Precincts and Industrial and Commercial Precincts. (i) Minor Drainage System:

(a) Kerb and channel on both sides of all roads. (b) Gully pits at locations such that the flow in the channel does not exceed

specified limits. (c) Roof and allotment drainage systems. In particular, drainage from lots

that front waterways shall be discharged to the street unless topographical constraints determine otherwise.

(d) Full piped drainage from all gully pits and other inlets to discharge at

the boundary of the Development at a legal point of discharge approved by Council. Where the piped system traverses private property an easement of minimum width of 3 metres shall be dedicated in favour of Council.


Section 3.5


3.5.3 EXTENT OF DRAINAGE WORKS (cont)

(ii) Major Drainage System: An overland flow system for runoff in excess of the capacity of the pipe system, such that the design flow is carried through the Development clear of allotments (ie via Road or Drainage Reserve). (b) Park Living Precincts The minor and major drainage system is to generally consist of open natural watercourses within allotments and full piped drainage within road reserves, with: (i) Generally kerb and channel on both sides of all roads. (ii) Gully pits at locations such that the flow in the channel does not exceed

specified limits. (iii) Full piped drainage from all gully pits and other inlets, to discharge into

defined natural watercourses or at a legal point of discharge approved by Council.

(iv) Stabilised overland flow paths/watercourses where required for scour

and erosion protection. (v) Pipe or precast concrete box culvert structures (including drainage

aprons) should be located at road crossings of all natural watercourses and shall extend to the limits of the road reserve. Cross drainage design shall take into account the possible debris load from the catchment and in this regard the provision of precast reinforced concrete box culverts is Council’s preferred option. Masonry block construction is not permitted.

(c) Rural Precincts The minor and major drainage system is to generally consist of Open natural watercourses, with: (i) Generally gravel shoulders without Kerb and Channel on all roads.


Section 3.5


3.5.3 EXTENT OF DRAINAGE WORKS (cont)

(c) Rural Precincts (cont) (ii) Pipe or precast concrete box culverts, bridges or concrete causeways

should be located at road crossings of all natural watercourses and extend to the limits of the road formation. Easements shall be provided either side of the reserve to allow necessary scour protection works to be undertaken and future maintenance works as required. These easements shall be a minimum of 5m in length, encapsulate the watercourse and allow machine access to either side of the watercourse from the road reserve. Depth of flow indicators and delineator posts shall be used to better define the areas of more frequent inundation. Cross drainage design shall take into account the possible debris load from the catchment and in this regard the provision of reinforced concrete box culverts is Council's preferred option. Masonry block construction is not desirable.

(iii) Earth table drains and catchdrains in road reserves are to be stone

pitched or concrete lined where required for scour protection. (iv) Rural access pipe crossings for entry to all allotments in accordance with

Council's Standard Drawings.

(d) Public Open Space Areas Refer Section 3.5.6 "Standards for Drainage and Open Space Areas" of these Guidelines.

3.5.4 EXISTING DRAINAGE This section is to be read in conjunction with QUDM Section 3. The design of the proposed drainage system (both major and minor) and earthworks for the development shall be such that the upstream drainage is not adversely affected and that the downstream drainage system is capable of adequately catering for the discharge of any additional flow produced as a result of the development. If the downstream system is not capable of carrying the increased discharge the Consultant shall indicate what measures are proposed to ensure the downstream system is capable of carrying the increased discharge. Such measures should include, but not be limited to, investigation of upgrading the existing downstream system, onsite detention and regional detention facilities. The Consultant shall provide a certificate of compliance in accordance with Section 8 (Engineering Drawings and Document Presentation) of these Guidelines.


Section 3.5


3.5.5 DOWNSTREAM DRAINAGE REQUIREMENTS

(a) General At the time of the relevant approval Council will determine if one or more of the following is required: (i) All downstream drainage paths have easements/reserves as appropriate

in favour of Council. (ii) Written approval from adjoining property owners adversely impacted by

the Works is required from the development site to the legal point of discharge (Legal point of discharge refer Section 3.02 QUDM and additional requirements nominated in Section 3.5.5 (b).

(iii) Hydraulic calculations are required from the Consultant indicating that

post development stormwater flows do not adversely affect downstream properties or increase flood heights.

(b) Legal Point of Discharge In addition to the above requirements Council will determine which one or more of the following is required as a lawful point of discharge: (i) To concrete kerb and channel, gullies, natural watercourse or existing

enclosed stormwater drainage system abutting the development. The applicant must obtain approval from Council for any connection to Council Infrastructure.

(ii) To the road reserve provided the concentration of stormwater does not

adversely affect the drainage capacity of the road and/or adjoining properties.

(iii) Through adjoining private property providing written permission is

obtained from the relevant adjoining property owner/s and this written permission is contractually binding to the property and its future owners.

(iv) To an existing enclosed drainage system within 100 metres of the site

provided the system has the capacity required. Calculations must incorporate future upstream developments.

(v) To concrete kerb and channel and then to a new stormwater inlet to be

provided by the Developer at a location removed from the site.


Section 3.5


3.5.5 DOWNSTREAM DRAINAGE REQUIREMENTS (cont)

(b) Legal Point of Discharge (cont) (vi) To kerb and channel or existing enclosed drainage system higher than

the development from a drainage pit within a site by pumping. This method will only be considered on merit when all other alternatives have been exhausted. The pumping infrastructure will remain the asset of the site owner, and will not form part of Council’s drainage scheme. The applicant is to clearly demonstrate in this instance that the alteration to catchment boundaries will not cause a worsening of any kind to existing drainage systems, property or public safety.

(c) Easements (refer QUDM 3.04) Notwithstanding the requirements of QUDM Section 3.04 (h) (i) regarding easement widths, Council’s requirement is for a minimum easement width of 3.0m for single pipes up to 1050mm diameter. For pipe sizes larger than 1050mm diameter, multi cell pipe drainage and/or box culverts, Council requires minimum easement widths in accordance with QUDM unless approved otherwise. Construction within an existing drainage easement, near or over existing stormwater infrastructure is not permitted and Consultant’s should refer to the requirements of Council’s “Building Near or Over Council Water, Sewer or Stormwater Services” policy.

3.5.6 STANDARDS FOR DRAINAGE RESERVES IN PUBLIC OPEN SPACE The design of the road and lot layout established in Section 2.2 (Preliminary Development Layout) of these guidelines incorporates the dedicated open space and drainage systems. Planning for draining in open space must be integrated within the whole planning process. Planning Scheme Policies provide Council’s guidelines for open space and recreation facilities and broad planning strategies (refer Section 6 of these guidelines, Police 13 and Policy 16). For public safety purposes, all public buildings and community facilities with amenities (ie toilets and / or food preparation facilities) are to be located 300mm above Q100 water levels where in overland flow paths. The drainage standards must be considered within the context of planning strategies, and in particular, to the nature of the intended function and constraints of the land. • General open space areas with a low to high need for access by

pedestrians and cyclists; • Passive areas with a low to high visitation; • Active areas in low to high tourist significant areas; • Natural watercourses with low to high ecological significance.


Section 3.5


3.5.6 STANDARDS FOR DUAL USE DRAINAGE AND OPEN SPACE AREAS (cont) Appropriate drainage standards for particular areas will be approved by Council with respect to consideration of the following: • Major flood capacity; • Convenience flood capacity - minor event in terms of interval event and

the time to drain ponded sites; • Maintenance costs (e.g. batter slopes between 1 in 4 and 1 in 6); • Safety (e.g. maximum velocity 2 m/sec); • Stability factors e.g. resistance to scour, slip; • Ecological considerations e.g. preserving valuable areas, and appropriate

planting in waterway areas, minimum impact on existing riparian/aquatic ecosystems.

3.5.7 DRAINAGE - DESIGN CRITERIA 3.5.7.1 Hydrologic Methods (Refer 5.01.3(d) QUDM)

Time-Area Runoff Routing, eg ILSAX It is to be noted that reference to adjusting the hydrograph to conform with the peak discharge derived from the same catchment using the Rational Method is not always correct and could give a misleading result. The catchment shape and rainfall pattern can have a major impact on the peak discharge and designers are to be aware of this when adjusting the hydrograph obtained via ILSAX (or similar programmes) where flow data is not available.


Section 3.5


3.5.7.2 Coefficient of Runoff (Refer 5.04 QUDM) etc Council has prepared Table 3.5A below for Runoff Coefficients vs Development Categories which replace QUDM Tables 5.04.1 and 5.04.2. Table 3.5A: C10 vs Development Category

Development Category

C10

Slope < 1% 1% ≤ Slope < 5% Slope ≥ 5%

Central Business, Commercial and Industrial Precincts

0.95

0.95

0.95

Urban Residential Precincts

(Including Roads) Res D & E ) High Res B & C ) Density

Res A Low Density

(Average Lot Size)

< 600m2

> 600m2 < 1000m2

> 1000m2 < 4000m2

0.90

0.80

0.80

0.75

0.65

0.90

0.85

0.85

0.80

0.70

0.90

0.85

0.90

0.85

0.75

Park Living and Rural Precincts - Bare Rock - Rocky Clayey Soil - Open Forest/

Grassed/Crops - Average Grassed/

Timbered - Heavily Timbered - Bare Sand

0.82 0.68

0.47

0.39 0.30 0.15

0.88 0.78

0.62

0.52 0.40 0.25

0.94 0.90

0.80

0.70 0.58 0.40

Open Space and Parks etc 0.55 0.65 0.75


Section 3.5


3.5.7.3 Standard Inlet Times (Refer 5.05.4 QUDM) The use of standard inlet times shall not apply in the Gold Coast City Council area and designers are directed to use the methods outlined in Clause 5.05.5 of QUDM. The minimum time of concentration shall be 5 minutes.

3.5.7.4 Overland Flow (Refer 5.05.5(c) QUDM) Kinematic Wave Equation for Overland Sheet Flow Time In addition to the requirements of QUDM, the Consultant should be aware that the time adopted for travel in a large pervious area such as a major park or urban forest, must recognise the limits of the overland flow phenomenon. It is a matter of field observation that "sheet" flow rarely progresses more than 50 metres before entering a runnel or rill, with travel in the latter mode falling into the "natural channel" category. Council's preferred option is to use the Kinematic Wave Equation for the determination of overland sheet flow times.

This equation takes into account that for the more intense and higher return periods the run-off occurs more rapidly.

3.5.7.5 Design Storms - Average Recurrence Interval (Refer 5.06 QUDM) Table 3.5B below modifies QUDM Table 5.06.1.


Section 3.5


Table of Recommended Design Average Recurrence Intervals

Table 3.5B (i) MAJOR SYSTEM DESIGN ARI (years) 100

(ii) MINOR SYSTEM DESIGN ARI (years)

Development Category

Central Business, Commercial and Comprehensive Development 10

Industrial 2

Urban Residential High Density, Special Facilities, Special Purposes - greater than 20 dwelling units/ha

10

Urban Residential Low Density, Local Shopping - greater than 5 & up to 20 dwelling units/ha

2

Highway Development * as per surrounding zones but minimum of 2 years

2 *

Tourist and Entertainment * as per surrounding zones but minimum of 2 years

2 *

Rural and Park Living - 2 to 5 dwelling units/ha 2

Open Space Excluding Recreation Parks and Sports Parks 1

Major Road - Major Traffic Routes

Kerb & Channel Flow

10 (see Note 1)

- Refer GCCC Standard Drawing No 03-02-002 Cross Drainage (Culverts, Bridges)

50 (see Note 2)

Minor Road

Kerb & Channel Flow

Refer to relevant

development category

- Refer GCCC Standard Drawing Nos 03-02-001, 03-02-003, 03-02-004

Cross Drainage (Culverts)

10 (see Note 2)

Notes: 1. The design ARI for the minor drainage system in a major road shall be that

indicated for the major road, not that for the Development Category of the adjacent area.

2. Culverts under roads should be designed to accept the full flow for the minor system ARI shown. In addition the consultant must ensure that the 100 year ARI backwater does not enter properties upstream. If upstream properties are at a relatively low elevation it may be necessary to install culverts of capacity greater than that for the minor system ARI design storm to ensure flooding of upstream properties does not occur. In addition the downstream face of the causeway embankment may need scour protection where overtopping is likely to occur.

3. The terms used in this table are described in the Glossary and/or Table 5.06.2 (QUDM).


Section 3.5


3.5.7.5 Design Storms - Average Recurrence Interval (Refer 5.06 QUDM) (cont) Notwithstanding the above, Council may require a higher recurrence intervals based on particular locality considerations, that might generally include: • Ability to accommodate the major event (QUDM); • MRD flood requirements; • Afflux considerations; • Future strategic planning considerations; • Counter disaster planning consideration; • Connections with a history of interruption in flash flooding events; • Safety considerations in flood events; • The ability to access isolated or single entry communities.

Council may consider the acceptance of lower recurrence intervals where the upgrading of sections of the road are not feasible in isolation and the development has provided compensatory elements that will assist the improvement of the road system in the future.

3.5.7.6 Intensity - Frequency - Duration Data (Refer 5.07 QUDM) A considerable volume of additional rainfall data has been collected since the analysis of rainfall data published in Volume 2 of Australian Rainfall and Runoff (Institution of Engineering Australia, 1987). In 1998, Council carried out a substantial review and reanalysis of the rainfall data available as at the end of 1997 for the Gold Coast City Region. The results of the analysis of the available data indicates significant departures from Maps 1.5, 2.5, 3.5, 4.5, 5.5, 6.5, 7C, 8 and 9 of Volume 2, Australian Rainfall and Runoff. The use of design rainfall parameters derived from the Maps in Volume 2, of Australian Rainfall and Runoff is no longer acceptable to Council and the maps in the following table 3.5C are to be used to determine design rainfall parameters and intensities using the procedures in Section 2 Volume 1 of the Australian Rainfall and Runoff. A reduced copy (A4 size) of the following standard drawings is included in this section noting that the standard drawing is to be referenced when extracting information.


Section 3.5


3.5.7.6 Intensity - Frequency - Duration Data (Refer 5.07 QUDM) (cont)

Table 3.5C: Table of Rainfall Maps For Use in Gold Coast City FACTOR STANDARD

DRAWING SUPERSEDED ARR

MAP DESIGN RAINFALL ISOPLETHS

DURATION HOURS ARI 1 2 59317 1.5 12 2 59318 2.5 72 2 59319 3.5 1 50 59320 4.5 12 50 59321 5.5 72 50 59322 6.5

Average Regional Skewness (ARI < 100 Adopt Skew = 0)

59323 7c

Geographical Factor F2

59324 8

Geographic Factor F50 59325 9 NOTE: 1. Skew coefficients from Map No. 7C of Australian Rainfall and Runoff, 1987, should be

used for estimation of design rainfall parameters for average recurrence intervals above 100 years and up to the 500 year limit of applicability of Chapter 2 of ARR.

2. Standard Drawings 59317 - 59325 are reproduced at A3 size in the “ROADWORKS AND DRAINAGE” Standard Drawings, 2001 Edition.

Following the review and reanalysis of Rainfall data, Council reassessed the Temporal Patterns applicable to flood studies for the Gold Coast City Region. The results of the reanalysis of temporal patterns indicates significant departures from the temporal patters quoted for Zone 3 Figures 3-4(a) and 3.4(b) and Table 3.2 of Volume 2, Australian Rainfall and Runoff (1987) Edition. Council requires that all flood studies requiring the use of temporal patterns use the temporal patterns in Attachment 3.5D of these Land Development Guidelines.

3.5.7.7 Major Drainage System (Refer 5.08.2 QUDM) Further to the requirements of QUDM, Consultants should note that major underground piped drainage systems are not permitted unless prior approval is obtained from Council.


Section 3.5


3.5.7.7 Major Drainage System (Refer 5.08.2 QUDM) (cont) Where such an approval is provided by Council because an overland flow path is either impractical or unacceptable (ie, overland flowpath obstructed) then a major underground piped drainage system shall be provided. Notwithstanding the requirements of QUDM Section 5.10.2, where major underground piped drainage is required, inlet capacities shall be designed for Q100 flows with a 50% blockage factor. In addition to the requirements of QUDM, Consultants should be aware it is a Council requirement that overland flowpaths through private property and / or easements are not permitted and pathways used for overland flows shall be dedicated as drainage reserve.

3.5.7.8 Flow Depth And Width Limitations (Refer Table 5.08.1 QUDM) Notwithstanding the freeboard nominated in QUDM, Council has adopted the following: (a) Major System Design Criteria "Freeboard not less than 300mm below Floor Level of an adjacent building where the building is located above street level." Note: The minimum Floor Level is to be the greater of:

• 300mm above the Q100 Flood Level as nominated by Council; or • 300mm above the Flood Level for the major flood event within the road

reserve. The Floor Level controls must be nominated on the stormwater drainage plans or asset register. (b) Minor System Design Criteria The total flow for the minor flood event shall be contained within the drainage easement or drainage reserve provided through an open space. This may include low flow pipes (minimum size 375mm dia) subject to Council approval.


Section 3.5


3.5.7.9 Gully Inlet Types (Refer 5.10.1 QUDM) In addition to the three types of gully inlet nominated in QUDM and Council’s standard drawings, Council will allow alternative inlet systems approved by Council, noting that these systems shall comply with SS5. Inlet capacity charts for the standard inlet types shall be adopted as follows: (i) Council’s Standard Side Inlet Gully (Standard Drawing 03-03-001 and 03-

03-002): Council has recently completed full scale hydraulic testing (in conjunction with other Authorities) of Lip ‘n’ Line Gully Pit configurations. Accordingly the inlet capture charts shown on Standard Drawings 03-03-501 to 03-03-504 and 03-03-601 to 03-03-604 provide inlet capacity rates for a kerb in line IMEAQ (similar) pit. The charts have been produced for barrier and roll top kerb profiles for on grade and sag configurations. Appropriate reduction factors in accordance with QUDM have been included and are to be applied to the on-grade capacity charts for the Lip ‘n’ Line Gully Pit configuration. No reduction factor is to be applied to the sag capacity charts. As a result of the hydraulic testing program, modified freeboard requirements shall be used for the Lip ‘n’ Line gully pit. Refer to Section 3.5.7.19 of these Guidelines. The maximum depth of the side inlet gully is 1.5 metres in accordance with Council’s Standard Drawing 03-03-001 and 03-03-002. Hydraulic capture charts have been included in A4 format following Section 3.5.9.10 of these Guidelines, however the charts are reproduced in A3 size in the “Roadworks and Drainage” Standard Drawings, 2005 Edition. Additional on-grade equations are also produced in A3 size only and included in the “Roadworks and Drainage” Standard Drawings, 2005 Edition. The A3 size standard drawings should be referenced when extracting any information. (ii) Precast Stormwater Inlet System (Standard Drawing 03-03-003): The precast stormwater drainway inlet system is an alternative precast gully manhole inlet configuration that can be utilised where the Consultant prefers this type of inlet and pipe configuration as detailed in Section 3.5.7.15 of these Guidelines.


Section 3.5


3.5.7.9 Gully Inlet Types (Refer 5.10.1 QUDM) (cont)

(ii) Precast Stormwater Inlet System (Standard Drawing 03-03-003) (cont) Refer to QUDM Volume 2 Appendix 3 for inlet capacity charts. Where deemed appropriate by Council, the use of cast in situ gully manholes maybe approved where the Consultant can demonstrate that approved proprietary products cannot be utilised. (iii) Council’s Standard Field Inlet (Standard Drawing 03-03-008): The standard field inlet size and depth requirements are shown on Standard Drawing 03-03-008. Field inlet capacity charts are shown in Section 3.5.7.11 of these Guidelines.

3.5.7.10 Intersections (Refer 5.10.3(d) QUDM) Council will only approve anti-ponding gully inlets within kerb turnouts in special circumstances. Consultants should refer to Sections 3.4.7 and 3.4.11 of these Guidelines.

3.5.7.11 Field Inlets (Refer 5.10.4 QUDM) Field Inlet Capacity Charts are provided in Figure 3.5A below for various sizes of gully and depth of ponding over the grate. The allowable depth of ponding depends on location, 250mm being an average maximum. See Figure 3.5A - see following page.


Section 3.5


3.5.7.11 Field Inlets (Refer 5.10.4 QUDM)

Figure 3.5A: Field Inlet Capacity


Section 3.5


3.5.7.12 Manholes (Refer 5.11.1 QUDM) In addition to the requirements of QUDM, Council also requires manholes to be installed directly upstream of revetment walls as shown on Standard Drawing 03-03-204 Precast manholes from Council’s “Approved Product List for Stormwater Drainage” may be used provided they are installed in accordance with the manufacturers recommendations. The diameter of the manhole access opening and cover to converter slab must conform to Council’s standards.

3.5.7.13 Manhole Tops (Refer 5.11.2 QUDM) Where drainage manholes are located in flood prone areas or where the design hydraulic grade line is above the top of the manhole, bolt down manhole tops shall be provided as directed and/or approved by Council.

3.5.7.14 Reduction In Pipe Size (Refer 5.11.4 QUDM) Consultants should note that where a pipe size reduction is allowed in QUDM and these guidelines, the manhole outlet should be "bell mouthed" to the same size as the upstream pipe diameter through the wall of the manhole to the downstream pipe.

3.5.7.15 Drainline Location (Refer 5.12 QUDM) Council’s standard drainline location is as follows: (a) Cast Insitu Gully Inlet (Refer Standard Drawing 03-03-001 and 03-03-002) Council will allow gully-to-gully piped systems where pipes are connected between gully pits instead of manholes with both the inlet and outlet pipes connected to the gully pit walls provided the following criteria is met. • Maximum gully to gully connection pipe is 600mm diameter or less; • Gullies are constructed in accordance with Council’s standard drawings; • Acute angles in connecting pipes are avoided to minimise head losses; • Potential interferences with other utility services and guardrails on the

footpath is to be avoided; • The main drainage line (spine) of the gully system is to be constructed

on one side of the road only. The number of gully-to-gully connections is unlimited unless specified otherwise in these Guidelines. Any gullies on the opposite side of the road shall be connected directly (as close to 90° as possible) across the road.


Section 3.5


3.5.7.15 Drainline Location (refer 5.12 QUDM) (cont)

• A maximum of three (3) gully to gully to MH connections is allowed on the “non spine” side of the drainage system prior to connecting across the road.

Once the maximum requirements of the gully-to-gully system have been reached, the gullies are to be connected to a conventional herringbone drainage pattern. (b) Precast Stormwater Inlet System (Refer Standard Drawing 03-03-003)

Precast Stormwater drainway inlet/gully manhole systems are generally accepted for general use by Council. The alignment of the pipe system shall be in accordance with the details as noted on Standard Drawing 03-03-003.

The standard alignment for drainlines, other than gully-to-gully connections, is 2.0 metres measured towards the road centreline from the nominal face of kerb. For standard width access streets, as shown on Councils Standard Drawing 03-02-001, the drainline alignment shall be on the centreline of the street. The pipework layout, should in most cases, be the conventional herringbone layout. Refer Section 3.5.7.17 for allotment drainage location.

3.5.7.16 Pipe And Material Standards (Refer 5.13 QUDM) and Structural Design of Pipelines and Manholes (Refer QUDM 5.14)

(a) General

Council requires that in locations where the drainage system will be subjected to a salt water environment and/or aggressive ground water conditions, Consultants should liaise with the relevant suppliers for an appropriate product designed to comply with the current Australian Standard and to meet the specific site conditions.

(b) Pipes

Pipes and pipe laying shall generally comply with the requirements of QUDM, Table 5.13.1 except that spigot and socket rubber ring jointed pipes shall be used irrespective of ground conditions for sizes up to 600mm diameter. Consultants should note the requirements of Council and QUDM where spigot and socket rubber ring joint pipes are required for all sizes of pipe in unstable ground, when pipes are laid in sand and other special circumstances. Refer QUDM Section 5.13.3.


Section 3.5


3.5.7.16 Pipe And Material Standards (Refer 5.13 QUDM) and Structural Design of Pipelines and Manholes (Refer QUDM 5.14) (cont) In addition to the requirements of QUDM, Council also requires the use of spigot and socket rubber ring joint pipes for all pipe sizes in the following circumstances:

• Where the drainage pipeline is located in private property; and • Where the pipeline is subject to any tidal influence. Notwithstanding the minimum pipe size requirements of QUDM 5.13 and excluding roof and allotment drainage systems, a minimum pipe size of 600 mm diameter is to be adopted for drainage systems within private property where the drainage system conveys stormwater from any external public property, eg roads, parks etc. (c) Box Sections It is a Council requirement that box sections shall only be constructed from precast reinforced concrete box culvert sections. (d) Structural Design

The structural design of drainage pipelines shall be carried out in accordance with AS 3725 – “Loads on Buried Concrete Pipes”. Council’s minimum strength class for concrete drainage pipes shall be Class 2. Consultants should refer to QUDM Section 5.14 for further detail regarding the consideration of adequate cover over pipes for imposed loads during construction. Consultants should liaise with the relevant suppliers for an appropriate product designed to comply with current Australian Standards and meet the specific site conditions. Consultants should note that fibre reinforced pipes are Council’s preferred option for situations where pipelines maybe subject to tidal waters. Council requires that engineering drawings submitted for approval must show the following information for each drainage line: • Type and class of pipe; • Installation and bedding details; • Construction method (backfill layer thickness, compaction equipment

etc.)


Section 3.5


3.5.7.17 Roof And Allotment Drainage System (Refer Table 5.18.3, Table 5.18.4 and Table 5.18.6 QUDM) The level of inter allotment drainage required will be as follows (refer QUDM Table 5.18.3):

LAND USE DRAINAGE LEVEL

Residential A (Low Density), Special Residential III

Residential B, C, D & E (High Density), Commercial and Industrial

III, IV, V

For design recommendations associated with the "Rear of Allotment Drainage System", refer Table 5.18.4, the following minimum pipe sizes should be adopted:

ITEM LEVEL APPLICABLE

I II III IV V

Minimum Pipe Size (mm)

NA

NA

225*

375

375

Note: *The minimum diameter pipe size for level III will be as shown above except in some waterfront developments where a smaller size may be approved by Council. Typically the alignment of the allotment drainage shall be central to the drainage easement. When a stormwater allotment pipe shares an easement with a sewerage line, the stormwater pipe shall be 1m offset from the boundary line. For design criteria associated with Inter Allotment Drainage refer QUDM "Level III Rear Allotment Drainage System" Table 5.18.6. Consultants should note that the nominal pipe diameter of 150mm is not acceptable.

3.5.7.18 Hydraulic Calculations (Refer 5.21 QUDM) The hydraulic gradeline calculations must take into consideration the impact of a gross pollutant structure where one is identified as a requirement in the MDS, SMP or as otherwise deemed appropriate by Council.


Section 3.5


3.5.7.19 Start Hydraulic Grade Level (Refer 5.21.6 QUDM)

Where an urban piped drainage system discharges to tidal waters, start HGLs for the locations listed in Table 3.5D below must be adopted: Table 3.5D: Start Hydraulic Grade Lines (HGL)

TIDAL WATERS DESCRIPTION WATER LEVEL AHD. Pacific Ocean 0.90m

Southport Broadwater

All direct connected canals Coombabah-d/s Oxley Dve Bridge Biggera Ck-d/s GCHwy Bridge Loders Ck-d/s Stevens St Bridge Gardiners Ck-d/s Radford St Bridge Nerang River-d/s Bundall Rd Bridge Little Talle Ck-d/s Monaco Bridge

0.90m

Coombabah Creek Oxley Dve to Gold Coast Hwy Bridges 1.00m Biggera Creek GCHwy Bridge to Central St Culvert 1.00m Loders Creek Stevens St to Johnson St 1.00m Nerang River Bundall Rd to Ross St Bridges

(include direct connected canals) 1.00m

Little Tallebudgera Creek

Monaco St to T E Peters Dve Bridges T E Peters Dve to Hooker Blvd Bridges u/s Hooker Blvd Bridge

1.00m 1.00m 1.20m

Tallebudgera Creek All direct connected canals d/s Pacific Hwy Bridge

1.00m

Currumbin Creek d/s Pacific Hwy 1.00m Cobaki Broadwater Tweed Heads 1.20m

Note: 1. The above start HGLs do not include any allowance for tidal or flood surge effects.

Greenhouse Effect should also be considered. Refer to Section 7.0 of QUDM, Section 3.5.7.19 "Discharge to Tidal and Other Waterways" of these Guidelines and Council.

2. TWL’s for systems with obverts above the nominated start HGL’s are to be calculated, with the obvert of the outlet the minimum TWL.

Consultants should seek Council's requirements for start HGL's associated with non-tidal waters or other waterways not specified above.

3.5.7.20 Pipe Capacity (Refer 5.21.7 QUDM) Calculations for stormwater pipe capacity flowing full may also be based on Colebrook-White using K = 0.6 minimum.


Section 3.5


3.5.7.21 Freeboard at Inlets and Junctions (Refer 5.21.5 QUDM) Notwithstanding the requirements of QUDM – Table 5.21.1 regarding minimum freeboard recommendations for gully inlets and manholes, Table 3.5 E below provides Council’s requirements for gully inlets on grade. All other freeboard requirements for gully inlet in sag, field inlet and manhole or junction structure shall be in accordance with QUDM – Table 5.21.1. Table 3.5 E: Gully Inlet – Freeboard (mm)

LINTEL LONGITUDUNAL ROAD GRADE S M ) + L < 3% 150 150 > 3% 150 350

S = Small Lintel 2.4m m = Medium Lintel 3.6m L= Large Lintel 4.8m Freeboard measured from lowest side of channel invert.

3.5.7.22 Discharge To Tidal And Other Waterways (Refer 7.00 QUDM) Consultants should seek Council's requirements to determine an appropriate allowance for Storm Surge and Greenhouse Effect (refer QUDM 7.02 and 7.03) when establishing tailwater levels for outfalls to tidal and non-tidal waters in accordance with current Council Policy. Some start hydraulic grade levels for tidal waters have been listed in Section 3.5.7.19 of these Guidelines. For particular requirements associated with Design and Protection of Tidal and Non-Tidal Outlets and Siltation (refer QUDM 7.07, 7.08 and 7.09). Notwithstanding these requirements of QUDM, the lowest invert level of the drainage system at the outlet shall not be lower than MLWS or the standing water level of the receiving waterway / lake or water course. Drainage outlets should not be permanently submerged. Consultants should liaise with Council prior to commencing detail design. It should be noted however, that in relation to Non-Tidal Outlets, appropriate consideration should be given to design and protection for locations of outlets where discharge is directed over surfaces that have not been subjected to concentrated flows previously and where significant scour and erosion may result. Drainage works which require physical alterations to a natural watercourse and/or its flow regime require Department of Natural Resources approval in accordance with the Water Resources Act 1989.


Section 3.5


3.5.7.22 Discharge To Tidal And Other Waterways (Refer 7.00 QUDM)(cont) Notwithstanding Department of Natural Resources approval, open drains and watercourses, either natural or manmade, shall be protected from scour and erosion as directed or approved by Council. Note that all construction within the tidal zone requires Section 86 approval under the Harbours Act. Refer Section 3.6 of these Guidelines for “Waterfront Development” design requirements.

3.5.7.23 Swale/Table Drains Swale/table drains may be considered by Council in urban areas as part of an integrated stormwater quality management system where: • Total catchment does not exceed 2 ha; • Top width to depth ratio 6:1 or greater; • Side slopes 1:4 (H:V) or flatter; • Design flow velocity is less than 2m/sec; • Underlying soils have high permeability; • Sub-soil drainage is included in the proposed swale where longitudinal

grade of the swale is less than 1:200; • Adequate road reserve is provided to accommodate other verge

elements. 3.5.8 STORMWATER QUALITY IMPROVEMENT DEVICES

Stormwater Quality Improvement Devices (SQIDS) are one of a number of devices used to improve the quality of stormwater run off from developed urban areas which form part of the stormwater “treatment train” associated with a stormwater management strategy. SQIDs work by reducing the amounts of pollutants that enter Councils waterways, creeks, estuaries and the ocean beaches. Types of SQIDs that are typically constructed to form part of a “treatment train” include:

• Gross pollutant traps (GPTs); • Trash racks/litter control devices; • Constructed (artificial) wetlands;


Section 3.5


3.5.8 STORMWATER QUALITY IMPROVEMENT DEVICES (cont) • Gully Pit Baskets and Nets; • Chemical / Biological Pollutant Devices. SQIDs are not the only way that stormwater quality can be improved to protect downstream receiving environments. Other options include non-structural measures (i.e. education, enforcement strategies) and Water Sensitive Urban Design (WSUD) elements such as porous paving, grass swales, infiltration areas, etc. Developers and their Consultants should refer to Council’s current document on Stormwater Quality Management Guidelines for Development Applications. The document provides detail in relation to: • When SQUIDS are required; • Key design criteria; • Water quality objectives; and • Preparation of maintenance plans.

3.5.9 GROSS POLLUTANT CONTROL DEVICES 3.5.9.1 Introduction

A Gross Pollutant Control Device (GPT) is any structure or facility intended to remove solid type pollutants 2 mm and larger and floatable pollutants 25mm and larger. Gross Pollutant Control Devices do not include: (a) Wetland design to remove physical, chemical or biological pollutants and

fine sediments less than 2 mm and colloidal material.

(b) Water quality structures intended to remove chemical or biological pollutants from industrial / commercial sites, carparks and road surfaces (ie oils, etc).


Section 3.5


3.5.9.2 Source and Type of Pollutant All forms of development and land use generate gross pollutants of one kind or another. In residential areas, the bulk of the volume of pollutant could be grass clippings, etc with only small volumes of plastic, bottles, cans, etc. Residential areas also contribute pollutants as a result of household activities such as renovation works, painting, pet droppings, detergents and oils from car washing. Studies and logic indicate that a significant proportion of gross pollutants discharged to waterways is generated by residential land, as this type of development constitutes a significant proportion of the land use in most catchments. In tourist areas and general commercial and office areas, the type of pollutant is more likely to be floatables (ie cans, cigarette butts, paper, food wrappers, etc) and motor vehicle generated pollutants (eg oils, brake linings, etc). These items, when discharged to waterways are highly visible to the public. The volume of pollutant may be small in comparison with pollutants generated elsewhere in the system, but degrade the appeal of the waterway. Industrial areas are more likely to generate gross pollutants such as polystyrene, wood particles, cardboard, wrappings, etc. Industrial sites are also more likely to generate spills of oil, chemicals and similar liquid contaminants, which are not generally trapped by physical gross pollutant control devices. Shopping centre developments are more likely to concentrate pollutants related to food, packaging and motor vehicles (parked vehicles leak oils, cars deposit brake linings, etc). Park Living and Rural developments are likely to generate volumes of organic matters (ie grass, leaves, etc) and chemical pollutants associated with farming type land use. In assessing the source of type of pollutant to be collected, consideration needs to be given to potential change in pollutant source and type of pollutant which may occur as a catchment develops or is redeveloped.

3.5.9.3 Safety All proposed Gross Pollutant Control Devices must be fitted with suitably designed lockable access covers approved by Council, which prevent entry of unauthorised persons.


Section 3.5


3.5.9.4 Maintenance The recurrent cost of maintenance/cleanout of the Gross Pollutant Control Device is significant to Council and the maintenance/cleanout procedure to be adopted for the Gross Pollutant Control Device will need to utilise plant and equipment currently used by Council’s maintenance operations.

3.5.9.5 Location of Gross Pollutant Control Devices The location for installation of Gross Pollutant Control Devices should be based on an assessment of the stormwater drainage catchment both upstream and downstream of the proposed siting: The assessment should: (a) Identify the size, hydrological and hydraulic response of the catchment;

and

(b) Identify the source and type of pollutants likely to be generated by the catchment both present and in the future.

Gross Pollutant Control Devices are to be located such that a downstream overland flow path through public road or open space is available to carry any surcharge flows which may occur by blockage of the Gross Pollutant Control Device or other causes. A downstream overland flow path through private land or easement is not appropriate. Gross Pollutant Control Devices should only be located at sites where access for inspection and maintenance can be carried out using Council’s standard maintenance vehicles. Provision for maintenance vehicles off the road carriageway must be provided in the form of a hardstand area adjacent to the Gross Pollutant Control Device. Access requirements should be similar to the layout as shown on Council’s Standard Drawing 03-07-401 and 03-07-402. The location of Gross Pollutant Control Devices in swampy areas, at the bottom of embankments or other inaccessive locations is not permitted. Where practicable, Gross Pollutant Control Devices should be located adjacent to sewers, and not be located near electrical equipment.


Section 3.5


3.5.9.6 Gross Pollutant Control Device Design Recurrence Interval An assessment of the required design recurrence interval for the sizing of Gross Pollutant Control Device has established: • Gross Pollutant Control Devices should be sized to treat a storm event

having a minimum recurrence interval of 1 in 3 month; • Gross Pollutant Control Devices sized to treat the 1 in 3 month storm

event will treat about 85 percent of the total volume of flow in the drainage system.

The use of an empirically derived flow rate based on a rainfall excess applied over the catchment is not acceptable (ie first flush is 20mm of rainfall). Design rainfall for sizing of the gross pollutant control device is to be based on the Intensity Duration Data in Clause 3.5.7.6 and the following table for calculation of rainfall less than one (1) in one (1) year, ARI unless otherwise approved. Table of Proportions for Determination of Rainfall for ARI’s less than 1 in 1 year. Design ARI 1 month 2 month 3 month 4 month 6 month 9 month 12 month Proportion of 1 in 1 year ARI

0.25

0.40

0.50

0.60

0.75

0.9

1.0

At specifically defined locations it may be necessary to design GTP'S to treat flows from a recurrence interval greater than the 1 in 3 month event. This requirement will be based on an assessment of the capacity of the receiving waterway downstream of the GPT to accept a pollutant load and the hydraulics of the drainage system.

3.5.9.7 Hydraulics at Gross Pollutant Control Devices Detailed hydraulic calculations will need to be prepared to establish the hydraulic response of the drainage system downstream and upstream of the Gross Pollutant Control Devices as follows: • New Drainage - Gross Pollutant Control Devices to be installed Where a Gross Pollutant Control Devices is to be installed on a new drainage system the full hydraulic losses through the device are to be assessed and the drainage system and Gross Pollutant Control Devices sized accordingly to prevent surcharge at the pit/manholes located upstream of the device during a Q2 event.


Section 3.5


3.5.9.7 Hydraulics at Gross Pollutant Control Devices (cont) • New Drainage - Gross Pollutant Control Devices to be retrofitted at some

future date Hydraulic loss through Gross Pollutant Control Devices equal to 1.5 times the velocity head at the potential site for a Gross Pollutant Control Devices, or at the outlet of the system for a Q2 event.

3.5.9.8 Existing Drainage - Retrofitting Where it is proposed to retrofit a Gross Pollutant Control Devices on an existing stormwater drainage system the hydraulic assessment will need to consider: • Potential surcharge flows; • Potential overland flowpaths; • Upsizing of Gross Pollutant Control Devices to reduce hydraulic losses; • Impacts on road, reserves and private lands upstream and downstream of

the Gross Pollutant Control Device. 3.5.9.9 Acceptable Gross Pollutant Control Devices

There are a number of Gross Pollutant Control Devices available from industry suppliers for installation on stormwater drainage systems.

3.5.9.10 Alternative Gross Pollutant Control Device Designs Where a submission and/or design for a Gross Pollutant Control Device proposes a device which is not on Council’s approved product list the design will need to be submitted to Council to assess: • The performance, efficiency and suitability of the device; and • The potential cost of maintenance of the device. Detailed calculations and test results (laboratory and field) will need to be submitted to provide verification of the claims being made as to performance, efficiency, suitability and maintenance costs for the device proposed. Submissions to Council shall include:


Section 3.5


3.5.9.10 Alternative Gross Pollutant Control Device Designs (cont) (i) Catchment plan together with hydrological and hydraulic calculations.

Calculations should generally commence at the outlet of the drainage system to a waterway under the control of Council or other location nominated.

(ii) Sketches of the proposed Gross Pollutant Control Device. (iii) Facts detailing the performance of the Gross Pollutant Control Device. (iv) Details of the verification procedure to be applied by Council to confirm

that the Gross Pollutant Control Device is performing as stated by the designers.

(v) Copies of reports on the performance of the device from laboratory

and/or field trials. (vi) Details of locations where similar Gross Pollutant Control Device have

been constructed, including name of authority and contact telephone number of person who can provide verification as to the performance of the Gross Pollutant Control Device in service.

(vii) Details of cleanout/maintenance procedures to be adopted. Cleanout/

maintenance will need to utilise plant and equipment currently in use by council. Requirements for use of specialised equipment not currently available to Council’s maintenance operations may preclude the use of the Gross Pollutant Control Device.

(viii) Structural calculations showing the device, the roofs and access covers

are designed for a W7 traffic load. Council prefers access covers to be of checker plate or similar construction. . Access covers are to be large enough to enable vertical removal of components where required.

(ix) Inspection/maintenance access lids shall be provided to Gross Pollutant

Control Device. The lids shall be 900mm x 600mm in size and shall have recessed hinges and padlocks. The inspection access lids are required to all chambers and chamber areas where separated by dividing walls or weirs.

(x) Maintenance drop boards are required to isolate the device from

upstream and downstream flows. The drop boards must stay with the device and designed to be lowered in position within Workplace Health and Safety lifting requirements.


Section 3.5


3.5.9.10 Alternative Gross Pollutant Control Device Design (cont)

(xi) No confined space entry is permitted for regular maintenance cleanouts. (xii) Details of guarantees as to the long term performance of the device. For a design to be acceptable, it will need to satisfy the following minimum requirements: • Treat a minimum design flow of 1 in 3 month ARI. • Capture a minimum of 90 percent of solid type pollutants 2mm and

larger at the design ARI; • Capture a minimum of 75 percent of floatable pollutants having

dimensions of 25mm in length, 10mm in width and 10mm in depth at the design ARI;

• Prevent resuspension of captured pollutants during flows in excess of the design ARI;

• Recapture a minimum of 90 percent of pollutants resuspended by back flushing;

• Have a mechanism for self cleansing to prevent blockage of grills/mesh; • Does not increase the hydraulic gradeline in an existing stormwater

drainage system at the first pit/manhole upstream of the device by more than 150mm at a flow equal to the Q2 flow from the catchment;

• Does not create surcharge at the pit/manhole immediate upstream of the device unless there is an acceptable overland flowpath in public road, park or reserve;

• Is suitably located in public road, park or drainage reserve; • Provides for hydraulic isolation of the device during cleanout; • When located in areas where tidal backflow is present, the downstream

drain includes provision of a tide gate to prevent tidal inflow.


Section 3.5


ATTACHMENT 3.5D Temporal Patterns for Gold Coast Cost City Council (Based on Reanalysis of Rainfall Data for Gold Coast City Council)

10 MINUTE DURATION in 2 PERIODS OF 5 MINUTESPeriod 1 2ARI ≤ 30 Years 39.9% 60.1%ARI > 30 Years 45.1% 54.9%

15 MINUTE DURATION in 3 PERIODS OF 5 MINUTESPeriod 1 2 3ARI ≤ 30 Years 32.3% 45.3% 22.4%ARI > 30 Years 33.0% 39.6% 27.4%

20 MINUTE DURATION in 4 PERIODS OF 5 MINUTESPeriod 1 2 3 4ARI ≤ 30 Years 19.9% 38.3% 27.5% 14.3%ARI > 30 Years 22.0% 32.5% 26.6% 18.9%

25 MINUTE DURATION in 5 PERIODS OF 5 MINUTESPeriod 1 2 3 4 5ARI ≤ 30 Years 13.7% 33.6% 24.5% 18.4% 9.8%ARI > 30 Years 16.2% 28.0% 22.9% 19.1% 13.8%

30 MINUTE DURATION in 6 PERIODS OF 5 MINUTESPeriod 1 2 3 4 5 6ARI ≤ 30 Years 13.2% 29.8% 22.5% 17.2% 10.1% 7.2%ARI > 30 Years 14.6% 24.6% 20.6% 17.2% 12.5% 10.5%

45 MINUTE DURATION in 9 PERIODS OF 5 MINUTESPeriod 1 2 3 4 5 6 7 8 9ARI ≤ 30 Years 6.2% 9.7% 11.2% 24.3% 18.6% 13.5% 7.7% 4.9% 3.9%ARI > 30 Years 7.6% 10.5% 11.4% 19.7% 16.5% 12.8% 8.7% 6.7% 6.1%

1 HOUR DURATION in 12 PERIODS OF 5 MINUTESPeriod 1 2 3 4 5 6 7 8 9 10 11 12ARI ≤ 30 Years 4.0% 7.5% 9.6% 13.4% 13.2% 21.2% 8.5% 6.3% 5.3% 4.6% 3.4% 3.0%ARI > 30 Years 5.1% 8.0% 9.4% 12.3% 11.7% 17.0% 8.7% 7.0% 6.2% 5.6% 4.6% 4.4%

1.5 HOUR DURATION in 18 PERIODS OF 5 MINUTESPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18ARI ≤ 30 Years 2.9% 4.4% 8.3% 9.0% 16.5% 13.1% 6.6% 6.3% 5.8% 5.1% 3.7% 4.1% 3.3% 2.6% 2.4% 2.1% 2.0% 1.8%ARI > 30 Years 3.5% 4.9% 8.0% 8.2% 13.1% 11.3% 6.6% 6.4% 6.1% 5.6% 4.3% 4.7% 3.9% 3.2% 3.0% 2.7% 2.4% 2.1%

2 HOUR DURATION in 24 PERIODS OF 5 MINUTESPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21ARI ≤ 30 Years 2.0% 2.6% 5.5% 14.3% 11.4% 6.7% 7.9% 6.1% 4.5% 3.9% 3.5% 3.2% 3.0% 2.4% 2.7% 3.3% 2.5% 2.9% 2.2% 2.1% 1.9%ARI > 30 Years 2.5% 3.2% 5.5% 11.2% 9.7% 6.2% 7.0% 5.9% 4.6% 4.1% 3.7% 3.6% 3.4% 3.1% 3.2% 3.6% 3.2% 3.4% 2.8% 2.6% 2.2%


4.5 HOUR DURATION in 18 PERIODS OF 15 MINUTESPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18ARI ≤ 30 Years 8.5% 6.2% 4.4% 7.2% 4.8% 5.4% 3.6% 9.3% 17.7% 12.7% 4.0% 2.6% 2.3% 2.1% 1.4% 2.9% 3.2% 1.7%ARI > 30 Years 8.2% 6.4% 4.9% 7.2% 5.3% 5.7% 4.3% 8.5% 14.1% 11.0% 4.6% 3.2% 2.9% 2.7% 1.5% 3.6% 3.8% 2.1%


9 HOUR DURATION in 18 PERIODS OF 30 MINUTESPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18ARI ≤ 30 Years 2.6% 3.2% 1.7% 2.3% 4.1% 3.7% 5.4% 7.1% 10.8% 10.2% 17.5% 6.9% 5.2% 4.6% 2.9% 1.9% 6.4% 3.5%ARI > 30 Years 3.3% 3.9% 1.8% 2.8% 4.7% 4.3% 5.7% 6.8% 9.3% 9.3% 13.9% 6.8% 5.7% 5.1% 3.6% 2.3% 6.5% 4.2%

12 HOUR DURATION in 24 PERIODS OF 30 MINUTESPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21ARI ≤ 30 Years 1.8% 1.2% 1.5% 1.7% 2.3% 2.4% 2.9% 4.0% 4.8% 3.9% 4.8% 11.1% 5.7% 14.9% 6.8% 5.5% 4.3% 3.3% 3.5% 2.1% 2.6%ARI > 30 Years 2.3% 0.3% 1.2% 2.0% 2.9% 3.0% 3.5% 4.3% 4.7% 4.3% 4.9% 9.5% 5.3% 11.8% 6.0% 5.3% 4.5% 3.8% 4.0% 2.7% 3.2%

18 HOUR DURATION in 18 PERIODS OF 1 HOURPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18ARI ≤ 30 Years 2.5% 1.8% 1.4% 3.7% 4.1% 7.5% 12.8% 18.5% 5.3% 8.4% 7.1% 5.2% 5.8% 4.6% 3.4% 2.7% 3.1% 2.1%ARI > 30 Years 3.2% 2.2% 1.5% 4.4% 4.7% 7.2% 11.1% 14.7% 5.7% 7.6% 7.1% 5.6% 5.9% 5.1% 4.1% 3.4% 3.8% 2.7%

24 HOUR DURATION in 24 PERIODS OF 1 HOURPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21ARI ≤ 30 Years 2.4% 1.0% 1.5% 1.0% 1.8% 3.4% 4.5% 5.5% 3.6% 4.8% 6.8% 7.9% 16.2% 3.7% 7.5% 9.4% 3.7% 3.2% 2.1% 2.6% 1.9%ARI > 30 Years 3.1% 0.4% 1.7% 0.8% 2.3% 4.0% 4.8% 5.5% 4.0% 5.0% 6.7% 7.1% 12.9% 4.1% 7.1% 8.1% 4.1% 3.8% 2.6% 3.2% 2.4%

30 HOUR DURATION in 15 PERIODS OF 2 HOURSPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15ARI ≤ 30 Years 2.4% 2.0% 1.6% 2.9% 3.2% 5.5% 5.9% 10.6% 9.1% 22.6% 14.5% 7.3% 4.0% 3.3% 5.1%ARI > 30 Years 3.3% 2.9% 2.5% 3.8% 4.0% 6.0% 6.2% 9.8% 8.9% 18.1% 12.6% 7.4% 4.7% 4.0% 5.8%

36 HOUR DURATION in 18 PERIODS OF 2 HOURSPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18ARI ≤ 30 Years 1.7% 0.9% 1.2% 2.0% 2.3% 6.9% 3.6% 4.3% 5.6% 3.2% 20.9% 11.4% 9.4% 13.4% 6.0% 3.1% 2.6% 1.5%ARI > 30 Years 2.3% 1.3% 1.7% 2.6% 3.0% 7.0% 4.1% 4.8% 6.0% 3.8% 16.7% 10.5% 9.1% 11.7% 6.2% 3.8% 3.3% 2.1%

48 HOUR DURATION in 24 PERIODS OF 2 HOURSPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21ARI ≤ 30 Years 1.7% 1.4% 1.5% 1.6% 2.5% 2.7% 1.8% 3.0% 2.2% 3.5% 3.3% 5.4% 19.4% 10.8% 6.9% 3.7% 5.8% 9.8% 3.3% 3.9% 2.0%ARI > 30 Years 2.3% 1.8% 1.9% 2.1% 3.1% 3.3% 2.3% 3.6% 2.8% 3.9% 3.7% 5.5% 15.4% 9.3% 6.6% 4.0% 5.7% 8.9% 3.8% 4.1% 2.6%

72 HOUR DURATION in 18 PERIODS OF 4 HOURSPeriod 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18ARI ≤ 30 Years 5.3% 2.0% 3.5% 6.3% 3.8% 2.4% 12.6% 17.2% 25.0% 6.3% 3.1% 2.6% 2.3% 1.8% 1.6% 1.5% 1.4% 1.3%ARI > 30 Years 5.5% 2.7% 4.0% 6.1% 4.1% 3.0% 11.6% 15.0% 20.0% 6.4% 3.6% 3.1% 3.0% 2.5% 2.4% 2.4% 2.3% 2.3%


Section 3.6


3.6 DESIGN REQUIREMENTS - WATERFRONT DEVELOPMENT 3.6.1 GENERAL

These guidelines provide Council's minimum standards for Developments with Water frontages, ie natural waterways, lakes, canals and shall be read in conjunction with the General Planning Principles set out in Section 2.0 and Batters to Waterways in Section 3.2.7 (a) (iv) of these Guidelines together with Council report requirements as set out in Section 8.3 of these Guidelines.

3.6.2 WATERWAYS (CANALS, LAKES, TIDAL WATERS, CREEKS, RIVERS AND OTHER WATERWAYS)

All development near waterways should only proceed where it can be demonstrated that the development will result in a sustainable waterway system. A waterways report (in accordance with Section 8.3.4 of these Guidelines) will be required when considered necessary to demonstrate the sustainability of the development proposal. (i) All allotments should fall to the street frontage for drainage purposes,

the embankment slope to the canal shall be minimised. Subsequent building development drainage should discharge to the street drainage system. All waterbodies shall be designed in accordance with Section C2 of the I E Aust (Qld) Soil Erosion and Sediment Guidelines.

(ii) Suitable access shall be provided to the canal to enable maintenance

activities to be undertaken. An acceptable level of waterway access for maintenance purposes would consist of a maintenance boat ramp constructed within waterfront park and at a rate of approximately 3 per suburb.

(iii) Due consideration shall be given to the layout of the ends of the canals

to ensure adequate allocation to waterway area, for each allotment by using the prolongation of side boundaries.

(iv) The location of Quay Lines Waterway Regulation Lines, Building Setback

Lines and Revetment Regulation Heights shall comply with the requirements shown on Council’s Standard Drawings 03-04-004 and the Waterway Development Control Map or a report demonstrating the sustainability of an alternate layout shall be produced (refer to Section 8.3.4 of these Guidelines.

(v) Where the location of Quay Lines, Waterway Regulation Lines, Building

Setback Lines or Revetment Regulation Heights are not shown on Council’s Waterway Development Control Maps, then the developer shall propose a location for these lines and demonstrate the sustainability of the proposal in a report. (refer to Section 8.3.4 of these Guidelines).


Section 3.6


3.6.3 CONSTRUCTED LAKES All lakes require approval in accordance with Section 8.2 of the Local Government (Planning and Development) Act (which is currently called up under the Integrated Planning Act 1997) and shall generally be designed in accordance with the requirements of: (i) Section C2 of the I E Aust (Qld) Soil Erosion and Sediment Guidelines;

and (ii) Section 3.6.2 herein.

3.6.4 NATURAL WATERWAYS (CREEKS, RIVERS AND STREAMS)

Unless approved otherwise by Council for any development fronting natural waterways, a suitable revetment wall shall be constructed to protect the site from erosion. If a revetment is required it shall be constructed to the following requirements: (i) The outside face of revetment (reinforced concrete wall or rock wall)

shall align with the allotment RP Boundary. (ii) Reinforced concrete walls should be designed, with a minimum design

life of 40 years.

(iii) The footing of the wall shall be located below LAT for the site.

3.6.5 TIDAL WATERS In tidal waters, in addition to the requirements of Sections 3.6.2 and 3.6.4, approval under Section 86 of the Harbours Act shall also be required.

3.6.6 OCEAN BEACHES For all sites fronting an ocean beach (as indicated on the Foreshore Seawall Line Maps), before any development (or redevelopment) can commence, an approved foreshore rockwall is required to be constructed, by the property owner, to protect the property from erosion. Refer to Section 7.5 of these Guidelines.


Section 3.7


3.7 DESIGN REQUIREMENT - STREET LIGHTING 3.7.1 GENERAL

The Guidelines have been prepared for the guidance of Developers and their Consultants to ensure Council's requirement for street lighting to Council controlled streets and roads is achieved. For Public Open Space Lighting, refer to Section 6.15 of these Guidelines.

3.7.2 OBJECTIVES

The objective of Street Lighting is to increase the safety and amenity of pedestrians and to improve traffic operations at intersections and hazardous locations. The relative significance of these objectives vary between Major Traffic Routes and Minor Streets. On Major Traffic Routes the lighting is referred to as Route Lighting and is classified in AS/NZS1158 as Category V lighting. On Minor Streets the lighting is classified in AS/NZS1158 as Category P lighting. Council requires that the Developer shall appoint a Principal Consultant to liaise with Council. The Principal Consultant shall be Council's only contact for the design and construction of street lighting. In keeping with these objectives the Principal Consultant shall complete the "Application for Approval of Street Lighting" form (refer Appendix D). Street lighting (and electrical reticulation) drawings are to be submitted to Council for approval at the same time the civil works drawings are submitted. This is required to ensure that services do not conflict and comply with these Guidelines, Councils standard drawings and specifications.

3.7.3 RELEVANT STANDARDS The provision and detailed design of street lighting installations are to be generally in accordance with the following standards, except as otherwise specified in this Guideline, or as directed by Council:


Section 3.7


3.7.3 RELEVANT STANDARDS (cont) • Guide to Traffic Engineering Practice - Part 12, Roadway Lighting –

AUSTROADS; • AS/NZS1158, Public Lighting Code - Standards Association of Australia; • ENERGEX Policies and Standards.

3.7.4 STREET LIGHTING CLASSIFICATION For the purpose of street lighting design in accordance with the above standards, the relevant Lighting Category, generally applicable for each of Council's standard street and road classifications, are as follows: (i) Major Traffic Routes

(a) Urban

2 Lane road up to 5000 VPD........................... P3 2 Lane road over 5000 VPD............................ V5 4 Lane Road.............................................. V3

(b) Rural

Major traffic routes in rural areas are only required to be lit to Urban Standards at points of conflict (eg access driveways, intersections, hazardous locations, possible pedestrian crossing points, on/off ramps, etc).

(ii) Minor Streets

(a) Residential

Residential Access Street.............................. P4 Residential Collector Street........................... P3 Carparks ................................................ P11 Disabled or pram use spaces ........................ P12 A higher category is appropriate where there are land uses such as retailing or entertainment. Category V5 is required where pedestrian and cyclist volumes are deemed high by Council.


Section 3.7


3.7.4 STREET LIGHTING CLASSIFICATION (cont)

(b) Industrial/Commercial

Access Street ............................................ P4 Collector Street ......................................... P4 Carparks ................................................ P11

Category V4 is required where pedestrian and cyclist volumes are deemed high by Council.

(c) Park Living Council requires street lighting at intersections and hazardous locations only, and the lighting shall be aeroscreen lanterns only. (d) Rural Areas Generally street lighting is not required. However, special lighting at traffic hazards may be required by Council if electrical reticulation is available. (iii) Specific Requirements

(a) Electricity is to be provided underground, however, overhead supply in

Rural Areas is permitted subject to Council approval. (b) Notwithstanding the above, Council may vary the required street lighting

category for any street or road in consideration of special circumstances or require additional lighting in the following situations: • Intersections; • Roundabouts; • Sharp bends; • Traffic control devices; • Pedestrian crossings; • Cul-de-sacs; • Bridges (minimum Category V5 at abutments and minimum

Category P3 on deck); • Night time accident locations; • Frequently used night time bus stops; • Areas that may generate pedestrian traffic or vehicle night traffic.


Section 3.7


3.7.5 ENERGEX TARIFF For new developments, street lighting poles and luminaries are to be standard ENERGEX equipment, which will be supplied and maintained by ENERGEX at Standard "Rate 2" Tariff. The installation of "Rate 3" street lighting will only be considered in special circumstances and will require approval of Council.

3.7.6 LUMINAIRES Luminaries types, (eg mercury or high pressure sodium), are subject to ENERGEX guidelines, which, as a result of ongoing research and new technology, may change over time. The most economical luminaire type available (and acceptable) to ENERGEX should be used as follows: • Category P4 & P5 - Mercury Vapour 50 watt lamps; • Category P3 - HPS 70 watt lamps (minimum mounting height of 6.5m); • Category V5 to V1 - HIPS 100 watt and above lamps.

3.7.7 POLE LOCATION

In general, street lighting poles are to be located opposite common allotment boundaries, to minimise potential interference with vehicle access, and glare complaints from residents. It is desirable that poles not be located opposite boundaries of "battle axe" allotments due to a higher potential for vehicle collision. Pole location should avoid likely vehicle conflict points to minimise the risk of damage to both poles and vehicles and injury to vehicle occupants. Consideration should be given to potential paths of vehicles accidentally leaving the carriageway, and also to the swept path of oversize vehicles which may need to leave the carriageway to manoeuvre, (eg at cul-de-sac turning areas, speed control devices, bends, and intersections). Where poles are in vulnerable locations, (eg in small islands or roundabouts), consideration should be given to the use of frangible type poles.


Section 3.7


3.7.8 ROUNDABOUTS The preferred option for the street lighting of roundabouts is for the light poles to be located on the approach side of each intersection street without poles in the central median island. Lighting poles should be located as far as practical from the intersection. If the road pavement cannot be lit from the outside then central island lights may be considered provided the poles are cantilever (pivot arm) type or similar design such that ENERGEX will accept the installation under 'Rate 2' Tariff. Where central island lighting is proposed detailed design information (ie civil, landscaping and lighting design) will be required to be submitted.

3.7.9 GENERAL

(a) External roads connecting to new Development roads, may require upgrading of street lighting to appropriate standards. Where such roads are declared roads, the approval of Main Roads is required.

(b) Design and location of street and park lighting should have regard for the

principles for crime prevention through environmental design.


Section 3.8


3.8 DESIGN REQUIREMENTS – IRRIGATION SYSTEMS 3.8.1 GENERAL

These guidelines provide Council’s minimum standards and design criteria for irrigation systems where Council agrees to inherit the asset and responsibility for the ongoing maintenance. Prior to installing an irrigation system as an asset Council will assess the proposed system design to ensure that it complies with Council’s: • Environmental considerations; • Irrigation system requirements; • Minimum design life expectancy; • Requirement that the system is practical and economical to operate and

maintain. 3.8.2 ENVIRONMENTAL CONSIDERATIONS

The Consultant shall liaise with Council to ascertain whether an adequate water supply main and/or effluent line is available that can be utilised to provide connection for the irrigation system. Where Council approves connection from an effluent line, the Consultant shall ensure that the irrigation system discharge complies with the requirements of the current EPA guidelines for discharging of effluent.

3.8.3 IRRIGATION SYSTEM REQUIREMENTS

Irrigation systems shall be designed in accordance with Council’s current technical manual “Irrigation System Requirements Specification”. In general the minimum irrigation system requirements include: • A design life expectancy of 10 Years; • Irrigation controllers shall be compatible with Council’s centrally

controlled system (Irrinet).

3.8.4 VANDALISM The design shall consider the likelihood of vandalism and the options available for the location and protection of irrigation components such as pumps and controller equipment.


Section 3.8


3.8.5 AS CONSTRUCTED REQUIREMENTS All “as constructed” requirements shall comply with Section 10 of these Guidelines and any addendums.

3.8.6 OPERATION AND MAINTENANCE MANUAL Provide an Operations/Maintenance Manual including instructions and a recommended maintenance schedule for all items supplied and installed along with details of model (reference numbers or similar), manufacturer and / or supplier.


Section 4


4.0 WATER RETICULATION - DESIGN REQUIREMENTS

TABLE OF CONTENTS

4.1 INTRODUCTION..................................................................................... 4 4.2 DESIGN REQUIREMENTS ........................................................................... 5 4.2.1 GENERAL ............................................................................................ 5 4.2.2 AIM ................................................................................................... 5 4.2.3 NETWORK ANALYSIS ............................................................................... 6 4.2.3.1 SUPPLY POINT INFORMATION PROVIDED BY COUNCIL........................................ 6 4.2.3.2 POPULATION ESTIMATES.......................................................................... 6 4.2.3.3 FLOW PARAMETERS................................................................................ 6 4.2.3.4 PRESSURE PARAMETERS........................................................................... 7 4.2.3.5 FIRE FIGHTING PARAMETERS..................................................................... 8 4.2.3.6 STORAGE PARAMETERS ........................................................................... 9 4.2.3.7 PUMP PARAMETERS ................................................................................ 9 4.2.3.8 PIPELINE PARAMETERS ...........................................................................10 4.2.3.9 HEADLOSS CALCULATIONS.......................................................................10 4.2.4 WATER SUPPLY SCHEMATIC PLAN ..............................................................10 4.2.5 TRUNK MAINS......................................................................................11 4.2.6 PIPE SIZES, TYPE AND CLASS....................................................................12 4.2.6.1 GENERAL ...........................................................................................12 4.2.6.2 SURGE AND FATIGUE ANALYSIS .................................................................12 4.2.7 PROPERTY SERVICE CONNECTIONS.............................................................13 4.2.8 ALIGNMENT OF MAINS............................................................................15 4.2.9 DEFLECTIONS OF MAINS..........................................................................16 4.2.10 DEPTH AND COVER TO MAINS ...................................................................16 4.2.11 HYDRANTS .........................................................................................17 4.2.12 SERVICE VALVES...................................................................................18 4.2.13 SCOUR VALVES AND AIR VALVES................................................................18 4.2.14 VALVE CHAMBERS.................................................................................19 4.2.15 MAINS SWABBING FACILITIES....................................................................19 4.2.16 MAIN TERMINATIONS .............................................................................20 4.2.16.1 DEAD ENDS.........................................................................................20 4.2.16.2 WATER QUALITY TESTING FACILITIES..........................................................20 4.2.17 PIPE ANCHORAGE .................................................................................20 4.2.17.1 THRUST BLOCKS ..................................................................................20 4.2.17.2 BULKHEADS ........................................................................................21 4.2.17.3 DIVERSION DRAINS ................................................................................22 4.2.18 LOCATION MARKING FOR VALVES, HYDRANTS, FITTINGS ETC .............................22 4.2.19 PUMP STATIONS...................................................................................22 4.2.19.1 GENERAL ...........................................................................................22 4.2.19.2 PUMP DESIGN......................................................................................23 4.2.19.3 MECHANICAL AND ELECTRICAL DESIGN........................................................23


Section 4



4.2.19.4 SPECIFIC COUNCIL REQUIREMENTS.............................................................23 4.2.19.5 ALTERNATIVE WATER PUMPING STATIONS....................................................24 4.2.20 RESERVOIRS........................................................................................25 4.2.21 WORKS BY COUNCIL ..............................................................................26 4.2.22 BRIDGE CROSSING ................................................................................26 4.2.23 EASEMENTS ........................................................................................27 4.2.24 ENGINEERING DRAWINGS ........................................................................27 4.2.25 SPECIFICATION ....................................................................................27 4.2.26 ALTERNATE APPROVED MATERIALS ............................................................27 4.2.27 SUBMISSION OF ENGINEERING DRAWINGS / JOB SPECIFICATION ..........................28 4.2.28 CONSTRUCTION PROCEDURES ..................................................................28 4.2.29 AS CONSTRUCTED" REQUIREMENTS ............................................................28 4.3 DESIGN REQUIREMENTS - DUAL WATER RETICULATION .....................................29 4.3.1 GENERAL – POTABLE AND CLASS A RECYCLED WATER ......................................29 4.3.2 AIM ..................................................................................................29 4.3.3 NETWORK ANALYSIS ..............................................................................30 4.3.3.1 SUPPLY POINT INFORMATION PROVIDED BY COUNCIL.......................................30 4.3.3.2 POPULATION ESTIMATES.........................................................................31 4.3.3.3 DESIGN PRINCIPALS – PHILOSOPHY FOR DUAL WATER RETICULATION....................31 4.3.3.3.1 POTABLE WATER RETICULATION MAINS – < DN100 ..........................................32 4.3.3.3.2 POTABLE WATER RETICULATION MAINS - ≥ DN100 ..........................................32 4.3.3.3.3 RECYCLED WATER RETICULATION MAINS - ≤ DN90 PE.......................................40 4.3.3.3.4 RECYCLED WATER RETICULATION MAINS – ≥ DN100 - DI/PVC..............................41 4.3.4 DUAL WATER SUPPLY SCHEMATIC PLAN.......................................................48 4.3.5 TRUNK MAINS......................................................................................48 4.3.6 PIPE SIZES, TYPE, CLASS AND COLOUR ........................................................49 4.3.6.1 GENERAL ...........................................................................................49 4.3.6.2 SURGE AND FATIGUE ANALYSIS .................................................................50 4.3.7 PROPERTY SERVICE CONNECTIONS.............................................................50 4.3.8 ALIGNMENT OF MAINS............................................................................54 4.3.9 DEFLECTIONS OF MAINS..........................................................................55 4.3.10 DEPTH AND COVER TO MAINS ...................................................................55 4.3.11 HYDRANTS AND FLUSHING POINTS .............................................................57 4.3.12 SERVICE VALVES...................................................................................58 4.3.13 SCOUR VALVES AND AIR VALVES................................................................59 4.3.14 VALVE CHAMBERS.................................................................................59 4.3.15 MAINS SWABBING FACILITIES....................................................................59 4.3.16 MAIN TERMINATIONS .............................................................................59 4.3.17 PIPE ANCHORAGE .................................................................................59 4.3.17.1 THRUST BLOCKS ..................................................................................59 4.3.17.2 BULKHEADS ........................................................................................62 4.3.17.3 DIVERSION DRAINS ................................................................................62 4.3.18 LOCATION MARKING FOR VALVES, HYDRANTS, FITTINGS ETC .............................62 4.3.19 PUMP STATIONS...................................................................................64


Section 4



4.3.20 RESERVOIRS........................................................................................64 4.3.21 WORKS BY COUNCIL ..............................................................................64 4.3.22 BRIDGE CROSSING ................................................................................64 4.3.23 EASEMENTS ........................................................................................64 4.3.24 ENGINEERING DRAWINGS ........................................................................64 4.3.25 SPECIFICATION ....................................................................................64 4.3.26 ALTERNATE APPROVED MATERIALS ............................................................64 4.3.27 SUBMISSION OF ENGINEERING DRAWINGS/JOB SPECIFICATION............................65 4.3.28 CONSTRUCTION PROCEDURES ..................................................................65 4.3.29 "AS CONSTRUCTED" REQUIREMENTS ...........................................................65


Section 4.1


4.1 INTRODUCTION These Guidelines provide Council's minimum standards for developments encompassing water reticulation including works required to join with existing and adjoining water reticulation systems.


Section 4.2


4.2 DESIGN REQUIREMENTS 4.2.1 GENERAL

Water reticulation mains are hereby defined as mains of 100 mm to 300 mm diameter used to convey potable water to properties. The design and construction of Trunk (Headworks) mains within the Gold Coast City shall be co-ordinated by Council. All water reticulation mains shall be designed in accordance with the following provisions: • The current Water Resources Commission Design Guidelines for Planning

and Design of Urban Water Supply Schemes; and • Council's general criteria as set out in these Guidelines and Council's

Standard Specifications and Drawings. Council's Development Guidelines, Standard Specifications and Drawings shall take precedence over the Water Resources Commission Guidelines and Drawings.

4.2.2 AIM The aim of this Guideline is to provide developers and their Consultants with Council's general criteria to ensure that: • Potable water is adequate in quality, pressure and volume of flow for

household and firefighting purposes; • All water supply schemes conform with Council's goals and objectives as

summarised in Section 2.2 (Preliminary Developmental Layout); • The reliability, safety and effectiveness of Council's water supply is

maintained; and • Water supply infrastructure is of adequate quality to minimise

maintenance costs.


Section 4.2


4.2.3 NETWORK ANALYSIS Prior to proceeding with detailed design the Consultant shall liaise with Council to ascertain whether a network analysis (to determine the optimum size of the internal mains) is required by Council as part of the design submission for the development. For the design of water reticulation schemes and where Council requires a network analysis, they shall be completed by the Consultant following discussions with Council and be based on the following specific criteria.

4.2.3.1 Supply Point Information Provided By Council

(a) Estimated present pressure or the Hydraulic Grade Line (HGL) at supply point or nearest node.

(b) Worst case pressure or the Hydraulic Grade Line (HGL) during the life of

the development. (c) Maximum pressure where applicable.

4.2.3.2 Population Estimates

Population estimates shall be based on the densities set out in Council's “Our Living City – Gold Coast Planning Scheme Policies” – Policy 3A – Policy for Infrastructure Water Supply Network Developer Contributions unless noted otherwise by a specific planning approval.

4.2.3.3 Flow Parameters Average Day Demand (AD) = 1030 L/ET/day All peaking factors are outlined in Table 4.2A below, along with a full description of the demand categories.


Section 4.2


4.2.3.3 Flow Parameters (cont) Table 4.2A: Water Supply Network Demand Peaking Factors

PF Relative to Average Day Demand Demand Category 1 AD 2 MDMM 2 MD 2 MH 2 3

RSF 1.0 1.48 1.79 4.22 RMF 1.0 1.30 1.50 2.51 COM 1.0 1.12 1.20 2.35 IND 1.0 1.12 1.20 1.55 TOR 1.0 2.24 3.05 5.15 PUB 1.0 1.12 1.20 2.35 IRR 1.0 1.32 1.60 2.45 GEN 1.0 1.48 1.79 4.22

Note 1: RSF Residential Single Family - Village, Park Living and Detached Dwelling Domains

RMF Residential Multi Family - Residential Choice Domain COM Commercial - Integrated Business, Local Business and Fringe Business Domain IND Industrial - Industry 1, Industry 2, Extractive Industry and Marine Industry Domains TOR Tourist - Tourist and Residential Domain PUB Public - Public Open Space Domain IRR Irrigation GEN General - Community Purpose Domain

Note 2: AD = Average Day Demand MDMM = Mean Day Maximum Month Demand MD = Maximum Day Demand MH = Maximum Hour Demand

Note 3: MH sourced from diurnal patterns for MD.

4.2.3.4 Pressure Parameters

(a) Minimum Service Pressure (excluding fire fighting)

Minimum Pressure 22 metres head

Minimum Pressure Location At the building pad

Minimum Pressure Network Condition (for modelling from a reservoir).

Based on the reservoir level for Maximum Hour of the third day of three consecutive Maximum Day events (for dynamic models).

In the absence of dynamic model results the minimum reservoir level shall be assumed at 15% of storage height.

Liaise with GCW to confirm minimum pressure constraints.


Section 4.2


4.2.3.4 Pressure Parameters (cont)

(b) Maximum Pressure

Maximum Pressure 90 metres head , see Note 1

Maximum Pressure Location At the building pad

Maximum Pressure Network Condition (for modelling from a reservoir).

Based on reservoir level at 95 percent of top water level

Note 1: Where the pressure in a main exceeds 700 kPa, Council shall require the installation of Pressure Reducing Valves (PRV) that may (at Council’s discretion) include telemetry control. Prior to proceeding with any design, Council shall be provided with details of the area affected and the number of lots involved. PRV installations where approved by the Manager Service Delivery GCW shall be installed to the general details contained in Council’s Standard Drawing No. 03-06-110.

4.2.3.5 Fire Fighting Parameters

Network Pressure 12 m minimum in the water supply network measured at the building pad

Fire Flow Residential Lot 15 L/s

Fire Flow Industrial or Commercial Lot

30 L/s

Background demand Maximum Hour (MH) for all systems where the total contributing ET of the system exceeds 625 ET

For systems with contributing ET’s less than 625, background demand shall be 2/3 MH

Pressure Constraints For Analysis

Based on the reservoir level for Maximum Hour of the third day of three consecutive Maximum Day events (for dynamic models).

In the absence of dynamic model results the minimum reservoir level shall be assumed at 15% of storage height.

Liaise with GCW to confirm minimum pressure constraints.

Number of fires One


Section 4.2


4.2.3.6 Storage Parameters

Ground Level Storage Capacity (kL)

3 (MD-MDMM) x ET x 1030 L/ET/d + Emergency Storage

The emergency storage shall be the greater of 4 hours MDMM or 0.5 ML for contributing areas greater than 350 ET.

The emergency storage volume of all reservoirs with contributing ET’s less than 350, shall be confirmed by Gold Coast Water prior to design.

In this formula, MD and MDMM factors are as per Table 4.2A.

Elevated Storage Capacity (kL)

1/4000 [MH –2MDMM] x ET x 1030 L/ET/d + Fire fighting reserve of 150 kL

The storage volume of all reservoirs shall be confirmed by Gold Coast Water prior to design.


4.2.3.7 Pump Parameters

Duty Pump serving Ground Level Reservoir

MDMM demand over 20 hour pump operation unless directed otherwise by Gold Coast Water

Duty Pumps serving Elevated Reservoirs

6 hours of maximum hour demand – Elevated Storage Capacity exclusive of fire fighting reserve.

Standby Pump Capacity To match duty pump, except where more than two pumps installed then liase with Gold Coast Water to identify pump capacities.


Section 4.2


4.2.3.8 Pipeline Parameters

Pipe Capacity – Trunk & Reticulation Mains

(Both 1 & 2 to be complied with)

Size for MH

Size for MH + Fire Flow (see Section 4.2.3.5)

Friction Equation Hazen-Williams

Maximum Velocity 2.5 m/s

Minimum Velocity N/A

4.2.3.9 Headloss Calculations

For headloss calculations, the Hazen-Williams formula is generally used. The formula is:

H = L x 100,000 x Q C x 0.359 x D2.63

where H = headloss in metres L = total length in metres Q = flow rate in litres per second D = diameter in mm C = Hazen-Williams factor

Pipe Diameter (D) C Value

D ≤ 150 mm 100 150 mm < D ≤ 300 mm 110 300 mm < D ≤ 600 mm 120

D > 600 mm 125 The above values take into account losses for pipe fittings such as bends, valves, tees, crosses etc and the effect of pipeline ageing.

4.2.4 WATER SUPPLY SCHEMATIC PLAN Where Council requires a Schematic Plan based on the Network Analysis as defined in Section 4.2.3 the plan shall include the following: (a) Layout of mains, together with the development layout;

1.852 ( )


Section 4.2


4.2.4 WATER SUPPLY SCHEMATIC PLAN (cont)

(b) Key to network analysis, ie, node points, elevation, demand. (c) Size and type of mains, indicated graphically and distinguished by colour

and / or line type. (d) Design parameters - number of lots, number of ET, design flows. (e) Legend of land uses (ie, Residential, Industrial Precincts etc). (f) Supply points and pressure or Hydraulic Grade Line (HGL) as supplied by

Council. (g) Location of pumps, pressure reducing valves and reservoir top water

level (TWL) and volume where applicable. (h) Limit of water district serviced by the reticulation mains. (i) Contours for the entire development, at minimum 5m intervals. (j) Consideration for connection to adjoining and / or future developments

as directed. The network analysis shall be based on the flow and pressure parameters in Section 4.2.3.3 & 4.2.3.4. The results of the network analysis shall be supplied on printed A4 sheets or as directed by Council and shall include the residual pressure and HGL at each node in addition to the flow rate in each pipe section.

4.2.5 TRUNK MAINS

Trunk mains are those major components of Council's Water Supply Scheme deemed necessary to provide services on a regional and district basis. They are generally referred to as Headwork mains and are outlined in Council's “Our Living City” Planning Scheme Policy 3A – Policy for Infrastructure Water Supply Network Developer Contributions. The design and construction of these trunk mains within Gold Coast City shall be co-ordinated by Council. It is a mandatory Council requirement that no property service connections will be allowed from trunk mains 375mm diameter or larger. In such cases a separate reticulation main shall be provided to service the development.


Section 4.2


4.2.6 PIPE SIZES, TYPE AND CLASS The type and class of pipe shall comply with Council's Standard Specification for Water Reticulation SS2.

4.2.6.1 General

Reticulation mains shall be of the following diameters: 100 mm, 150 mm, 200 mm, 250 mm and 300 mm. The minimum allowable size for any reticulation main in residential precincts shall be 100 mm and for industrial and commercial precincts 150 mm. The actual size of the main required shall be determined as set out in Section 4.2.3 of these Guidelines. Pipes of the size, type and class which do not comply with Council Standard Specifications ie river crossing (polyethylene) may only be used with the written approval of Council. Where approved for use the engineering drawings shall detail the jointing method and joint test methods and any other construction requirements, which are not as per Council Standard Specifications. All mains that cross a roadway shall be Ductile Iron pipe that extends a minimum of 1.0 meter past either side of the kerb.

4.2.6.2 Surge and Fatigue Analysis Where identified by the network analysis (refer Section 4.2.3), the source of any significant pressure surges in the system shall be identified and remedial measures specified. Where plastic pipes are to be used in mains affected by any significant pressure variations (i.e. after a pump), a surge analysis of the system shall be undertaken. The surge analysis shall be undertaken for the full range of variations to determine the magnitude of the surge pressure and the amplitude and number of the cyclic loadings for a design life of 50 years at PNI6 for the system. This shall be achieved through re-rating the pipe class for both surge and fatigue in accordance with the manufacturers recommendations. For guidance on surge and fatigue analysis refer Water Supply Code of Australia (WSA) 03-2002, Section 3.5, Design for Surge and Fatigue.


Section 4.2


4.2.7 PROPERTY SERVICE CONNECTIONS

(a) General A Property Service is defined as a short pipe installed for connecting premises to a service providers infrastructure (reticulation main) including any necessary valves, fittings and water meter. Service conduits shall be provided under all roads to facilitate future property service connections in accordance with Council Standard Drawing Nos 03-06-001 and 03-06-104. The property service shall be located as follows: • To match the common boundary of lots to be serviced; • Through service conduits across roads and verges (refer above); • Aligned, where possible at 90° to the reticulation main within the

footpath verge directly opposite the property being serviced. The property service shall be connected to Councils water meter in accordance with Council Standard Drawing No. 03-06-104 In Residential Domain developments, ENERGEX services shall be located at alternate boundaries to the water property services. However in Park Living Domains Council may consider other locations. It is the Consultants responsibility to ensure that the various formats for the services and conduits (as detailed below) are clearly shown in the Engineering Drawings and do not conflict with other underground Public Utility services. Council requirements are detailed on Council's Standard Drawings No's 03-06-001, 03-06-104 and 03-02-601. (b) Property Service Conduit For residential Detached Dwellings, Park Living and Duplex Sites a 100mm diameter u.P.V.C. Class 12 property service conduit allowing for a maximum of two (2) property services per conduit shall be provided. In cases where two (2) Duplex Sites adjoin each other (ie Four (4) dwellings) two (2) 100mm diameter conduits shall be provided.


Section 4.2


4.2.7 PROPERTY SERVICE CONNECTIONS (cont)

(b) Property Service Conduit

For all other Residential, Commercial and Industrial Domains (other than extractive industry) a 150mm diameter u.P.V.C. class 12 property service conduit allowing for two (2) property water service per conduit shall be provided.

(c) Property Service Connection

(i) New Mains For new 100mm to 300mm diameter water mains a 20mm I.D. property service shall be provided for each dwelling by the Developer. Such services shall be provided for all Detached Dwellings and Park Living lots and for all Duplex (Dual occupancy) dwellings, ie two (2) service connections per Duplex lot, in accordance with details shown on Standard Drawing No 03-06-104. The service shall consist of ductile iron main fitting (similar to ready tap), ball valve, M.D.P.E. property service pipe and ball valve but shall exclude the water meter and meter box. The water meter and meter box shall be installed by the Council at the time of building application. Ductile iron main fittings (similar to ready tap) that only have a single tapping port shall be provided with brass components that support the following: • A minimum 20mm ID ball valve for each property serviced; • A maximum 4 (four) property services per fitting; • Sized to ensure the hydraulic capacity to individual lots meets the design

criteria (depending on zoning and lot configuration); • The remainder of the property service connection from the ball valve

shall be as described above. For all other Domains, a complete Property Service connection shall be installed by the Council at the time of building application. Where multiple property service conduits are necessary in developments with allotments fronting roads declared under the Transport Infrastructure Act, approval in writing, of the multiple property service conduit format, shall be obtained from Main Roads. Alternatively, if approval is not obtained then a water main shall be provided on both sides of the road reserve.


Section 4.2



(c) Property Service Connection

(ii) Existing Mains

Where development fronts existing water mains, provision for property service connections shall be as follows: • Across Road (Long) Connection – a suitably sized service conduit shall

be provided for each dwelling/allotment at the cost of the Developer. The property service connection shall be installed by Council at the time of lodging a Building Application at the cost of the property owner.

• Footpath Verge (Short) Connection – the property service connection

shall be installed by Council at the time of lodging a Building Application at the cost of the property owner.

In addition to the above service connections Council requires that a path box be provided at the existing main as detailed in Standard Drawing Nos 03-06-105 and 03-06-302.

4.2.8 ALIGNMENT OF MAINS

(a) General The alignment of water mains shall comply with the following criteria: • As detailed in Councils Standard Drawing No. 03-02-005 and generally

parallel to the Real Property Boundary; • Mains shall extend approximately 1 metre past the common boundary of

the last 2 (two) properties serviced (refer Council standard Drawing No.03-06-01).

Any proposed amendments to the above water main alignment criteria must be formally approved by both Council and the relevant Public Utility Authority. Reticulation mains shall not be located in private property except for dedicated Link Mains that are identified as necessary from the Network Hydraulic Model. Where Link Mains are provided, refer to Section 4.2.23. Attention is drawn to Council’s Policy Document: “Building Near or Over Council Water, Sewer and or Stormwater Services”.


Section 4.2


4.2.8 ALIGNMENT OF MAINS (cont)

(a) General (cont) It is a mandatory Council requirement that common trenching for water and sewerage with any other utility is not permitted. (b) State Controlled Roads Mains within a State Controlled road shall be located in accordance with the requirements of the Queensland Department of Main Roads. Notwithstanding, the above requirements, pipe bedding shall be as shown on Council Standard Drawing Nos 03-06-101 and 03-06-102. Enveloper pipes shall be installed on mains either crossing or within these road carriageways.

4.2.9 DEFLECTIONS OF MAINS

Where deflections are approved by Council the following shall apply: (i) Only appropriate ductile iron fittings shall be used. (ii) Deflection of flexible joints to the tolerances permitted by the

manufacturer. Council will not permit uPVC pipes to be "bent" to maintain alignment or uPVC pipe sockets to be joined to ductile iron spigots.

4.2.10 DEPTH AND COVER TO MAINS

(a) New Mains

The maximum and minimum cover to mains shall be in accordance with Council's Standard Specification for Water Reticulation SS2. Where the cover to water mains does not comply with Council's Standard Specification then the written approval of Council shall be obtained prior to the lodgement of the engineering drawings. The drawings will detail the cover, pipe type and class as well as the construction requirements, which are not as per Council's Standard Specification.


Section 4.2



(a) New Mains For roadway crossings where a stormwater main or other utility service may force the water main to dip under the conflicting service then the consultant shall provide a specific design for each instance where the main shall be lain deeper than 1.0 meters as a part of the design submission to Council. (b) Existing Mains Where a Development provides a roadway over the top of an existing main then the section of existing main under the road crossing shall be replaced with a section of ductile iron main road crossing, laid in accordance with Council's Standard Specification for Water Reticulation SS2. Where the surface levels are increased or decreased over a section of existing main then those sections of existing main shall be relayed or replaced at Council's standard cover in accordance with Council's Standard Specification for Water Reticulation SS2. (c) Clearance Between Mains

(i) Horizontal

• The minimum horizontal clearance between pipe centrelines for pipes of

the same "Utility" use shall be the standard trench width for the specific size of main in accordance with Council's Standard Specification for Water Reticulation SS2;

• A solid or physical trench separation distance of 300mm minimum, shall be maintained for pipes of different "Utility" use eg. power/water, sewerage/water.

(ii) Vertical

• The minimum vertical clearance between mains shall be a clear 150mm.

4.2.11 HYDRANTS

Hydrants shall be designed in accordance with Council Standard Drawing No 03-06-106. Where the main will not be extended (eg. Cul-de-sac end) a hydrant bend, riser and hydrant with a removable top and internal assembly (to provide a clean bore for removal of a swabbing pig) shall be installed.


Section 4.2


4.2.11 HYDRANTS (cont) Where residential battle-axe lots are created, all battle-axe lot driveways shall have a hydrant located directly in front of the driveways side common boundary and on the same side of the roadway as the driveway. Battle-axe allotment building envelopes shall preferably be within 40 metres of a hydrant. Where this is not achieved, the design submission shall detail the fire protection methodology proposed for the battle-axe allotments building envelope.

4.2.12 SERVICE VALVES Valves shall be provided at all branches, tees and crosses. Intermediate valves shall be provided at not greater than 500m intervals. In staged developments, valves shall be installed at the termination of work for each stage in accordance with Council Standard Drawing No 03-06-108. Valves shall be located adjacent to common allotment boundaries and/or the tangent points of allotment boundary truncations and shall not be located in road carriageways. All valves shall be provided with thrust restraint either directly within the attached main or directly at the valve.

4.2.13 SCOUR VALVES AND AIR VALVES

Unless specifically required by Council, scour valves and air valves are generally not required in reticulation systems. Notwithstanding the above, Council requires that scour valves and air valves be installed where water services, flushing points or hydrants are not installed at regular intervals in reticulation mains. Scour Valves shall be installed at low points as shown on GCCC Std. Dwg. No. 03-06-109 and Air Valves shall be installed at high points within a suitably sized concrete pit similar to that shown on GCCC Std. Dwg. No. 03-06-109. The general design criterion for air valves is set out in Section 21 of the Water Resources Guidelines.


Section 4.2


4.2.14 VALVE CHAMBERS Water supply system valve chambers for either Pressure Reducing Valves or Trunk main Section Valves shall be designed to meet the criteria particular to the specific ground conditions and mains configuration applicable to the installation/development. All valve chambers shall be concrete and shall have light weight lids generally in accordance with details shown on Council's Standard Drawing Nos 03-06-110, 03-06-501 to 03-06-504. Valve chambers shall not be installed in road carriageways or provided for reticulation service valves.

4.2.15 MAINS SWABBING FACILITIES

(a) General Entry pits shall be constructed at high and low points with adjacent scours at low points wherever possible. The actual location of mains swabbing pits shall depend on the location of existing pits in the system and shall be determined by Council at the time of approval of the development. The location of swabbing chamber sluice valves should be opposite common property boundaries between 5m to 25m either side of the swabbing chamber. Swabbing chambers shall be located at approximately 1000 metre intervals unless approved otherwise by Council. (b) 100mm and 150mm diameter mains Council requires that for 100mm and 150mm diameter mains the mains swabbing facilities shall be provided as detailed on Council's Standard Drawing No 03-06-106 and Council's Standard Specification for Water Reticulation SS2. (c) 225mm and larger mains Council requires that for all mains 225mm diameter and larger, mains swabbing chambers shall be provided as detailed on Council's Standard Drawing No 03-06-109 and Council's Standard Specification for Water Reticulation SS2.


Section 4.2


4.2.16 MAIN TERMINATIONS 4.2.16.1 Dead Ends

Temporary ends of reticulation mains that are to be extended in future stages shall be designed in accordance with Council's Standard Drawing Nos 03-06-108, 03-06-605 and 03-06-606 as appropriate. End plugs are not acceptable. End of mains at the head of cul-de-sacs and permanent end of lines shall be designed in accordance with Council’s Standard Drawing No. 03-06-106, 03-06-601, 03-06-605 and 03-06-606 as appropriate.

4.2.16.2 Water Quality Testing Facilities Water quality testing facilities, such as hydrants and flushing points on reticulated mains, shall be provided to facilitate the initial certification and acceptance of the main in accordance with Council’s Standard Drawing No’s. 03-06-106 and 03-06-108, 03-06-605 and 03-06-606 as appropriate.. Alternative testing facilities may be approved by Council. Notwithstanding the above, water quality testing facilities shall be provided at all main ends and at minimum intervals of 500 metres.

4.2.17 PIPE ANCHORAGE 4.2.17.1 Thrust Blocks

Thrust blocks designed to withstand testing pressure of 1350kPa shall be provided at all points within the reticulation system where thrust will develop ie. bends, tees, tapers, valves, dead ends etc. Council may approve alternative methods of restraining thrust in mains subject to Council's assessment of preliminary Engineering design. Where alternative thrust restraint is approved, "As Constructed" details of the type and location shall be provided. Where the requirements of Council's Standard Drawing No 03-06-103 are exceeded, the following design criteria for calculation of thrust shall apply. Bends : R=1.54 x 10-5 x H x D2 x Sin θ/2 Tees : R=0.77 x 10-5 x H x D2 Tapers : R=0.77 x 10-5 x H x (D1

2 - D22)

Dead end : As for Tees Valve : As for Tees


Section 4.2


4.2.17.1 Thrust Blocks (cont) R = resultant force in kilonewtons H = total head in metres D = external pipe diameter in mm θ = angle of bend in degrees Thrust block sizes shall be calculated using the following safe bearing loads for horizontal loadings: Running sand, mud, muck etc 0 kPa Soft clay 50 kPa Medium clay, sandy loam 100 kPa Sand and gravel, hard clay 150 kPa Sand and gravel, cemented with clay 200 kPa Rock 240 kPa For vertical downwards bearing loads, the above safe bearing loads may be doubled. For vertical upwards thrust, a concrete block must be installed with a weight of at least 1.2 times the resultant thrust. (refer vertical bend detail on Council’s Standard Drawings No. 03-06-103).

Calculation of required bearing area may be made using the following formula: Bearing area = R/Sb1 Bearing area = area in square metres R = resultant force in kilonewtons (calculated) Sb1 = safe bearing load i.e.: soft clay 50 kPa Thrust blocks shall not impede the migration of ground water seepage through the trench bedding.

4.2.17.2 Bulkheads Bulkheads are partitions built across the trench that retain the pipe to prevent longitudinal and lateral movement particularly on steeper slopes. Bulkheads shall be located in accordance with the details shown on Council’s Standard Drawing No. 03-06-101.


Section 4.2


4.2.17.3 Diversion Drains Diversion drains shall be provided where the natural transfer of ground water from the trench into the surrounding ground will not provide sufficient drainage. Diversion drainage shall be connected to a suitable stormwater system in accordance with the details shown on Council’s Standard Drawing No. 03-06-111.

4.2.18 LOCATION MARKING FOR VALVES, HYDRANTS, FITTINGS ETC Where developments contain kerb and channel, the location of all hydrants, valves, water main road crossings and other fittings, shall be marked in the kerb and on the pavement in accordance with Council's Standard Drawing No 03-06-303 & 03-06-304. Lids and concrete surrounds shall be painted in accordance with the details shown on Council’s Standard Drawing No. 03-06-302 and 03-06-303. Where water reticulation is constructed in areas where no kerb and channel is required, marker posts and pavement markings shall be installed in accordance with Council's Standard Drawing No 03-06-303 and 03-06-304. Where different pressure zone water reticulation is constructed within the same footpath then marker posts clearly designating the different pressure zones shall be installed in accordance with Council's Standard Drawing No 03-06-303. Conduits and property services shall be marked in accordance with Council's Standard Drawing Nos 03-06-104 and 03-02-601.

4.2.19 PUMP STATIONS 4.2.19.1 General

The developer is responsible for the supply and installation of all equipment and materials associated with pump stations. This includes pumps, electrical cabinet and associated wiring, pressure control, internal pipework and the station shall be fitted with Telemetry. Council requires that for each pump station the location and road access to the station be shown on the engineering drawings in accordance with Council's Standard Drawing No 03-06-503. Where pump stations are not readily accessible from a public road, particular attention to the following criteria is required:


Section 4.2


4.2.19.1 General (cont) • Vehicle access and site manoeuvrability; • Access road cross section and drainage; • Width of land required for access road; • Dedication of land for pump station and access road to Council in fee

simple; • Landscaping and security fencing.

Standard water supply pump stations shall be designed in accordance with Council's Standard Drawing Nos 03-06-501 to 03-06-504 including completion of the required Tables of Dimensions. Where during the preliminary discussion phase Council has approved the design and construction of a non standard water supply pump station full design details of the pumps and pump stations shall be provided. The criteria stated above for standard pump stations shall also apply. Where dimension 'D' exceeds 1300mm, refer Drawing Nos 03-06-501 and 03-06-502, the Consultants shall submit an alternate design for the covers to Council for consideration prior to any detailed design. The noise emitted by infrastructure elements shall conform with the current Noise Protection provisions.

4.2.19.2 Pump Design Pumps shall be sized from the parameters as set out in Section 4.2.3.3.

4.2.19.3 Mechanical and Electrical Design The mechanical and electrical facility including electrical cabinet, telemetry and associated wiring shall be carried out by the Consultant to the requirements of Council and the relevant electrical authority.

4.2.19.4 Specific Council Requirements All works are to be carried out in accordance with Council's current specifications as follows: • Standard Specification SS2 – Specification for Water Reticulation; • Standard Specification SS12 – General Requirements for Electrical

Installations.


Section 4.2


4.2.19.4 Specific Council Requirements (cont)

• Standard Specification SS14 – General Requirements for Mechanical Installations

Water pump station light weight aluminium covers shall be externally coated with an Anti-slip protective coating system in accordance with Council's Standard Drawing No. 03-06-502. The design of the reticulation mains associated with pump stations shall include a surge and fatigue analysis as set out in section 4.2.6.2. At the completion of the design of the mechanical / electrical facilities the Developer is required to submit the following for approval prior to commencement of any work on the station:

• Pump curves and schedules of technical details for the selected pumps

(3 off) as nominated in the specification; • The design drawing of the control cabinet including schematic drawings

detailing components to be installed as well as telemetry drawings and radio survey report where required (3 off);

• An ENERGEX application for power, fully completed, for signing by Council as the owner of the station.

The developer will be responsible for payment of all fees associated with the pump station fit out, including those for power.

4.2.19.5 Alternative Water Pumping Stations While Council has no approved design criteria for alternate water pumping stations, proposals may be considered on the basis of best management practice. The Consultant shall submit an initial report and associated recommendations for consideration by Council prior to any detailed design. As a minimum the report should include: • Reason for and cost benefits to Council of an alternative water pumping

system; • Approved connection points to the existing system; • Water supply schematic plan as per Section 4.2.4 of these Guidelines • Maintenance issues.


Section 4.2


4.2.19.5 Alternative Water Pumping Stations (cont) Subject to Council's assessment of the Consultants initial report and prior to any detailed design, Council may engage an independent Consultant to act for Council in assessing the initial report and to recommend suitable system parameters. In addition the independent Consultant will audit for compliance with Council's Construction Procedures as per Section 9 of the Guidelines. All costs associated with the engagement of the Independent Consultant shall be at the Developers expense. Notwithstanding Section 9 of the Guidelines the "On Maintenance" period for alternative water pumping station shall be (12 ) Twelve months from the date approved by Council.

4.2.20 RESERVOIRS

In general, major reservoirs are constructed as a part of headworks infrastructure. Where it is necessary to construct a high level reservoir or temporary reservoir to service the requirements of a particular development, the reservoir will be located as shown on the Water Supply Schematic Plan referred in Section 4.2.4. Unless approved otherwise, Gold Coast Water shall undertake the construction of all reservoirs. Reservoirs shall be constructed in accordance with Council's Standard Specification SS11 - Specification For Construction of Reservoirs. Where Council requires a reservoir (eg, elevated storage, ground level storage), it shall be sized under the parameters set out in Section 4.2.3.6. In addition Council requires that telemetry control monitoring equipment be provided. The Developer is responsible for the supply and installation of all equipment and materials associated with reservoirs. This includes pumps, electrical equipment and associated wiring, pressure control and internal pipework. Council requires that for each reservoir the location and road access shall be shown on the engineering drawings.


Section 4.2


4.2.20 RESERVOIRS (cont) Where reservoirs are not readily accessible from a public road, particular attention to the following criteria is required: • Vehicle access and site manoeuvrability; • Access road cross section and drainage; • Width of land required for access road; • Dedication of land for reservoir and access road to Council in fee simple.

4.2.21 WORKS BY COUNCIL

All works to live water reticulation mains (including connections and disconnections) shall be made by Council at the Developers expense. The contract for development works should make provision for adequate liaison with Council regarding Council's scheduling of the works. All requests for works to Council's live mains shall be in writing and include design details of the work required (refer Section 9.2.2 (i) of the Guidelines). The Contractor is responsible for any "as constructed" data associated with works to live water mains (including connections and disconnections).

4.2.22 BRIDGE CROSSING The preferred location for water main bridge crossings is within the service allocation area of the pedestrian walkway. The water main/s location shall be considered in conjunction with other services (ie. Sewerage rising mains, Energex, telecommunications and gas) where applicable. A general arrangement drawing showing the service allocations within the footpath should be submitted to Council for approval prior to detailed drawings commencing. In general the following points should be considered: • Adequate horizontal clearance between services to allow construction

and maintenance; • Water mains shall be in accordance with Council’s Standard Specification

Water Reticulation SS2 and any addenda; • Installation formats should support ongoing easy maintenance.


Section 4.2


4.2.22 BRIDGE CROSSING (cont) • Air valves shall be sited to minimise vandalism.

4.2.23 EASEMENTS

Where required for normal access and maintenance, an easement (minimum width 3.0m) in favour of Council shall be provided by the Developer as follows: (i) Within private property; (ii) Council maintained reticulated water mains in group title developments. The width of an easement shall recognise any physical constraints for access and maintenance including the depth of the asset.

4.2.24 ENGINEERING DRAWINGS The information to be detailed on the water reticulation drawings is set out in Section 8.2.3.(b). Generally the scales for water reticulation drawings shall be 1, 2 and 5 and multiples thereof eg. 1:10; 1:500; 1:2000 etc. Consultants are to comply with the requirements of Section 8.2.4 and furthermore complete the Engineering Drawing - Application checklist as required by Section 8.2.5 of these Guidelines.

4.2.25 SPECIFICATION The specification for water supply reticulation shall conform with the technical requirements of Council Standard Specification for Water Reticulation SS2.

4.2.26 ALTERNATE APPROVED MATERIALS Council may approve acceptable alternative materials or products to those nominated within the Standard Specification. Any such approval will be in the form of an “Approval of Use” letter nominating the proposed alternate item and its interaction with the Land Development Guidelines, Standard Specification and Standard Drawings. Council maintains a register of those items that have been provided with an Approval of Use.


Section 4.2


4.2.27 SUBMISSION OF ENGINEERING DRAWINGS / JOB SPECIFICATION The submission of Engineering Drawings / Job Specification shall comply with Section 8.2.7 of the Guidelines.

4.2.28 CONSTRUCTION PROCEDURES All construction procedures including testing and certification shall comply with Section 9 of the Guidelines.

4.2.29 AS CONSTRUCTED" REQUIREMENTS All "as constructed" requirements shall comply with Section 10 of the Guidelines.


Section 4.3


4.3 DESIGN REQUIREMENTS - DUAL WATER RETICULATION 4.3.1 GENERAL – POTABLE AND CLASS A RECYCLED WATER

Gold Coast City Council has identified the Pimpama-Coomera catchment as having the opportunity to adopt an integrated water management approach to the provision of potable water, recycled water, wastewater and stormwater infrastructure. To support this, guidelines, standard specifications and standard drawings have been developed that provide design principals for integrated water supply systems. An integrated water supply system refers specifically to the potable water and recycled water services. This combination of water services is termed a “Dual Water Reticulation” service. Both water reticulation components of the Dual Water Reticulation service shall be designed in accordance with the principles detailed in these interim guidelines, standards, specifications and drawings. Generally, all reticulation mains shall be designed in accordance with the following provisions: • The current Water Resources Commission Design Guidelines for Planning

and Design of Urban Water Supply Schemes; and • The general criteria contained within the WSAA Supplement to the Water

Supply Code of Australia WSA 03-2002 – Dual water Reticulation Systems; and

• Council’s general criteria as set out in these Interim Guidelines and Council’s current Standard Specifications, Drawings and any addendums to these documents.

Council’s Development Guidelines, Standard Specifications, Drawings and any addendums to these, shall take precedence over the Water Resources Commission Guidelines and Drawings and the WSAA Supplement.

4.3.2 AIM

The aim of this Guideline is to provide Developers and their Consultants with Council’s general criteria to ensure that: • Both reticulated water supply schemes are adequate in quality, pressure

and volume of flow for current household purposes together with fire fighting purposes;


Section 4.3


4.3.2 AIM (cont) • Both reticulated water supply schemes conform with Council’s goals and

objectives as summarised in Section 2.2 of the Land Development Guidelines;

• The reliability, safety and effectiveness of Council’s water supply is maintained;

• Water supply infrastructure is of adequate quality to minimise maintenance costs.

4.3.3 NETWORK ANALYSIS

Prior to proceeding with detailed design the Consultant shall liaise with Council to ascertain whether a network analysis (to determine the optimum size of the internal mains) is required by Council as part of the design submission for the development. For the design of potable and recycled water reticulation schemes and where Council requires a network analysis, they shall be completed by the Consultant following discussions with Council and shall be based on the following specific criteria.

4.3.3.1 Supply Point Information Provided By Council

(a) Estimate present pressure or the Hydraulic Grade Line (HGL) at supply point or nearest node for both water supplies.

(b) Worst case pressure or the Hydraulic Grade Line (HGL) during the life of

the development. (c) Maximum pressure where applicable. (d) Until a recycled water supply trunk system (both reticulation and trunk

mains) has been constructed, the only nominal supply point for the recycled system shall be a Standard Cross Connection as detailed in GCCC Std Dwg No. 03-06-607. This standard cross connection shall be located clear of property service offtakes and probable driveway locations. The cross connection valve shall be covered by a Class B 600mm manhole cover and surround that is coloured lilac.


Section 4.3


4.3.3.1 Supply Point Information Provided By Council (cont) (e) Consultants shall ensure that only the minimum number of cross

connections necessary to serve the development are installed. Unless the development is served from two connection points, only ONE (1) standard cross connection shall be supplied for each development. Council should be consulted for information regarding cross connection locations.

4.3.3.2 Population Estimates

Population estimates shall be based on the densities set out in Council’s “Our Living City” Planning Scheme Policy – Policy 3A – Policy for Infrastructure Water Supply Network Developer Contributions unless noted otherwise by a specific planning approval.

4.3.3.3 Design Principals – Philosophy for Dual Water Reticulation Dual water system reticulation mains are to be provided and operated under a reduced demand philosophy while still meeting current community expectations for water quality and flow and for fire fighting capability. Within the above constraints, where possible, the system should minimise the size of mains at the ends of the reticulation systems to provide improvements in water quality by the reduction in water detention time and as well, through the application of reduced demand volumes for the larger area. There will be a consequential reduction in system sizes thereby providing additional improvements in water quality by the reduction in water detention time within the trunk system. It is acknowledged that there is a difference between the traditional design demands applied to single water main systems as opposed to dual water supply system demands. Additionally, there is no historical knowledge of demand. This has meant that a greater total demand has been applied to the dual system to ensure standards of customer service should not be compromised during the implementation period. Over the ensuing years, monitoring of the various demands within the dual water supply system will provide sound long-term design criteria. Currently, for dual water reticulation, Council is nominating that both the potable and recycled water supply systems shall operate as dedicated fire mains. Each main will provide the current level of nominated fire fighting flow and generally the same level of hydrant availability.


Section 4.3


4.3.3.3 Design Principals – Philosophy for Dual Water Reticulation (cont) The provision of fire flows shall only apply to the DN100 and larger PVC-DICL sections of the dual water supply system, i.e. no hydrants shall be located on polyethylene water mains.

4.3.3.3.1 Potable Water Reticulation Mains – < DN100 With the introduction of a Dual Water System, the installation of two traditional mains at Cul-de-sac road terminations, is viewed as problematic for both the installer and the maintainer of the systems. To overcome these potential difficulties, Council requires the installation of a 63mm OD Polyethylene main for the last allotments of a Cul-de-sac or roadway termination. This is possible on the basis that the hydrant that is used as the transition between the two different pipe materials is located at a maximum distance of 40 metres from the furthest allotments front boundary. Refer GCCC Std. Dwg No. 03-06-601 and Detail A on GCCC Std. Dwg Nos. 03-06-605 and 03-06-606. For potable mains, while it is understood that a 63mm polyethylene main can support additional numbers of allotments, the need to maintain the existing level of fire fighting capability via the terminating hydrant is paramount and shall not be compromised.

4.3.3.3.2 Potable Water Reticulation Mains - ≥ DN100

The design flow requirements for Potable water within DN100 diameter or larger mains shall be derived from the following water consumption peaking factors that are based on the Desired Standards of Service Criteria recently developed by Council. The Desired Standards of Service Average Day demand for the distribution system is nominated as a total of 1030 Litres/ET/day. Analysis of this demand for Residential Single Family domains (as has been done for Recycled water in the following Guideline Clauses) has identified that External usage is 40%, Toilet usage is 15% and the residual potable usage is 45%. Due to the uncertainty associated with the communities acceptance of recycled water, it is possible that recycled water usage could attain an acceptance of half (50%) of it’s full potential. On this basis, external usage would reduce from 40% to 20% with toilet usage remaining stable at 15%. This changes the nominated Residential Single Family demand breakdown to External usage at 20%, Toilet usage at 15% and residual Potable usage at 65%.


Section 4.3


4.3.3.3.2 Potable Water Reticulation Mains - ≥ DN100 (cont) For the design of the Potable Water component of a Dual Water System, given the above, there is good reason to adopt the worse case demand scenario of 35% recycled water and 65% potable water. This provides a dual water system factor of 0.65 that is to be applied to the base rate with the appropriate Peaking Factor then applied. Table 4.3.A: Potable Water Supply Network Demand Peaking Factors including

the dual WATER SYSTEM FACTOR (dWSF) PF Relative to Average Day Demand Demand

Category 1 Base

Rate (AD) DWSF

* MDMM MD MH 2 RSF 0.65 1.48 1.79 4.22 RMF 0.65 1.30 1.50 2.51 COM Note 3 1.12 1.20 2.35 IND Note 3 1.12 1.20 1.55 TOR Note 3 2.24 3.05 5.15 PUB Note 3 1.12 1.20 2.35 IRR Note 3 1.32 1.60 2.45 GEN

1030 litres/ET/

day 0.65 1.48 1.79 4.22

Note: 1 RSF: Residential Single Family - Village, Park Living and Detached Dwelling Domains RMF: Residential Multi Family - Residential Choice Domain COM: Commercial - Integrated Business, Local Business and Fringe Business Domains IND: Industrial - Industry 1, Industry 2, Extractive Industry and Marine Industry Domains TOR: Tourist - Tourist Residential Domain PUB: Public - Public Open Space Domain IRR: Irrigation GEN: General - Community Purpose Domain Note: 2

Maximum hour (M.H.) sourced from diurnal patterns for maximum day demand (M.D.). Note: 3 * The Dual Water System Factor for COM, IND, TOR, PUB and IRR Domains shall be nominated by Council following discussions with the Manager Infrastructure Services of Gold Coast Water. Where Dual Reticulation systems are provided, the DWSF nominated or supplied shall be applied to the nominated Base Rate to identify the particular Domain’s Base Rate Average Day demand. From the above, the Potable Water Main flow requirements for Residential Single Family Domains, Residential Multi Family Domains and Community Purpose Domains shall be based on the following Potable water consumption parameters.


Section 4.3


4.3.3.3.2 Potable Water Reticulation Mains - ≥ DN100 (cont)

(a) Mains ≥ DN 100 – Potable Water - Dual Water System (PW-DWSF) (Example provided calculates RSF Domain Mains only)

(i) RSF/ PW/ DWSF Average Day = AD(Base Rate) x DWSF

(RSF/ AD) = 1030 x 0.65 litres/ET/day

RSF/ PW/ DWSF/ AD = 670 litres/ET/day

(ii) RSF/ PW/ DWSF/ Mean Day Maximum Month = PF x DWSF-AD (RSF / MDMM)

= 1.48 x 670 litres/ET/day RSF/ PW/ DWSF/ MDMM = 992 litres/ET/day

(iii) RSF/ PW/ DWSF/ Maximum Day = PF x DWSF/AD

(RSF/ MD) = 1.79 x 670 litres/ET/day

RSF/ PW/ DWSF/ MD = 1200 litres/ET/day

(iv) RSF/ PW/ DWSF/ Maximum Hour = PF x DWSF/AD (RSF/ MH)

= 4.22 x 670 litres/ET/day = 2,827 litres/ET/day = 118 litres/ET/hour RSF/ PW/ DWSF/ MH = 0.0328 litres/ET/second

(v) Firefighting

• For systems with 625 ET and less (where 3.2 EP = 1 ET), 2/3 MH +

15 l/s for residential and 30 l/s for industrial/commercial domains to be located at the worst location in the network for a single fire occurrence;

• For systems with more than 625 ET (where 3.2 EP = 1 ET), MH + 15 l/s for residential and 30 l/s for industrial/commercial domains to be located at the worst location in the network for a single fire occurrence;

• Reservoir level during network modelling to be at MD as determined by dynamic modelling.


Section 4.3



(a) Mains ≥ DN 100 – Potable Water - Dual Water System (PW-DWSF) (Example provided calculates RSF Domain Mains only) (cont)

(vi) Velocity The maximum velocity in any main shall be 2.5 metres/second at maximum hour. Preferably the minimum velocity in any main shall be 0.4 metres/second at least once per day. All network models shall nominate the minimum velocities.

(b) Pressure - Potable Water Dual Water System (PWDWS)

(All main sizes - Poly and ≥ DN100 )

(vii) Minimum Pressure • 22 metres head at the property boundary connection point of the

property service and subject to; • HGL for analysis based on reservoir level for Maximum Hour of the

third day of three consecutive Maximum Day events (for dynamic models); or

• In the absence of dynamic model results the minimum reservoir level shall be assumed at 15% of storage height; and

• Liaise with GCW to confirm minimum pressure constraints.

(viii) Maximum Pressure • 80 metres at the property boundary connection point of the potable

water property service. Note that during the interim period of system operation the potable and recycled systems will operate via the potable feed so the recycled system pressures will be at the potable system pressure until system separation occurs;

• 90 metres within any pipe line. Where pressure exceeds 80 metres within any main, specific written approval from the Manager Service Delivery GCW for the pipe size, type and class shall be obtained by the Consultant following discussions with Council;

• Reservoir level during network modelling to be at 95% of Top Water Level.


Section 4.3



(b) Pressure - Potable Water Dual Water System (PWDWS) (All main sizes - Poly and ≥ DN100 ) (cont) (ix) Firefighting Pressure • Requirement:

(i) 12 metres residual pressure at the building pad and subject to; • Starting HGL of Analysis:

(i) Based on the reservoir level for Maximum Hour of the third day of three consecutive Maximum Day events (for dynamic models);

(ii) In the absence of dynamic model results the minimum reservoir level shall be assumed at 15% of storage height;

(iii) Liaise with GCW to confirm minimum pressure constraints.

(x) Pressure Reducing Valves • Where the pressure in a main exceeds 700 kPa, Council shall

require the installation of Pressure Reducing Valves (PRV) that may (at Council’s discretion) include telemetry control. Prior to proceeding with any design, Council shall be provided with details of the area affected and the number of lots involved;

• PRV installations where approved by the Manager Service Delivery GCW shall be installed to the general details contained in Council’s Standard Drawing No. 03-06-110.


Section 4.3



(c) Reservoirs - Potable Water Dual Water System (PWDWS)


3 (MD-MDMM) x ET x Base rate L/ET/d + Emergency Storage

or GLSV = Operating volume (OV) + Fire Fighting Reserve (FFR)

The emergency storage shall be the greater of 4 hours MDMM or 0.5 ML or for contributing areas greater than 350 ET.



Elevated Storage Capacity (kL)

1/4000 [MH –2MDMM] x ET x Base Rate L/ET/d + Fire fighting reserve of 150 kL

The storage volume of all elevated reservoirs shall be confirmed by Gold Coast Water prior to design.


GLSV Example – RSF Domain of 1570 ET (Note that DWSF included)

OV = 3(MD – MDMM) x ET x Base Rate Litres (RW/ DWSF/ AD) = 3(1.79-1.48) x 1570 x 515 = 0.93 x 1570 x 515 = 751,951.5 Litres

FFR = 4/24 x 762 x 1570 = 4/24 x 1,196,340 L/day = 199,390 L ∴ 199,390 L is less than 500,000 L FFR = use 500,000 L

GLSV = 751,951.5 L + 500,000 L = 1.252 Megalitres of Ground Level Potable Water Storage


Section 4.3



(c) Reservoirs - Potable Water Dual Water System (PWDWS) (cont)

ESV Example – RSF Domain of 290 ET (Note that DWSF included)

OV = {1/4000 {MH – 2MDMM] x ET x (1030 x .65)} = 1/4000 (4.22 – 2 x 1.48) x 290 x 670 = 1/4000 (1.26) x 194,300 = 61.205 kL

FFR = 150 kL

ESV = 61.205 kL + 150.0 kL

= 211 kL of Elevated Potable Water Storage

(d) Pump Rates

(i) Ground Level Storage Duty Pump Rate PR = MDMM demand over 20 hour pump operation unless directed otherwise by Gold Coast Water. Example – Pump Rate to Ground Level Storage RSF ET = 1570 (Note that DWSF included)

= 992 x 1570 L/s 20x3600

PR = 21.6 L/s


Section 4.3



(d) Pump Rates (cont)

(ii) Elevated Storage Volume Duty Pump Rate

PR = (Operating Volume) - 6 x MH x ET 6 x 3600

Example – Pump Rate To Elevated Storage RSF ET = 290 (Note that DWSF included)

= (Operating Volume) - 6 x MH x ET

6 x 3600

= (466,420) - 6 x 118 x 290 6 x 3600

= 466,420 – 205,320 6 x 3600

= 261,100 21,600

PR = 12.08 L/s

(iii) Standby Pumps Standby Pump rate to match Duty Pump Rate. Where more than two pumps are installed (i.e.; Duty & Standby) the design pump rates shall be approved by the Manager Infrastructure Services of GCW, GCCC.

(e) Headloss

For headloss calculations, the Hazen-Williams formula is generally used. The formula is:

H = L x ( 100,000 x Q )1.852 0.359 x C x D2.63


Section 4.3



(e) Headloss (cont)

Where H = headloss in metres L = total length in metres Q = flow rate in litres per second D = diameter in mm C = Hazen-Williams factor, refer Table 4.3.B Table 4.3. B

MAXIMUM “C” VALUE

Mains Diameter (mm) C Value

<90 PE 120

100 DI 100

100 PVC 100

150 & 200 DI 110

150 & 200 PVC 110

250 & 300 DI 110

250 & 300 PVC 110

375 to 600 120

Greater than 600 125

These values have taken into account losses for pipe fittings such as bends, valves, tees, crosses and the effects of ageing.

4.3.3.3.3 Recycled Water Reticulation Mains - ≤ DN90 PE To align with the new design philosophies, Council nominates that the minimum sizes of Recycled reticulation supply mains shall be DN63 and DN90 in PE 100 preferably or PE 80B polyethylene pipe materials. Mains in these size ranges shall not be provided with any designed fire flows or standard hydrant off takes. General mains maintenance shall be carried out using flushing valves.


Section 4.3


4.3.3.3.3 Recycled Water Reticulation Mains - ≤ DN90 PE (cont) To facilitate the easy integration of polyethylene pipe systems and to permit Council a degree of safety in design flows for this new system, an Empirical table for polyethylene pipe sizing is provided below at Table 4.3.C. Table 4.3.C Number of Lots Serviced per Pipe Diameter

Nominal size of Poly main in PE 100 @ PN16 pipe or

PE 80B @ PN16 pipe

Nominated capacity of main for Residential Single Family Domain Lots ( ET’s ) (Single supply recycled main only)

63 OD at 48 ID (PE 80B) 20

90 OD at 69 ID (PE 80B) 52 (includes capacity of all smaller sized mains)

4.3.3.3.4 Recycled Water Reticulation Mains – ≥ DN100 - DI/PVC

Council is currently investigating the opportunity for recycled water from the recycled mains being used for firefighting purposes. To provide for this possibility and for the “current” day to day management of the recycled system through flushing/draining hydrants, the design flow requirements for recycled water within DN100 diameter or larger PVC/DI mains shall be based on the following water consumption peaking factors. The factors provided in Table 4.3.D below are based on the Standards of Service developed by Council and have been integrated with the same design philosophy used in previous sections of this Interim Guideline. The demand for Recycled Water on a regional basis is potentially 50% of the existing total demand given the Coasts subtropical environment and the level of garden pride of the residents. This regional demand dictates a Dual Water System Factor of 0.5 that is to be applied to the defined base rate of 1030 Litres per ET per day. Onto this amended Base Rate is applied the relevant Peaking Factor and eventually a firefighting flow to provide the required demand.


Section 4.3


4.3.3.3.4 Recycled Water Reticulation Mains – ≥ DN100 – DI/PVC (cont)

Table 4.3. D: Recycled Water Supply Network Demand Peaking Factors including the Dual Water System Factor (DWFS)

PF Relative to Average Day Demand Demand Category

Note 1

Base Rate (A1)

DWSF MDMM MD MH 2

RSF 0.50 1.48 1.79 4.22 RMF 0.50 1.30 1.50 2.51 COM Note 3 1.12 1.20 2.35 IND Note 3 1.12 1.20 1.55 TOR Note 3 2.24 3.05 5.15 PUB Note 3 1.12 1.20 2.35 IRR Note 3 1.32 1.60 2.45 GEN

1030 litres/ET/day

0.50 1.48 1.79 4.22 Note: 1 RSF: Residential Single Family – Village, Park Living and Detached Dwelling Domains RMF: Commercial – Integrated Business, Local Business and Fringe Business Domains IND: Industrial – Industry 1, Industry 2, Extractive Industry and Marine Industry Domains TOR: Tourist – Tourist Residential Domain PUB: Public – Public Open Space Domain IRR: Irrigation GEN: General – Community Purpose Domain Note: 2 Maximum hour (M.H.) sourced from diurnal patterns for maximum day demand (M.D.). Note: 3 * The Dual Water System Factor for COM, IND, TOR, PUB and IRR Domains or any combination of Domains, shall be nominated by Council following discussions with the Manager Infrastructure Services of Gold Coast Water. Where Dual Reticulation systems are provided to these Domains, the DWSF nominated or supplied shall be applied to the nominated Base Rate to identify the particular Domain’s Base Rate Average Day demand. From the above, the Recycled Water Main flow requirements for Residential Single Family Domains, Residential Multi Family Domains and General – Community Purpose Domains shall be based on the following recycled water consumption parameters.


Section 4.3


4.3.3.3.4 Recycled Water Reticulation Mains – ≥ DN100 - DI/PVC (cont)

(a) Mains ≥ DN 100 – Recycled Water - Dual Water System (RW-DWSF) (Example provided calculates RSF Domain Mains only)

(i) RSF/ RW/ DWSF/ Average Day = AD(Base Rate) x DWSF

(RSF/ AD) = 1030 x 0.5 L/ET/day

RSF/ RW/ DWSF/ AD = 515 L/ET/day

(ii) RSF/ RW/ DWSF/ Mean Day Maximum Month = PF x DWS-AD (RSF/ MDMM)

= 1.48 x 515 L/ET/day RSF/ RW/ DWSF/ MDMM = 762 L/ET/day

(iii) RSF/ RW/ DWSF/ Maximum Day = PF x DWSF-AD

(RSF/ MD) = 1.79 x 515 L/ET/day

RSF/ RW/ DWSF/ MD = 922 L/ET/day

(iv) RSF/ RW/ DWSF/ Maximum Hour = PF x DWSF/AD (RSF/ MH)

= 4.22 x 515 L/ET/day = 2,174 L/ET/day

= 91 L/ET/hour RSF/ RW/ DWSF/ MH = 0.0253 L/ET/second

(v) Firefighting • For developments with 625 ET and less (where 3.2 EP = 1 ET), 2/3

MH + 15 l/s for residential and 30 l/s for industrial/commercial domains to be located at the worst location in the network for a single fire occurrence;

• For developments with more than 625 ET (where 3.2 EP = 1 ET), MH + 15 l/s for residential and 30 l/s for industrial/commercial domains to be located at the worst location in the network for a single fire occurrence;

• Reservoir level during network modelling to be at MD as determined by dynamic modelling.


Section 4.3



(a) Mains ≥ DN 100 – Recycled Water - Dual Water System (RW-DWSF) (Example provided calculates RSF Domain Mains only) (cont) (vi) Velocity The maximum velocity in any main shall be 2.5 metres/second at maximum hour.

(b) Pressure – Recycled Water - Dual Water System (RW-DWSF) (All main sizes i.e. Poly and ≥ DN100)

(i) Minimum Pressure

• 22 metres head at the property boundary connection point of the

property service and subject to; • HGL for analysis based on reservoir level for Maximum Hour of the

third day of three consecutive Maximum Day events (for dynamic models), or

• In the absence of dynamic model results the minimum reservoir level shall be assumed at 15% of storage height, and

• Liaise with GCW to confirm minimum pressure constraints.

(ii) Maximum Pressure

• 70 metres at the property boundary connection point of the property service. Note that during the interim period of system operation the potable and recycled systems will operate via the potable feed so the recycled system pressures will be at the potable system pressure until system separation occurs;

• 80 metres within any pipe line. Where pressure exceeds 80 metres within any main, specific written approval from the Manager Service Delivery GCW for the pipe size, type and class shall be obtained by the Consultant following discussions with Council;

• Reservoir level during network modelling to be at 95% of Top water Level.

(iii) Firefighting Pressure

• 12 metres residual pressure in the recycled water supply network.


Section 4.3



(b) Pressure – Recycled Water - Dual Water System (RW-DWSF) (All main sizes i.e. Poly and ≥ DN100) (cont)

(iv) Pressure Reducing Valves • Where the pressure in a main exceeds 700 kPa, Council shall

require the installation of Pressure Reducing Valves (PRV) that discretion) include telemetry control. Prior to proceeding with any design, Council shall be provided with details of the area affected and the number of lots involved.

• PRV installations where approved by the Manager Service Delivery GCW shall be installed to the general details contained in Council’s Standard Drawing No. 03-06-110.

(c) Reservoirs - Recycled Water Dual Water System (RWDWS)


3 (MD-MDMM) x ET x Base rate L/ET/d + Emergency Storage

or GLSV = Operating volume (OV) + Fire Fighting Reserve (FFR)

The emergency storage shall be the greater of 4 hours MDMM or 0.5 ML or for contributing areas greater than 350 ET.


In this formula, MD and MDMM factors are as per Table 4.3 D.

Elevated Storage Capacity (kl)

1/4000 [MH –2MDMM] x ET x Base Rate L/ET/d + Fire fighting reserve of 150 kL

The storage volume of all elevated reservoirs shall be confirmed by Gold Coast Water prior to design.

In this formula, MD and MDMM factors are as per Table 4.3 D.


Section 4.3



(c) Reservoirs - Recycled Water Dual Water System (RWDWS) (cont)

GLSV Example – RSF Domain of 1570 ET (Note that DWSF included)

OV = 3(MD – MDMM) x ET x Base Rate Litres (RW/ DWSF/ AD) = 3(1.79-1.48) x 1570 x 515 = 0.93 x 1570 x 515 = 751,951.5 L

FFR = 4/24 x 762 x 1570 = 4/24 x 1,196,340 L/d = 199,390 L ∴ 199,390 L is less than 500,000 L FFR = use 500,000 L

GLSV = 751,951.5 L + 500,000 L

= 1.252 Megalitres of Ground Level Recycled Water Storage

ESV Example – RSF Domain of 290 ET (Note that DWSF included)

OV = {1/4000 {MH – 2MDMM] x ET x (1030 x .50)} = 1/4000 (4.22 – 2 x 1.48) x 290 x 515 = 1/4000 (1.26) x 149,350 = 47.045 Kilolitres

FFR = 150 kL

ESV = 47.045 kL + 150.0 kL

= 197 kL of Elevated Recycled Water Storage

(i) Ground Level Storage Duty Pump Rate

PR = MDMM demand over 20 hour pump operation unless directed otherwise by Gold Coast Water. Example – RSF Domain of 1570 ET (Note that DWSF included)

= 762 x 1570 L/s 20x3600

PR = 16.6 L/s


Section 4.3



(c) Reservoirs - Recycled Water Dual Water System (RWDWS)

(ii) Elevated Storage Volume Duty Pump Rate

PR = (Operating Volume) - 6 x MH x ET 6 x 3600

Example – RSF Domain of 290 ET (Note that DWSF included)

= (Operating Volume) - 6 x MH x ET

6 x 3600

= (466,420) - 6 x 91 x 290 6 x 3600

= 466,420 – 158,340

6 x 3600

= 308,080 21,600

PR = 14.2 L/s

(iii) Standby Pumps Standby Pump rate to match Duty Pump Rate. Where more than two pumps are installed (i.e.; Duty & Standby) the design pump rates shall be approved by the Manager Infrastructure Services of GCW, GCCC.

(d) Headloss For headloss calculations, the Hazen-Williams formula is generally used. The formula is:

H = L x ( 100,000 x Q )1.852

0.359 x C x D2.63

Where H = headloss in metres L = total length in metres Q = flow rate in litres per second D = diameter in mm C = Hazen-Williams factor, refer Table 4.3. B


Section 4.3


4.3.4 DUAL WATER SUPPLY SCHEMATIC PLAN Where Council requires a Dual Water Supply Schematic Plan based on the Network Analysis as defined in Section 4.3.3, the plan shall include the following: (a) Layout of mains, together with the development layout. (b) Key to network analysis, i.e. node points, elevation, demand, standard

cross connections. (c) Size and type of mains. (c) Design parameters - number of lots, number of ET, design flows. (e) Legend of Domain types (i.e., Residential, Industrial etc). (f) Supply points and pressure or H.G.L’s. as supplied by Council and

Standard Cross Connection details. (g) Location of pumps, pressure reducing valves and reservoirs top water

level (T.W.L.) and volume where applicable. (h) Limit of Dual water district serviced by the reticulation mains. The network analysis shall be based on the flow and pressure parameters in Section 4.3.3.3.2 and/or 4.3.3.3.4. The results of the network analysis shall be supplied on printed A4 sheets or as directed by Council and shall include the residual pressure and H.G.L. at each node in addition to the flow rate and minimum/maximum velocities in each pipe section.

4.3.5 TRUNK MAINS

Trunk mains are those major components of Council's Dual Water Supply Scheme deemed necessary to provide services on a regional and district basis. They are generally referred to as Headwork mains and are outlined in Council's “Our Living City” Planning Scheme Policy 3A - Policy for Infrastructure Water Supply Network Developer Contributions. The design and any construction of these dual trunk mains within Gold Coast City shall be co-ordinated by Council.


Section 4.3


4.3.5 TRUNK MAINS (cont) It is a mandatory Council requirement that no Dual water supply property service connections will be allowed from recycled or potable trunk mains 375mm diameter or larger. In such cases a separate recycled or potable water reticulation main shall be provided to service the development.

4.3.6 PIPE SIZES, TYPE, CLASS AND COLOUR The type, class and colour coding of pipes shall comply with Council's Standard Specification for Water Reticulation SS2 and the Interim Specification for Construction of Dual Water Reticulation and Associated Works SS2.1 and any addendums.

4.3.6.1 General

TABLE 4.3.E MAIN TYPE PIPE DIAMETERS - DN

PE 80B @ PN16 or PE 100 @ PN16 63mm and 90mmm

PVC or DI @ PN16 OR K9

100mm, 150mm, 200mm 250mm and 300mm

The actual size of the main required shall be determined as set out in Sections 4.3.3.3.1 through to 4.3.3.3.4 of these Interim Guidelines. All mains of 100mm diameter or larger that cross a roadway shall be provided as Ductile Iron with this material extending 1.0 meter past either side of the kerb. Pipes of a size, type and class that do not comply with Council Standard Specifications may only be used with the written approval of Council. Where approved for use the engineering drawings shall detail the jointing method and joint test methods and any other construction requirements, which are not as per Council Standard Specifications. Pipe colour coding shall not be compromised. Until a National Code or Standard is created, Council nominates that recycled water systems shall be identified by the use of the colour Lilac or Purple that shall be defined in accordance with AS2700 as being no darker than P24 Jacaranda or P12 Purple and no lighter than P23 Lilac.


Section 4.3


4.3.6.2 Surge and Fatigue Analysis

Where identified by the network analysis (refer Section 4.3.3) the source of any significant pressure surges in the system shall be identified and remedial measures specified. Where plastic pipes are to be used in mains affected by any significant pressure variations (i.e. after a pump), a surge analysis of the system shall be undertaken. The surge analysis shall be undertaken for the full range of variations to determine the magnitude of the surge pressure and the amplitude and number of the cyclic loadings for a design life of 50 years at PNI6 for the system. This shall be achieved through re-rating the pipe class for both surge and fatigue in accordance with the manufacturers recommendations. Polyethylene reticulation mains (either DN63 and DN90 recycled or potable water) as detailed in Section 4.3.3.3.1 and 4.3.3.3.3 do not require a surge analysis.

4.3.7 PROPERTY SERVICE CONNECTIONS

(a) General – Recycled and Potable Water Dual systems A property service is defined as a short pipe installed for connecting premises to a service providers infrastructure (recycled or potable reticulation main) including any necessary valves, fittings and water meter. Property services may be single service pipework or twin service pipework subject to lot layout and specific design of the development. Service conduits shall be provided under all roads to facilitate the provision of property service connections in accordance with GCCC Std Dwg No. 03-06-601 and 03-06-602. The recycled water and the potable water property service shall be located as follows: • To match the common boundary of lots to be serviced; • Through service conduits across roads and verges (refer above); and • Aligned at 90° (+ or – 5°) to the reticulation main within the footpath

verge directly opposite the property being serviced. Council shall connect the provided property service water meter ball valves to Council’s recycled and potable water meters in general accordance with GCCC Std Dwg No. 03-06-104 for standard water supply systems.


Section 4.3


4.3.7 PROPERTY SERVICE CONNECTIONS (cont) (a) General – Recycled and Potable Water Dual systems In Residential Domain developments, ENERGEX services shall be located at alternate boundaries to the property services. However, in Park Living Domain developments Council may consider other locations. It is the Consultants responsibility to ensure that the various formats for the services and conduits (as detailed below) are clearly shown in the Engineering Drawings and do not conflict with other underground Public Utility services. Council requirements for both recycled water and potable water property services are detailed on Council's Standard Drawings Nos. 03-06-001, 03-06-104, 03-03-601, 03-06-601, 03-06-602 and 03-06-603. (b) Recycled and Potable Water Property Service Conduit For residential Detached Dwellings, Park Living and Duplex sites, a 100mm diameter uPVC. Class 12 property service conduit allowing for a maximum of two (2) single or two (2) twin property services per conduit shall be provided. In cases where two (2) Duplex Sites adjoin each other (i.e. four (4) dwellings) either four (4) 100mm diameter conduits shall be provided so that each conduit can support two (2) single property services or two (2) 100mm diameter conduits shall be provided so that each conduit can support two (2) twin property services. It is required for corner duplex allotments that the conduits and services provided shall be located 1000mm off the edge of the driveway crossover, generally off-centre of the long roadway boundary. For all other Residential, Commercial and Industrial Domains (other than extractive industry) a 150mm diameter u.P.V.C. class 12 property service conduit shall be provided. This conduit allows for the future provision by Council, following the owner’s application, of two (2) property water services per conduit (either single or twin). Council permits the provision of a potable water and a recycled water property service (either single or twin) within a single 100mm diameter property service conduit, refer Clause 4.3.6 of these guidelines for mandatory pipe colour coding details.


Section 4.3



(c) Recycled and Potable Water Property Service Connection

(i) New Mains

For new 63mm to 300mm diameter recycled and potable water mains, a 20mm I D property service (DN25 poly) shall be provided for each residential dwelling by the Developer. Such services shall be provided for all Residential Detached Dwellings, Park Living lots and for all Duplex (Dual occupancy) dwellings, i.e. for duplex lots two (2) recycled water service connections and two (2) potable water service connections per Duplex lot, in accordance with details shown on Standard Drawing No. 03-06-602 and 03-06-603. For all other land zoning's, a complete recycled water and potable water property service connection shall be installed by the Council at the time of building application, providing their exists a suitably sized main adjacent and available to the property boundary. The property service may be either a Single Service or a Twin Service and shall consist of either a ductile iron main fitting (similar to ready tap) or for Poly mains either a stainless steel tapping band or an electrofusion tapping saddle, then a ball valve connected to the ductile iron or stainless steel tapping fittings/connections and either a MDPE lilac striped/coloured recycled water property service pipe for recycled water or a MDPE blue striped/coloured potable water property service pipe for potable water. The recycled water service pipe shall be provided with a lilac/purple coloured underground marker tape. Ductile iron main fittings (similar to ready tap) for 200mm, 250mm and 300mm diameter dual water mains and stainless steel tapping clamps with female 25mm BSP tappings, that only have a single tapping port, shall be provided with brass components that support the following: • A minimum 20mm ID ball valve for each property serviced; • A maximum of 4 (four) property services per fitting as either single or

dual property water services; • Sized to ensure the hydraulic capacity to individual lots meets the design

criteria (depending on zoning, lot configuration and service type); • The remainder of the dual water supply property service connections

from the main tap ball valve shall be as previously described above.


Section 4.3



(i) New Mains (cont) With the introduction of Dual Water supplies, Council will permit the provision of either a single or a twin property service. Twin services up to 16.5 metres in length may use the same pipe as a single service utilises i.e. DN 25 Poly. Twin services that are over 16.5 metres in length (from main tap ball valve to the splitter tee) shall upsize the full twin pipe length from DN 25 to DN 32 Poly pipe in accordance with the details shown on GCCC Std. Dwg. No. 03-06-602. For these upsized services the Main tap Ball Valve shall be upsized as well from DN 20 to DN 25 through the use of a 20 Male BSP to 25 Female BSP Brass adaptor bush. Where multiple recycled and potable property service conduits are necessary in developments with allotments fronting roads declared under the Transport Infrastructure Act, approval in writing of the multiple property service conduit format, shall be obtained from Main Roads. Alternatively, if approval is not obtained then a single and/or dual water main system, as appropriate, shall be provided on both sides of the road reserve. (ii) Existing Mains Where a new development fronts an existing recycled or potable water main, provision for property service connections shall be as follows: • Across Road (long) Connection – a suitably sized service conduit shall be

provided for each dwelling/allotment at the cost of the Developer. The recycled and the potable water property service connections shall be installed by Council at the time of lodging a Building Application and shall be at the cost of the property owner.

• Footpath Verge (short) Connection – the recycled and the potable water property service connection shall be installed by Council at the time of lodging a Building Application and shall be at the cost of the property owner.

Where a new development fronts an existing main that has existing service offtakes, in addition to the above recycled and potable water service connections, Council requires that a main tap path box be provided at surface over the existing main at any existing service offtake as detailed in Standard Drawing No. 03-06-105 and 03-06-302.


Section 4.3


4.3.8 ALIGNMENT OF MAINS

(a) General The alignment of dual water supply systems shall comply with the following criteria: • As detailed in Councils Standard Drawing No. 03-02-005 and parallel to

the Real Property Boundary; • Recycled water mains shall extend approximately 500mm past the

common boundary of the last 2 (two) properties serviced, refer GCCC Std. Dwg. No.03-06-601;

• Potable water mains shall extend approximately 1000mm past the common boundary of the last 2 (two) properties serviced, refer Council standard Drawing No. 03-06-601;

• Recycled water mains shall be closest to the Real Property Boundary with Potable water mains closest to the kerb of the roadway.

Any proposed amendments to the above dual water supply main alignment criteria such as Water Sensitive Urban Design features incorporating dual mains within swales, must be formally approved by both Council and the relevant Public Utility Authority. The Consultant shall liaise with The Manager Infrastructure Services of Gold Coast Water to gain approval of any proposal. Dual water supply reticulation mains shall not be located in private property except for dedicated Link Mains that are identified as necessary from the Network Hydraulic Model. Where Link Mains are provided then refer to Section 4.3.23. Dual Water System common trenching for adjoining Recycled water and Potable water mains is permitted by Council for mains of 63mm to 200mm diameter. For all other instances, Council will not permit the common trenching of water mains, recycled mains and sewerage mains with any other utility service.

Where the water main allocation (and consequently the verge) is widened, then Council may permit the common trenching of mains larger than 200mm diameter. The consultant shall liaise with the Manager, Infrastructure Services of GCW to gain approval of any proposal.


Section 4.3


4.3.8 ALIGNMENT OF MAINS (cont) (b) State Controlled Roads Dual water supply system reticulation mains within a State Controlled road shall be located in accordance with the requirements of the Queensland Department of Main Roads. Notwithstanding, the above requirements, pipe bedding shall be as shown on Council Standard Drawing Nos. 03-06-101 and 03-06-102. Enveloper pipes shall be installed on all mains either crossing or within these State Controlled road carriageways.

4.3.9 DEFLECTIONS OF MAINS Where deflections are approved by Council for uPVC and DI dual water supply system mains, the following shall apply: (i) Only appropriate fusion bonded ductile iron fittings shall be used (ii) Deflection of flexible joints shall only occur to the tolerances permitted

by the manufacturer Council will not permit uPVC pipes to be "bent" to maintain alignment or embedment grade, or uPVC pipe sockets to be joined to ductile iron spigots. Deflection of dual water supply system Polyethylene mains shall be permitted through the gradual misalignment and the gradual realignment of the poly main to a maximum of 100mm from its design alignment. Any deflection of the poly main shall not introduce any strain to the pipe at valves and fittings and any bending of the polyethylene main shall be in accordance with the manufacturers recommendations for bending radius.


(a) New Mains The maximum and minimum cover to dual water supply system mains shall be in accordance with Council's Standard Specification for Water Reticulation SS2 and any addendums.


Section 4.3


4.3.10 DEPTH AND COVER TO MAINS (cont)

(a) New Mains (cont) Where the cover to dual water supply system reticulation mains does not comply with Council's Standard Specification then the written approval of Council shall be obtained prior to the lodgement of the engineering drawings. The drawings will detail the cover, pipe type and class as well as the construction requirements, which are not as per Council's Standard Specification. For roadway crossings where a stormwater main or other utility service may force the water main to dip under the conflicting service then the consultant shall provide a specific design for each instance where the main shall be lain deeper than 1.0 meters as a part of the design submission to Council. (b) Existing Mains Where a Development provides a roadway over the top of an existing dual water supply system reticulation main, then the section of existing PVC main under the road crossing shall be replaced with a section of ductile iron main road crossing, laid in accordance with Council's Standard Specification for Water Reticulation SS2 and any addendum. Polyethylene mains affected as described above shall be provided with a conduit as detailed within GCCC Standard Drawing No. 03-06-607. Where the surface levels are increased or decreased over a section of existing main then those sections of existing dual water supply system reticulation main shall be relayed or replaced at Council's standard cover in accordance with Council's Standard Specification for Water Reticulation SS2 and any addendum. (c) Clearance Between Mains

(i) Horizontal

• Except for approved dual water supply system common trenching, the

minimum horizontal clearance between pipe centrelines for pipes of the same "Utility" use shall be the standard trench width ‘W’ for the specific size of main in accordance with Council's Standard Specification for Water Reticulation SS2 and any addendum.


Section 4.3


4.3.10 DEPTH AND COVER TO MAINS (cont) (j) Horizontal (cont) • A solid or physical trench separation distance of 300mm minimum, shall

be maintained for pipes of different "Utility" use eg. Power / water, sewerage/water.

(ii) Vertical

The minimum vertical clearance between mains shall be a clear 150mm.

4.3.11 HYDRANTS AND FLUSHING POINTS

Hydrants and flushing valves will provide for general dual water supply system maintenance activities. All PVC-DICL recycled water supply and potable water supply system reticulation mains shall be dedicated fire fighting system mains with all hydrants on these systems designed and installed to support fire fighting. Polyethylene water supply mains shall not be provided with any fire fighting facilities. These polyethylene mains shall be provided with a flushing valve, as detailed below, that supports maintenance activities on these sections of main. (a) Flushing Points For recycled water Polyethylene water mains, flushing points shall be provided at the permanent ends of all mains and at maximum intervals of 150 metres as detailed on GCCC Std. Dwg. Nos. 03-06-601, 03-06-605 and 03-06-606. For potable water Polyethylene water mains, flushing points shall be provided at the permanent ends of all mains (Cul-de-sac ends) as detailed on GCCC Std. Dwg. Nos. 03-06-601, 03-06-605 and 03-06-606.


Section 4.3


4.3.11 HYDRANTS AND FLUSHING POINTS (cont) (b) Hydrants • For the potable and the recycled water system, hydrants shall be

provided at any transition point between a DICL-PVC main and a Poly main in accordance with Detail A of GCCC Std Dwg Nos. 03-06-605 and 03-06-606, and

• For the potable and the recycled water system, hydrants shall be

installed at a maximum of 80 metre intervals along the 100mm to 300mm diameter PVC-DICL water main in accordance with GCCC Std. Dwg. No. 03-06-106, and

• Where the potable and/or the recycled water reticulation main has been

terminated in a PVC-DICL format and will not be extended then a hydrant bend, riser and hydrant shall be installed at the end of the main.

• Where residential battleaxe lots are created, all battleaxe lot driveways

shall have a potable water hydrant located directly in front of the driveways side common boundary and on the same side of the roadway as the driveway. Battleaxe allotment building envelopes shall preferably be within 40 metres of a hydrant. Where this is not achieved, the design submission shall detail the fire protection methodology proposed for the battleaxe allotments building envelope.

4.3.12 SERVICE VALVES

Sluice Valves shall be provided between all Standard Cross Connections in accordance with GCCC Standard Drawing No. 03-06-607. The engineering drawings shall detail the number, location and type of cross connections to be installed. For all PVC-DI mains, intermediate valves (section valves) shall be provided at not greater than 100 Property block groups and at a maximum of 500m intervals. For reticulation mains, stop valves shall be spaced at maximum multiples of 50 Property blocks and at a minimum of one per roadway with the stop valve located at the commencement of the main in accordance with GCCC Std. Dwg. No. 03-06-601.


Section 4.3


4.3.12 SERVICE VALVES (cont) In staged developments, valves for PVC/DI mains shall be installed at the termination of work for each stage in accordance with GCCC Standard Drawing No. 03-06-108 and for Poly mains in accordance with Detail E of GCCC Standard Drawing No. 03-06-605 and 03-06-606. All valves shall be located adjacent to common allotment boundaries and/or the tangent points of allotment boundary truncations and shall not be located in road carriageways. All valves shall be provided with thrust restraint either directly within the attached main or directly at the valve.

4.3.13 SCOUR VALVES AND AIR VALVES Refer Section 4.2.13 of the Guidelines.

4.3.14 VALVE CHAMBERS

Refer Section 4.2.14 of the Guidelines

4.3.15 MAINS SWABBING FACILITIES Refer Section 4.2.15 of the Guidelines

4.3.16 MAIN TERMINATIONS Refer Section 4.2.16 of the Guidelines.

4.3.17 PIPE ANCHORAGE 4.3.17.1 Thrust Blocks

(a) Polyethylene Mains Polyethylene dual water supply mains utilise either a mechanically restrained jointing system or an electro fusion jointing system and therefore do not require thrust restraint along the main. Where there is a transition from PVC/DI pipe materials to PE pipe materials, the methodology of attending to the thrust produced at this point shall be as shown by Detail A within GCCC Standard Drawing No. 03-06-605.


Section 4.3


4.3.17.1 Thrust Blocks (cont) (b) PVC-DI Mains For PVC-DI dual water supply mains of DN 100 and larger, thrust blocks designed to withstand testing pressure of 1350kPa shall be provided at all points within the dual water supply reticulation system where thrust will develop i.e. poly main off takes, bends, tees, tapers, valves, dead ends etc. Standard Cross Connection tees do not require thrust restraint at the tee. Where dual water supply reticulation mains provide a supply off take in accordance with Council’s Standard Drawing No. 03-06-607, the individual thrust blocks shall be kept separate by a 3mm thick compressible membrane that will facilitate the future maintenance of either main. Council does not permit the thrust block of one main to encapsulate the adjoining common trenched main. To facilitate this outcome it is recommended that mains on the outside of any bend be installed higher than the main (and it’s thrust block) on the inside of the bend in accordance with Council’s Standard Drawing No. 03-06-608. This can be achieved by evenly cranking (deepening or shallowing) the main between bends ensuring minimum cover is maintained as detailed within the Standard Specification SS2.1. Council may approve alternative methods of restraining thrust in dual water supply reticulation mains subject to Council's assessment of preliminary Engineering design. Where alternative thrust restraint is approved, "As Constructed" details of the type and location shall be provided. Where the requirements of Council's Standard Drawing No. 03-06-103 are exceeded, the following design criteria for calculation of thrust shall apply.

Bends : R=1.54 x 10-5 x H x D2 x Sin θ/2 Tees : R=0.77 x 10-5 x H x D2 Tapers : R=0.77 x 10-5 x H x (D1

2 - D22)

Dead end : As for Tees Valve : As for Tees Where,

R = resultant force in kilonewtons H = total head in metres D = external pipe diameter in mm θ = angle of bend in degrees


Section 4.3


4.3.17.1 Thrust Blocks (cont) (b) PVC-DI Mains (cont) Thrust block sizes shall be calculated using the following safe bearing loads for horizontal loadings:

Running sand, mud, muck etc 0 kPa Soft clay 50 kPa Medium clay, sandy loam 100 kPa Sand and gravel, hard clay 150 kPa Sand and gravel, cemented with clay 200 kPa Rock 240 kPa For vertical downwards bearing loads, the above safe bearing loads may be doubled. For vertical upwards thrust, a concrete block must be installed with a weight of at least 1.2 times the resultant thrust. (Refer vertical bend detail on Council’s Standard Drawings No. 03-06-103). Calculation of required bearing area may be made using the following formula: Bearing area = R/Sb1 Bearing area = area in square metres

Where:

R = resultant force in kilonewtons (calculated) Sb1 = safe bearing load i.e. soft clay 50 kPa

Thrust blocks shall not:

• impede the migration of ground water seepage through the trench

bedding, • or interfere with the bedding or installation of the adjoining Dual water

supply main valve or any other main or service. All valves shall be provided with thrust restraint either directly within the attached main or directly at the valve.


Section 4.3


4.3.17.2 Bulkheads Bulkheads are partitions built across the trench that retain the pipe to prevent longitudinal and lateral movement particularly on steeper slopes. Bulkheads shall be located in accordance with the details shown on Council’s Standard Drawing No. 03-06-101.

4.3.17.3 Diversion Drains

Diversion drains shall be provided where the natural transfer of ground water from the trench into the surrounding ground will not provide sufficient drainage. Diversion drainage shall be connected to a suitable stormwater system in accordance with the details shown on Council’s Standard Drawing No. 03-06-111.

4.3.18 LOCATION MARKING FOR VALVES, HYDRANTS, FITTINGS ETC

(a) Recycled Water Supply

Where developments contain kerb and channel, the location of all fire hydrants, flushing points, valves, water main road crossings, water service installations and other fittings, shall generally be marked in the kerb and on the pavement in accordance with the details shown in Council's Standard Drawing No. 03-06-303 and 03-06-304. Where recycled water reticulation is constructed in areas where no kerb and channel is required, marker posts and pavement markings shall be installed in general accordance with Council's Standard Drawing No. 03-06-303 and 03-06-304 with the specific format of the markings provided to be in accordance with the details shown in Council's Standard Drawing No. 03-06-602. It is to be noted that at this point in time recycled water fire hydrants and flushing points shall not be provided with pavement markings (roadway cats eyes) with the specific format of the markings to be provided to be in accordance with the details shown in Council's Standard Drawing No. 03-06-602. Valve and Hydrant valve boxes with integral surrounds shall be Lilac coloured recycled plastic with the ductile iron lid painted Lilac and marked in accordance with the details shown on Council’s Standard Drawing No.. 03-02-601.


Section 4.3


4.3.18 LOCATION MARKING FOR VALVES, HYDRANTS, FITTINGS ETC (cont)

(a) Recycled Water Supply (cont)

Flushing point boxes shall be provided with either a concrete or a recycled plastic surround. The box lid and surround shall be painted or coloured Lilac in accordance with the details shown on Council’s Standard Drawing No.. 03-02-601 and 03-02-605. Where different pressure zone potable or recycled water reticulation is constructed within the same footpath/verge then marker posts clearly designating the different pressure zones shall be installed in accordance with Council's Standard Drawing No. 03-06-303. Conduits and property services shall be marked in accordance with Council's Standard Drawing No. 03-06-602.

(b) Potable Water Supply Where developments contain kerb and channel, the location of all fire hydrants, flushing points, valves, water main road crossings, water service installations and other fittings, shall generally be marked in the kerb and on the pavement in accordance with the details shown in Council's Standard Drawing No. 03-06-303 and 03-06-304. The specific format of the markings provided shall be in accordance with the details shown in Council's Standard Drawing No. 03-06-601. Valve, fire Hydrant and flushing point valve boxes with integral surrounds shall be grey coloured recycled plastic with the lid painted White or Yellow in accordance with the details shown on Council’s Standard Drawing No. 03-06-303 and 03-06-304. Where potable water reticulation is constructed in areas where no kerb and channel is required, marker posts and pavement markings shall be installed in accordance with Council's Standard Drawing No. 03-06-303 and 03-06-304 with the specific format of the markings provided to be in accordance with the details shown in Council's Standard Drawing No. 03-06-601. Where different pressure zone potable and recycled water reticulation is constructed within the same footpath/verge then marker posts clearly designating the different pressure zones shall be installed in accordance with Council's Standard Drawing No. 03-06-303.


Section 4.3


4.3.18 LOCATION MARKING FOR VALVES, HYDRANTS, FITTINGS ETC (cont)

(b) Potable Water Supply (cont) Conduits and property services shall be marked in accordance with Council's Standard Drawing No. 03-06-602.

4.3.19 PUMP STATIONS Refer Section 4.2.19 and Section 4.3.3 of the Guidelines.

4.3.20 RESERVOIRS Refer Section 4.2.20 and Section 4.3.3 of the Guidelines.

4.3.21 WORKS BY COUNCIL Refer Section 4.2.21 of the Guidelines.

4.3.22 BRIDGE CROSSING Refer Section 4.2.22 of the Guidelines.

4.3.23 EASEMENTS Refer Section 4.2.23 of the Guidelines.

4.3.24 ENGINEERING DRAWINGS Refer Section 4.2.24 of the Guidelines.

4.3.25 SPECIFICATION The specification for dual water supply main reticulation including the type, class and colour coding of pipes shall comply with Council's Standard Specification for Water Reticulation SS2 and the Interim Specification for Construction of Dual Water Reticulation and Associated Works SS2.1 and any addendums.

4.3.26 ALTERNATE APPROVED MATERIALS Refer Section 4.2.26 of the Guidelines.


Section 4.3


4.3.27 SUBMISSION OF ENGINEERING DRAWINGS/JOB SPECIFICATION Refer Section 4.2.27 of the Guidelines.

4.3.28 CONSTRUCTION PROCEDURES Refer Section 4.2.28 of the Guidelines.

4.3.29 "AS CONSTRUCTED" REQUIREMENTS Refer Section 4.2.29 of the Guidelines.


Section 5


5.0 SEWERAGE RETICULATION - DESIGN REQUIREMENTS

TABLE OF CONTENTS

5.1 INTRODUCTION..................................................................................... 3 5.2 DESIGN REQUIREMENTS - SEWERAGE RETICULATION......................................... 4 5.2.1 GENERAL ............................................................................................ 4 5.2.2 AIM ................................................................................................... 4 5.2.3 PRELIMINARY SEWER CONCEPT PLAN ........................................................... 4 5.2.4 TRUNK MAINS....................................................................................... 5 5.2.5 PIPE SIZES, TYPE AND CLASS..................................................................... 5 5.2.6 SEWERAGE HOUSE CONNECTIONS ............................................................... 6 5.2.7 ALIGNMENT OF MAINS............................................................................. 8 5.2.7.1 BRIDGE CROSSINGS ...............................................................................10 5.2.8 DEPTH OF SEWERS................................................................................10 5.2.9 DESIGN CRITERIA..................................................................................11 5.2.9.1 GENERAL ...........................................................................................11 5.2.9.2 CAPACITY ..........................................................................................12 5.2.9.3 PIPE VELOCITY ....................................................................................12 5.2.9.4 MINIMUM GRADES .................................................................................12 5.2.10 MANHOLES .........................................................................................13 5.2.10.1 GENERAL ...........................................................................................13 5.2.10.2 LOCATION..........................................................................................14 5.2.10.3 DROPS THROUGH MANHOLES ...................................................................14 5.2.10.4 SPECIFIC COUNCIL REQUIREMENTS.............................................................14 5.2.10.5 MANHOLE ALTERNATIVES - MAINTENANCE SHAFTS ..........................................16 5.2.11 PUMP AND LIFT STATIONS .......................................................................17 5.2.11.1 GENERAL ...........................................................................................17 5.2.11.2 PUMP DESIGN CRITERIA ..........................................................................19 5.2.11.3 PUMP WELL CRITERIA ............................................................................19 5.2.11.4 SPECIFIC COUNCIL REQUIREMENTS.............................................................20 5.2.12 PRESSURE MAINS ..................................................................................21 5.2.13 PRIVATE PUMP STATION AND PRESSURE MAIN................................................25 5.2.14 ALTERNATIVE SEWERAGE SYSTEMS.............................................................25 5.2.14.1 VACUUM SEWER SYSTEM.........................................................................25 5.2.14.2 WASTE WATER DISPOSAL SYSTEM - RURAL DEVELOPMENTS................................26 5.2.15 OVERFLOWS .......................................................................................26 5.2.16 CONNECTIONS TO EXISTING MAINS (WORKS BY COUNCIL)..................................26 5.2.17 EASEMENTS ........................................................................................27 5.2.18 ENGINEERING DRAWINGS ........................................................................27 5.2.19 SPECIFICATION ....................................................................................28 5.2.20 ALTERNATE APPROVED MATERIALS ............................................................28 5.2.21 SUBMISSION OF ENGINEERING DRAWINGS / JOB SPECIFICATION ..........................28 5.2.22 CONSTRUCTION PROCEDURES ..................................................................28 5.2.23 "AS CONSTRUCTED" REQUIREMENTS ...........................................................28 5.3 DESIGN REQUIREMENTS – REDUCED INFILTRATION GRAVITY SEWERAGE .................29


Section 5



5.3.1 REDUCED INFILTRATION CONCEPTS............................................................29 5.3.2 AIM ..................................................................................................30 5.3.3 PRELIMINARY SEWER CONCEPT PLAN ..........................................................31 5.3.4 TRUNK MAINS......................................................................................31 5.3.5 PIPE SIZES, TYPE AND CLASS....................................................................31 5.3.6 SEWERAGE HOUSE CONNECTIONS ..............................................................32 5.3.7 ALIGNMENT OF MAINS............................................................................32 5.3.7.1 BRIDGE CROSSINGS ...............................................................................32 5.3.8 DEPTH OF SEWERS................................................................................32 5.3.9 RIGSS DESIGN CRITERIA ..........................................................................33 5.3.9.1 GENERAL ...........................................................................................33 5.3.9.2 CAPACITY ..........................................................................................33 5.3.9.3 PIPE VELOCITY ....................................................................................33 5.3.9.4 MINIMUM GRADES .................................................................................34 5.3.10 ACCESS STRUCTURES.............................................................................35 5.3.10.1 GENERAL ...........................................................................................35 5.3.10.2 ACCESS STRUCTURE LOCATION.................................................................35 5.3.10.3 DROPS THROUGH ACCESS STRUCTURES .......................................................36 5.3.10.4 SPECIFIC COUNCIL REQUIREMENTS FOR ACCESS STRUCTURES.............................37 5.3.11 PUMP AND LIFT STATIONS .......................................................................41 5.3.11.1 GENERAL ...........................................................................................41 5.3.11.2 PUMP DESIGN CRITERIA ..........................................................................43 5.3.11.3 PUMP WELL CRITERIA ............................................................................43 5.3.11.4 SPECIFIC COUNCIL REQUIREMENTS.............................................................44 5.3.12 PRESSURE MAINS ..................................................................................45 5.3.13 PRIVATE PUMP STATION AND PRESSURE MAIN................................................45 5.3.14 ALTERNATIVE SEWERAGE SYSTEMS.............................................................45 5.3.16 CONNECTIONS TO EXISTING MAINS (WORKS BY COUNCIL)..................................45 5.3.17 EASEMENTS ........................................................................................45 5.3.18 ENGINEERING DRAWINGS ........................................................................45 5.3.19 SPECIFICATION ....................................................................................46 5.3.20 ALTERNATE APPROVED MATERIALS ............................................................46 5.3.21 SUBMISSION OF ENGINEERING DRAWINGS / JOB SPECIFICATION ..........................46 5.3.22 CONSTRUCTION PROCEDURES ..................................................................46 5.3.23 AS CONSTRUCTED" REQUIREMENTS ............................................................46


Section 5.1


5.1 INTRODUCTION These Guidelines provide Council's minimum standards for development encompassing sewerage reticulation including works required to join with existing and adjoining sewerage reticulation systems.


Section 5.2


5.2 DESIGN REQUIREMENTS - SEWERAGE RETICULATION 5.2.1 GENERAL

All sewerage reticulation mains shall be designed in accordance with the following provisions: • The current Water Resources Commission Design Guidelines for Planning

and Design of Sewerage Schemes; and • Council's general criteria as set out in these Guidelines and Council's

Standard Specifications and Drawings. Council's Land Development Guidelines and Standard Specifications and Drawings shall take precedence over the Water Resources Commission Guidelines and Drawings.

5.2.2 AIM

The aim of this Guideline is to provide developers and their consultants with Council's general criteria to ensure that: • Adequate consideration is given to the health and environmental issues

that relate to the provision of sewer infrastructure; • All sewerage reticulation schemes conform with Council's goals and

objectives as summarised in Section 2.2 (Preliminary Development Layout);

• The reliability, safety and effectiveness of Council's sewerage reticulation is maintained; and

• Sewerage reticulation is of adequate quality to minimise maintenance costs.

5.2.3 PRELIMINARY SEWER CONCEPT PLAN

Prior to proceeding with detailed design the Consultant shall: (a) Obtain from Council "as constructed" sewer information relevant to the

proposed development and the approved connection points for the development.

(b) Liaise with Council to ascertain whether a Preliminary Sewer Concept

Plan is required. Where Council requires a concept plan, it shall be completed by the Consultant and include the following information:


Section 5.2


5.2.3 PRELIMINARY SEWER CONCEPT PLAN (cont)

• Location, size and alignment of gravity sewers; • Location, size and alignment of rising mains; • Location of pump stations and lift stations; • Contour information generally at 5 m intervals; • Approved sewer connection points; • Contributing catchments (internal and external) showing the equivalent

tenement (ET); and • The flow contributing to each section of main including the estimated

design capacity. See Example below:

Access for maintenance of the system should be considered when locating manholes etc.

5.2.4 TRUNK MAINS

Trunk mains are those major components of Council's Sewerage Scheme deemed necessary to provide services on a regional and district basis. Gravity sewers of 300mm and greater are generally referred to as Headwork mains and are outlined in Council’s “Our Living City” Planning Scheme Policy 3B – Policy for Infrastructure Sewerage Network Developer Contributions. These guidelines are intended for the design and construction of mains up to 300mm. Design and construction of sewers larger than 300mm shall be undertaken in consultation with Gold Coast Water. Recent innovations with trunk sewers have included the use of preformed bends and increased spacings of manholes. It is a mandatory Council requirement that no sewer connections will be allowed from trunk mains 375mm diameter or larger. In such cases a separate reticulation main shall be provided to service the development.

5.2.5 PIPE SIZES, TYPE AND CLASS

(a) Non-Pressure Pipes

The type and class of pipe shall comply with Council's Standard Specification For Construction of Sewerage Reticulation and Associated Works SS1.

ET 300 PWWF 14.3 L/sec Pipe Size 225 diameter Max Pipe Cap 26.2 L/sec


Section 5.2


5.2.5 PIPE SIZES, TYPE AND CLASS (cont) Non-pressure reticulation shall be of the following diameters: 150 mm, 225 mm and 300 mm. Non-pressure house connection single branches shall be a minimum 100mm diameter Ductile iron class K9 (min) non-pressure pipe may be used in special circumstances where approved by Council as shown on the engineering drawings. (b) Pressure Pipes The type and class of pipe shall comply with Council's Standard Specification SS1. Pressure mains shall be of the following diameters: 100mm, 150mm, 225mm and 300mm. For pressure rising mains, the maximum pressure permitted within the main at any point is 90m. Where pressures exceed 90m then the written approval of Council shall be obtained prior to the lodgement of the engineering drawings.

5.2.6 SEWERAGE HOUSE CONNECTIONS

(a) General A single house connection shall be provided at the lowest point of each allotment and at sufficient depth to serve the entire allotment. Single house connections shall not be provided to each dwelling within an allotment or Community Title Scheme or similar type of development. In these circumstances internal plumbing lines and connections conforming to the Plumbing Code or a combination of the plumbing Code and RIGSS principals shall provide the internal servicing that connects to Council’s single connection point. Council will not permit combined house drains. House connection branches shall be connected into manholes wherever practical in preference to in line connections. It is a mandatory Council requirement that where house connection branches cross or commence from road carriageways they shall connect into manholes and be 150 mm diameter minimum.


Section 5.2


5.2.6 SEWERAGE HOUSE CONNECTIONS (cont)

(b) Size The minimum diameter of a single house connection branch shall be 100 mm for Residential Precincts and 150 mm diameter in Industrial and Commercial Precincts as per Council's Standard Drawing No

03-07-105. (c) Depth The upstream invert level of the 45o oblique junction at Council's reticulation sewer (control point) shall be low enough to control the whole of the allotment to be serviced using the following criteria: • Minimum cover to top of house drain ............................. 300mm • Minimum grade for 100 dia ..........................................1 in 60 • Minimum grade for 150 dia ..........................................1 in 80 For calculation purposes, the house drain alignment shall generally be 1 metre from side and rear boundaries and 6 metres from the front boundary (may vary in waterfront properties and reduced building alignments). Subject to the above criteria being met the depth of any house connection at the inspection tee as defined on Drawing No 03-07-105 shall be between: • Minimum ........................600 mm to top of pipe • Maximum .................…...1500 mm to top of pipe House connection inspection tees shall be located 2000 mm clear of any Maintenance Shaft. This shall occur either through the HCB being located within or off the sewer main 2000 mm upstream or downstream of the maintenance shaft or by the HCB being a minimum of 2000 mm long from the maintenance shaft to the Inspection Tee. The house connection branch inspection tee shall comply with the above minimum and maximum depths and shall be provided in accordance with Council’s Standard Drawing. Council requires that the location of the house connection inspection tee shall be marked within the allotment by the use of a buried HW timber stake placed at the upstream cap of the tee with orange coloured PVC tubing securely attached to the stake with the PVC tubing terminated one meter above finished surface.


Section 5.2


5.2.6 SEWERAGE HOUSE CONNECTIONS (cont) (d) Jump Ups Jump ups shall be constructed in accordance with Council's Standard Drawing No 03-07-105 and 03-07-807. Type A and B jump ups shall be used for sewers less than 2500mm deep. Type D jump ups shall be used for sewers deeper than 2500mm.

Jump ups shall be one of the following materials: • Council approved fibreglass reinforced PVC oblique junction and

fibreglass reinforced PVC bends, Type A and B, • Council approved fibreglass drop sewer junction, Type D, • Council approved fibreglass reinforced factory fabricated PVC drop

sewer junction, Type D. Where a Type D junction is used, the Consultant shall select the appropriate bend format to ensure verticality of the installed vertical riser pipework. Design plans shall detail the specific sewer junction option Type ie; Type D2 for sewers between 1:20 to 1:10.

5.2.7 ALIGNMENT OF MAINS Mains shall be generally set out as shown in Council's Standard Drawing No 03-07-001 and shall be located within the footpath verge as shown in Council’s Standard Drawing No. 03-02-005. Any proposed alteration to the alignment must be approved by Council and the relevant Public Utility Authority. The Developer shall provide easements as detailed within Clause 5.2.17. When designing the sewerage system, consideration must be given to the accessibility of mains, manholes, maintenance shafts and rodding ends located within the properties. Council may permit sewers to be installed within Access and Collector Street roadways following discussions with Council and in accordance with Council’s RIGSS in Roadways Guideline.


Section 5.2


5.2.7 ALIGNMENT OF MAINS (cont) There is now an increasing use of retaining walls at the boundary of allotments. These walls provide additional costs to Council in the long-term operation of the sewerage system. When designing a sewerage system adequate clearance around access structures and house connection points shall be provided. For access structures, an area of 1.5 meters radius shall be provided around the central point of the facility to permit the set up and use of Confined Space equipment as well as the use of other maintenance equipment such as jet rodders and remote cameras. House connection inspection tees shall not be located under or within the zone of influence of the retaining wall. Mains shall generally traverse kerb and channel alignments at 90°.

Common trenching for water and sewerage together with any other utility is not permitted. The minimum clearance between pipe centrelines for pipes of the same "Utility" use shall be the standard trench width for the specific size main in accordance with Council's Standard Specification SS1. A solid or physical trench separation distance of 300mm minimum shall be maintained for pipes of different "utility" use eg. Power / water, sewerage / water. No mains shall be located within the rear of a canal estate allotment. Where Council approves gravity mains within allotments the following offsets shall generally apply: • Front and rear boundaries .........1.5 metres • Side boundaries......................1.5 metres Attention is drawn to Section 7.6 of these Guidelines (“Building Near or Over Council Water, Sewer and / or Stormwater Services”. Where Water Sensitive Urban Design principals provide within the verge swales and other stormwater management devices that will impact on sewer locations, i.e. inundation, then the Consultant shall liaise with the Manager Infrastructure Services of Gold Coast Water to gain approval of any proposed alignment.


Section 5.2


5.2.7.1 BRIDGE CROSSINGS The preferred location for sewerage rising main bridge crossing is within the service allocation area of the pedestrian walkway. The sewerage rising main location shall be considered in conjunction with other services (ie water main, energex, telecommunications and gas) where applicable. A general arrangement drawing showing the service allocations within the footpath should be submitted to Council for approval prior to detailed drawings commencing. In general the following points should be considered: • Adequate horizontal clearance between services to allow construction

and maintenance; • Sewerage mains shall be in accordance with Council’s Standard

Specification Sewerage Reticulation and Associated Works SS1; and • Installation formats should support ongoing maintenance.

5.2.8 DEPTH OF SEWERS

Sewers shall be designed at the shallowest possible depth such that: (a) All allotments are served based on the house connection design criteria

as per Section 5.2.6

(b) Council's minimum cover to the top of a pipe is:

• Allotments ............0.45m to top of pipe • Footpath................ 0.6m to top of pipe • Roadways............... 0.9m to top of pipe

Where the above minimum covers cannot be achieved consideration may be given to special designs where specifically approved by Council. (c) There are no clashes with other services including stormwater and Public

Utilities and a minimum vertical clearance between services crossing each other of 150mm clear.


Section 5.2


5.2.8 DEPTH OF SEWERS (cont) (d) Where a main is located in a cut area or its cover reduced by the

provision of a driveway to service an allotment then the minimum cover shall be maintained as per (b) above.

(e) Council’s maximum cover to the top of pipe is:

• Allotments ............. 4.0m to top of pipe • Footpath................ 5.0m to top of pipe • Roadways............... 3.0m to top of pipe

Reticulation sewers may be deeper than nominated above where approved by Council. Where so approved the maximum cover to the sewer main shall be in accordance with the manufacturers technical specifications and recommendations for the type and class of pipe used together with bedding trench conditions and soil type and shall not exceed 5.0 metres. Where design calculations require the laying of sewers at depths greater than 5.0 meters then the consultant shall design and construct a deep sewer as a reticulation deep sewer without any house junction connections together with a localised reticulation shallow sewer or sewers to service each allotment by providing a house connection junction off-take and inspection tee connection point as detailed in Clause 5.2.6.(c). Where deemed appropriate sewers shall incorporate drainage of sewer trenches in accordance with the Councils Standard Drawing No 03-07-103.

5.2.9 DESIGN CRITERIA 5.2.9.1 General

Sewers shall be designed to accommodate flows from the Developments catchment as well as external catchments in accordance with Council's “Our Living City” Planning Scheme consistent with long-term development equivalent tenements (ET). The proposed sewerage scheme shall be extended to the boundary of the development as nominated by Council.


Section 5.2


5.2.9.2 Capacity Population estimates shall be based on the densities set out in Council's “Our Living City – Gold Coast Planning Scheme Policies” – Policy 3B – Policy for Infrastructure Sewerage Network Developer Contributions unless noted otherwise by a specific planning approval. The minimum pipe capacity shall be based on the details shown in Table 5.2. A. Table 5.2.A

Average Dry Weather Flow (ADWF) for Category 2 Infrastructure 825 L/ET/d Peak Wet Weather Flow (PWWF) 5 x ADWF Peak Dry Weather Flow (PDWF) 2.2 x ADWF

5.2.9.3 Pipe Velocity

Pipe velocities shall be based on the details shown in Table 5.2.B. Table 5.2.B Flow Equation Mannings Mannings 'n' 0.013 Minimum velocity @ PWWF 0.6 m/s Minimum velocity @ PDWF 0.3 m/s Depth of Flow @ PWWF – Existing system

Up to 1.0 m below MH cover level and no spillage through overflow structures

Depth of Flow @ PWWF – Proposed sewers

Max flow depth shall not exceed ¾ pipe full

All sewerage systems acting under pressure (ie; HGL > Pipe obvert) must include an appropriate allowance for pit losses in HGL calculations. Liaise with GCW to confirm appropriate loss coefficients.

5.2.9.4 Minimum Grades Minimum grades for sewer reticulation mains shall be as summarised in Table 5.2 C.


Section 5.2


5.2.9.4 Minimum Grades (cont) Table 5.2 C

Note: 1. Where deemed appropriate a minimum grade of 1 in 200 for 150mm control sewers may be adopted

based on the following criteria: • The sewer is located in flat country (reclamation areas, canal estates) with resultant high water

tables and associated excavation difficulties; • A minimum 20ET are serviced; and • The Consultant has obtained specific written approval from Council.

2. Design of gravity sewers of diameter greater than 300mm shall be undertaken in consultation with Gold Coast Water.

On steeper grades, to prevent longitudinal and lateral movement of the gravity sewer main, bulkheads shall be provided as per Council’s Standard Drawing No 03-07-101. Where bulkheads are located that prevent or impede the migratory flow of ground water streams via the bedding material, then diversion drains shall be provided in accordance with the details shown on Councils Standard Drawing No 03-07-103.

5.2.10 MANHOLES 5.2.10.1 General

Manholes shall be designed in accordance with Council's Standard Drawing Nos 03-07-103 to 03-07-206.

DIAMETER MINIMUM GRADE

100mm - House Connection Branches 150mm - House Connection Branches 150mm - First MH length, head of sewer - Second MH Length - Remaining MH lengths (see note below) 225mm 300mm 375mm 450mm 525mm 600mm 675mm >or =750mm

1 in 60 1 in 80

1 in 100 1 in 150 1 in 150

1 in 290 1 in 420 1 in 570 1 in 730 1 in 900

1 in 1000 1 in 1200 1 in 1500

1.66% 1.25% 1.00% 0.67% 0.67%

0.34% 0.24% 0.18% 0.14% 0.11% 0.10% 0.08% 0.07%


Section 5.2


5.2.10.2 Location

Manholes shall be located at the following locations:

• At changes in grade; • Changes in direction; • Changes in pipe diameter; • Changes in alignment; • At intersections with other sewers (maximum change 90°); • At changes in pipe material; • Not more than 90 metres apart for sewers up to and including 300 mm

diameter; • At the ends of sewer lines except house connection branches less than 30

metres in length; and • At intersections of house connection branches crossing carriageways and

sewer lines (Refer Section 5.2.6). 5.2.10.3 Drops Through Manholes

The type and dimension of drops through manholes shall be as specified in Council's Standard Drawing No 03-07-201. The 'X' drops are not permitted where the grade of the incoming sewer exceeds 10%. Where more than one (1) type 'X' drop enters a manhole a 1200 manhole shall be constructed. The type 'W', 'X' and 'Y' drops are not permitted in sewers of 300mm diameter and greater.

5.2.10.4 Specific Council Requirements

(a) Manholes shall not be constructed within intersections, central medians, roundabouts and kerb and channel alignments. Manholes should not be constructed within property driveways.

(b) The centre of manhole covers located within Access and Collector

Streets (refer Section 5.2.7 of these Guidelines) shall be treated as follows:


Section 5.2


5.2.10.4 Specific Council Requirements (cont)

• Access Streets............1.5 metres from carriageway centrelines • Collector Streets.........2.0 metres from carriageway centrelines

(c) Manhole lids, risers and frames shall be manufactured to Australian Standard AS3996 and comply with the following:

• 600mm diameter or 600mm x 600mm square; • Class 'D' in street and road carriageways; and • Class 'B' in locations other than street and road carriageways.

(d) Council will permit the use of precast manhole components.

Notwithstanding the above the base shall be cast in-situ. However where deemed appropriate Council may consider approving a precast base system.

(e) Where precast base units have been formally approved by Council, the

precast base pipe entry shall be completed using a Council approved rubber compression seal.

(f) Precast manholes shall not be located in areas subject to flooding or

where bolt down lids are required. (g) Precast concrete surrounds shall be proprietary products approved by

Council. The joint between the converter slab and surround shall be sealed with a watertight compound.

(h) External drops are not permitted for use with precast manholes. (i) All holes in precast manhole walls shall be drilled or cored. (j) Step irons are not permitted.

(k) Bolt down covers (Type ‘M’) are required where the convertor slab is

below flood level or subject to intermittent inundation eg overland flow paths.

(l) Rectangular manholes shall only be used within footpath verges where

there is insufficient space due to Public Utilities.


Section 5.2


5.2.10.4 Specific Council Requirements (cont) (m) Manhole bedding shall include bypass drainage in accordance with

Council's Standard Drawing No 03-07-103. (n) Circular manholes less than 1200mm deep shall be provided with square

lids. 5.2.10.5 Manhole Alternatives - Maintenance Shafts

Council may approve the use of PVC maintenance shafts as an alternative to a cast in-situ concrete manhole or a precast concrete manhole. Maintenance shafts are not permitted: • Within a sewerage system where storage is required to prevent

surcharge; • As the receiving manhole at a pumping/lift station; • As a discharge manhole for a rising main; • Within road carriageways, medians, roundabouts or kerb and channel

alignments; • As the manhole for a house connection branch crossing a roadway; • In areas subject to flooding or within overland flow paths; • Where sewer mains are in commercial and industrial zones; and • As the connection structure for future development stages Where approved for use, maintenance shafts shall be designed in accordance with the following criteria: • Sizing and installation to comply with the manufacturers

recommendations; • Be graded to the intersection point of the sewer main and maintenance

shaft coupling; • Be used on 100mm and 150mm diameter sewer mains only; • Be located only within road verges and property allocations (refer

Section 5.2.7); • Be used to a maximum depth of 3.0 metres from FSL to top of pipe; • Be used alternately to manholes; ie MH - MS - MH - MS – MH; • Have only one sewer connection entering the vertical shaft; • Be located with a maximum spacing of 60 metres to an adjoining

structure;


Section 5.2


5.2.10.5 Manhole Alternatives – Maintenance Shafts (cont) • Be supported by a concrete cradle surround similar to that nominated

for a Type “C” house connection branch, refer to Council Standard Drawing No. 03-07-105;

• Be rubber ring jointed at all sewer main connections; • Be provided with a 600mm dia Ductile Iron Class B cover located within a

precast surround. The trench bedding material shall extend to below the shaft inspection opening surround; and

• Sewer connections entering the vertical shaft shall be in accordance with the “Typical PE, UPVC & P.P Maintenance Shaft Details shown in Council Standard Drawing No. 03-07-802.

Council may approve the limited use of vertical and horizontal bends only at the connection of the maintenance shaft to the sewer main. For guidance in the use of bends refer Council Standard Drawing No’s. 03-07-801, 03-07-802 and 03-07-803. In addition approved bends shall be: • Proprietary product long radius bends with the minimum “centreline of

pipe radius” being 3000mm; • A maximum deflection of 5º horizontal, 15º vertical or a cumulative total

of 15º (horizontal and vertical) at the connection point; and • Rubber ring jointed moulded fittings. Testing of maintenance shafts shall be carried out in conjunction with the sewer main testing as nominated within Council’s Standard Specification SS1.

5.2.11 PUMP AND LIFT STATIONS 5.2.11.1 General

The developer is responsible for the supply and installation of all equipment and materials associated with pump and lift stations. This includes the concrete benching in wet well base, provision of the protective and anti-slip coating system, pumps, electrical cabinet and associated wiring, level control, telemetry, internal pipework, well washer and safety netting system.

Council requires that for each station the location and access to the station be shown on the engineering drawings in accordance with Council's Standard Drawing No 03-07-401 and 03-07-402.


Section 5.2


5.2.11.1 General (cont) Overflows where required, refer Section 5.2.15, shall be provided in accordance with Council's Standard Drawing Nos 03-07-701 and 03-07-702. Where stations are not readily accessible from a public road, particular attention to Council’s criteria is required as follows: (i) Vehicle access and site manoeuvrability. For large stations attention

should be given to the vehicle type accessing the site; (ii) Access road cross-section and drainage; (iii) Width of land required for access road; (iv) Dedication of land for pump and lift stations and access road to Council

in fee simple; (v) Access roads for pumping and lift stations shall not be utilised as a part

of a stormwater flow path; and (vi) Fencing is required for all pumping and lifting stations as follows:

• In remote or isolated locations • In Commercial and Industrial Land Zonings • As required by Council

The fenced area as shown on Council’s Standard Drawing No. 03-07-401 and 03-07-402 – Typical Fenced Area Plan shall be set back a minimum 8 metres from the NKL to provide off street parking for Maintenance trucks and to provide for the improvement of the visual amenity of the site through landscaping. Pump and lift stations shall be designed in accordance with Council's Standard Drawings including completion of the required details on the diagrammatic layout drawing. The details shown on Council's Standard Drawings are typical only and it is the Consultant's responsibility to provide engineering drawings for the specific pump station. The noise emitted by infrastructure elements shall conform with the current Noise Protection provisions. Pumping stations shall be located 10 metres clear of any ground mounted energex transformer and preferably 20 metres clear of the nearest dwelling.

The location and design of pump stations will be such that they do not create inconvenience to any adjacent residences in respect to visual amenity and odour refer General Planning Principals Section 2.2.3.3(i).


Section 5.2


5.2.11.1 General (cont) The Consultant shall complete and submit for approval all tabulations and level information required on Council's Standard Drawings.

5.2.11.2 Pump Design Criteria The capacity of individual pumps should be selected after consideration of the following criteria: • Five times the design daily flow for 100 mm and 150 mm diameter rising

mains and the minimum velocity criteria of Table 5.2.9.3; or • C1 times the design daily flow (see Note) for rising mains larger than 150

mm diameter with the provision that with both pumps operating the flow rate shall be 5 times the average daily flow, ie:

ET x 825 L/ET/day x 5 = L / sec 24 x 3600

Storage capacity m3 = 0.9 x pump rate (L / sec) 12 (start per hour)

• Pumps must be able to pass a sphere of 76 mm Note: C1 factor can be obtained from Section 2 of the Water Resources

Commission Guidelines via Drawing No A3-99480.

5.2.11.3 Pump Well Criteria Pump wells shall meet the following criteria: • When determining the well diameter and opening size, particular

attention should be paid to the type and volute size of the pumps chosen to ensure the pumps are free of obstruction for installation and removal;

• Stations with incoming flows in excess of 30 l/sec shall have a dividing wall and inlet structure in accordance with Council's Standard Drawing No 03-07-504;

• The minimum storage depth allowable is 300mm; and • The maximum storage depth shall be 2m for any of the standard well

diameters.


Section 5.2


5.2.11.3 Pump Well Criteria (cont) • Each station shall have only one inlet. A receiving manhole shall be

provided where more than one sewer main is to discharge to the station; • Stations shall be fitted with an automated well washing facility approved

by Council; • All internal surfaces shall be protected by a suitable protective coating

system; • When determining the civil design of pump station structures over 4.0m

deep, calculations shall be provided to Council with regard to flotation where applicable. The design factor of safety shall be 15% (structure only);

• The velocity for sewerage pump and lift station internal pipework shall be in the range of 1.5 to 2.5 m/sec;

• Flanged pipes within the wet well shall be provided with a factory applied external epoxy protective coating system;

• Flanged fittings within the wet well shall be provided with a factory applied thermal bonded polymeric protective coating system;

• Pump and lift station light weight aluminium covers shall be externally coated with an anti-slip protective coating system in accordance with Council's Standard Drawing No. 03-07-403;

• Pump well and valve chamber openings shall be provided with an approved safety netting system in accordance with Clause 30.14 of Council’s Standard Specification SS1.


All works are to be carried out in accordance with Council's current specifications as follows:

• Standard Specification SS1 – Specification for Construction of Sewerage

Reticulation and Associated Works • Standard Specification SS12 - General Requirements for Electrical

Installations • Standard Specification SS14 – General Requirements for Mechanical

Installations At the completion of the design of the mechanical / electrical facilities the developer is required to submit the following for approval prior to commencement of any work on the station: • Pump curves and schedules of technical details for the selected pumps (3

off) as nominated in the specification;


Section 5.2


5.2.11 PUMP AND LIFT STATIONS (cont) 5.2.11.4 Specific Council Requirements (cont)

• The design drawing of the control cabinet including schematic drawings detailing components to be installed as well as telemetry drawings and radio survey report where required (3 off);

• An ENERGEX application for power, fully completed, for signing by Council as the owner of the station;

• A copy of Council's receipt for a 25 mm water application. The developer shall complete the water application; and

• The technical Standards and Specifications for the protective coating system.

The developer will be responsible for payment of all fees associated with the pump station fit out, including those for power and water connections.

5.2.12 PRESSURE MAINS (a) Capacity Pressure mains shall in general conform to the Water Resources Commission Guidelines Section 4.1. Mains shall be sized to take the design flow at a minimum velocity of 0.75 m/s and a maximum velocity of 1.6 m/s. Velocities up to 2.0m/sec may be permitted subject to written approval of Council. Where plastic pipes are to be used, a surge analysis of the system shall be undertaken in order to determine the magnitude of the surge pressure and the amplitude and number of cyclic loadings applicable to give a design life of 50 years at PNI6 for the system. This shall be achieved through re-rating the pipe class for both surge and fatigue in accordance with the manufacturer’s recommendations. Pressure mains shall be designed so that they remain full at all times ie pressure mains should not be designed to drain from a high point to the pressure main discharge manhole. For pressure mains the minimum grades are: • Main Rising...........1 in 500 • Main Falling..........1 in 250

Flatter grades may be permitted, subject to Council assessment of preliminary engineering design.


Section 5.2


5.2.12 PRESSURE MAINS (cont) Where a pressure main discharges to a gravity system by connecting to a discharge manhole, the conditions in the length of sewer for 90 metres downstream of the pressure main discharge manhole should be considered as septic. To alleviate this problem Council’s requirements for the affected 90 metres are as follows: • The installation of non corrosive pipework; • The provision of inert linings to all surfaces of the pressure main

discharge manholes and any downstream manholes (within 90 metres) in accordance with Council’s Standard Drawing No. 03-07-301.

(b) Valves for Pressure Mains

(i) Gas Release Valves Valves shall be of a size and type suitable for the particular application. All gas release valves shall be approved by Council and be of a design which guarantees that there is an air gap between the effluent and sealing system at the gas discharge point. Valves shall be located as shown on the Engineering Drawings and in general shall be positioned at major and minor high points. The Consultant shall ensure that cover over pressure mains is increased in the area of the gas release valve such that the valve can be installed in accordance with Council's Standard Drawing No 03-07-303. No sudden vertical alignment shifts to the main will be allowed either side of the valve to accommodate the valve installation. For above ground installation including bridges etc, the Consultant shall submit for Council approval the proposed design specific to the location. Maintenance issues to be considered in the design include access and damage protection. (ii) Scour Valves Pressure mains shall be provided with scours at all low points with a recommended maximum spacing of 500 metres between scours. Scours shall be designed to facilitate maintenance of the pressure main.


Section 5.2


5.2.12 PRESSURE MAINS (cont) (ii) Scour Valves (cont) Scours shall connect to either the pumping stations wet well, a sewer main manhole or be provided in accordance with Council’s Standard Drawing No 03-07-302. (iii) Section Valves Section valves shall be installed at strategic locations along the pressure main to provide for the effective operation and maintenance of mains over 500 meters long. Section valves shall be provided at not less than 500 metre intervals. (iv) Injection Point Valves Where a new pressure main injects into an existing pressure main a sluice valve shall be installed on the new pressure main at the injection point. In addition a sluice valve shall be installed on the upstream side of the injection point on the existing pressure main. The injection point fitting shall be a flanged “Y” Ductile Iron fitting. (c) Fittings for Pressure Mains All fittings for pressure mains shall be provided with a factory applied thermal bonded polymeric protective coating system. (d) Cover to Pressure Mains

(i) New Pressure Mains The maximum and minimum cover to pressure mains shall be in accordance with Council's Standard Specification For Sewer Reticulation SS1. Where the cover to pressure mains does not comply with Council's Standard Specification then the written approval of Council shall be obtained prior to the lodgement of the engineering drawings. The drawings will detail the cover, pipe type and class as well as the construction requirements that are not in accordance with Council's Standard Specification. Pressure mains shall be located clear of energex transformers.


Section 5.2


5.2.12 PRESSURE MAINS (cont) (d) Cover to Pressure Mains (cont) (ii) Existing Pressure Mains Where a Development provides a roadway over the top of an existing pressure main then the section of existing pressure main under the road crossing shall be replaced with a section of ductile iron main road crossing laid in accordance with Council's Standard Specification for Sewer Reticulation SS1. Where surface levels are increased or decreased over a section of existing pressure main then those sections of existing pressure main shall be re-laid or replaced at Council's standard cover in accordance with Council's Standard Specification for Sewer Reticulation SS1. (iii) Clearance Between Pressure Mains Horizontal The minimum horizontal clearance between pipe centerlines for pipes of the same 'Utility' use shall be the standard trench width for the specific size of main in accordance with Council's Standard Specification SS1. A solid or physical trench separation distance of 300mm minimum, shall be maintained for pipes of different 'Utility' use eg. power/water, sewerage/water. Vertical The minimum vertical clearance between pressure mains shall be a clear 150mm. (e) Location marking of pressure main and fittings For all developments, the location of all valves, road crossings and other fittings shall be marked on the kerb, on the pavement and on marker posts in accordance with Council’s Standard Drawings No 03-07-001 and 03-07-304. (f) Pipe Anchorage Thrust blocks designed to withstand testing pressures of 900 kPa shall be provided at all points along the pressure main where thrust will develop.


Section 5.2


5.2.12 PRESSURE MAINS (cont) (f) Pipe Anchorage (cont) Where the requirements of Council’s Standard Drawing No 03-07-104 are exceeded, the design criteria for calculation of thrust at 900 kPa as shown in clause 4.2.17.1 herein, shall be utilised to calculate the thrust and required bearing area. For vertical upwards thrust, a concrete block must be installed with a weight of at least 1.2 times the resultant thrust, refer vertical bend detail on Council’s Standard Drawing No 03-07-104.

5.2.13 PRIVATE PUMP STATION AND PRESSURE MAIN For details related to Private Pump Station and Pressure Main installations refer to Section 7.3.3 of these Guidelines.

5.2.14 ALTERNATIVE SEWERAGE SYSTEMS 5.2.14.1 Vacuum Sewer System

Council has a draft set of Vacuum Sewer Guidelines and Standard Specifications that are to be utilised for the planning and design of the system. Council acceptance of any Vacuum Sewerage System shall be based on best management practice. The Consultant shall submit an initial report and associated recommendations for consideration by Council prior to any detailed design. As a minimum the report should include: • Reason for and benefits to Council for a vacuum system; • Approved connection points to the existing system; • Preliminary Concept Plan as per Section 5.2.3 of these Guidelines; and • Maintenance issues Subject to Council's assessment of the Consultants initial report and prior to any detailed design, Council may engage an independent Consultant to act for Council in assessing the initial report and recommend suitable system parameters. In addition the independent Consultant will audit for compliance with Council's Construction Procedures as per Section 9 of the Guidelines.


Section 5.2


5.2.14.1 Vacuum Sewer System (cont)

All costs associated with the engagement of the independent Consultant shall be at the Developers expense. Notwithstanding Section 9 of the Guidelines the "On Maintenance" period for alternative sewage pumping station shall be (12) Twelve months from the date approved by Council.

5.2.14.2 Waste Water Disposal System - Rural Developments For details related to Waste Water Disposal Systems in Rural Developments refer to Section 7.3.4 of these Guidelines.

5.2.15 OVERFLOWS Overflows shall be designed and installed in accordance with Gold Coast Water’s Integrated Authority from EPA (Licence Conditions). Specifically, no overflows shall occur for inflows to the station up to 5 times ADWF and pumping stations shall be designed with sufficient in system storage (in the well and upstream sewers) so that in the event of pump or power failure, no overflows occur for a period of 4 hours with inflow at ADWF and on the basis that all upstream pump stations are not pumping. In-system storage shall be measured from duty start level to the level of the lowest system relief point. Where overflows are provided, the Consultant shall provide for the visible indicators nominated in Council’s Standard Drawing No 03-07-701. In addition the Consultant shall provide notification to Council of the overflow format on Council’s Standard Drawing No 03-07-505.

5.2.16 CONNECTIONS TO EXISTING MAINS (WORKS BY COUNCIL) All connections and disconnection’s to live sewer mains shall be made by Council at the Developers expense. The contract for development work should make provision for adequate liaison with Council regarding Council's scheduling of the works. All requests for works to Council's live mains shall be in writing and include design details of the work required. The Contractor is responsible for any "as constructed" data associated with connections to existing mains.


Section 5.2


5.2.17 EASEMENTS An easement in favour of Council shall be provided by the Developer as follows: (a) Over all sewers (gravity or pressure) within private property including

industrial and commercial sites. (b) Council maintained sewers (gravity or pressure) in group title

developments. (c) All easements width shall be 3.0 metres minimum. For all of the above, the actual width of the easement shall be determined subject to the following: • Size of main; • Depth of main; • Location of main; • Soil conditions; • Topography; and • Vehicle access requirements.

5.2.18 ENGINEERING DRAWINGS

The information to be detailed on the sewerage reticulation drawings is set out in Section 8.2.3 (c). The scales for Sewerage reticulation drawings shall be: (a) Plans - generally at a scale of 1:500 or 1:1000. (b) Longitudinal Sections - at a scale of 1:1000 Horizontal and 1:100

Vertical. Longitudinal Sections shall show the equivalent populations, flow and design capacity of all sections of mains. Consultants are to comply with the requirements of Section 8.2.4 and furthermore complete the Engineering Drawing - Application checklist as required by Section 8.2.5 of the Guidelines.


Section 5.2


5.2.19 SPECIFICATION The specification for sewerage reticulation shall conform with the technical requirements of Council's Standard Specification SS1 and any addendums.

5.2.20 ALTERNATE APPROVED MATERIALS Council may approve acceptable alternative materials or products to those nominated within the Standard Specification. Any such approval will be in the form of an “Approval of Use” letter nominating the alternative item and its interaction with the Land Development Guidelines, Standard Specification and Standard Drawings. Council maintains a register of those items that have been provided with an Approval of Use.

5.2.21 SUBMISSION OF ENGINEERING DRAWINGS / JOB SPECIFICATION The submission of Engineering Drawings / Job Specification shall comply with Section 8.2.7 of the Guidelines.

5.2.22 CONSTRUCTION PROCEDURES All construction procedures including testing and certification shall comply with Section 9 of the Guidelines.

5.2.23 "AS CONSTRUCTED" REQUIREMENTS All "as constructed" requirements shall comply with Section 10 of the Guidelines and any addendums.


Section 5.3


5.3 DESIGN REQUIREMENTS – REDUCED INFILTRATION GRAVITY SEWERAGE

5.3.1 REDUCED INFILTRATION CONCEPTS

(a) General General reference is made to Section 5.2.1 of the Land Development Guidelines. Council has determined that the Pimpama-Coomera catchment has the opportunity to adopt an integrated water management approach to the provision of water, wastewater and stormwater infrastructure. To this end, guidelines have been developed that provide design principals for integrated sewerage systems. To support the easy comparison/use of the existing traditional requirements and these interim requirements for Reduced Infiltration Gravity Sewerage (RIGS) reticulation systems, wherever possible, the following Clauses have been numbered in accordance with the original numbering system contained within Section 5.2 of the 1999 Edition of the Land Development Guidelines. (b) Design Principals –Sewerage System Demands For the Standards of Service for the Pimpama-Coomera region, it is proposed to adopt the Category 2 nomination of A.D.W.F. Average Dry Weather Flow (ADWF) = 825 L/ET/day

(c) Design Principals – Reduced Infiltration Sewerage Systems Traditional sewerage systems have developed over the past 100 (plus) years that are based on design principals that have been driven by the available materials of the times. These materials, such as clay pipes, brick lined tunnels, brick and concrete manholes have permitted an amount of ground water to enter the sewerage system due to; • Permeability of the materials; • Pipe brittle failures at collars and along the pipe; • Joint failures within the manhole walls and at pipe entries; and • Concrete corrosion/degradation leading to infiltration.


Section 5.3


5.3.1 REDUCED INFILTRATION CONCEPTS (cont)

(c) Design Principals – Reduced Infiltration Sewerage Systems (cont) Given these drivers, traditional design principals have factored in a significant level of infiltration, on top of the basic customer flows, that are expected to occur over the life of the sewerage system. Traditionally this factor is 5 x ADWF. With the development of the Pimpama-Coomera catchment, it is proposed to develop sewerage systems that prevent or avoid the long-term degradation of the componentry thereby providing opportunities to reduce the design factor for long-term infiltration. It must be understood that the potential for faulty internal plumbing is factored into the long-term infiltration figure as well as the potential infiltration volume from the sewerage system. Considering the above, it is appropriate that where tighter asset controls are used, concrete manhole numbers are minimised and alternatives for manholes that provide fault reduced jointing formats are used then the design factor for long term infiltration can be reduced from 5 x ADWF to 4 x ADWF. There are still opportunities to reduce this factor even further but, without adequate levels of performance validation, Council is not prepared to accept any further reduction at this point in time. So for Reduced Infiltration Gravity Sewerage Systems, the Peak Design Flow factor to be applied is now :

Peak Design Flow factor = 4 x A.D.W.F

5.3.2 AIM

The aim of this Interim Guideline is to provide Developers and their Consultants with Council's general criteria to ensure that:

• Adequate consideration is given to the health and environmental issues

that relate to the provision of sewer infrastructure; • All sewerage reticulation schemes conform with Council's goals and

objectives as summarised in Section 2.2 (Preliminary Development Layout);

• The reliability, safety and effectiveness of Council's sewerage reticulation is maintained;

• Sewerage reticulation is of adequate quality to minimise maintenance costs.


Section 5.3


5.3.3 PRELIMINARY SEWER CONCEPT PLAN Requirements as per Section 5.2.3 of the Guidelines.

5.3.4 TRUNK MAINS Refer Section 5.2.4 of these Guidelines.

5.3.5 PIPE SIZES, TYPE AND CLASS (a) Non-Pressure Pipes The type and class of non-pressure (gravity) pipes shall comply with Council's Standard Specification For Construction of Sewerage Reticulation and Associated Works SS1, Interim Specification for Construction of Reduced Infiltration Gravity Sewers and Associated Works SS1.1 and any addenda to these documents. Gravity reticulation shall be of the following diameters: 150 mm, 225 mm and 300 mm. Gravity house connection single branches shall be a minimum 100mm diameter Ductile iron class K9 (min) pipe may be used in special circumstances where approved by Council and as shown on the engineering drawings. The type of cement mortar lining within the DI pipe shall be corrosion resistant to sewerage gasses.

(b) Pressure Pipes The type and class of pipe shall comply with Council's Standard Specification for Construction of Sewerage Reticulation and Associated Works SS1, Interim Specification for Construction of Reduced Infiltration Gravity Sewers and Associated Works SS1.1 and any addenda to these documents. Pressure rising mains shall be of the following diameters: 100mm, 150mm, 200mm, 250mm and 300mm. For pressure rising mains, the maximum pressure permitted within the main at any point is 90m. Where pressures exceed 90m then the written approval of Council shall be obtained prior to the lodgement of the engineering drawings.


Section 5.3


5.3.5 PIPE SIZES, TYPE AND CLASS (cont)

(b) Pressure Pipes Vacuum and low pressure reticulation polyethylene sewer mains shall be of the following diameters: 40mm, 63mm, 90mm, 125mm and 160mm, with all sizes to be PN 16 at PE80B or at PE100.

5.3.6 SEWERAGE HOUSE CONNECTIONS

(a) General Refer Section 5.2.6 of the Guidelines (b) Size Refer Section 5.2.6 of the Guidelines (c) Depth Refer Section 5.2.6 of the Guidelines. (d) Jump Ups Refer Section 5.2.6 of the Guidelines.

5.3.7 ALIGNMENT OF MAINS Refer Section 5.2.7 of the Guidelines

5.3.7.1 Bridge Crossings

Refer Section 5.2.7.1 of the Guidelines.

5.3.8 DEPTH OF SEWERS Refer Section 5.2.8 of the Guidelines


Section 5.3


5.3.9 RIGSS DESIGN CRITERIA 5.3.9.1 General

Sewers shall be designed to accommodate flows from the Developments catchment as well as external catchments in accordance with Council’s “Our Living City” Planning Scheme Policy consistent with long-term development equivalent populations (EP) or equivalent tenements (ET). The proposed sewerage scheme shall be extended to the boundary of the development as nominated by Council.

5.3.9.2 Capacity Population estimates shall be based on the densities set out in Council's “Our Living City – Gold Coast Planning Scheme Policies” – Policy 3B – Policy for Infrastructure Sewerage Network Developer Contributions unless noted otherwise by a specific planning approval. The minimum pipe capacity shall be based on the details shown in Table 5.3 A Table 5.3 A Average Dry Weather Flow (ADWF) for Category 2 Infrastructure 825 L/ET/d RIGSS Peak Wet Weather Flow (PWWF) 4 x ADWF RIGSS Peak Dry Weather Flow (PDWF) 2.2 x ADWF

5.3.9.3 Pipe Velocity

Pipe velocities shall be based on the details shown in Table 5.3 B Table 5.3 B Flow Equation Mannings Mannings 'n' 0.013 Minimum velocity @ PWWF 0.6 m/s Minimum velocity @ PDWF 0.3 m/s Depth of Flow @ PWWF – Existing system

Up to 1.0 m below MH cover level and no spillage through overflow structures

Depth of Flow @ PWWF – Proposed sewers

Max flow depth shall not exceed ¾ pipe full

All sewerage systems acting under pressure (ie; HGL > Pipe obvert) must include an appropriate allowance for pit losses in HGL calculations. Liaise with GCW to confirm appropriate loss coefficients.


Section 5.3


5.3.9.4 Minimum Grades

Minimum grades for sewer reticulation mains shall be as summarised in Table 5.3 C. Table 5.3 C DIAMETER MINIMUM GRADE

100mm - House Connection Branches 150mm - House Connection Branches 150mm - First MH length, head of sewer - Second MH Length - Remaining MH lengths (see Note 1 below) 225mm 300mm 375mm 450mm 525mm 600mm 675mm >or =750mm

1 in 60 1 in 80

1 in 100 1 in 150 1 in 150

1 in 290 1 in 420 1 in 570 1 in 730 1 in 900

1 in 1000 1 in 1200 1 in 1500

1.66% 1.25% 1.00% 0.67% 0.67%

0.34% 0.24% 0.18% 0.14% 0.11% 0.10% 0.08% 0.07%

Note: 1. Where deemed appropriate a minimum grade of 1 in 200 for 150mm control sewers may

be adopted based on the following criteria: • The sewer is located in flat country (reclamation areas, canal estates) with resultant

high water tables and associated excavation difficulties; • A minimum 20ET are serviced; and • The Consultant has obtained specific written approval from Council.

2. Design of gravity sewers of diameter greater than 300mm shall be undertaken in consultation with Gold Coast Water.

On steeper grades, to prevent longitudinal and lateral movement of the gravity sewer main, bulkheads shall be provided as per Council’s Standard Drawing No 03-07-101. Where bulkheads are located that prevent or impede the migratory flow of ground water streams via the bedding material, then diversion drains shall be provided in accordance with the details shown on Councils Standard Drawing No 03-07-103.


Section 5.3


5.3.10 ACCESS STRUCTURES

5.3.10.1 General Manholes, maintenance shafts and rodding ends for RIGS systems up to and including 300mm diameter shall be designed in accordance with Council's Standard Drawing Nos 03-07-103 to 03-07-206 and 03-07-801 to 03-07-806. Access structure requirements for sewers larger than 300mm diameter shall be as directed by Council. For the Pimpama-Coomera catchment the requirement for access structures shall be as follows.

5.3.10.2 Access Structure Location For sewers up to and including 300 mm diameter, access structures shall be manholes, approved maintenance shafts or rodding ends. Manholes and maintenance shafts shall be provided at the following locations: • At changes in grade; • Changes in direction; • Changes in pipe diameter; • Changes in alignment; • At intersections with other sewers (maximum change 90°); • At changes in pipe material; • At the intersection of house connection branches or sewer lines crossing

carriageways (refer Section 5.3.6); • At the ends of sewer lines 60 metres long or greater; • Maintenance shafts shall be not more than 100 metres apart; • Manholes with multiple intervening maintenance shafts shall be not more

than 300 metres apart; • A maximum of five (5) maintenance shafts between manholes. Maintenance shafts are not permitted: • As the receiving manhole at a pumping/lift station; • As a discharge manhole for a rising main; • Within roadway central medians, roundabouts or within a kerb and

channel; • As the connection structure for future development stages.


Section 5.3


5.3.10.2 Access Structure Location (cont) Rodding ends shall be provided at the following locations: • At the ends of all sewer lines less than 60 metres in length; • At the ends of all House Connection Branches located within the verge

that perform in general as a sewer. Dual and/or single house connection branches less than 30 metres in length that either commence from an access structure or a sewer main shall be ended as shown on Council Standard Drawing No. 03-07-105 via the appropriate detail “Dual House Connection Outside Private Property Not Crossing Road”.

5.3.10.3 Drops Through Access Structures (a) Manholes The type and dimension of drops through manholes shall be as specified in Council's Standard Drawing No 03-07-201. The standard type 'X' drop is only permitted where the grade of the incoming sewer is less than or equal to 5 %. Where the grade of the incoming sewer exceeds 5 % then Variable bends shall be used after the 500 long short pipe to provide an even transition between the sewer and the Ductile Iron fitting. For general Variable bend installation details refer to Council Standard Drawing No’s. 03-07-801 to 03-07-804. Where more than one (1) type 'X' drop enters a manhole, then a 1200 manhole shall be provided. The type 'W','X' and 'Y' drops are not permitted in sewers of 300mm diameter and greater. In these instances a standard ‘V’ drop shall be used. (b) Maintenance Shafts Maintenance shafts are factory manufactured items and as such, when installed, are provided with a set minimum grade through the maintenance shaft. These set minimum grades shall be maintained. The type and format of drops through maintenance shafts shall be as specified in Council's Standard Drawing Nos 03-07-801 and 03-07-802.


Section 5.3


5.3.10.3 Drop Through Access Structures (cont)

(b) Maintenance Shafts Conceptually, the high level entry fitting (Drop/Riser Junction) detailed within these drawing will provided a connection point for either a 150mm sewer line or a 100mm/150mm house connection branch. Maintenance shafts shall be limited to one high level entry (Drop Junction) for sewers up to 2.5 metres deep and a maximum of two high level entries for sewers between 2.5 and 4.0 metres deep. Integral in the installation of maintenance shafts is the need for the use of approved sewer pipe Variable bends. The requirements and uses of bends are detailed in Clause 5.3.10.4(d).

5.3.10.4 Specific Council Requirements for Access Structures (a) Manholes - General • Manholes shall not be constructed within intersections, central medians,

roundabouts and kerb and channel alignments. Manholes should not be constructed within property driveways;

• Rectangular manholes shall only be used within footpath verges where there is insufficient space due to Public Utilities;

• Manhole bedding shall include bypass drainage in accordance with Council's Standard Drawing No. 03-07-103;

• Manholes as detailed within the Standard Drawings may only be constructed to a maximum depth of 5000mm. Where deeper installations are approved by Council, an individual Certified design for each manhole shall be provided;

• Step irons are not permitted in any manhole; • The centre of manhole covers located within Access and Collector

Streets (refer Section 5.3.7 of these Guidelines) shall be treated as follows: o Access Streets.........1.5 metres from carriageway centrelines o Collector Streets......2.0 metres from carriageway centrelines o Manhole lids, risers and frames shall be manufactured to Australian

Standard AS3996 and comply with the following: • 600mm diameter or 600mm x 600mm square; • Class 'D' in street and road carriageways; • Class 'B' in locations other than street and road carriageways.


Section 5.3


5.3.10.4 Specific Council Requirements for Access Structures (cont) (b) Manholes - General

Precast Manholes

• Council will only permit the use of precast manhole systems that

incorporate an approved precast manhole base system; • Where precast base systems have been formally approved by Council,

the precast base pipe entry/exit shall be completed using a Council approved “rubber ring” compression seal;

• Precast manholes shall not be located in areas subject to flooding and surcharge; ie where bolt down lids are required;

• Precast manholes shall not use the straight shaft section/convertor slab formats currently shown within Council’s Standard Drawing No. 03-07-203. o Precast manholes less than 1.2 metres deep shall only be provided

with squat cone top sections; o Precast manholes greater than 1.2 metres deep shall be provided

with either squat cone top sections or straight back taper top sections.

• For precast manholes, the precast concrete surround that incorporates the DI lid and frame shall be proprietary products approved by Council. The joint between the shaft top section and the precast concrete surround shall be sealed all round by Megapoxy P1 (or equal). Where the grade of the finished surface exceeds the capability of the precast concrete surround then cast in-situ concrete surrounds shall be provided;

• External drops are not permitted for use with precast manholes; • For ‘X’ drops, all holes through precast manhole walls shall be drilled or

cored. Cast In-Situ Manholes • Restrained converter slabs incorporating restrained concrete surrounds

(Bolt down covers Type 'M') are required for all cast in-situ manholes; • Circular cast in-situ manholes less than 1200mm deep shall be provided

with square or circular lids; • Construction joints within cast in-situ manholes shall utilise a suitable

sealing system as shown on Council’s Standard Drawing Nos. 03-07-805 and 03-07-806

• All cast in-situ manhole couplings shall incorporate a hydrophilic rubber sealing system in accordance with the drawings;


Section 5.3


5.3.10.4 Specific Council Requirements for Access Structures (cont)

Cast In-Situ Manholes (cont) • Where cast in-situ manhole bases are used then only cast in-situ manhole

walls are to be constructed. There shall be no ‘mixed’ construction i.e. no cast in-situ basis with pre-cast walls.

(b) Maintenance Shafts • Sizing and installation of maintenance shafts to generally comply with

the manufacturers recommendations; • Maintenance shafts shall be graded to the intersection point of the sewer

main and maintenance shaft coupling/bend/fitting; • Maintenance shafts shall be used on 100mm, 150mm and 225mm

diameter sewer mains and house connection branches only; • Maintenance shafts shall be located only within verges and property

allocations. Where approved by Gold Coast Water, maintenance shafts may be located within Access and Collector Streets (refer Section 5.3.7 of these Guidelines);.

• Maintenance shafts shall be used to a maximum depth of 4.0 metres from FSL to top of sewer pipe;

• For uPVC maintenance shafts, they shall be supported by a concrete cradle/surround, refer to Council Standard Drawing No. 03-07-802;

• Maintenance shafts shall be rubber ring jointed at all sewer main connections and solvent welded for all vertical shaft sections;

• Maintenance shafts shall be provided with a 600mm dia Ductile Iron Class B cover located within either a precast stormwater concrete surround or a cast in-situ concrete surround. The trench bedding material shall extend to below the shaft inspection opening cap as shown on Council Standard Drawing No. 03-07-803. Alternative surface fitting formats may be considered by Gold Coast Water;

• Sewer connections entering the vertical shaft shall be in accordance with Council’s drawings and the “Typical Branch Section “ detail shown in the WSAA Sewerage Code of Australia Standard Drawing SEW-1315;

• Testing of maintenance shafts shall generally be carried out in conjunction with the testing of the sewer main as nominated within Council’s Standard Specification SS1.1;

• It is advisable for the Contractor to test maintenance shaft and sewer installations as the system is constructed to minimise any future rectifications;

• House connection branch inspection tees shall be 2000mm clear of the centre of the Maintenance Shaft.


Section 5.3


5.3.10.4 Specific Council Requirements for Access Structures (cont) (c) Rodding Ends Rodding ends shall be: • Installed on 150mm sewers at a maximum depth of 2.5 meters; • Provided at the ends of sewer lines less than 60 metres long and at the

end of House Connection Branches located within the verge and less than 30 meters long;

• Terminated below surface with a locking and sealing end cap equal to that utilised for maintenance shafts;

• Provided with a 600mm dia Class B “Sewer” Ductile Iron cover located within a precast stormwater surround with the end cap shielded as shown within Council’s Standard Drawing No’s. 03-07-803 and 03-07-804;

• Be supported by a concrete cradle/surround as shown within Council’s Standard Drawing No. 03-07-804;

• Provided with a 600mm long “pipe short” immediately down stream of the concrete surround or with a Variable bend where the sewer grade exceeds 5%.

The 90° bend that makes up the rodding end shall be a short radius, rubber ring jointed PVC bend at a minimum of 635mm radius for installations 800mm or greater in depth. Installations between 800mm and 600mm deep shall be as shown in the drawings. (d) Bends Council approves the limited use of 150mm diameter vertical and horizontal bends that are to be located: • Only at the connection point of the maintenance shaft to the sewer

main; • At the high level connection point of the maintenance shaft to the sewer

main/house connection branch; • At the connection point of an “X” type drop and the sewer main/house

connection branch; • As the sweep bend of a rodding end; • Within the verge as a replacement for two access structures at a road

intersection as shown within Council’s Standard Drawing No. 03-07-804 or for similar instances within the allotment.


Section 5.3


5.3.10.4 Specific Council Requirements for Access Structures (cont)

(d) Bends (cont) For guidance in the use of bends, please refer to Council’s Standard Drawing Nos. 03-07-801 to 03-07-804, and as well, to the WSAA Sewerage Code of Australia Standard Drawing SEW-1314 to SEW-1317. Approved sewer line bends shall be: • Proprietary product long radius bends with the minimum “centreline of

pipe radius” being 3000mm; • A maximum deflection of 45º horizontal or vertical or a cumulative total

of 45º in both horizontal and vertical at the connection point; • Rubber ring jointed through the use of factory fabricated moulded

sockets; • Provided with socket and spigot ends that are aligned to the centre line

of the pipe; and • Able to pass a standard testing ball. Approved bends for rodding ends shall be 90° short radius bends with the minimum “centreline of pipe radius” of 635mm and shall be rubber ring jointed through the use of factory assembled solvent weld jointed adaptor fittings.

5.3.11 PUMP AND LIFT STATIONS 5.3.11.1 General

The developer is responsible for the supply and installation of all equipment and materials associated with pump and lift stations. This includes the concrete benching in wet well base, provision of the protective and anti-slip coating systems, pumps, electrical cabinet and associated wiring, level control, telemetry, internal pipework, well washer and safety netting system. Council requires that for each station the location and access to the station be shown on the engineering drawings in accordance with Council's Standard Drawing Nos. 03-07-501 and 03-07-502. Overflows where required, refer Section 5.2.15, shall be provided in accordance with Council's Standard Drawing Nos. 03-07-701 and 03-07-702. Where stations are not readily accessible from a public road, particular attention to Council’s criteria is required as follows:


Section 5.3


5.3.11 PUMP AND LIFT STATIONS (cont) 5.3.11.1 General (cont)

(i) Vehicle access and site manoeuvrability. For large stations attention

should be given to the vehicle type accessing the site. (ii) Access road cross section and drainage. (iii) Width of land required for access road. (iv) Dedication of land for pump and lift stations and access road to Council

in fee simple. (v) Access roads for pumping and lift stations shall not be utilised as a part

of a stormwater flow path. (vii) Fencing is required for all pumping and lifting stations as follows:

• In remote or isolated locations; • In Commercial and Industrial Land Zonings; • As required by Council.

The fenced area as shown on Council’s Standard Drawing Nos. 03-07-401 and 03-07-402 – Typical Fenced Area Plan shall be set back a minimum 8 metres from the NKL to provide off street parking for Maintenance trucks and to provide for the improvement of the visual amenity of the site through landscaping. Pump and lift stations shall be designed in accordance with Council's Standard Drawings including completion of the required details on the diagrammatic layout drawing. The details shown on Council's Standard Drawings are typical only and it is the Consultant's responsibility to provide engineering drawings for the specific pump station. The noise emitted by infrastructure elements shall conform to the current Noise Protection provisions. Pumping stations shall be located 10 metres clear of any ground mounted Energex transformer and preferably 20 metres clear of the nearest dwelling. The location and design of pump stations will be such that they do not create inconvenience to any adjacent residences in respect to visual amenity and odour, refer General Planning Principals Section 2.2.3.3(i). The Consultant shall complete and submit for approval all tabulations and level information required on Council's Standard Drawings.


Section 5.3


5.3.11.2 Pump Design Criteria The capacity of individual pumps should be selected after consideration of the following criteria: • Four times the design daily flow for 100 mm and 150 mm diameter rising

mains;

or “C1” times the design daily flow (see Note.2) for rising mains larger than 150 mm diameter with the provision that with both pumps operating the flow rate shall be 4 times the average daily flow, i.e.

No of ET x 825 x 4 = l / sec 24 x 3600 Storage capacity m3 = 0.9 x pump rate (l / sec) (Refer Note 1) N (start per hour) Note 1: Storage is between pump “start” and pump “stop” levels. “N”

equals 12 starts per hour for <50kW motors and 5 starts per hour for >50kW motors.

Note 2: For RIGS systems the C1 factor shall be obtained from Gold

Coast Water, Service Level Planning

• Pumps must be able to pass a sphere of 76 mm.

5.3.11.3 Pump Well Criteria Pump wells shall meet the following criteria: • When determining the well diameter and opening size, particular

attention should be paid to the type and volute size of the pumps chosen to ensure the pumps are free of obstruction for installation and removal;

• Stations with incoming flows in excess of 30 l/sec shall have a dividing wall and inlet structure in accordance with Council's Standard Drawing No 03-07-504;

• The minimum storage depth allowable is 300 mm; • Each station shall have only one inlet that shall emanate from a concrete

manhole;


Section 5.3


5.3.11.3 Pump Well Criteria (cont) • Stations shall be fitted with an automated well washing facility approved

by Council; • All internal surfaces shall be protected by a suitable protective coating

system; • When determining the civil design of pump station structures over 4.0m

deep, calculations shall be provided to Council with regard to flotation where applicable. The design factor of safety shall be 15% (for the structure only);

• The velocity for sewerage pump and lift station internal pipework shall be in the range of 1.5 to 2.5 m/sec;

• Flanged pipes within the wet well shall be provided with a factory applied external epoxy protective coating system;

• Flanged fittings within the wet well shall be provided with a factory applied thermal bonded polymeric protective coating system;

• Pump and lift station light weight aluminium covers shall be externally coated with an anti-slip protective coating system in accordance with Council's Standard Drawing No. 03-07-403;

• Pump well and valve chamber openings shall be provided with an approved safety netting system in accordance with Clause 30.14 of Council’s Standard Specification SS1.


All works are to be carried out in accordance with Council's current specifications as follows: • Standard Specification SS1 – Specification for Construction of Sewerage Reticulation and Associated Works • Standard Specification SS12 - General Requirements for Electrical

Installations • Standard Specification SS14 –General Requirements for Mechanical

Installations At the completion of the design of the mechanical / electrical facilities the developer is required to submit the following for approval prior to commencement of any work on the station: • Pump curves and schedules of technical details for the selected pumps (3

off) as nominated in the specification;


Section 5.3


5.3.11.4 Specific Council Requirements (cont) • The design drawing of the control cabinet including schematic drawings

detailing components to be installed as well as telemetry drawings and radio survey report where required (3 off);

• An ENERGEX application for power, fully completed, for signing by Council as the owner of the station;

• A copy of Council's receipt for a 25 mm water application. The developer shall complete the water application;

• The technical Standards and Specifications for the protective coating system.

The developer will be responsible for payment of all fees associated with the pump station fit out, including those for power and water connections.

5.3.12 PRESSURE MAINS Refer Section 5.2.12 of the Guidelines

5.3.13 PRIVATE PUMP STATION AND PRESSURE MAIN For details related to Private Pump Station and Pressure Main installations refer to Section 7.3.3 of these Guidelines.

5.3.14 ALTERNATIVE SEWERAGE SYSTEMS

Refer Section 5.2.14 of the Guidelines

5.3.15 OVERFLOWS Refer Section 5.2.15 of the Guidelines

5.3.16 CONNECTIONS TO EXISTING MAINS (WORKS BY COUNCIL) Refer Section 5.2.16 of the Guidelines.

5.3.17 EASEMENTS Refer Section 5.2.17 of the Guidelines

5.3.18 ENGINEERING DRAWINGS Refer Section 5.2.18 of the Guidelines


Section 5.3


5.3.19 SPECIFICATION Refer Section 5.2.19 of the Guidelines.

5.3.20 ALTERNATE APPROVED MATERIALS Refer Section 5.2.20 of the Guidelines.

5.3.21 SUBMISSION OF ENGINEERING DRAWINGS / JOB SPECIFICATION Refer Section 5.2.21 of the Guidelines.

5.3.22 CONSTRUCTION PROCEDURES Refer Section 5.2.22 of the Guidelines.

5.3.23 AS CONSTRUCTED" REQUIREMENTS Refer Section 5.2.23 of the Guidelines.


Section 6


6.0 OPEN SPACE REQUIREMENTS

TABLE OF CONTENTS 6.1 INTRODUCTION..................................................................................... 3 6.2 DESIGN REQUIREMENTS – OPEN SPACE ......................................................... 4 6.2.1 GENERAL REQUIREMENTS......................................................................... 4 6.2.2 DESIGN STANDARDS FOR PARKS AND PLAYING FIELDS ....................................... 6 6.2.3 DESIGN STANDARDS FOR PLAYGROUND EQUIPMENT ......................................... 9 6.3 LANDSCAPE WORKS...............................................................................11 6.3.1 RETAINING STRUCTURES.........................................................................11 6.3.2 BOULDER WALLS ..................................................................................11 6.3.3 MASONRY AND STONE WALLS ...................................................................12 6.3.4 TIMBER SLEEPER WALLS .........................................................................12 6.4 VEGETATION.......................................................................................13 6.4.1 REVEGETATION....................................................................................13 6.4.2 EXISTING VEGETATION...........................................................................13 6.4.3 REHABILITATION ..................................................................................14 6.5 VANDALISM.........................................................................................15 6.5.1 GRAFFITI MITIGATION ............................................................................15 6.6 PARK ACCESS ......................................................................................16 6.6.1 MAINTENANCE VEHICLE ACCESS DRIVEWAY...................................................16 6.6.2 INTERNAL PARK MAINTENANCE AND EMERGENCY VEHICLE ACCESS .......................16 6.6.3 PRIMARY PUBLIC ACCESS POINT ................................................................17 6.6.4 PATHWAYS/PAVEMENT AREAS ..................................................................17 6.6.5 BOARDWALKS AND PEDESTRIAN BRIDGES .....................................................20 6.6.6 FENCING AND BARRIERS .........................................................................20 6.7 SIGNAGE............................................................................................22 6.7.1 GENERAL ...........................................................................................22 6.7.2 REGULATORY AND WARNING SIGNAGE ........................................................22 6.7.3 ADVISORY SIGNAGE...............................................................................22 6.7.4 DESCRIPTIVE AND INTERPRETATIVE SIGNAGE ................................................22 6.8 UTILITIES...........................................................................................23 6.8.1 WATER SUPPLY....................................................................................23 6.8.2 MAINTENANCE TAPS ..............................................................................23 6.8.3 ELECTRICITY.......................................................................................23 6.8.4 SEWERAGE .........................................................................................23 6.9 UNDER SURFACING ...............................................................................24 6.9.1 GENERAL ...........................................................................................24 6.10 SHADE STRUCTURES ..............................................................................25 6.10.1 GENERAL ...........................................................................................25 6.11 VISITOR FACILITIES ...............................................................................26 6.11.1 PICNIC NODES .....................................................................................26 6.11.2 PARK FURNITURE .................................................................................27


Section 6


TABLE OF CONTENTS (cont) 6.11.2.1 SEATS ...............................................................................................27 6.11.2.2 PICNIC UNITS ......................................................................................28 6.11.2.3 REFUSE BINS .......................................................................................28 6.11.2.4 BARBECUES ........................................................................................28 6.11.2.5 DRINKING FOUNTAINS ............................................................................28 6.12 PUBLIC TOILETS...................................................................................29 6.12.1 PUBLIC TOILETS GENERAL .......................................................................29 6.13 BIKE RACKS ........................................................................................31 6.13.1 GENERAL ...........................................................................................31 6.14 CULTURAL HERITAGE ITEMS AND ARTWORK..................................................32 6.14.1 GENERAL ...........................................................................................32 6.14.2 SITING AND CREATION OF PUBLIC ART ........................................................32 6.14.3 PUBLIC ART OR ARTEFACTS .....................................................................32 6.14.4 SAFETY .............................................................................................33 6.14.5 MAINTENANCE .....................................................................................33 6.15 PUBLIC OPEN SPACE LIGHTING .................................................................34 6.15.1 PATHWAY LIGHTING..............................................................................34 6.15.2 GENERAL PARK LIGHTING .......................................................................35 6.16 PUBLIC OPEN SPACE IRRIGATION SYSTEMS....................................................36 6.16.1 GENERAL ...........................................................................................36 6.17 “ESTABLISHMENT PERIOD” ......................................................................37 6.18 “ON MAINTENANCE” INSPECTION ..............................................................38 6.18.1 “ON MAINTENANCE” INSPECTION OF PARKS, OPEN SPACE AND PLAYING FIELDS .......38 6.19 “OFF MAINTENANCE” INSPECTIONS ............................................................40 6.19.1 “OFF MAINTENANCE” INSPECTION OF PARKS, OPEN SPACE AND PLAYING FIELDS ......40 6.19.2 “AS CONSTRUCTED” REQUIREMENTS ..........................................................40


Section 6.1


6.1 INTRODUCTION The Guidelines have been prepared for the guidance of Developers and their Consultants to ensure Council's concept of a balanced mix of open space, landscape works, and recreational facilities requirements is achieved. By the application of the General Planning Guidelines (Section 2.0) it is anticipated that open space and recreational planning will be further integrated to optimise the goals as set out in Section 2.2.1.


Section 6.2


6.2 DESIGN REQUIREMENTS – OPEN SPACE 6.2.1 GENERAL REQUIREMENTS

The Guidelines are intended to be a general guide. It is anticipated that there will often be circumstances where alternative open space layout proposals may be considered by Council on their merits. Land to be transferred to Council in fee simple to be held in trust for community infrastructure purposes at no cost. In relation to Dedicated Open Space Council has adopted elements of the goals and objectives of the following: (i) Refer to Council’s Planning Scheme Policies:

• Policy 12, Landscape Strategy Part 1 – Landscape Character: Guiding the Image of the City;

• Policy 13, Landscape Strategy Part 2; • Policy 16, Policy for Infrastructure Recreation Facilities Network

Developer Contributions. (ii) Main Roads and QUDM provide the basis for the Preliminary Concept

Layout. This layout shall take into consideration Council's mix of functional uses of open space areas for various recreational and environmental values. The appropriate drainage standard shall be incorporated to meet Council's open space requirements as established in Section 3.5.6 of the Guidelines.

Parks should be planned and designed to achieve the following specific objectives: (i) Community needs and cultural values:

• Provide recreational opportunities and facilities that respond to the expected local community profile (demographics) but ensure sufficient flexibility to cater for changing community needs;

• Provide a diverse range of recreation opportunities in the local area and avoid duplicating facilities available in nearby parks. (Note: Forward planning documents, such as Local Area Plans and Infrastructure Charges Plans, may guide park developments);

• Maximise opportunities for co-locating compatible park and open space facilities;

• To develop the park where appropriate as a focal point for the local community;

• Conserve and enhance European and Indigenous cultural heritage values.


Section 6.2



(ii) Access and circulation:

• Access to and within the park should be safe and convenient for all visitors;

• Provide a hierarchy of pedestrian and bicycle paths within the park and, where appropriate, links to other components of the public open space system;

• Ensure vehicular access does not conflict with non-vehicular circulation or impact on the open space values;

• Provide entry nodes that highlight safe access points and provide path connections to major activity spaces and facilities;

• Provide features, including signs, to help orientate park visitors and promote easy access to facilities and other components of the public open space system.

(iii) Character and Visual Amenity:

• Enhance the area’s local identity by developing a park that

contributes to local landscape character, visual amenity and a sense of place;

• Protect and enhance significant views and vistas; • Screen areas of poor visual quality; • Capitalise on significant landmarks such as old figs, rocky outcrops

and escarpments; • Ensure park embellishments, future and facilities contribute to high

visual quality and have consistent character. (iv) Safety and User Comfort:

• Maximise visitor safety and minimise vandalism and unintended use. This includes incorporating Crime Prevention Through Environmental Design (CPTED) principles, such as the facilitation of casual community surveillance through layout and design;

• Identify features that may provide potential hazards and remove or manage through landscape treatments;

• Separate active (e.g. ball games) and passive (e.g. picnic node) recreation areas;

• Maximise natural shade, particularly in high use areas and along paths.

(v) Natural Values:

• Protect and enhance the site’s natural (biodiversity) values and features;

• Protect and enhance potential ecological corridors, e.g. along waterways;


Section 6.2



(vi) Natural Values (cont):

• Retain and enhance significant areas of local native vegetation; • Consider fire management needs in conjunction with the

maintenance of natural values.

(vii) Other Design Considerations:

• Minimise the impact of stormwater on the use and maintenance of park facilities and activity spaces;

• The level of maintenance required and type of facilities should reflect the Park Type.

6.2.2 DESIGN STANDARDS FOR PARKS AND PLAYING FIELDS

Following the Background Research and Discussion with Council and the application of the General Planning Guidelines (Section 2.0) and Specific Park Objectives (Section 6.2.1) Council will consider the adoption of relevant development conditions. These conditions shall include Council's requirements for topsoiling irrigation, grassing and planting of open space areas to be utilised as parks or playing fields. In general the following category classification may be referred to in the Development Conditions:

• Local Recreation Parks; • District Recreation Parks; • Sporting Parks; • Environmental Parks (note – these are not primarily ecological or

conservation areas); and • Park Linkages

Generally design standards will apply as follows:

(i) Recreation Parks: Topsoiled, stones and rocks removed, mowable ‘A’ or

‘B’ grade weed-free turf cover where requires, non-scourable slopes, easy to maintain with sporting areas of District Recreation Parks in accordance with Sporting Parks.


Section 6.2


6.2.2 DESIGN STANDARDS FOR PARKS AND PLAYING FIELDS (cont)

(ii) Recreation Facilities: Recreation facilities comprised Local and District Recreation Parks, and community facilities such as swimming pools, clubhouses, libraries and changing rooms.

Sporting Parklands Dimensions for multi-use sporting: Pitches shall have north/south orientation. Maximum size fields to allow for review and accommodation of changing demography and sporting club requirements. Council’s standard dimensions for components of multi-purpose fields as determined as follows (exclusive of spectator areas):

Sport Pitch

dimensions Hard surface clearance/runoff

Total dimensions1

Rotational areaii

AFL 185m x 155m Min 5m from pitch perimeter

195m x 165m 5m x 5m

Cricketiii 138m x 119m Min 5m from pitch perimeter

148m x 129m 6m x 2miv

Soccer 110m x 75m Min 2 X 5m 130 x 85m 5m x 5m RU 144m x 69m Min 2 X 5m 154m x 79m 5m x 5m RL 122m x 69m Min 2 X 5m 132m x 79m 5m x 5m Touch 76mv x 50m Min 2 X 5m 86m x 60m 5m x 5m

I Spectator areas to be added to total area dimensions; ii Rotational areas to added to total area dimensions; iii Longitudinal centre of crease to parallel pitches shall be 6.83m; iv 6m for crease width rotation; v Includes 2 x 3m for in goal area.


Section 6.2


6.2.3 DESIGN STANDARDS FOR PARKS AND PLAYING FIELDS (cont)

Finished playing surface of multi-purpose playing field shall have a 0.5% to 1% camber from the centre of the AFL field outwards to drainage pits around the perimeter of all the fields combined. To remove any doubt, no drainage pit shall be located along the perimeter of a specific sporting field where it overlaps with another sporting field (the drainage pits are to be appropriately spaced to the satisfaction of the Chief Executive Officer. (iii) Environmental Parks: Habitat retention, cultural features retained and

protects, natural finishes, top soiled, and grassed to the satisfaction of Council.

(iv) Park Linkages: Shade trees to paths, turfed to minimise maintenance

requirements. (v) All water provided from Council’s reticulated water supply system shall

be metered and all irrigation systems shall comply with the back-flow prevention requirements of AS 3500. Refer Section 6.2.5 of the Guidelines.

(vi) Consideration shall be given to the provision of low maintenance water

usage concepts in the overall design of all parks and playing fields. (vii) Roofwater runoff and overland flow should be addressed so as not to

adversely impact on the parkland.


Section 6.2


6.2.3 DESIGN STANDARDS FOR PLAYGROUND EQUIPMENT Development conditions may include Council's specified playground equipment requirements. Table 6.2A identifies general playground equipment and associated facilities required for park types. Playground equipment should not be installed within 400m of another set of playground equipment:

TABLE 6.2A PLAYGROUND EQUIPMENT

Park Type

Setting Standard

Local Recreation

Urban Min of 2 seats; Temporary shade and permanent ‘living’ shade; 3 individual play items/ modules with a range of activities; Undersurfaced play equipment; Vehicular barriers; and 1 single covered picnic unit;

In industrial areas or adjacent to community facilities.

1 – 2 covered picnic units

Along pathway linkage to a district park or adjacent to a high usage playground

Bubbler

District Recreation

Urban Min 2 seats per activity space; Temporary shade and permanent ‘living’ shade; (1 – 2 X) 3 individual play items; Undersurfaced play equipment; Vehicular barriers; Min 1 bubbler; Min 1 picnic shelter and 2 picnic units to be undercover within the shelter; and 1 refuse bin where appropriate.

Within or adjacent to an industrial area, parks with a barbeque, and parks near a shop, school or community facility likely to generate a large volume of litter in the park.

Min 1 refuse bin.

District informal use park; District Sporting Parks

Along pedestrian pathways and bikeways

Min 1 seat per 500m of pedestrian pathway or bikeway, and max 1 seat per 60m in areas of high use by people with ambulatory disabilities.

Park linkages

Along district and major pedestrian pathways and bikeway network where reticulated water is available.

At max 1 km spacing: 1 bubbler or 1 drinking fountain in parks with a formal design theme or 1 drinking fountain to a higher standard where required to match existing park furniture.


Section 6.2


6.2.3 DESIGN STANDARDS FOR PLAYGROUND EQUIPMENT (cont) All play equipment and undersurface shall comply with AS1924.1, AS1924.2, AS/NZS4486.1 and AS/NZS4422 (current versions), with facilities being located to minimise potential annoyance and disturbance to adjoining residents. Council may consider recreational features for teenagers such as multi-use hard courts with / without rebound walls, rollerblade / skate / skateboard features, or other features. Council may also require community facilities such as community halls, club houses, libraries, amenity and toilet blocks, boat ramps and / or pontoons (with sufficient trailer spaces), or other community facilities to be installed in open space areas.


Section 6.3


6.3 LANDSCAPE WORKS Generally landscape works associated with open space should be best suited for the use, function, environment and location to beautify and improve the amenity of the area, but at the same time ensuring the safety and security of park users and residents. The principles of crime prevention should be considered in all park/open space design. Refer to Planning Scheme Policy 13, Landscape Strategy Part 2.

6.3.1 RETAINING STRUCTURES

Retaining structures generally should not be located in or immediately adjacent to open space areas, particularly at entrance nodes and along boundaries to the park. They may only be constructed in accordance with the Conditions of the Development Permit and/or the approved Landscape Plan in the following circumstances: • To avoid the creation of extensive, unusable slopes and embankments

when stabilising the landform of a park site; • Where pathways with low gradients are required, for example, to

provide an accessible path of travel; • Where a structure is necessary to retain the natural ground level and

protect tree roots around the drip line of existing vegetation; • Where space is limited and planted embankments are not a reasonable

alternative. Where a retaining structure cannot be avoided along the boundary of parkland, a low or stepped retaining structure is acceptable. The structure is to be located wholly within the adjacent lot(s), and include associated landscaping. A barrier or balustrade may be required at the top of retaining structures adjacent to park activity areas (refer Standard drawings 03-05-001, 03-05-002, 03-05-003, 03-05-004). AS 2156.2 Walking Tracks - Infrastructure Design provides a suitable guide for the placement of barriers, based on risk assessment.

6.3.2 BOULDER WALLS Boulders walls may only be constructed where rock formations are a feature of the park site and/or the surrounding landscape, and the proposed retaining structure is no more than 0.6m high. Boulder retaining walls should be constructed in accordance with the following general requirements:


Section 6.3


6.3.2 BOULDER WALLS (cont)

• Ensure boulders are of sufficient size and weight to prevent inadvertent or deliberate displacement by park visitors, or alternatively, ensure boulders are mortared in place;

• Minimise creation of large voids that may attract vermin or weeds or cause erosion;

• Install edging and a landscaped strip of no less than 0.6 m wide, along both the base and the top of a wall, to promote integration with the surrounding landscape.

• Lay geotextile fabric behind the wall to prevent the escape of retained material from voids between boulders.

6.3.3 MASONRY AND STONE WALLS

Masonry and stone walls are preferred as retaining structures where the park is located in a formal landscape setting, and masonry/stone forms part of the approved features of a park, such as a stone Park entry statement. Reinforced masonry and stone retaining walls should be certified, by a Consulting Engineer and constructed in accordance with the following general requirements: • Use design elements such as landscaped recesses to provide visual relief

in walls that are in excess of 10.0 m in length; • Install edging and a landscaped strip of no less than 0.6 m wide (1.2 m

preferred) around the base of the wall, to reduce the risk of graffiti; • Ensure walls are finished to a high visual quality e.g. split face finish of

sandstone or other approved stone or replica material; • Integrate signage and/or artwork in a wall where appropriate.

6.3.4 TIMBER SLEEPER WALLS Treated hardwood timber sleeper walls may only be constructed where the park is located in a natural bushland setting and treated timber forms part of the approved features (e.g. furniture) of a park. Timber walls are not acceptable to retain land along the boundary of parkland.


Section 6.4


6.4 VEGETATION 6.4.1 REVEGETATION

Revegetation is required to achieve vegetation cover on steep, bare areas of the park site, to enhance habitat values and to make the park safe for public use. This work should be undertaken in accordance with the Conditions of the Development Permit and/or the approved Landscape Plan.

6.4.2 EXISTING VEGETATION Existing vegetation (other than environmental weeds) should generally be retained and protected on the park site. Vegetation may only be removed in the following situations: • Where agreed in the Conditions of the Development Permit and/ or the

approved Landscape Plan/ Vegetation Management Plan; • The vegetation is not identified as significant in Council’s Nature

Conservation Strategy; • The site is not listed on the Queensland Heritage Register; • Where open activity areas are required; • Where vegetation within or close to activity spaces, active recreation

nodes, or pathways presents a public safety risk. In assessing risk, take into account the health and potential life of the vegetation, and preferred alternative treatments such as the removal of lower limbs to improve visibility and dead-wooding of hazardous trees, in accordance with AS 4373 Pruning of Amenity Trees. Where the visibility of the park from surrounding streets needs to be improved. The removal of vegetation to construct a firebreak to protect neighbouring properties is only acceptable in a park where no reasonable alternative is available. The construction of firebreaks and building set backs on the private lot adjoining the park is preferred, particularly on: • Steep Slopes; • Where continuous natural vegetation is to be retained across the

boundary between the park and the private property; • Where access to the park will be restricted for maintenance of the

proposed firebreak and for fire suppression operations.


Section 6.4


6.4.3 REHABILITATION Erosion prone and degraded areas in the park site (e.g. areas with a steep gradient or unstable slopes, habitat areas invaded by environmental weeds) should be stabilised and enhanced through rehabilitation works. Rehabilitation works are to comply with the provisions of an approved Landscape Plan or Vegetation Management/Rehabilitation Plan. Where a road fronts the parkland to be rehabilitated, the Plan will include details of rehabilitation works on the adjacent road verge.


Section 6.5


6.5 VANDALISM 6.5.1 GRAFFITI MITIGATION

Unless otherwise specified, infrastructure colours should match the existing precinct or district selection, based on Council’s standard paint colours for graffiti reduction. Infrastructure materials should be vandalism and graffiti resistant. • The use of innovative technologies and methodologies in the provision of

park infrastructure, that contribute to environmental sustainability and the achievement of Council’s Desired Environmental Outcomes, is encouraged.


Section 6.6


6.6 PARK ACCESS 6.6.1 MAINTENANCE VEHICLE ACCESS DRIVEWAY

One or more controlled maintenance (service) vehicle access driveways is to be provided at strategic locations along the road frontages or internal roads and car parks of a park, to enable entry/exit vehicular movements for park maintenance purposes. The driveway is to be designed for occasional access by an industrial refuse collection vehicle and a medium rigid vehicle with trailer. A controlled access facility, such as a removable bollard or lock rail should be installed at each maintenance driveway. If the maintenance access driveway is located on a major road or any road with a speed environment of > 50 km/h, a setback or queuing area should be provided between the road and the controlled access facility. The setback is to be sufficient to allow an industrial refuse collection vehicle or a medium rigid vehicle with trailer to park next to the controlled access facility without obstructing traffic flow. Alternatively, locate the access facility on a minor road with a 50 km/h or less speed environment. Where a footpath is present or proposed along the road frontage, a reinforced concrete crossing (slab) should be provided between the road and the park, for the length of the park. Where there is no footpath, the driveway should provide all weather access to an acceptable standard.

6.6.2 INTERNAL PARK MAINTENANCE AND EMERGENCY VEHICLE ACCESS Access must be available within a park for park maintenance and emergency vehicles. Maintenance access should be designed and located in accordance with the following principles: • Provide access for emergency vehicles in high use active areas, including

those that are in remote areas; • Provide for vehicular access to park facilities and areas requiring regular

cleaning and ongoing maintenance (toilets, playgrounds, refuse bins, barbecues, mown areas, firebreaks, etc). Wherever possible all weather access should be provided to these facilities and areas;

• Provide maintenance access to service and other infrastructure, such as manholes and stormwater quality improvement devices;

• Where considered safe and compatible, shared pedestrian/cycle and maintenance/emergency vehicle access should be installed;

• Ensure bridges or culverts are designed for maintenance and emergency vehicles unless a pedestrian / cycle use is specifically required by Council.


Section 6.6


6.6.3 PRIMARY PUBLIC ACCESS POINT One or more primary public access points should be provided at strategic locations along the road frontages of a park, to enable pedestrian and, in some instances, vehicular access to the park. Primary public access points should be designed and located generally in accordance with the following principles: • Separate pedestrian and vehicular access points; • Separate from residences where possible; • Pedestrian access is to be designed to AS 1428 Design for Access and

Mobility (e.g. continuous accessible path of travel). The Human Rights Commission Advisory Notes on Access to Premises (including parks) should be used as a guide;

• Integrate park access to adjacent developments such as transport nodes, schools, shops and community facilities, path and road networks, and anticipated desire lines;

• Incorporate other elements to emphasise entry points such as signage; • Where a public access road or car park may be closed at night (eg: to

reduce park vandalism and nuisance to neighbours), a metal lock gate should be installed.

6.6.4 PATHWAYS/PAVEMENT AREAS

Pathways and pavement areas should be provided in a park, to provide all-weather pedestrian access to park activity areas and other key park features, as well as non-motorised commuter access through a park. Pathways and pavement areas should be designed and located in accordance with the following principles: • Reflect anticipated pedestrian desire lines where appropriate; • Provide convenient links to pedestrian infrastructure in the surrounding

area (e.g. footpath network, public transport node, shopping centres); • Provide access for all where feasible. The minimum path width is

1200mm (desirable 1500 to 1800mm) (refer Standard drawings 03-02-201, 03-02-202, 03-02-203, 03-02-204). Class 2 and 3 trails (as defined in AS 2156 Walking Tracks series) are generally of a lower standard where the topography is unsuitable or because of other constraints;

• Take advantage of park attributes (e.g. internal and external views, special features);

• Minimise impacts on existing landform and vegetation; • Incorporate other park infrastructure along pathways and within

pavement areas where appropriate (e.g. signage, lighting, park furniture, shade trees);

• Incorporate appropriate drainage and land stabilisation infrastructure as required;


Section 6.6


6.6.4 PATHWAYS/PAVEMENT AREAS (cont)

• Where possible provide a level 600mm shoulder (maximum cross fall of 1:50) along both sides of a pathway.

• Pedestrian paths in parks with an informal design theme, and trails in natural areas, should incorporate long sweeping bends and meanders, with crests and gentle rises and falls, to create interest and assist drainage. Long straight flat sections, unvarying grades, short zigzags and unnatural repetitive snake-like bends should be avoided.

Where appropriate incorporate existing tracks and clearings into the trail network in natural areas, to reduce the requirement for clearing of existing vegetation. The type of pathway and pavement area in a park should be consistent with the park type and its significance, established during the park design and development assessment process and any unique park characteristics, such as heritage values. The standards for provision of pathways and pavement areas in parks are listed in Table 6.6A. Where unavoidable, concrete, cut stone and/or timber stairs may be installed in conjunction with pathways, using tread and/or riser materials to match the pathway.


Section 6.6


6.6.4 PATHWAYS/PAVEMENT AREAS (cont) Table 6.6A Pathways and Pavement Areas

Park Type Setting Standard

Low to moderate use pathways through bushland (including Class 2 walking track as defined in AS 2156)

Decomposed granite with timber edge restraint.

Low to moderate use pathways alongside vegetated waterways

Decomposed granite is only acceptable where there is a well developed canopy of natural vegetation, high velocity overland flow is unlikely to cause path erosion, and the trail will not be subject to regular inundation (i.e. a trail located above the 5y ARI flood level). Coloured aggregate spray seal with timber or other acceptable edge restraint (refer Standard Drawing 03-02-201). Asphalt with timber or other acceptable edge restraint.

Moderate to high use pathways and pavement areas (including Class 1 walking track through bushland and along waterways, as defined in AS 2156)

Broom finish concrete (Standard Drawing 03-02-201). Exposed aggregate concrete (refer Standard Drawing 03-02-201).

Local or district: recreation parks, sporting parks, open space linkages

Moderate to high use pathways and pavement areas in parks with formal design themes Other pathways/pavement areas of a

higher standard may be acceptable, if designed to complement any unique park or precinct characteristics.

Urban civic spaces All settings Subject to Council approval, other footpath specifications may be acceptable where intended to match any special type used in the adjacent suburban centre.

City parks: Informal use parks, sporting parks

All In accordance with Council approved park specific standards and specifications.

Formalised trails All In accordance with Councils Trails design guidelines.


Section 6.6


6.6.5 BOARDWALKS AND PEDESTRIAN BRIDGES Boardwalks and bridges may be provided in a park, to provide pedestrian and cyclist access to park activity areas and other key park features, as well as non-motorised commuter access through a park. All boardwalks and pedestrian bridges, including quality of workmanship should comply with AS 2156.2 Walking Tracks Infrastructure Design.

6.6.6 FENCING AND BARRIERS Fencing and / or barriers are to be provided along road frontages of a park, to prevent illegal vehicle access and provide protection from potential hazards. Fencing may also be required in association with infrastructure such as some playgrounds. The type of fence or barrier to be provided in a park should be consistent with the park type and its significance. The standards for provision of fencing or barriers in parks are listed in Table 6.6B. All fences and barriers should be square and true to line. Fence rails and the tops of bollards should generally follow the slope of the land, without frequent dips and bumps. Bollards are preferred where tight corners are to be fenced along road frontage boundaries. Hydraulic constraints must be considered in the design and possible placement of a fence located below the flood regulation line or across an overland flow path. The opportunity to install ‘living’ bollards (appropriate tree species) should be maximised where appropriate.


Section 6.6


6.6.6 FENCING AND BARRIERS (cont) Table 6.6B Fencing and Barriers

Fence Type/Setting

Standard

Road frontage: Local informal use, sport and open space linkages

Timber log barrier fence and/or timber or dome bollards (refer Standard Drawing 03-05-005, 03-05-101) Steel lock rail

Road frontage: District informal use and sport parks

Hardwood timber post and rail barrier fencing and/or hardwood bollard barriers (refer Standard Drawing 03-05-005, 03-05-101) Timber lock rail Other fences/barriers of a higher standard, if designed to complement any particular park or precinct character

Road frontage: Urban civic spaces

Cast aluminium bollard barriers

Road frontage: Natural areas

Hardwood bollard barriers and/or hardwood timber post and rail barrier fencing Timber lock rail All other boundary fencing to be of an approved design to allow the safe movement of fauna

Entrances to bikeways or pedestrian pathways/paved areas

Where on-going maintenance vehicle access is required, removable bollards with posts to match park fencing/barrier type or other approved lockable barrier. Cycle path deflection rails may be required (refer Standard Drawing 03-02-402)

Unfenced park boundary Boundary markers where the park boundary is not clearly defined and the park could be perceived as private property

Safety fencing Galvanised tubular handrail with chain wire where there is a danger of children gaining access to high risk areas (e.g. around stormwater drain head walls, outlets and Pollution Control Devices) Fence off hazards in district and City parks with an approved fence to AS 1926.

Ecological / conservations reserves or environmental parks

Fauna friendly fencing requires


Section 6.7


6.7 SIGNAGE 6.7.1 GENERAL

Signage is to be provided in a park to facilitate park identification, and to promote safe and appropriate use. Where appropriate, signs are to be co-located on the same set of posts. Signage should be mounted below eye level except where parked vehicles could obstruct viewing, with consideration given to ease of reading from a wheelchair (Standard Drawing 03-05-103). Where possible, signage should be placed in front of vegetation or other background to reduce the landscape impact. Prominent signage silhouetted against the sky should be avoided. Letter size should be based on the proximity of the sign to the intended position of the reader.

6.7.2 REGULATORY AND WARNING SIGNAGE Standard Council regulatory signs (e.g. ordinance signage) should be provided at the park’s primary public access point/s, at strategic locations along the road frontages of the park and throughout the park as required. Warning signs should be installed at sites of potential public risk in the park, such as creeks liable to flooding. Symbol signs should be in accordance with AS 2899 Public Information Symbol Signs. Traffic control signage (including signage for cyclists and pedestrians) should comply with AS 1742 Manual of Uniform Traffic Control Devices.

6.7.3 ADVISORY SIGNAGE Directional signs should be provided at the park’s primary public access point/s and other key points of access in the park, such as entry/exit points to major recreational pathways (refer Standard Drawing 03-05-102). Walking track markers in Natural areas should comply with AS 2156.1 Walking Tracks Classification and Signage.

6.7.4 DESCRIPTIVE AND INTERPRETATIVE SIGNAGE A standard Council park name sign should be provided at the park’s primary public access point/s, where the park name has been approved by Council under the Park Naming Policy. Information signs should be provided at the park’s primary public access point/s and any sites of special interest in the park, such as heritage sites. Plaques should be designed in accordance with Standard Drawing 03-05-103. The content of proposed descriptive and interpretative signage should be submitted for approval with the Landscape Plan.


Section 6.8


6.8 UTILITIES

6.8.1 WATER SUPPLY A 25 mm water service connection shall be installed at the park boundary with a water meter and vandal proof water tap. Water supply connections shall be located within 25 m of a maintenance vehicle access driveway to enable easy access for maintenance purposes. Water supply connections should be located, designed and constructed to minimise impacts on existing landform and vegetation.

6.8.2 MAINTENANCE TAPS Taps should be provided in a park for maintenance of infrastructure, turf and landscaping. Maintenance taps are only required where a reticulated water supply or pressurised potable water supply is available. Taps should include a 20 mm Council vandal proof hose tap fitting. Taps should be located within 10 m of the landscaping, turf or infrastructure to be maintained. The tap should not pose a trip hazard nor should the tap interfere with maintenance activities such as grass mowing. Taps and drinking fountains should be co-located where appropriate.

6.8.3 ELECTRICITY An electricity supply pillar of adequate capacity to meet the existing and future power requirements of the park should be installed at the park boundary. Electricity connections should be located within 25 m of a maintenance vehicle access driveway to enable easy access for maintenance purposes. The electricity connections should be located, designed and constructed to minimise impacts on existing landform and vegetation.

6.8.4 SEWERAGE A sewerage connection shall be provided at the park boundary if public toilets or buildings are to be constructed in the park. The sewerage connection should be located at the closest point to the proposed development site in the park and a permanent marker should be installed at the sewerage connection.


Section 6.9


6.9 UNDER SURFACING 6.9.1 GENERAL

Under surfacing of playgrounds should generally comply with the following requirements: • Grade the site to produce a gentle fall to the edges of the playground to

enhance drainage, particularly away from free fall zones and areas of high traffic or activity;

• A swale or bund may be required at strategic locations around the playground to divert overland flow;

• Typical drainage treatment will include the installation of a robust plastic agricultural drain, fitted with a filter sock, around the outer edge or below the under-surfacing area and draining to the stormwater system, soakage pit or dispersal structure;

• Construct an extruded concrete edge around the perimeter of the playground node and fill the entire node with an appropriate impact attenuation material, in accordance with AS/NZS 442;

• All features within 1000 mm of the proposed playground node (e.g. shade structure posts, seats and trees), should be incorporated within the boundary of the under surfacing by at least 500 mm, to enhance the aesthetics of the playground and for ease of maintenance of the park;

• Impact attenuation should be provided over the entire free fall zone, which extends 2.5 m from the furthest extension of any piece of equipment, mobile or static;

• Loose fill (softfall) impact attenuation material should be screened 5 mm to 10 mm approved material, installed to a minimum depth of 250 mm uncompacted or 200 mm compacted. Where fixings or anchors are required they must be completely concealed. The loose fill material is to be inspected regularly throughout the maintenance period and further fill added if necessary, to maintain the required depth;

• Solid impact attenuation surfacing may be pre-formed matting or wet pour synthetic surfacing. As a minimum solid surfacing impact attenuation should be installed under swings, scale swings, slippery dip entrance and exits, fireman’s poles, and at the entrance and exits of flying foxes. Coverage should extend the length and width of a flying fox unit.

All finished grass and impact attenuation surfaces should be flush with the concrete edge and internal solid surfacing if applicable, to avoid trip hazards.


Section 6.10


6.10 SHADE STRUCTURES 6.10.1 GENERAL

Shade structures are provided over playgrounds to reduce the harmful effects of UV radiation, and to reduce heat. Radiation is at peak levels a few hours either side of midday, whereas heat from the sun can impact on play for longer periods. The shade structure should be offset slightly to the north and west of the play element, to maximise the benefits. Shade structures should be certified by a Consulting Engineer designed and constructed in accordance with relevant Australian Standards, and readily maintainable and approved by Council. A shade structure should be provided over play elements in district playgrounds. Shade structures are required at local and district playgrounds. Suitable tree species should be planted to provide future shade around local playgrounds, and to ultimately replace the need for a shade structure in Local, District and City parks.


Section 6.11


6.11 VISITOR FACILITIES 6.11.1 PICNIC NODES

Picnic nodes should be located at attractive and accessible locations in district and city parks and natural areas. They should usually incorporate a shelter, tables, barbeque, refuse bin, tap and drinking fountain. The indicative layout in Figure 6.11A shows a preferred relationship between various facilities and items of furniture in a picnic node. Picnic nodes in parks should be designed, located and constructed in accordance with relevant Australian Standards, and the following general requirements: • Locate picnic nodes at focal points or adjoining features or places of

special interest in a park; • In natural areas picnic nodes are located in accordance with the

approved Open Space Management Plan; • Ensure picnic nodes complement and enhance other recreation

opportunities in a park; • Ensure picnic nodes have continuous accessible path of travel from car

parks or adjoining roads; • Ensure picnic nodes have all weather vehicle access for regular cleaning

and maintenance; • Ensure the infrastructure provided in picnic nodes is readily maintainable

and approved by Council; • Use alternative technologies where appropriate (e.g. solar energy where

mains power is not readily available, rainwater harvesting).

Figure 6.11A


Section 6.11


6.11.1 PICNIC NODES (cont) The type of picnic node provided in a park should be consistent with the park type and its significance established during the park design and development assessment process together with any unique park characteristics, such as natural values. The standards for provision of furniture in picnic nodes are listed in Table 6.11A. Table 6.11A Furniture Requirements at Picnic Nodes

Location

Standard

District parks in urban and natural areas

1 x single plate or 1 x double electric barbecue* (refer Standard Drawings 03-05-104, 03-05-105) 1 x picnic shelter 3 x picnic units per barbecue plate. At least one of the picnic units is to be undercover within the shelter. 1 x refuse bin 1 x tap and bubbler, or 1 x drinking fountain in parks with a formal design theme 1 x light (only within parks where it is appropriate to encourage after-hours use)

Landscape amenity parks Open space linkages Local parks

Picnic nodes usually not provided. Individual items of park furniture may be required.

* Refer Section 6.11.2.4 of these Guidelines

6.11.2 PARK FURNITURE Park furniture in parks is designed, located and constructed in accordance with relevant Australian Standards, and the following principles: • Ensure park furniture complements and enhances other recreation

opportunities in a park; • Provide a continuous accessible path of travel to furniture; • Ensure park furniture is readily maintainable and approved by Council; • Use alternative technologies where appropriate (e.g. durable recycled

materials).

6.11.2.1 Seats Seats should be located to provide an interesting outlook and to maximise summer and midday shade. Seats should be provided in close proximity to a playground or active recreation node, around sports fields, at viewpoints, and at resting points along pathways.


Section 6.11


6.11.2.2 Picnic Units A covered picnic unit or equivalent facility may be provided in conjunction with a playground or other activity space.

6.11.2.3 Refuse Bins Refuse bins are only provided under exceptional circumstances in local parks, open space linkages, and landscape amenity parks, and in natural areas. Bins should, if possible, be located near a road or the perimeter of the park where they can be serviced without the need to drive the refuse collection truck into the park.

6.11.2.4 Barbecues Barbecues are not provided in local, open space linkages and landscape amenity parks where demand is low, unless a special need for the facility can be demonstrated. Where barbecues are provided, they usually form part of a picnic node (refer Section 6.11.1 of these Guidelines) Council may accept wood burning rather than the standard electric barbecues where mains power is not available, where smoke will not interfere with neighbours, where the risk of bushfire is low, and where fuel collection will not cause environmental harm

6.11.2.5 Drinking Fountains Drinking fountains should be provided along district and city park pathways and bikeway networks. Drinking fountains are also required near playgrounds and active recreation nodes where visitor use is high.


Section 6.12


6.12 PUBLIC TOILETS 6.12.1 PUBLIC TOILETS GENERAL

Public toilets are only provided in parks after an objective assessment of potential demand, and where applicable, consideration of the availability of conveniently located alternative non-Council facilities. Demand is categorised as follows: • High level

- High and generally consistent level of everyday use by park visitors, throughout week.

• Peak-period - Lower overall level of use, with a peak at weekends or during park

functions, sporting events, etc. • Low-level

- Limited public use. • Group

- Use is primarily associated with the activities of a single club, group, tenant or lessee.

Based on demand, there is a requirement for toilets in many City (destination) parks, and to a lesser extent in district and sport parks, where high-level or peak-period demand exists. Toilets are not required (nor are they desirable) in small local and landscape amenity parks and open space linkages. Lessees will usually provide a toilet within a clubhouse or other community building for group use. Public toilet buildings in parks are designed, located and constructed in accordance with Crime Prevention through Environmental Design (CPTED) principles, relevant Australian Standards, Building Code, and in accordance with the following principles. • Ensure infrastructure in toilet blocks is readily maintainable and

approved by Council. • The toilet should be sited:

- To avoid nuisance to neighbours; - Within reasonable proximity to a car park or other demand source. - On suitable terrain to facilitate continuous accessible path of

travel. Convenient access should be provided for the elderly and disabled;

- In close proximity to a road, gate or internal maintenance access for servicing;

- Where casual surveillance is possible from surrounding streets and/or other sites of regular people presence.


Section 6.12


6.12.1 PUBLIC TOILETS GENERAL (cont) • Where unobtrusive in the landscape:

- Use alternative technologies where appropriate (e.g. solar energy, rainwater harvesting).

Composting toilets can be susceptible to fire in the composting chamber and are not acceptable where deliberate arson and vandalism are likely. If required, securing equipment for the toilet to be locked at night shall be installed. The type of public toilet building provided in a park should be consistent with the park type and its significance, established during the park design and development assessment process together with any unique park characteristics, such as natural values. The standards for provision of public toilets in parks should comply with Table 6.12A. Table 6.12A Public Toilet Requirements

Park Type and Setting

Standard

District park with high-level or peak-period use

One toilet block with five cubicles*, at least one with disabled access.

City park (destination park)

One toilet block with three cubicles, at least one with disabled access. Increased capacity (greater than three cubicles) will only be provided where anticipated use is likely to cause queues to regularly form, in excess of the following queue standards. High-level demand: Design capacity should meet usual demand with queues no longer than two people per cubicle. Peak-period demand: Design capacity should meet usual demand with queues no longer than two people per cubicle. During peak periods* longer queues may form for no more than half an hour a week.

Parks along the foreshore

Incorporate external shower facilities adjacent to beach areas.

* Temporary toilets can be provided to supplement capacity for special functions

and events


Section 6.13


6.13 BIKE RACKS 6.13.1 GENERAL

Bike racks in parks shall be designed, located and constructed in accordance with Austroads Guide to Traffic Engineering Practice Part 14 – Bicycles, and AS 2890.3 Parking Facilities – Bicycle Parking Facilities. The standards for provision of bike racks in parks should comply with Table 6.13A. Table 6.13A Bike Racks

Park Type Setting Standard

Parks with skateboarding and/or other youth recreation facilities

6 bike racks District parks

Parks with sporting facilities

12 bike racks

Parks with informal recreation facilities and located on a bikeway network

Minimum 6 bike racks City parks

Parks with sporting facilities

Minimum 12 bike racks

Sports Parks Formal Sports Parks Minimum12 bike racks


Section 6.14


6.14 CULTURAL HERITAGE ITEMS AND ARTWORK 6.14.1 GENERAL

Cultural heritage items include buildings and/ or features with cultural or natural heritage significance listed in the Queensland Heritage Register, as well as any other items of potential heritage interest identified during planning and design of the park. The inclusion of public art in parks can enrich the cultural life and distinction of places. It can be in response to the environment, to celebrate history, local character and community and add visual appeal to a place. The provision of public art should be in accordance with the Conditions of the Development Permit and/or the approved Landscape Plan.

6.14.2 SITING AND CREATION OF PUBLIC ART The artwork should complement and enhance other design elements in a park. Where appropriate, the artist should work with the local community (e.g. schools, community groups) in the design and location of public artwork. As a guide, allow at least 0.25% of the total cost of park development for artwork in urban civic spaces and city parks.

6.14.3 PUBLIC ART OR ARTEFACTS Public art or artefacts, from the site, could be appropriate in the following locations in parks: • Activity spaces; • At entrances to create entrance statements and gateways; • To provide landmarks and features of interest within the site or open

space corridor; • Away from the park but connected visually. Siting factors to be considered include: • Site context, including history, established uses and values. • CPTED principles. • Potential visual impact.


Section 6.14


6.14.4 SAFETY Public art or artefacts are to be located outside of the obstacle free zone of pathways. Items should not have any protrusions or sharp edges that could be a hazard to park visitors. Items should be designed to prevent neck or head entrapment (Refer Appendices B and C of AS 1924.2). Public art can be feature lit. Lighting requires specific approval of Council and should be considered separately from the requirement for pedestrian lighting.

6.14.5 MAINTENANCE A detailed maintenance report, incorporating as constructed drawings, installation method, cleaning and re-finishing schedule as well as a list of key contacts such as fabricator(s), artist(s) and suppliers is to be provided to Council prior to final approval and acceptance of the finished heritage items and / or artwork.


Section 6.15


6.15 PUBLIC OPEN SPACE LIGHTING 6.15.1 PATHWAY LIGHTING

(a) Design Criteria Pedestrian pathways or bikeways in Public Open Space Reserves or in separate pathway reserves, shall be provided with appropriate lighting in accordance with the following general minimum requirements (lighting categories): • Pathways between residential allotments P4 • General Pathways in open space areas (parkland) P4 • Commuter Links P3 • Other locations (e.g. pedestrian underpasses or tunnels), subject to

individual assessment.

The lighting standard may vary according to local conditions. Final determination of an appropriate lighting standard, for any particular pathway location, shall be subject to Council approval.

(b) Specific Requirements

Power supply for pathway lighting shall be underground and the lighting shall be on Rate 2 Tariff. Crossing points of pathways across roads or streets shall be subject to individual assessment. In pathways between or in close proximity to allotments, cut off luminaries will usually be required to prevent glare problems to the adjacent houses. A street light is to be provided: • At the entrance to each pathway (may be an existing or proposed street

light); • At every bend or change of alignment greater than 200; • At every obstruction or hazard, eg bridge, stairway etc.


Section 6.15


6.15.2 GENERAL PARK LIGHTING In circumstances where pathway or other lighting is not required within a public open space area, a service pillar with an integral electrical supply shall be installed within these areas for possible future use (eg Barbeques, play equipment etc).


Section 6.16


6.16 PUBLIC OPEN SPACE IRRIGATION SYSTEMS 6.16.1 GENERAL

These Guidelines provide Council’s minimum requirements for irrigation systems that are to be located in parks or other Council owned lands. This section shall be read in conjunction with Section 3.8 of these Guidelines and Council’s current technical manual “Irrigation System Requirements”. The Consultant shall submit to Council for approval information relating to plan layout, design criteria, materials to be used and system tolerances in accordance with the technical manual “Irrigation System Requirements”. A bore-fed or recycled water (where acceptable water standards can be sustained) irrigation system, and associated tanks and pumps shall be established for all areas of play on multi-purpose pitches. The irrigation system shall be compatible with Council’s operational system, which is current at the time of establishment. The use of potable water for irrigative purposes is undesirable.


Section 6.17


6.17 “ESTABLISHMENT PERIOD”

The "Establishment Period" of ‘living’ components of the dedicated open space areas should be carried out generally in accordance with this Section of these Guidelines. The Consultant is responsible for ensuring that ‘living’ components of the dedicated open space areas are established to the effect that maintenance in excess of a normal Council maintenance regime for each ‘living’ component is not required. This includes but is not limited to:

• Establishment of vegetation to the extent that the vegetation will not

perish without excess watering during drought periods; • 90% area cover of mowable “A” grade and weed free turf is established

to the extent that the turf will not perish without watering or herbicide in excess of a normal Council maintenance regime;

• Revegetation to the extent that canopies growth reduces the need for excessive weed removal;

• Lake/pond installation to the extent that an acceptable water quality has been achieved and sustained for a period of x years.

The “Establishment Period” shall be completed prior to "On Maintenance".


Section 6.18


6.18 “ON MAINTENANCE” INSPECTION 6.18.1 “ON MAINTENANCE” INSPECTION OF PARKS, OPEN SPACE AND

PLAYING FIELDS

"On Maintenance" inspections of the dedicated open space areas should be carried out generally in accordance with this Section of these Guidelines. The Consultant is responsible for ensuring that the Council's open space requirements are presented in accordance with the Development Conditions and general category classifications as set out in Section 6.2.2 of these Guidelines. The "On Maintenance" inspections will generally include, but are not limited to, inspection of the following: • Topsoiling and seeding/grassing to prescribed areas; • Low maintenance and constant grades to mowable surfaces; • Minimum 50mm surface variations where defined; • Stormwater outlets, pollution and siltation control devices are

completed and operational; • Maximum longitudinal grading of swales etc of 1%; • Removal of debris, rubbish, dead and dying trees, unless fallen and

identified as being retained or relocated for ecological reasons in an approved Open Space Management Plan, and rocks larger than 25mm depending on future open space use;

• Removal of all declared noxious and/or recognised environmental weeds • Provision of designated utility connections (sewer, water and electrical

reticulation) including appropriate metering and protective devices; • Provision for vehicle exclusion; • Restoration planting to assist wildlife corridors and cleared areas; • Adherence to landscape plans, management plans, irrigation plans etc; • Provision of approved playground equipment/recreational facilities; • Playing fields require level playing surfaces; • “A” or “B” grade turf (weed free) as required; • Where parks have frontage to waterways, the treatment of the foreshore

should correspond with the outcomes of an impact assessment statement (if appropriate);

• Provisions of approved irrigation systems (where provided) including appropriate metering and protective devices.


Section 6.18


6.18.1 “ON MAINTENANCE” INSPECTION OF PARKS, OPEN SPACE AND PLAYING FIELDS (cont) Notwithstanding normal cadastral survey requirements, 1.5 metre marker posts shall be located adjacent to each corner peg of dedicated Public Open Space areas that adjoin urban, industrial and rural allotments. The purpose of these marker posts is to reduce fencing errors and to better define Council's maintenance responsibility.


Section 6.19


6.19 “OFF MAINTENANCE” INSPECTIONS 6.19.1 “OFF MAINTENANCE” INSPECTION OF PARKS, OPEN SPACE AND

PLAYING FIELDS Off Maintenance" inspections of the dedicated open space areas shall be carried out generally in accordance with this Section of these Guidelines. The inspections will generally include, but are not limited to, inspection of the following: • 90% coverage of specified grass to prescribed open space areas (playing

fields 100%); • Mowable surfaces are easily maintained; • Declared plants and/or recognised environmental weeds; • Successful establishment of landscaping and tree planting (ie landscape

works); • Stormwater outlets, pollution and siltation control devices are

functional; • Overland flow paths and swales etc are low maintenance; • Approved playground equipment/recreational facilities is functional; • Foreshore treatments to waterway frontages are performing in a

sustainable way as outlined in an impact assessment statement (if appropriate);

• Irrigation systems (where appropriate) are functional; • Requirements for establishing living components are achieved in

accordance with Section 16.7 of this guide. 6.19.2 “AS CONSTRUCTED” REQUIREMENTS

All “as constructed” requirements shall comply with Section 10 of these Guidelines and any addendums.


Section 7


7.0 DEVELOPMENT WORKS WITHIN PRIVATE PROPERTY

TABLE OF CONTENTS 7.1 INTRODUCTION....................................................................................3 7.2 STORMWATER DRAINAGE ........................................................................4 7.2.1 WORKS PURSUANT TO AUSTRALIAN / NEW ZEALAND STANDARD 3500 ...................4 7.2.2 WORKS NOT PURSUANT TO AUSTRALIAN / NEW ZEALAND STANDARD 3500 .............4 7.2.3 LEGAL POINT OF DISCHARGE....................................................................5 7.3 WATER RETICULATION AND SEWERAGE RETICULATION.....................................6 7.3.1 WORKS PURSUANT TO AUSTRALIAN / NEW ZEALAND STANDARD 3500 ...................6 7.3.1.1 GENERAL ...........................................................................................6 7.3.1.2 DUAL WATER SERVICE............................................................................6 7.3.1.3 SANITARY DRAINAGE SERVICES ............................................................... 13 7.3.2 WORKS NOT PURSUANT TO AUSTRALIAN / NEW ZEALAND STANDARD 3500 ........... 14 7.3.3 PRIVATE PUMP STATION AND PRESSURE MAINS ............................................ 15 7.3.3.1 GENERAL ......................................................................................... 15 7.3.3.2 APPROVED CONNECTION POINT .............................................................. 15 7.3.3.3 PRIVATE PUMPS ................................................................................. 16 7.3.3.4 PUMP WELL CAPACITY AND OPERATION..................................................... 17 7.3.3.5 PRIVATE PRESSURE MAINS ..................................................................... 18 7.3.3.6 SPECIFIC REQUIREMENTS ...................................................................... 18 7.3.4 ON-SITE SEWERAGE FACILITIES – TREATMENT AND DISPOSAL............................ 19 7.4 OFF-STREET VEHICLE PARKING REQUIREMENTS............................................ 20 7.4.1 GENERAL ......................................................................................... 20 7.4.2 AISLE DESIGN REQUIREMENTS................................................................. 20 7.4.3 CAR PARK LOCATION ........................................................................... 21 7.4.4 STACKED OR TANDEM PARKING............................................................... 21 7.4.5 LANDSCAPE WORKS ............................................................................. 22 7.4.6 SIGNS AND LINE MARKING ..................................................................... 22 7.4.7 SPEED HUMPS.................................................................................... 22 7.4.8 HEAVY VEHICLES ................................................................................ 23 7.4.9 BICYCLE FACILITIES............................................................................. 23 7.5 DRIVEWAY ACCESS .............................................................................. 24 7.5.1 DRIVEWAY DESIGN CRITERIA .................................................................. 24 7.5.2 GARAGES AND OTHER ENCLOSED SPACES ................................................... 24 7.5.3 DRIVEWAYS (QUEENSLAND DEVELOPMENT CODE – PART 6.0)) ........................... 25 7.5.3.1 PURPOSE ......................................................................................... 25 7.5.3.2 APPLICATION .................................................................................... 25 7.5.3.3 REFERRAL AGENCY ............................................................................. 25 7.5.3.4 ASSOCIATED REQUIREMENTS (QUEENSLAND DEVELOPMENT CODE) ..................... 25


Section 7


TABLE OF CONTENTS (cont) 7.5.3.5 REFERENCED STANDARDS...................................................................... 25 7.5.3.6 DEFINITIONS ..................................................................................... 25 7.5.3.7 GRADIENTS....................................................................................... 26 7.5.3.8 CHANGE IN GRADIENTS ........................................................................ 27 7.5.3.9 DRIVEWAY WIDTH............................................................................... 27 7.5.3.10 LOADINGS ........................................................................................ 27 7.5.3.11 SURFACE WATER ................................................................................ 29 7.5.3.12 ACCESS TO SERVICES ........................................................................... 29 7.5.3.13 DRIVEWAY LOCATION........................................................................... 30 7.5.3.14 NOTES ............................................................................................ 30 7.6 OCEAN BEACHES ................................................................................ 31 7.7 BUILDING NEAR OR OVER COUNCIL WATER, SEWER AND/OR STORMWATER SERVICES32 7.7.1 PURPOSE ......................................................................................... 32 7.7.2 APPLICATION .................................................................................... 32 7.7.3 ASSOCIATED REQUIREMENTS .................................................................. 33 7.7.4 DEFINITIONS ..................................................................................... 33 7.7.5 PERFORMANCE CRITERIA....................................................................... 35 7.7.5.1 PERFORMANCE CRITERIA 1 .................................................................... 35 7.7.5.2 PERFORMANCE CRITERIA 2 .................................................................... 38 7.7.5.3 PERFORMANCE CRITERIA 3 .................................................................... 39 7.7.5.4 PERFORMANCE CRITERIA 4 .................................................................... 39 7.7.6 NOTES ............................................................................................ 40


Section 7.1


7.1 INTRODUCTION This section provides “deemed to comply” criteria and Council’s minimum standards for all development works associated with carrying out of Building, Plumbing and Drainage works within private property.

All works submitted for approval must be certified by an appropriate person (i.e. Consulting Engineer, Building Hydraulic Consultant) that all reasonable skill, care and diligence have been exercised in the design of the works in accordance with: • Relevant Development Approvals; • Land Development Guidelines, Standard Drawings and Specifications; • Relevant Australian Standards, Code of Practice; • Sewerage and Water Supply Act & the Standard Sewerage Law; • Sewerage and Water Supply Act & the Standard Water Supply Law; • Water Act 2000.


Section 7.2


7.2 STORMWATER DRAINAGE 7.2.1 WORKS PURSUANT TO AUSTRALIAN / NEW ZEALAND STANDARD 3500

All design shall be in accordance with AS/NZS 3500, unless otherwise approved by Council. This standard specifies acceptable solutions for materials and products, design and installation of roof drainage systems, surface drainage systems and subsoil drainage systems to the point(s) of connection to the external stormwater drainage network (Council approved disposal system). In accordance with Section 1.8 of AS/NZS 3500, Council nominates for residential stormwater drainage systems that: • All stormwater flows shall be directed towards or connected to the

Council nominated Legal point of discharge (refer Section 3.5.5), and • No stormwater flows shall be directed or connected to the Sanitary

drainage system, and • Swimming pool filter and spa filter discharges and any overflow

discharge from these facilities shall not be directed to or connected to the Sewerage System, and

• Retaining walls drainage / seepage systems shall connect to an approved disposal point that shall be either the Legal point of discharge or an on site dispersion/absorption trench.

7.2.2 WORKS NOT PURSUANT TO AUSTRALIAN / NEW ZEALAND STANDARD

3500 All works including, but not limited to: • Council maintained services, and/or • External catchments feeding to the proposed site, and/or • Legal point of discharge (refer Section 7.2.3).


Section 7.2


7.2.2 WORKS NOT PURSUANT TO AUSTRALIAN / NEW ZEALAND STANDARD 3500 (cont) Shall be designed, constructed and certified by a Consulting Engineer pursuant to these Guidelines (refer to Section 3, Engineering Infrastructure – Design Requirements) and in accordance with Council approvals. Note that Council requires an application for carrying out operational works.

Easements are required over all Council maintained services within Private property (as per Council’s standard registered document for stormwater drainage). At the time of completion for the works being formerly approved by Council, these works are required to have a maintenance period in accordance with the procedures described in Sections 9 and 10 of these Guidelines. NOTE: the Regulatory Body must receive a submission (prior to issuing a decision notice) indicating that works will be carried out under AS / NZS 3500 or BCA by a Consulting Engineer. The Regulatory Body must notify Council of the decision notice within five (5) working days. Council will carry out an audit role.

7.2.3 LEGAL POINT OF DISCHARGE At the time of the development approval Council will determine the downstream drainage requirement for drainage works not pursuant to AS/NZS3500. Refer to Section 3.5.5 of these Guidelines - “Downstream Drainage Requirements” and to QUDM Section 3.02 – “Legal Point of Discharge”. Note that Council requires written approval to be obtained for any connection to Council infrastructure and also written approval be obtained from downstream property owners only if adversely impacted authorising any engineering works on their property.


Section 7.3


7.3 WATER RETICULATION AND SEWERAGE RETICULATION 7.3.1 WORKS PURSUANT TO AUSTRALIAN / NEW ZEALAND STANDARD 3500 7.3.1.1 General

All design shall be in accordance with Australian Standard 3500, unless otherwise approved by Council. This standard sets out the requirements for the design and installation of sanitary plumbing and sanitary drainage from the fixtures to the point(s) of connection to the external network (Council approved disposal system), common effluent system or on-site disposal system (as appropriate). This Standard also sets out the requirements for the installation of water services from Council’s water meter or alternative potable water supplies to the points of discharge. The standard applies to the design, installation methods and material types permitted.

7.3.1.2 Dual Water Service Allotments with available Dual Water Reticulation shall connect the dwelling to both the drinking and recycled water supply systems. The property owner shall apply for Council to install a Potable (drinking) and a Recycled water meter at the cost of the property owner. All designs for dual water services installations shall be in accordance with AS/NZS 3500, unless otherwise nominated or approved by Council and shall apply to Licensed plumbing works for new installations, alterations, additions and or repairs to existing installations within the City. Refer to Council’s Standard Drawing 03-08-001 for typical arrangement details of the dual water service within the property. (a) Recycled Water Utilisation The use of recycled water in domestic situations shall include:

• Toilets (excluding bidets); • External irrigation activities (grassed, landscaped areas);


Section 7.3


7.3.1.2 Dual Water Service (cont)

(a) Recycled Water Utilisation (cont) • External maintenance activities (e.g car/boat washing, hosing down

spills, house cleaning). At lease two (2) external recycled water hose taps serviced by the non-drinking water services should be connected to the property (refer to Section 7.3.2.1 (d)). It is recommended that one is located at the front of the dwelling and one is located at the rear of the dwelling. One of the external hose taps shall be positioned over the Over Flow Relief Gully (ORG) if not charged by a waste fixture. (b) Drinking Water Utilisation The use of drinking water in domestic situations shall include: • Kitchen and dishwashing; • Bath, basin, shower and bidet; • Hot water, laundry and clothes washing. At least one (1) external hose tap shall be provided that is connected to the drinking water service. (c) Crossing Connection Control Where a property is served by a recycled water supply, the following conditions shall apply: • An authorised dual check valve backflow prevention device sized to suit

the water services shall be fitted at the meter location on the drinking water supply. Council staff will undertake this as a standard part of meter installations. The plumber is to ensure that there is the two correct meters connected to the property prior to Council inspections;

• There shall be no interconnection of any drinking and recycled water service;


Section 7.3



(c) Crossing Connection Control (cont) • All external tap outlets shall be fitted with a hose connection vacuum

breaker.

(d) Dual Water Service Installations Recycled water service pipes installed below ground must be a minimum of 300mm away from any drinking water service pipe.

Recycled water service pipes installed above ground must be a minimum of 100mm away from any drinking service pipe. All buried pipes must have identification tape attached directly to the recycled water pipe running longitudinally and fastened to the pipe at a maximum of 3 metre intervals. The identification tape must be at least 75mm wide or 25mm for small diameter pipes and state “Non-potable” or “Recycled Water – Do Not Drink” continually along its length and coloured in accordance with AS/NZS 3500.1.2 clause 4.2.5 (c). Recycled water service hose taps shall be provided with: • Left hand hose connection thread at hose outlet; • Removable lilac tap handle, (anti-vandal proof type); • Hose taps to be either DN15 or DN20 nominal size; • A hose tap backflow prevention device. • Hose taps may be coloured lilac or remain as brass; • Warning notices, Metallic Safety signs are to be securely fixed above all

recycled water outlets, in accordance with AS 1319 and shall state – WARNING NOT FOR DRINKING.


Section 7.3



(d) Dual Water Service Installations (cont) Drinking water service hose taps are traditional taps and shall be provided with: • either DN15 or DN20 nominal size; • a hose tap backflow prevention device. Approved products as certified by SAA. – (MP52 1997) shall only be installed. These products shall clearly show standards marking compliance, watermark compliance or type test mark compliance. All pipes and fittings on the recycled water service shall be coloured lilac adopting the recycled water system colour (P23), in accordance with AS2700S – 1996. Only authorised lilac coloured pipes and materials that are clearly labelled are to be used in the recycled water service installation. Pipe sizing, flow rates, pipe material and installation formats are to comply with AS/NZS 3500.1.2. Construction of supply pipe to the first two (2) fixture (outlets) should be DN nominal size 20mm. DN 15mm branches shall not exceed 3 metres in any length and may supply only one (1) fixture outlet. Irrigation systems shall comply with AS/NZS 3500 Section 7 with regard to backflow prevention requirements.


Section 7.3


7.3.1.2 Dual Water Service (cont) (e) Dual Water Service Commissioning and Tests The plumbing contractor prior to commissioning should undertake the following testing procedures (shown below) for the recycled and drinking water service systems. There shall be no cross connections between the drinking and recycled supplies. To ensure that there are no cross connections, Council’s plumbing inspectors shall retest the installations. (i) Turn off the drinking water supply to the property at the drinking

water/dual check valve meter (recycled water meter is coloured lilac). The recycled water supply to remain on.

(ii) Turn on all sink, bidet and shower taps (both hot and cold) one by one. All taps should run dry after a short period of time.

(iii) After taps have run dry, flush all toilets. The toilets should refill as normal provided they are connected to the recycled water supply.

(iv) Turn on all outside taps. The external drinking water tap should run dry. Taps that continue to run are connected to the recycled water supply and should be clearly identified via appropriate warning signs.

(v) To check appliances within the home such as dishwashers and washing machines turn off the recycled water supply and turn the potable supply back on. Run the recycled water supply dry via the outside taps or by toilet flushing.

(vi) Turn on internal appliances. If the appliances do not fill, they are connected to the incorrect supply.

(vii) Turn recycled water supply back on at the lilac coloured meter, Turn on the tap connected to the recycled water supply that is located furthest away from the meter.

(viii) Turn the tap back on slowly so that all air will be purged from the pipeline while it is being recharged.

Should any part of this test indicate a possible cross connection the problem shall be identified and repaired by a licensed plumbing contractor before undertaking the above testing process again.


Section 7.3


7.3.1.2 Dual Water Service (cont) (e) Dual Water Service Commissioning and Tests (cont) In addition to the above cross connection test, there shall be a minimum of three (3) water services installation inspections (including the final) carried out by Council inspectors, when both supplies are connected to the property and prior to final approval being issued. The required inspections are listed below. Hydrostatic testing and commissioning of dual water services shall be conducted in accordance with AS/NZS 3500 1.2 (Section 13). Inspection 1: Dual Water Service – Meter to House Installations. Council shall inspect both drinking and recycled pipes from the meter to the house to ensure the correct pipes have been installed and connected to the correct meters and fixtures. Pipe bedding and trench backfilling shall be carried out in accordance with AS/NZS 3500.1.2 – Water Supply Acceptable Solutions. As constructed information is to be completed by the inspector at this stage. Inspection 2: Rough-In Inspection: Household Dual Water Services

Installations. Council shall inspect both drinking and recycled water services both internally to the house and externally within the property. The purpose is to ensure services have been installed in accordance with these Guidelines and in accordance with AS/NZS 3500.1.2. This inspection is to be done prior to cladding and/or cover up of pipe work.


Section 7.3


7.3.1.2 Dual Water Service (cont) (e) Dual Water Service Commissioning and Tests (cont)

Inspection 3: Final Cross Connection Testing Inspection Council shall carry out an inspection at each property to ensure there are no cross connections, Testing shall be carried out in accordance with the procedures set out above in this Section.

Final Plumbing Approval Council shall not issue a Final Plumbing Certificate until all three (3) inspections listed above have been completed to the satisfaction of the Council inspector, and that all outstanding conditions have been completed. (f) Dual Water Service Installation Audits (Post Construction) Officers from Council’s Plumbing and Drainage Services section will conduct audit inspections of the dual water services, the House Sanitary Drainage connections and the Stormwater connections internal to the property. The first audit inspection shall be carried out twelve (12) months after either: • The Building Certifier has issued final building clearance certificate, or • The Final Plumbing inspection certificate is issued, and • Shall occur twelve (12) months after whichever certificate is issued first. The second audit inspection shall be conducted three (3) years after this date or when the property is sold, which ever occurs first. (Encumbrances placed on the properties rate record will flag this inspection requirement). Audit inspections will be undertaken prior to recycled water being supplied to the household.


Section 7.3


7.3.1.3 Sanitary Drainage Services The sanitary drainage system is to be designed and installed to AS/NZS 3500, 2.2. except for Private Pumping Stations, refer Clause 7.3.3 herein and for the following. Overflow Relief Gullies (ORG) shall be: • elevated to a minimum of 75mm above the finished surface level of the

surrounding landscaping, paved or concreted surface except where the gully riser is located in a path or a paved area where it shall be finished at a level so as to prevent the ponding and ingress of water;

• installed a minimum of 150mm below the lowest fixture (from the dwelling) connected to the drain; and

• fully accessible and located as follows (refer to drawing 03-08-102).

(a) Option 1 • The position of the ORG shall be as close as possible to the property

jump – up connection point inside the property boundary. • In this position a hose tap via the non-drinkable water reticulation

system shall charge the ORG. • The ORG is not to be positioned in a location that is a low point within

the property, refer to drawing 03-08-102. (b) Option 2

• The position of the ORG shall be adjacent to the property structure

(dwelling) and shall be charged by a waste fixture OR via a hose tap connected to the non-drinking water reticulation system.

• The gradients for paved, concrete, bitumen or finished landscaping surface levels in the vicinity of the ORG shall grade away from the ORG and building structure and shall be directed to the adjacent stormwater inlet grate, refer to drawing 03-08-102.


Section 7.3


7.3.1.3 Sanitary Drainage Services (cont) Council’s Plumbing Inspectors shall carry out inspections of the completed sanitary drainage in conjunction with the Final Plumbing Inspection and Dual Water Services Audits detailed within Section 7.3.1.2 (e) and 7.3.1.2 (f) of this Guideline.

7.3.2 WORKS NOT PURSUANT TO AUSTRALIAN / NEW ZEALAND STANDARD 3500 All Council maintained services shall be designed, constructed and certified by a Consulting Engineer pursuant to these Guidelines (refer to Section 4, Water Reticulation – Design Requirements and Section 5, Sewerage Reticulation – Design Requirements) and in accordance with Council approvals, including Council’s policy titled “Maintenance of Water and Sewerage Infrastructure within Community Title Schemes”. Note that Council requires an application for carrying out operational works. Easements are required over all Council maintained services within Private property (as per Council’s standard registered document for water reticulation and sewerage reticulation). At the time of completion for the works being formerly approved by Council, these works are required to have a maintenance period in accordance with the procedures described in Sections 9 and 10 of these Guidelines. NOTE: The Regulatory Body must receive a submission (prior to issuing a decision notice) indicating that work will be carried out under AS / NZS 3500 or by a consulting engineer. The Regulatory Body must notify Council of the decision notice within five (5) working days. Council will carry out an audit role.


Section 7.3


7.3.3 PRIVATE PUMP STATION AND PRESSURE MAINS 7.3.3.1 General

Sewerage pumping stations serving more than one 'Titled' property shall meet the requirements of Section 5.2.11 of these Guidelines. Subject to Council approval, where a gravity sewer connection is not directly available to a development, Council may approve a private sewerage pumping station, which will discharge to the existing gravity sewerage system via a private rising main. It is the consultants responsibility to ensure that the Private Sewerage Pumping Station complies with the following requirements: • The Sewerage and Water Supply Act 1949; • AS/NZS 3500.2.2 -1996. National Plumbing and Drainage Code. Section

10.00; • The current Environment Protection Regulation; • Generally in accordance with the Water Resources Commission

Guidelines for Planning and Design of Sewerage Schemes; • Council's specific requirements as set out below.

7.3.3.2 Approved Connection Point

(a) General

All costs associated with connection of a private pressure main to an existing gravity sewer system (system analysis, design and upgrades to provide capacity) shall be met by the Developer.

(b) Connection to Existing Gravity Main

The approval connection point for a private rising main shall be a discharge manhole that is connected to an existing gravity sewer manhole. Discharge manholes shall conform to Council’s Standard Drawing No. 03-07-301.


Section 7.3


7.3.3.2 Approved Connection Point (cont)

Council may require the provision of a non corrosive pipe installed for the length of sewer to the next downstream manhole and will require the provision of an inert lining to all internal surfaces of the pressure main discharge manhole.

(c) Alternative Connection Points

Council may consider an alternative connection point. Where an alternative is proposed, the Developer shall request written approval from Gold Coast Water. The request shall outline the reasons for the alternative connection point and the connection methodology proposed. A private pressure main is not permitted to inject into another private pressure main.

7.3.3.3 Private Pumps

(a) Pump Flow Council requires a minimum of two pumps that shall be sized after consideration of the following criteria: • Each pump has the ability to pump 5 times the design daily flow • Flow Q = Number of EP x 275L / EP / day x 5 (peaking factor) l/sec

24 x 3600

= Number of EP l/sec 62.84


Section 7.3


7.3.3.3 Private Pumps (b) Pump Head The head required to be achieved by each pump at the above flow can be calculated as follows: Head (metres) = h - y + fcp where h = Invert Level of connecting pipe at manhole

or = head in rising main y = floor level of pump well

fcp = friction losses in pressure main and pump station

7.3.3.4 Pump Well Capacity and Operation The capacity of the pump well for storage of sewage during pump malfunction should be as per Table 5.2B. Table 5.2B

CONTROL STORAGE DEPTH

Inlet invert Alarm Level 300 mm (min) Standby start 300 mm (min) Duty start Storage capacity m³ = 0.9 x Flow Q (l/sec) (min) 12 (starts per hour) Pump stop 150 mm (min) Floor Level

Pumping stations shall be designed with sufficient in system storage (in the well, upstream sewers or a dedicated self draining high level storage) so that in the event of pump or power failure, no overflows occur for a minimum period of 4 hours with inflow at average dry weather flow. In system storage shall be measured from duty start level to the level of the lowest relief point.


Section 7.3


7.3.3.4 Pump Well Capacity and Operation (cont)

Other than for storage capacity, the above depths are a general guide and Council may require the developer to provide details on detention times and proposed strategies to minimise the detention times. The pumps are to be set up to operate automatically as Duty/Standby and should be of the submersible electric type. An alarm shall be provided in the form of a prominently positioned flashing red light set to activate at the invert level of the incoming house drain.

7.3.3.5 Private Pressure Mains Private pressure mains shall generally conform with the requirements of Council's Standard Specification SS1 and shall be sized in accordance with Section 5.2.12 of these Guidelines. Medium density polyethylene pressure pipe Series 1 class PN16, SDR9, PE80B in accordance with AS/NZS4130 is approved for use.

7.3.3.6 Specific Requirements

As the private sewerage pumping station is a component of the internal plumbing and drainage, Council's Plumbing and Drainage Services Section shall check the design drawings for compliance with current Acts and relevant standards. Owners of private pumping stations are responsible for all costs and charges associated with the installation, operation and maintenance. As constructed details detailing the location of the pressure main shall be submitted to Council.


Section 7.3


7.3.4 ON-SITE SEWERAGE FACILITIES – TREATMENT AND DISPOSAL Due to the increased loading of on-site sewerage facilities on the environment and legislative considerations, the consultant shall submit a report containing a detailed assessment of site and soil factors, an elevation of the site constraints and review of all relevant information available. The report shall consider all major constraints and opportunities relating to the management of wastewater in relation to the development. The report shall also include a cumulative impact on the effects to the existing ground water table, creeks and watercourses so that the development achieves environmental objectives of air, land and water resources. The consultant should refer to On-site Sewerage Code and AS/NZ1547 so that the most appropriate on-site sewerage facility can be chosen for the development and in particular, be of sufficient capacity to receive, treat and absorb all wastewater outputs from premises on a property, complete the treatment, uptake and absorption of the final effluent within the boundaries of the property and avoid likelihood of creating unpleasant odours, or the accumulation of offensive matter. The minimum requirements for the wastewater disposal report: • Site plan showing dams, creeks and water courses; • Contour plan minimum of 5 metre intervals; • Areas of each block with proposed Lot No's and property boundaries; • Proposed use of the land to be developed; • Soil survey, including permeability of soil by either a percolation test or

textural classification of soil; • Depth of ground water, if any encountered during testing; • Estimated daily flows and site evaluation in accordance with AS1547; • Method of disposal, eg, DSTP, split septic system or other; • Size of estimated disposal area to suit system; • Calculations to justify disposal site; • Assessment of any additional nutrient loadings of the area caused by on-

site waste water disposal; • Plumbing and Drainage Act 2002.


Section 7.4


7.4 OFF-STREET VEHICLE PARKING REQUIREMENTS 7.4.1 GENERAL

The goals as summarised in Section 2.2.1 - General Requirements shall be used to determine the optimum off-street vehicle parking design applicable to Developments. Off-street vehicle parking requirements are to be determined primarily from: • AS2890.1, Parking Facilities Part 1: Off-Street Car Parking; • AS2890.2, Off Street Parking Part 2: Commercial Vehicle Facilities; • AS2890.3, Parking Facilities Part 3: Bicycle Parking Facilities; and with reference to:

• Council’s Planning Scheme Where there is a combination of long term and short term parking within the parking area, the parking bay and aisle widths shall be designed to Class 3 of AS2890.1

7.4.2 AISLE DESIGN REQUIREMENTS Parking and circulation aisles shall have a maximum length of 100 metres. Council may approve a greater distance where satisfied that adequate measures have been taken to control vehicle speeds. Dead end aisles shall not exceed 20 metres in length. Council may relax this requirement where severe site constraints exist. Where permitted dead end aisles shall have aisle extensions in accordance with Figure 7.4A. Designs shall not include cross intersections, unless otherwise approved by Council. Parking aisles shall intersect circulation roads and aisles at right angles, unless otherwise approved by Council.


Section 7.4


7.4.2 AISLE DESIGN REQUIREMENTS (cont) Figure 7.4A

7.4.3 CAR PARK LOCATION Car parking spaces shall be located and designed to encourage their use in preference to on-street parking, to the satisfaction of Council. In assessing compliance with this requirement Council will have regard to relative walking distances and visibility from the road. Car parking spaces shall not be located in areas used for manoeuvring of heavy vehicles. Car parks shall be designed to ensure that vehicles do not reverse across major pedestrian crossings.

7.4.4 STACKED OR TANDEM PARKING Stacked or tandem parking spaces shall have a minimum length of 10.0 metres.


Section 7.4


7.4.5 LANDSCAPE WORKS All Landscaping works are to be in accordance with the Landscape Documentation Manual (in accordance with section 3.4.30 of these Guidelines).

7.4.6 SIGNS AND LINE MARKING Signs indicating the location of the car park and the position of the access points shall be provided for all car parks used by the public where: (i) the car park is located at the rear of the site; (ii) access to the car park is not located in the main frontage road; (iii) there are a number of access points serving different parts of the site. Signs shall incorporate the standard Service Sign Series 'P' sign, as detailed under Guide Signs in the Manual of Uniform Traffic Control Devices, Queensland. Where a Development generates traffic at night consideration should be given to illuminated signs instead of retro-reflective signs. Car parking bays, which are provided for a certain class of user, such as disabled drivers, motorcycles and special zones such as bus zones shall be clearly marked with the appropriate signage.

7.4.7 SPEED HUMPS

The design of car parks should ensure that speed humps are not necessary. Where speed humps are to be provided they shall be designed in accordance with AS2890.1. Speed humps shall not be provided in entry or exit queuing areas.


Section 7.4


7.4.8 HEAVY VEHICLES Driveways which cater for heavy vehicles shall be designed in accordance with AS2890 Off-Street Parking, Part 2: Commercial Vehicle Facilities. The widths set out in Standard Drawing 03-02-301 apply to combined or separate entry and exit driveways. The tables in the above Standard Drawing do not imply that certain types of development are necessarily suitable for location on any particular frontage road class. In particular, access to arterial roads should be limited, where practical, and in some circumstances it may be preferable to allow left turn only movements in and out of the access driveway.

7.4.9 BICYCLE FACILITIES Bicycle facilities shall be provided in accordance with AS2890.3 Parking Facilities, Part 3: Bicycle Parking Facilities.


Section 7.5


7.5 DRIVEWAY ACCESS 7.5.1 DRIVEWAY DESIGN CRITERIA

Internal driveways, (ie of community title scheme) are to be in accordance with the relevant Planning Scheme and Australian Standards and shall be inspected and certified by a consulting engineer. The geometric design of entry and exit driveways shall generally conform with Standard Drawing 03-02-301 and the following: The number of driveways to any site shall be minimised. Where possible, adjoining developments shall incorporate shared driveways. On some major routes, particularly arterial and sub-arterial roads, driveways may need to be provided in conjunction with deceleration lanes. The final determination for the need for deceleration lanes shall be to the satisfaction of Council and where appropriate the Queensland Department of Main Roads. Access driveways should be designed on the basis of the number of parking spaces effectively served.

In car parks with multiple access points, each access should be considered based on the number of parking spaces effectively served by its catchment. Where separate entry and exit driveways are used the first driveway reached from the kerbside lane shall be clearly delineated and sign posted.

7.5.2 GARAGES AND OTHER ENCLOSED SPACES Except for dwelling houses and duplex dwellings, single garages and other single fully enclosed spaces shall be at least six metres in length and 3.2 metres in width. Double garages and other enclosed double spaces shall have a minimum length of six metres and a minimum internal width of 5.8 metres.


Section 7.5


7.5.3 DRIVEWAYS (QUEENSLAND DEVELOPMENT CODE – PART 6.0)) 7.5.3.1 Purpose

To ensure safe and reasonable access from the property boundary to on-site vehicle accommodation or on-site vehicle standing area.

7.5.3.2 Application

This standard applies to driveways and driveway access on sites containing Class 1 buildings and appurtenant Class 10 buildings for use by resident and visitor vehicles.

7.5.3.3 Referral Agency

There is no referral agency.

7.5.3.4 Associated Requirements (Queensland Development Code) • Part 5.0 - Excavation and Piling Near Sewers, Drains and Water Mains; • Part 9.0 - Stormwater Drainage; • Part 10.0 - Retaining Walls, Embankments and Cutting and Filling.

7.5.3.5 Referenced Standards

• AS 1304 – 1991 – Welded wire reinforcing fabric for concrete; • AS 1379 – 1997 – Specification and supply of concrete; • AS 3600 – 1994 – Concrete structures; • AS 3996 – 1992 – Metal access covers, road grates and frames.

7.5.3.6 Definitions

Competent person: as defined in the Standard Building Regulation 1993. Driveway access: the path of travel by which a vehicle gains access to

a property. It can include temporary access for building purposes as well as unsealed driveways.


Section 7.5


7.5.3.6 Definitions (cont) Utility infrastructure: (a) a sewerage system or stormwater drainage as defined in the Standard Sewerage Law; or

(b) a water supply system or property main as defined in the Standard Water Supply Law.

7.5.3.7 Gradients

Performance Criteria 1 A vehicle must be able to negotiate the gradient without difficulty and without potential harm to the vehicle’s occupants, pedestrians and property.

Acceptable Solution (a) A driveway has a maximum gradient of 1 in 5; or (b) A driveway has a maximum gradient of 1 in 4, provided the length of the

driveway steeper than 1 in 5 does not exceed 6 metres, and there is a change in gradient not less than I metre in length and not greater than 1 in 8 at the ends of the 1:4 section of the driveway.


Section 7.5


7.5.3.8 Change in Gradients

Performance Criteria 2 A vehicle must be able to travel the length of the driveway or driveway access without scratches, scrapes, dents or removal of the finished surface of the vehicle or the driveway surface.

Acceptable Solution For all driveways, the rate of change in a driveway gradient is a maximum of 1 in 8 slope for a minimum length of 1 metre. Performance Criteria 3 A driveway must not cause a change in the level of a footpath.

Acceptable Solution A driveway meets the road reserve at the level of the existing footpath or if there is no footpath, the level nominated by the local government.

7.5.3.9 Driveway Width

Performance Criteria 4 A driveway must be of sufficient width to permit a vehicle to safely access the property. Acceptable Solution The minimum width of a driveway is 2.4 m.

7.5.3.10 Loadings

Performance Criteria 5 A driveway must withstand loadings from the vehicles.


Section 7.5


7.5.3.10 Loadings (cont) Acceptable Solution (a) The driveway is constructed of concrete, asphalt, clay pavers or

concrete pavers. (b) For concrete driveways the following applies:

(i) N20 strength in accordance with AS1379 & AS3600. (ii) Reinforcement fabric to be in accordance with AS1304 with 50mm

cover (F62min). (iii) Expansion joints to be 10mm thick, full depth closed cell cross-

linked polyethylene foam (85 - 150 kg/m3) or 10mm thick compressed granulated corkboard installed to manufacturer’s specifications.

(iv) The slab is 100mm thick. (v) Surface is to be broom finished or exposed aggregate.

(c) For asphalt surfaces, the following applies:

(i) At least 80 thick compacted road base under asphalt cover. (ii) Asphalt cover is at least 25mm thick.

(a) For clay or concrete pavers the following applies:

(i) Paving units are at least 40 mm thick. (ii) A least 100mm thick compacted sub-base under pavers.


Section 7.5


7.5.3.11 Surface Water Performance Criteria 6 A driveway must not allow water to pond adjacent to any buildings or cause water to enter a building. Acceptable Solution A driveway has a minimum cross fall of 1 in 100 away from any adjoining building.

7.5.3.12 Access to services

Performance Criteria 7 Construction of a driveway must not damage or interfere with the location, function of or access to any utility infrastructure. Acceptable Solution (a) Underground services are protected by:

(i) a driveway which maintains a cover of at least 600mm over all

services; or (ii) a cover of at least 100mm thick concrete reinforced as per A5(b).

(b) A driveway is not constructed over service equipment such as an access

point, water meters, hydrants, valves, telephone pits, etc, under the control of a regulatory authority.

(c) Where an access point is to be incorporated within the driveway, it is

raised or lowered to match the surface level of the driveway. Access covers must comply with AS 3996.


Section 7.5


7.5.3.13 Driveway Location

Performance Criteria The location of a driveway must not be hazardous to persons or vehicles using the roadway. Acceptable Solution For corner properties, a driveway is not less than 12 metres from the point of intersection of the two street boundaries measured at the kerb.

7.5.3.14 Notes

1. Local government (or other service owner) approval must be obtained before interfering with any infrastructure.

2. The location of a driveway may be influenced by a plan of development

approved by the local government or the location of existing infrastructure or existing vehicle crossovers.


Section 7.6


7.6 OCEAN BEACHES For all sites fronting an ocean beach (as indicated on the Foreshore Seawall Line Maps), before any development (or redevelopment) can commence, an approved foreshore rockwall is required to be constructed, by the property owner, to protect the property from erosion. The foreshore seawall and dunal fencing shall be constructed in accordance with Standard Drawings 03-04-001, 03-04-002 and 03-04-003, Standard Specification SS16, Council policy “Foreshore Rockwall Design and Construction” and the requirements of the Gold Coast City Council Planning Scheme. Subsequent development behind the foreshore boulder wall shall comply with the requirements of Council’s Planning Scheme relating to: (i) Setback requirements. (ii) Stormwater drainage. (iii) Sand excavation. (iv) Building footings. (v) Dedication of land seaward of the foreshore boulder wall.


Section 7.7


7.7 BUILDING NEAR OR OVER COUNCIL WATER, SEWER AND / OR STORMWATER SERVICES 7.7.1 PURPOSE

To ensure adequate protection is provided against damage to Council’s existing underground infrastructure prior to, during and after the completion of building works and to ensure adequate access is available for maintenance of the infrastructure.

7.7.2 APPLICATION

This guidelines applies to:

1. All Classes of buildings and structures on sites containing Council’s services of stormwater drainage or water or sewer or rising mains.

2. All Classes of buildings and structures where the substructure of the

building / structure is within 2 metres of existing stormwater drainage or water or sewer or rising mains that are located external to the site property boundaries.

Excavation and piling meeting the performance criteria of these guidelines may be assessed for compliance against the Standard Building Regulation as a part of a Development Application for Building Work. This Policy applies irrespective of whether the sewer, rising main, stormwater drainage or water main is contained within an easement but does not override the stated easement conditions for the particular easement. Building over or within easements is not permitted. With respect to either of Case 1 or 2 above, regardless of the proximity of Council services to the building / structure, the Developer has a duty of care to review the proximity of all Council services and ascertain whether or not the building / structural works can proceed on the reasonable expectation that the Council services will not be damaged as a result of those works.


Section 7.7


7.7.2 APPLICATION (cont) The acceptable solutions contained herein do not preclude the Director of Planning Environment and Transport, Director of Gold Coast Water or such other Officer nominated by the Chief Executive Officer from imposing or considering alternative solutions where deemed necessary at the time of the application.

7.7.3 ASSOCIATED REQUIREMENTS

• Sewerage & Water Supply Act 1949; • Workplace Health & Safety Act 1995; • Standard Building Regulation 1993; • Standard Water Supply Law; • Local Law No 14 Water Supply; • Water Act 2000; • Plumbing and Drainage Act 2002; • Local Government Act 1993; • GCCC Land Development Guidelines including the relevant drawings and

specifications. 7.7.4 DEFINITIONS

Access Cover: A removable cover or grate to provide access for

cleaning or inspection for sewers, stormwater drains and water mains.

Associated Structure: Sewer access cover, water meter. Bedding Material: As defined in the relevant Standard Specification of

the GCCC Land Development Guidelines. Building: As defined in the Building Act 1975. See also

“Structure”. Competent Person: Registered Professional Engineer of Queensland

(RPEQ) Civil Connection: As defined in Schedule 4 of the Water Act 2000.


Section 7.7


7.7.4 DEFINITIONS (cont) Compressible Material: 10mm foam lagging; flexible moisture resistant

material or impermeable flexible plastic material as prescribed in various parts of AS3500 – National Plumbing and Drainage Code.

Interfere with: Includes dig up, expose and damage infrastructure. Invert level: The bottom, inside of the pipe, drain etc. Minor Structure: Carports, pergolas, garden sheds, retaining walls

and any other similar minor structures as determined at the direction of the Officer nominated by the Chief Executive Officer.

Rising Main: Pressurised sewerage line Sewer: Includes both gravity sewerage lines and vacuum

sewerage lines. Service: For the purpose of this standard includes rising

mains, sewers, stormwater drains and water mains. Structure: For the purpose of this standard includes a masonry

fence, deck, pergola, swimming and spa pool, satellite dish and water storage tank.

Zone of Influence: The area under the ground, which is deemed to be

loaded by the footings of the building or structure and is taken as a line drawn at 45 degrees from the side of sewer to ground level.


Section 7.7


7.7.5 PERFORMANCE CRITERIA 7.7.5.1 Performance Criteria 1

The carrying out of building work Class 1 to 9 near or over a rising main, sewer, stormwater drain or water main must not: (a) Interfere with or adversely affect the function of the service; or (b) Place any additional load on the service.

Acceptable Solution: Performance Criteria 1 is satisfied if: (a) Any footing of the building or structure is located at least 2m clear (see

note 2) of the “as constructed” location of a rising main, sewer, stormwater drain or water main.

OR

(b) (i) A rising main, sewer, stormwater drain or water main is relocated at

least 2m clear of any building or structure (see note 2); and

(ii) Plans for the relocated asset pursuant to Clause (b) (i) (see note 3) are designed by a RPEQ (Civil) and submitted to Council for approval; and

(iii) The relocation works being constructed by Council unless approved

otherwise in writing by Council (see note 10). (iv) The relocated services within private property are to be wholly

contained with easements granted by the Developer. All costs associated with the creation of the easements are to be the Developer’s responsibility.


Section 7.7


7.7.5.1 Performance Criteria 1 (cont)

Alternative Solutions Where it can be demonstrated to the satisfaction of Council the above solutions are not feasible then: (c) (i) Any foundations (see note 4) of the building or structure parallel to

the zone of influence which are between 1m and 2m from the sewer or stormwater drain are to be extended at least 300mm below the zone of influence (refer Fig.1) and (d) below; and

(ii) The Applicant shall lodge a Cash Bond or Unconditional Bank

Guarantee to a value of 10% of the estimated replacement cost of the service as determined by Council or $5000, which ever sum is the greater; and

(iii) The Applicant shall agree in writing to pay the cost of repairs

and/or replacement of the Council service (as determined by Council) if the Council service is damaged or adversely affected by the building/structural works.

(iv) The Applicant shall supply a "pre-construction" and "post-

construction"(see note 9) closed circuit television video (CCTV) survey and accompanying report (see note 5). This survey and report will form the basis of Council’s assessment of the affects of the works on Council’s services and whether or not remedial action to the services is warranted.

The Cash Bond or Bank Guarantee shall be returned or released (as appropriate) upon Council’s confirmation that the service has not been damaged or alternatively that all remedial action has been completed and the costs of those repairs has been met by the Applicant. Refer Note 6. OR

(d) Where the structure is a minor structure and where approved by the

Director of Gold Coast Water, the Applicant shall be permitted to construct the works over the sewer subject to the following:


Section 7.7



Alternative Solutions (cont) (i) The existing sewer pipe under the structure shall be replaced with

concrete encased class K12 ductile iron pipe internally lined with polyurethane with an outer zinc layer coated with bitumen (“ducpur” pipe or similar); and

(ii) A minimum clearance of 300mm shall be maintained between the

underside of any component of the structure and the top of the concrete encasing; and

(iii) Within the zone of influence, a suitable layer of compressible material

shall be laid on a minimum 75mm layer of compacted bedding material between the underside of the structural component and the top of the concrete encasing to provide for differential movement; and

(iv) All costs associated with the replacement of the existing sewer shall be paid by the Applicant; and

(v) The relocation works shall be constructed by Council unless approved

otherwise in writing by Council (see note 10). At the discretion of Council, the replacement of an existing sewer under a minor structure may not be required if the existing sewer is in sound condition and has a minimum 600mm separation in undisturbed ground from the substructure of the building/structure to the top of the pipe. • A “pre-construction” closed circuit television video (CCTV) survey and

accompanying report shall be provided by the Developer together with a submission in writing seeking this discretionary approval;

• If approval is granted, the Developer shall lodge a Cash Bond or Unconditional Bank Guarantee to a value of 10% of the estimated replacement cost of the service as determined by Council or $5000, which ever sum is the greater; and the Applicant shall agree in writing to pay the cost of repairs and / or replacement of the Council service (as determined by Council) if the Council service is damaged or adversely affected by the building / structural works;


Section 7.7



Alternative Solutions (cont) • The Cash Bond or Bank Guarantee shall be returned or released (as

appropriate) upon Council’s confirmation that the service has not been damaged or alternatively that all remedial action has been completed and the costs of those repairs has been met by the Applicant;

• A post-construction closed circuit television video (CCTV) survey with report shall be provided by the Developer together with a submission in writing seeking release of the said Cash Bond or Bank Guarantee. Refer note 6.

7.7.5.2 Performance Criteria 2

Adequate access must be provided to the rising main or sewer or stormwater drain or water main for future maintenance. (Refer Figure 1). Acceptable Solution: Performance Criteria 2 is satisfied if: (a) Any wall or footing of the building or structure is located at least

1000mm (see note 2) from the outside face of the service; and

(b) The minimum access width between the property boundary and the building, foundation or structure is not less than 3.0m (Refer Figure 1).

OR

(c) The minimum access width between the buildings, foundations or

structures at any point is not less than 3.0m (Refer Figure 1) where the service is located between buildings or structures.

OR

(d) Discretionary approval is granted pursuant to Clause (d) of performance

criteria 1.


Section 7.7


7.7.5.3 Performance Criteria 3 Adequate access must be provided and maintained to any access covers, or valve pits associated with a rising main, sewer or stormwater or water main. Acceptable Solution Performance Criteria 3 is satisfied if: (a) An access cover or valve pit lid does not have fill placed over it; and (b) There is a clear area of 2m x 2m maintained around an access cover or

valve pit lid; and (c) The manhole, pit or structure has a minimum horizontal clearance of

1.0m (refer note 2) from any building or structure; and (d) There is a minimum unobstructed vertical clearance of 2.4m.

7.7.5.4 Performance Criteria 4

Adequate access must be provided and maintained to any sewer connection point at all times. Performance Criteria 4 is satisfied if: (a) There is a clear area of 2m x 2m maintained around a sewer connection

point; and (b) The sewer connection point has a minimum horizontal clearance of 1.0m

from any building or structure; and (c) There is a minimum unobstructed vertical clearance of 2.4m.


Section 7.7


7.7.6 NOTES 1. This Planning Scheme Policy recognises that depending on the depth of

the service and the nature of the ground material, buildings or structures located 2.0 metres from the service may still be within the zone of influence. The distance of 2.0 metres has been determined to allow reasonable development of land containing services while still allowing restricted access for asset maintenance and renewal purposes.

2. Clear of Council infrastructure or building /structure means the distance

measured horizontally from the outside face or outside diameter of the infrastructure to the building/structural component affecting the particular asset.

3. All design and construction works shall comply with the relevant sections

of the Land Development Guidelines. 4. Footing, pier and bridging details shall be designed and certified by a

RPEQ (Civil) and submitted to Council for approval. 5. The CCTV survey and condition report shall be completed in accordance

with the WSAA Sewer Inspection Reporting Code of Australia (SIRC) and only be undertaken by suitably qualified persons trained in conduit condition assessment.

6. Bonds/Bank Guarantees will be refunded/released 3 months after the

issue of the certificate of classification, if Council is satisfied there is no damage to its services. Inspection fees are not refundable.

7. Where acceptable or alternate acceptable solutions are used, a report

from a competent person verifying compliance with the applicable solution must be submitted with the development application.

8. Any structure built within two (2) metres of a service main will be

recorded on Council’s property system, which will serve to advise current and future owners.

9. Where the post construction CCTV inspection indicates that damage has

occurred to Council infrastructure, which is a result of the building works, all costs associated with the repair of such damage shall be borne by the owner.


Section 7.7


7.7.6 NOTES (cont) 10. Where Council approves the construction of relocation works by

contractors engaged by the applicant/owner then an "Operational Works Application" and “Geotechnical Report from a RPEQ (Civil)” shall be submitted to Council for approval prior to the commencement of works.

11. Within this Planning Scheme Policy swimming pools are considered major

structures and acceptable solutions for Performance Criteria 1 shall apply.

12. Local government or other service provider approval is required before

interfering with any service. 13. Building over stormwater mains is not permitted. 14. Pressure mains (water mains and sewerage rising mains) and stormwater

mains are generally located in easements. Building over or within easements is not permitted.


Section 7.7


FIGURE 1


Section 8


8.0 ENGINEERING DRAWINGS AND DOCUMENT PRESENTATION

TABLE OF CONTENTS 8.1 INTRODUCTION....................................................................................2 8.2 ENGINEERING DRAWINGS AND DOCUMENT PRESENTATION.................................3 8.2.1 GENERAL REQUIREMENTS........................................................................3 8.2.2 SURVEY CONTROL.................................................................................3 8.2.3 ENGINEERING DRAWINGS ........................................................................4 8.2.4 CHECKING OF DRAWINGS PRIOR TO SUBMISSION.............................................6 8.2.5 ENGINEERING DRAWING - APPLICATION CHECKLIST .........................................7 8.2.6 DESIGN CALCULATIONS ..........................................................................7 8.2.7 SUBMISSION OF ENGINEERING DRAWINGS/JOB SPECIFICATION ............................7 8.2.8 RE-SUBMISSION OF ENGINEERING DRAWINGS AND JOB SPECIFICATION...................8 8.2.9 APPROVALS SUBJECT TO AMENDMENTS .......................................................8 8.2.10 APPROVED ENGINEERING DRAWINGS...........................................................9 8.2.11 PRIOR TO COMMENCEMENT OF ANY SITE WORKS ............................................9 8.3 ENGINEERING REPORT SUBMISSIONS ......................................................... 10 8.3.1 GENERAL ......................................................................................... 10 8.3.2 HYDRAULIC REPORTS........................................................................... 10 8.3.3 GEOTECHNICAL REPORTS...................................................................... 11 8.3.4 REPORT SUBMISSION – WATERWAYS

(CANALS, LAKES, TIDAL WATERS, CREEKS, RIVERS AND OTHER WATERWAYS) ........ 11 8.3.4.1 FORESHORE STRUCTURE SUB PLAN .......................................................... 14 8.3.4.2 WATERWAYS MAINTENANCE SUB PLAN ...................................................... 14 8.3.4.3 FORESHORE PROTECTION SUB PLAN ......................................................... 15 8.3.4.4 WATERFRONT DEVELOPMENT CONTROL SUB PLAN ........................................ 16 8.3.4.5 RIPARIAN VEGETATION SUB PLAN ............................................................ 17 8.3.4.6 WATER QUALITY SUB PLAN.................................................................... 17


Section 8.1


8.1 INTRODUCTION These Guidelines indicate the minimum standards required for the submission of Engineering Drawings and associated documentation for Council approval. It is anticipated that compliance with the Guidelines will save considerable time to Consultants and Council staff. In addition it is envisaged that it will assist in the implementation of procedures to be installed for checking by approved Third Party Certified Consultants.


Section 8.2


8.2 ENGINEERING DRAWINGS AND DOCUMENT PRESENTATION 8.2.1 GENERAL REQUIREMENTS

Consultants are expected to have systems in place to adequately assure the quality of Engineering Drawings, random reports, and documents that they produce. Council will only carry out checks to ensure that the design presented broadly conforms with Council's Standards. It is not necessarily a compliance check of calculations and all Engineering Drawings. Note: In keeping with the above aim, the Consultant shall complete the Engineering Drawings Application Checklist (refer Appendix A) and take full responsibility for errors and omissions in the Design Drawings submitted.

8.2.2 SURVEY CONTROL All Survey for the Development shall be based on the Australian Map Grid (AMG) and Australian Height Datum (AHD). All reduced levels shall be related to Council's Permanent Survey Marks (PSM). The value of the PSM should be obtained from Council and/or Department of Lands. Attention is drawn to the "Standard Electronic Format for As Constructed Data - Jan 1995 - Survey Control Network p17". It is Council's policy that the Developer's Registered Surveyor use the Council coordinate/level system at the start of the sub divisional design process.


Section 8.2


8.2.3 ENGINEERING DRAWINGS Engineering Drawings prepared by the Consultant shall be submitted for all earthworks, roadworks, stormwater drainage (including inter-allotment drainage), water supply, sewerage reticulation and other works associated with the Development. Generally Drawings will consist of the following: (a) Earthworks, Roadworks and Stormwater Drainage • Locality Plan; • Subdivision Layout/Staging Plan and North Point; • Earthworks Plan; • Roadworks and Drainage Plan; • Longitudinal Section of each Road; • Typical Road Cross-Sections; • Bridges as Major Culvert Structures (where applicable); • Cross-Sections of each Road; • Details of all Intersection Gradings; • Longitudinal Section and HGL of each drain line; • Inter-allotment Drainage Details; • Landscape Plan - if required; • Drainage Calculations, and Catchment Plan; • Sediment and Erosion Control Plan.

(b) Water Reticulation • Water Reticulation Plan; • Pipe size, type and class; • Water main alignments; • Valve, hydrant and other fittings locations; • Longitudinal sections for 300mm mains; • Water supply pump station details; • Minor reservoir details; • Live connection requirements and associated details; • Conduits; • Property services and location of reticulation mains connection point; • Easement location.


Section 8.2


8.2.3 ENGINEERING DRAWINGS (cont)

(c) Sewerage Reticulation • Sewer Reticulation Plan; • Pipe size, type and class; • Sewer main alignments; • Manhole locations, type, drop and lid type; • House connection type and level; • Longitudinal sections of each line; • Sewer pump station details; • Live connection requirements and associated details; • Equivalent populations, flow and design capacity; • Easement location.

(d) Road Bridge and Major Culvert Structures • Borehole locations and logs with design parameters; • Serviceability flood, velocity and level, existing ground or riverbed

profile, allowable excavation or scour depths at each pier and abutment; • Serviceability wind speed, design traffic loading and design dead loads

on deck; • Design bearing pressures and pipe capacities; • Design maximum and minimum temperatures; • Exposure classification of the structure; • Replacement or repair procedures for elements, which have theoretical

life less than 100 years;

Note: The above details shall include the maintenance requirements of the structure and form part of the drawing submissions.

(e) Street lighting and electrical reticulation • Street lighting and electrical reticulation plan; • Demonstrate that services (including pillars) do not conflict.

Note: A separate layout plan is required as part of the application submission, indicating all services as indicated above.


Section 8.2


8.2.3 ENGINEERING DRAWINGS (cont) (f) Waterfront Development

• Locality plan and lot description; • Typical cross sections of the waterway profile showing HAT, MHWS,

MLWS, LAT, and 100 year ARI Flood Level where appropriate; • Plan view of the lot layout showing waterfront building setback line,

waterway regulation line and quay line; • Plan view, elevations and sectional details for any structural revetment

walls (concrete or rock protection); • Plan view of the waterway layout showing existing riparian vegetation

and proposed soft foreshore treatments, which were identified in any impact assessment statements;

• Details associated with maintaining flood conveyance and flood storage within the waterway in accordance with any relevant hydraulic flooding reports.

Note: The Consultant’s attention is drawn to Council’s Standard Drawing 03-04-004 where additional Council requirements are shown for waterway development. This standard drawing will also assist in providing guidance to Consultants for preparation of engineering drawings related to submission of details listed above.

8.2.4 CHECKING OF DRAWINGS PRIOR TO SUBMISSION All Engineering Drawings submitted to Council for approval shall be checked and signed by the Consultant. Council does not provide a comprehensive checking service for checking Drawings in detail and it is the Consultant's responsibility through its Quality Assurance procedures to ensure that Drawings are in accordance with State Government and Council's Standards, Acts, By-Laws and Regulations.


Section 8.2


8.2.5 ENGINEERING DRAWING - APPLICATION CHECKLIST "The Engineering Drawing - Application Checklist" (refer Appendix A) shall be completed and included in the original submission. This checklist summarises Council's minimum requirements. It is intended that this checklist will assist in the preparation of the required Engineering Drawings.

8.2.6 DESIGN CALCULATIONS

Council requires that the Consultant's Engineering Design be fully documented and include appropriate calculations to allow interpretation of the design decisions. Generally calculations will include: • Stormwater Drainage Calculations as established in Section 3.5 (Design

Requirements - Stormwater Drainage) of these Guidelines (including any computer software output);

• Any structures associated with the Development; • Water Supply or Sewerage Pump Stations; • Water Reservoir; • Water quality; • Flood conveyance and storage calculations where required.

8.2.7 SUBMISSION OF ENGINEERING DRAWINGS/JOB SPECIFICATION

Engineering Drawings/Job Specification shall be lodged with Council and include: (i) "Engineering Drawing Application Checklist" Form fully completed (refer

Appendix A); (ii) "Application for Approval of Engineering Drawings For Subdivision Works"

Form fully completed (refer Appendix B); (iii) Two (3) copies of each Engineering Drawing and one (1) copy of the Job

Specification. The Engineering Drawings should be one A1 size and one A3 size;


Section 8.2


8.2.7 SUBMISSION OF ENGINEERING DRAWINGS/JOB SPECIFICATION (cont) (iv) Any relevant supporting documentation; (v) Details of any non-conforming design and reasons for proposing its use; (vi) Live connection design details for water supply and sewer reticulation.

The details shall be sufficient to enable early costing by Council for the connection.

It is to be noted that, in accordance with the Integrated Planning Act, an "Operational Works" Application Form fully completed shall be submitted with the above.

8.2.8 RE-SUBMISSION OF ENGINEERING DRAWINGS AND JOB SPECIFICATION

Where Engineering Drawings and/or Job Specification are Not Approved, they require re-submission, which shall include: (i) Covering letter quoting Council's file reference and reference to previous

submission; (ii) Two (2) copies of each Amended Engineering Drawing and one (1) copy of

the Amended Job Specification with amendments clearly identified. The Engineering Drawing size shall comply with Section 8.2.7 (iii);

(iii) Any relevant supporting documentation; (iv) Details of any non-conforming design and reasons for proposing its use; (v) Relevant fees paid.

8.2.9 APPROVALS SUBJECT TO AMENDMENTS Where Engineering Drawings and/or Job Specification are Approved Subject to Minor Amendments, Council may request the following: (i) Two (2) copies of each amended Engineering Drawing with amendments

clearly identified. The Engineering Drawing size shall comply with Section 8.2.7 (iii);

(ii) Any relevant supporting documents.


Section 8.2


8.2.10 APPROVED ENGINEERING DRAWINGS Following the stamping by Council of the Engineering Drawings as approved, one (1) copy will be retained by Council and one (1) copy forwarded to the Consultant. The only Engineering Drawings to be used for construction shall be those based on the Council stamped and approved copy forwarded to the Consultant. Council shall provide a quotation for work associated with water supply and sewerage reticulation live connections as detailed on the approved Engineering Drawings. This quotation shall remain firm for 60 days.

8.2.11 PRIOR TO COMMENCEMENT OF ANY SITE WORKS

Before Site Works commence the following written approvals from Council shall be obtained: (i) Approval of the Engineering Drawings/Job Specification; (ii) Approval of the Erosion and Sediment Control Management Plan (if

required by Council); (iii) Approval of Vegetation Management Plan (if required by Council) (refer

Appendix C); (iv) If applicable Landscape Plans must have been submitted and approved; (v) Acceptance of a construction program to minimise environmental impact

and in particular environmental sensitive areas in accordance with Section 9 of the Guidelines;

(vi) The Developer shall conform to the requirements of Section 5.0 of Water Resources Commission Sewerage Guidelines and where necessary be responsible for the submission in Council's name of an application for a licence to discharge sewerage pump station overflows.


Section 8.3


8.3 ENGINEERING REPORT SUBMISSIONS 8.3.1 GENERAL

This section is not intended as an outline of Council’s development policies in relation to the submission of engineering reports. However, where development proposals are located in drainage problem areas, flood plain areas and/or steep slopes for example, Council may require that Developers and their Consultants address these matters and present such details in the form of an engineering report for Council’s approval. These reports, if required, would be submitted either as part of the development application and assessment stage, or in response to a condition of development approval. Advice regarding these matters should be sought from a suitably qualified and experienced Consulting Engineer and / or Council.

8.3.2 HYDRAULIC REPORTS Where development proposals involve drainage works, earthworks in floodplains or waterways, and/or construction of canals or marinas, applicants may be required to submit to Council a hydraulic study involving assessment of: (i) Minimum fill and habitable floor levels required within the site; (ii) Effects of filling on flood levels external to the site; (iii) The proposed change in flood storage volume within the site; (iv) Increases in peak flow rates downstream of the site; (v) Other effects as required by Council. Hydraulic reports and associated information detailing the Developer’s proposal, should be presented in the form of an hydraulic report, engineering plans, earthworks calculations and certifications as detailed in Council’s policy document, “Hydraulic Report Submissions” and submitted by a suitably qualified and experienced Consulting Hydraulic Engineer.


Section 8.3


8.3.3 GEOTECHNICAL REPORTS Where development proposals involve development on steep slopes (greater than 20%) and/or unstable slopes (greater than 15%) or involving bulk earthworks creating steep slopes or retaining structures, applicants may be required to submit to Council a geotechnical report demonstrating that the proposed works:

• Do not decrease the safety and structural stability of existing buildings

and infrastructure, either within or external to, the site; • Will ensure that the proposed works are safe and comply with all

relevant geotechnical policies, codes and standards; • Other objectives as required by Council. This information should be presented in the form of a report, plans, earthworks calculations and certifications as detailed in Council’s policy document “Geotechnical Report Submissions”, and submitted by a suitably qualified and experienced Geotechnical Engineer.

8.3.4 REPORT SUBMISSION – WATERWAYS (Canals, Lakes, Tidal Waters, Creeks, Rivers and other waterways)

Where development proposals involve development of waterways, fronting waterways or that may direct impact on the function of a water body, applicants may be required to submit to Council a Waterways Report demonstrating that the proposed works allow for the ongoing sustainability of the water body over the next 120 years. Such detail should be presented in the form of a report including sub plans, calculations and certifications as outlined below and submitted by a suitably qualified and experienced Consulting Hydraulic Engineer.


Section 8.3


8.3.4 REPORT SUBMISSION – WATERWAYS (cont) (Canals, Lakes, Tidal Waters, Creeks, Rivers and other waterways)

The following components of the development should be fully described: • Depth of waterways; • Slope of foreshores; • Type and position of foreshore protection (if proposed); • Position and dimensions of access channels (where connection to

navigation channels is proposed); • Position of future pontoons, jetties, boat ramps and other foreshore

structures (where proposed); • Position of future waterfront dwellings (where proposed); • Acceptable types of construction between waterfront dwellings and

water (eg side fencing, BBQs, pools, podiums, decks, landscaping); • The position of riparian vegetation (where proposed to be established

and/or retained and enhanced). The report should demonstrate the sustainability of these components in regards to at least the following considerations: • The conveyance of flood flows; • The conveyance of tidal flows; • The maintenance of water quality; • The stability of foreshores; • Navigation along the waterway; • Equitable mooring of future vessels within the waterway; • Ecology of the waterway and its foreshores; • Conservation of physical processes such as littoral drift of sand along

foreshores; • Amenity of the Waterscape (views etc).


Section 8.3


8.3.4 REPORT SUBMISSIONS – WATERWAYS (cont) (Canals, Lakes, Tidal Waters, Creeks, Rivers and other waterways)

In addition the report should provide detail for the ongoing sustainability of the water body including documenting the estimates for the water body of at least the following: • Geomorphologic evolution of the water body (meandering etc); • Sea level rise; • Boat wake (consider growth in future boating usage); • Changes to tidal prism; • Increased runoff from catchment; • Wave generation within water body; • Changes to water body due to expected floods and tides over next 120

years; • Littoral systems (changes to supply and sinks); • Midge populations; • Rates of sediment entering and leaving the water body; • Water quality within the water body; • Water levels within the water body; • Impact of water body on other water bodies; • Foreshore usage (Swimmers, Fishers, Walkers). The report should include the following sub plans when required to demonstrate the overall sustainability of the water body: • Foreshore Structure sub plan; • Waterway Maintenance sub plan; • Foreshore Protection Sub plan; • Waterfront Development Control sub plan; • Riparian Vegetation sub plan; • Water Quality sub plan.


Section 8.3


8.3.4.1 Foreshore Structure Sub plan

The simplest form of this sub plan is simply a quay line distance for the outside edge of all future pontoon and jetty structures. With such a description the waterway allocation will be calculated by simply projecting the side boundaries of waterfront property out to the quay line. Some waterway development requires more sophisticated foreshore structure planning to ensure sustainability. In these cases positions for waterway allocation should be more fully described. An example is along a mangrove-lined foreshore typically the positions of future walkways need to be carefully controlled to protect the mangroves along the foreshore. Another example is a proposal to allow battle-axe mooring of vessels. Such complex waterway allocation needs to be fully described and demonstrated to be sustainable. Where locks or other navigation aids are necessary to ensure sustainable vessel access then these elements and their ongoing maintenance should be described in this sub plan.

8.3.4.2 Waterways Maintenance Sub plan For some waterways, a future regime of maintenance may be necessary to ensure ongoing sustainability. It the development proposed will impact on the necessary future maintenance for a water body, then a waterways maintenance sub plan should be produced. This sub plan should include a description of what future maintenance activities will be necessary to ensure sustainability. An example of a maintenance activity that might be described by this sub plan would be the dredging of an access channel to ensure continuing navigable depth of –2.5m AHD. The plan should also identify the frequency that these maintenance activities need to be completed, a feasible method of completing the maintenance, the costs of completing these activities and any approvals that will be necessary to allow the maintenance to proceed. Note that if is unlikely that the approval can be achieved in the future for the necessary maintenance then it will be considered that the proposed development is not sustainable.


Section 8.3


8.3.4.2 Waterways Maintenance Sub plan (cont)

This maintenance sub plan shall deal with all aspects of sustainability of the water body including at least the following: • Continued flood conveyance; • Continued Tidal flushing; • Continued Navigation Access; • Continued Foreshore stability; • Continued Ecological Function.

8.3.4.3 Foreshore Protection Sub plan The preferred method of ensuring foreshore sustainability is to provide an adequately sized riparian buffer zone to waterways that will allow natural processes to continue over the next 120 years. For many water bodies such a large buffer zone may not be desirable and so alternate structural revetment or foreshore protection schemes can be proposed. The foreshore protection sub plan should fully describe the method of foreshore protection proposed for every part of the foreshore. Structural revetment walls should be fully described on an engineering drawing and be certified as stable in compliance with Council’s foreshore structure policy. Certification of the revetment wall design and construction shall be included. Anchor rods shall not form part of structural revetments. The foreshore protection sub plan should clearly demonstrate the sustainability of the foreshore protection proposed including consideration of at least the following factors: • Continued flood conveyance; • Continued tidal flushing; • Continued navigation access; • Continued foreshore stability; • Continued ecological function.


Section 8.3


8.3.4.4 Waterfront Development Control Sub plan The report should clearly identify the position along all waterways impacted by the development of the following: • Quay Lines; • Revetment regulation Line; • Waterfront Building Setback Line. On acceptance of the position of these alignments they will be incorporated into the Whole of City waterfront development control maps to ensure future development near this water body continues to comply with the criteria necessary for sustainability demonstrated by this report. The simplest requirements for these lines are as shown on Drawing 03-04-004. Where different controls on structures are required then what is shown on drawing 03-04-004 to ensure sustainability then the report shall clearly identify what these requirements are. The report should examine the ability for future regulatory agencies to achieve the necessary controls to demonstrate sustainability. If it is not reasonable for future regulatory agencies to achieve such controls then it will be considered that this development proposal is unsustainable. Care should be taken to ensure that the waterway development control plan is consistent with the waterways maintenance plan. The report should clearly deal with: • Habitable structures to be built on the landward side of the Waterfront

Building setback line; • Landscaping structures such as pools, side fences and BBQs that may be

built within the waterfront setback area; • Foreshore structures to be built between the revetment and the quay

line.


Section 8.3


8.3.4.5 Riparian Vegetation Sub plan The retention of foreshore vegetation is strongly encouraged as a method of ensuring sustainability of the foreshore. Where areas of riparian vegetation are proposed as part of the sustainability plan then the position of these areas should be clearly identified. The riparian vegetation plan should deal with areas of riparian vegetation on public, private and unallocated lands. The plan should include an intent statement for the riparian vegetation identifying information about whether the riparian area has been included as a sacrificial zone. The riparian vegetation plan should also include information like list of the acceptable species that can be established into this zone in the future and recommendations of the type of maintenance (if any) that should be undertaken along this zone.

8.3.4.6 Water Quality Sub plan

Where pipes or mechanical systems are necessary to achieve a sustainable water quality within the water body then the function of these elements should be described in this sub plan. The water quality goals should be clearly outlined and any mechanisms, flow paths or other criteria necessary to achieve the water quality should be described including ongoing maintenance plans for the elements of the water quality control systems (eg pumps, pipes, weirs, fountains, chemical treatments, mechanical harvesting, dredging, siltation pond desilting). The ongoing costs of any water quality control mechanisms or activities should be identified in the report.


Section 9


9.0 CONSTRUCTION PROCEDURES

TABLE OF CONTENTS 9.1 INTRODUCTION....................................................................................2 9.2 PROCEDURES ......................................................................................3 9.2.1 PRIOR TO SITE WORKS ...........................................................................3 9.2.2 CONSTRUCTION PHASE...........................................................................3 9.3 COUNCIL INSPECTIONS ...........................................................................8 9.3.1 GENERAL ...........................................................................................8 9.3.2 SUB-GRADE/SUB-GRADE REPLACEMENT INSPECTION........................................8 9.3.3 SUB-BASE PAVEMENT INSPECTION..............................................................8 9.3.4 SERVICE CONDUIT INSPECTION .................................................................8 9.3.5 PRE-SEAL INSPECTION............................................................................9 9.3.6 WATER AND SEWERAGE INSPECTION...........................................................9 9.4 COUNCIL ON MAINTENANCE INSPECTION.................................................... 10 9.4.1 GENERAL ......................................................................................... 10 9.4.2 ON MAINTENANCE INSPECTION ............................................................... 10 9.4.3 MAINTENANCE PERIOD ......................................................................... 14 9.5 COUNCIL OFF MAINTENANCE INSPECTION................................................... 15 9.5.1 GENERAL ......................................................................................... 15 9.5.2 OFF MAINTENANCE INSPECTION .............................................................. 15


Section 9.1


9.1 INTRODUCTION As a consequence of Council inheriting the future maintenance and ecological responsibility for the sub divisional elements of the development, the cost burden of this maintenance will ultimately be with the ratepayers. Therefore strict compliance with Council's requirements is necessary to ensure that the inherited facilities perform adequately for their design lives. The works ultimately accepted by Council should become a public asset, not a public liability. Council requires that the ecological values both short and long term be considered during the Construction and Maintenance phases of the development. At very sensitive ecological sites (as identified by Council) the submission of a construction program that ensures the minimisation of the impact on the environment may be required by Council.


Section 9.2


9.2 PROCEDURES 9.2.1 PRIOR TO SITE WORKS

Prior to site works commencing Council is to be notified of the following: (i) Consultants Representative; (ii) Name of the Contractor and its Representative; (iii) Pursuant to the Workplace Health and Safety Act, the name of the

"Principal Contractor"; (iv) Confirmation that all relevant approvals have been obtained in

accordance with the Conditions of Development; (v) Date of a pre-start meeting to be arranged by the Consultant in order

that Council can indicate its inspection and certification requirements.

9.2.2 CONSTRUCTION PHASE (a) Project Notice Board It is a mandatory Council requirement that a Project Notice Board be provided in a conspicuous location. The Project Notice Board (1200mm x 900mm minimum) shall clearly show the company name and contact phone number for the following: (i) Developer (ii) Consulting Engineer (iii) Contractor (iv) Gold Coast City Council - Subdivision Section (Council's current Sub

divisional Section phone number must appear)

(b) Water for Construction Purposes Where water for construction purposes is drawn from Council's reticulated water supply system it shall be through a metered standpipe and paid for at Council's prescribed fees and charges.


Section 9.2


9.2.2 CONSTRUCTION PHASE (cont)

(c) Recycled Water

The use of potable water is not permitted in activities associated with road and pavement construction, compaction of fill and dust suppression. The use of recycled water is encouraged, especially where other alternative sources do not exist. Where the applicant / contractor / developer decides to use recycled water, its use shall be in accordance with the requirements of the Gold Coast Water Recycled Water Safety Plan (the “Safety Plan”. The Safety Plan sets out the requirements for transport and use of recycled water. To register and obtain a copy of the safety plan and also to obtain a list of approved operators, the applicant / contractor / developer should contact Gold Coast Water. “Potable water is defined as water treated to drinking water standards (NHMRC Guidelines 1996) and being available in Councils normal reticulated potable water supply system.” “Recycled water is defined as treated wastewater in Class A, B or C in accordance with the Queensland guidelines for the Safe use of Recycled Water (Draft 2004).”

(d) Clearing, Grubbing and Earthworks Clearing, Grubbing and Earthworks are to be performed in strict accordance with: (i) The approved Erosion and Sediment Control Management Plan (if

required by Council) (ii) Application for Vegetation Management Approval (refer Appendix C) and

associated Plan (iii) Stamped and approved Engineering Drawings/Job Specification (iv) Council's current Standard Specifications and Drawings


Section 9.2



(e) Earthworks Construction and Compaction of Earthworks is to comply with Council's Standard Specification SS4 and relevant Australian Standards and any recommendations from Geotechnical Consultants. (f) Blasting Prior to any blasting work being carried out on site the Consultant shall instruct the Contractor to ensure that all relevant approvals and permits (including Council's Blasting Permit) have been obtained. In addition the Consultant shall ensure that the Contractor complies with the Council's Notification Procedures in particular the requirement that the Contractor notify Council's Sub divisional Section 2hrs prior to blasting operations commencing on site. (g) Allotment Compaction Unless otherwise specified by Council the Inspection and Testing frequency required shall comply with Council's Standard Specification SS4. (h) Sub-grade Testing and Pavement Thickness Sub-grade Testing and Pavement Thickness information should be forwarded to Council by the Consultant as early as possible. These test results (carried out by a NATA Registered Laboratory) and the Consultant's proposed pavement design should be received and approved by Council prior to Council's sub-grade inspection. Pavement material shall be supplied and placed in accordance with Council's current Standard Specification SS7 - Pavement Material. The minimum pavement and course thickness shall be as determined in Section 3.3.


Section 9.2


9.2.2 CONSTRUCTION PHASE (cont) (h) Sub-grade Testing and Pavement Thickness (cont) Each pavement course should not be commenced until the previous pavement course has been inspected and/or approved by Council (unless otherwise advised by Council). Compaction tests of each layer are required and the Consultant is to ensure that all tests are satisfactory. (i) Sub-surface Drainage Council requirements are that sub-surface drains be constructed in accordance with Council's Standard Drawings and located under all kerb and channel, and median kerbs. Flushing points are to be located as detailed on the Standard Drawings. Sub-surface Drainage at locations other than indicated above are to be approved by Council prior to kerb and channel and pavement construction commencing. If the sub-grade consists of free draining sand then Council may consider deleting sub-surface drainage. (j) Water Supply Reticulation The construction of water supply reticulation shall comply with Council's Standard Specification SS2. At the commencement of construction the Consultant shall provide Council's relevant sections with written notice (including a copy of the approved Water Supply Reticulation Drawings) of the anticipated date required for live water supply connections.


Section 9.2



(j) Water Supply Reticulation (cont)

Council will not commence works associated with the live water supply connection or disconnections until Council is provided with: • Full payment of a current Council quote with receipt details; • Certification of the water main passing pressure and water quality

testing. In the event that the water quality test is a deemed acceptance pursuant to Standard Specification SS2, the Consultant shall notify Council that Council's influent existing main does not comply with the water quality test limits set out in Standard Specification SS2. (k) Sewerage Reticulation The construction of sewerage reticulation shall comply with Council's Standard Specification SS1. At the commencement of construction the Consultant shall provide Council's relevant section with written notice (including a copy of the approved Sewerage Reticulation Drawings) of the anticipated date required for live sewerage connections.

Council will not commence works associated with the live sewerage connections or disconnections until Council is provided with: • Full payment of a current Council quote with receipt details; • All certification details in accordance with Section 9.4.2 (d).


Section 9.3


9.3 COUNCIL INSPECTIONS 9.3.1 GENERAL

During the construction phase the Consultant is expected to have adequate inspection systems in place and is responsible for exercising reasonable skill and diligence to ensure that the works are constructed in accordance with the approved Engineering Drawings and Specifications. Notwithstanding the Consultants responsibility Council will conduct Inspections generally as set out in this Section.

9.3.2 SUB-GRADE/SUB-GRADE REPLACEMENT INSPECTION

Sub-grade/Sub-grade Replacement Inspection will be arranged with Council by the Consultant. This inspection includes: (i) Verification of approved pavement depth; (ii) A check to ensure that all unsuitable material (including organic matter)

has been removed; (iii) Load testing of pavement sub grade with a single axle loaded water truck

or similar (minimum load on rear wheels shall be 8 tonne). Deflections detected in the sub-grade indicating weakness may require rectification and re-inspection.

9.3.3 SUB-BASE PAVEMENT INSPECTION

Sub-base Pavement Inspection may be required by Council depending upon the results of Section 9.3.2 above. In this event elements of the sub-grade test procedure may be employed.

9.3.4 SERVICE CONDUIT INSPECTION Inspection of the service conduits by Council shall be arranged by the Consultant prior to the request for the Pre-seal Inspection.


Section 9.3


9.3.5 PRE-SEAL INSPECTION Pre-seal Inspection of the pavement will be arranged with Council (by the Consultant). This inspection includes: (i) Inspection to verify an even and acceptable cross fall complying with the

approved Engineering Drawings; (ii) A check to ensure that sufficient depth is available to allow placement of

the required thickness of the specified finished surface (asphalt surfacing, concrete segmental paving, stencilled concrete or 2 coat seal etc);

(iii) A single rear axle loaded water truck or similar (minimum load on rear wheels shall be 8 tonne). Deflections detected will require rectification and subsequent reinspection;

(iv) Final approval of this inspection is dependent upon satisfactory pavement test results being submitted to Council.

9.3.6 WATER AND SEWERAGE INSPECTION

Where deemed necessary by Council random "potting" inspections may be ordered in order to ensure compliance with Council's Standard Specifications SS1 and SS2. The Consultant shall confirm all testing and certification is satisfactory prior to the "On Maintenance" inspection.


Section 9.4


9.4 COUNCIL ON MAINTENANCE INSPECTION 9.4.1 GENERAL

The purpose of the "On Maintenance" inspection is to ensure that the Development has been completed in accordance with the approved Engineering Drawings, the Subdivision Conditions and Council requirements.

9.4.2 ON MAINTENANCE INSPECTION "On Maintenance" inspections will generally include, but are not limited to, inspection of the following: (a) Earthworks and Roadworks: • Grades and profiles of roads, kerbing and footpaths; • Top soiling and seeding to prescribed areas; • AC surfacing for texture and finish; • Street signs and line marking (in place or paid for); • Final allotment pegging; • Sub-surface drains flushing points etc; • Street tree planting (if required); • Check all underground Public Utility Services (including water service)

conduit markers in place; • Street furniture. (b) Stormwater Drainage: • Roads, pipes, structures, flow paths clear of silt and debris; • No ponding of water on roads, in pipes, structures, kerbs or flow paths; • Turfing to prescribed areas; • Pipes laid to line and level; • No damaged pipes or structures; • No reinforcing steel exposed to cut off pipes; • Pipe penetrations to manholes finished off; • Quality of concrete work;


Section 9.4


9.4.2 ON MAINTENANCE INSPECTION (cont)

(b) Stormwater Drainage (cont): • Check for unsound render work; • Converter slabs mortar bedded; • Manhole lids; • Correct drops through manholes; • Gullies and grates; • Overland flow paths to profile; • Inter-allotment drainage system; • Downstream culverts/pipes and watercourses cleared of siltation. • Roof water drainage kerb outlets if required • Inter-allotment drainage pipes and manholes clean and dry • Inter-allotment drainage pipes laid to line and level • Correct manhole sizes, lids, locations • Manhole lids finished to match finished surface levels and slopes (c) Water Supply Reticulation • Alignment and location check of system • Hydrants and valves in accordance with the approved design • Ensure height of valves and hydrants in accordance with Council's

standard Drawing No 59606 and 59607 respectively • Hydrant, valve and property service locations markers completed • Specialised infrastructure complete (pumps, PRV's, reservoirs etc) Council requires that the Consultant provide written certification that Pressure and Water Quality Testing results have been carried out in accordance with Council's Specification SS2 and that these results be submitted with an accompanying plan ("as constructed"), for approval prior to any domestic connections to allotments. These test results should be submitted to Council as soon as they are available to ensure Council can expedite water connections. In addition the Consultant shall ensure live water supply connections have been completed.


Section 9.4


9.4.2 ON MAINTENANCE INSPECTION (cont)

(d) Sewerage Reticulation • Alignment and location check of the system; • Manholes have been constructed in accordance with the Approved

Engineering Drawings and the convertor slabs and surrounds are sealed watertight;

• Visual Inspection of all sewer lines including benching; • Where applicable pump and lift stations constructed in accordance with

the Approved Engineering Drawings with all pumping and electrical facilities in working order.

Council requires that the Consultant provide: (i) Written certification that the Consultant or an approved NATA registered

testing company has witnessed: • Air Testing of Sewers; • Vacuum Testing of Manholes; • Ovality Testing of Sewers; • Hydraulic Testing of Pressure Mains in accordance with Council's Standard Specification SS1;

(ii) Certification from the supplier of ready mixed concrete that all concrete supplied for sewerage pump/lift stations is in accordance with Council's Standard Specification SS1;

(iii) A written warranty in Council's name jointly from the manufacturer and applicator of the protective coating system of sewerage pump/lift stations in accordance with Council's Standard Specification SS1;

(iv) A copy of the CCCTV inspection report and video in accordance with Council’s Standard Specification SS1.

In addition the Consultant shall ensure live sewer connections have been completed.


Section 9.4


9.4.2 ON MAINTENANCE INSPECTION (cont) (e) General • Site is clean, tidy, free of rubbish, rocks, sticks, unauthorised stockpiles,

etc; • Allotment earthworks to be free draining and generally in accordance

with the approved design including any retaining structures; • Water quality and sediment control measures; • Integrity of environmentally significant areas; • Maintenance security deposit lodged; • Evidence that an ENERGEX agreement is in place relevant to both

reticulation supply and street lighting; • Eradication of State declared plants and/or recognised environmental

weeds; • Irrigation Systems is non-open space area (if appropriate) installed in

accordance with approved plans. (f) Open Space Areas "On Maintenance" inspections of dedicated Open Space Areas shall conform with Section 6.3.1 of the Guidelines. (g) Road Bridge and Major Culvert Structures Level 2 inspection according to Bridge Inspection Manual of Department of Main Roads, shall be carried out by a bridge inspector accredited by Main Roads. A paper and electronic copy of the report shall be submitted before on maintenance inspection and shall be included with the as constructed drawings. The electronic copy of the report should be compatible with Council’s bridge asset management software “Bridge Offsider” developed by assets Management services – Queensland Department of Main Roads.


Section 9.4


9.4.2 ON MAINTENANCE INSPECTION (cont) Notwithstanding the above, the development works will not be formally accepted "On Maintenance" until the maintenance security deposit has been lodged, roads open to the public, "As Constructed" Drawings lodged, Documentation and all testing results and certificates are submitted and approved in accordance with these Guidelines unless otherwise approved by Council. Note: The maintenance period for bridges shall be 12 months (minimum). Bridges incorporating timber elements shall be maintained for 18 months. Maintenance Management Plans for public open space areas are to be submitted prior to or concurrent with commencement of ‘On Maintenance” phase.

9.4.3 MAINTENANCE PERIOD The inspected works are to be placed "On Maintenance" for a period of (12) twelve months, or as otherwise advised by Council, from the date of formal notification by Council. During this period, responsibility and liability for rectification of defects and for any damage that may occur lies with the Developer, not the Council (unless the work may be directly related to Council activities). Steps should be taken to prevent damage occurring. AC core tests and 28-day concrete cylinder tests not available at the "On Maintenance" inspection must be supplied during the Maintenance Period. In Developments where there is an emergency situation Council may under duty of care complete such work as necessary to ensure the safety of the public. Where such works are required due to defective works or materials supplied, Council will back charge the Developer.


Section 9.5


9.5 COUNCIL OFF MAINTENANCE INSPECTION 9.5.1 GENERAL

The purpose of the "Off Maintenance" inspection is to ensure that the constructed works have performed satisfactorily during the "Maintenance Period" and that omissions and defects have been rectified.

9.5.2 OFF MAINTENANCE INSPECTION The Consultant is responsible for ensuring that the works are presented in accordance with the approved Engineering Drawings/Job Specification and accepted Engineering practice prior to requesting an "Off Maintenance" inspection. Failure to do so may result in cancellation of the inspection and/or the charging of a re-inspection fee. "Off Maintenance" inspections will generally include, but are not limited to, inspection of the following: (a) Earthworks and Roadworks

• Concrete kerbs and walkways/bikeways; • Pavements and surfacing for deformation/damage (including load

testing); • 80% coverage of specified grass to prescribed areas; • Street signs and line marking; • Street tree planting (if required); • Kerb Numbering.


Section 9.5


9.5.2 OFF MAINTENANCE INSPECTION (cont) (b) Stormwater Drainage • Roads, pipes, structure, flow paths clear of silt and debris; • No ponding on roads, in pipes, structures, kerbs or flow paths; • Turfing to prescribed areas; • Pipes for damage/movement; • Exposure or corrosion of reinforcing steel; • Overland flow paths for profile; • Inter-allotment drainage system; • Downstream culverts/pipes and watercourses cleared of siltation. (c) Water Supply Reticulation

• Hydrants, valves and other fittings functioning and surrounds and

associated markings shall be still clearly visible; • Ensure height of valves and hydrants in accordance with Council's

Standard Drawing No 59607; • Signs of any surface subsidence along alignment; • Other infrastructure components operational ie reservoirs, pump

stations. (d) Sewerage Reticulation • A CCCTV inspection of defective sewer lines; • Manholes and associated benching; • No infiltration of groundwater into sewer lines/system; • Signs of any surface deformation along alignment; • No ponding of surface water above manholes; • Other infrastructure components operational ie sewerage lift and pump

stations.


Section 9.5


9.5.2 OFF MAINTENANCE INSPECTION (cont)

(e) Road Bridge and Major Culvert Structures • All defects identified during the Level 2 inspection and by Council

officers shall be rectified before the off maintenance inspection. Photographs shall support rectifications carried out in areas where there is no easy access.

(f) General • Street lighting installed in accordance with the approved plans; • Retaining structures for damage / movement; • Irrigation systems is non-open space area (if appropriate) are functional. (g) Open Space Areas • "Off Maintenance" inspections of dedicated Open Space Areas shall

conform with Section 6.19.1. of the Guidelines Following a satisfactory "Off Maintenance" inspection, the Consultant should submit a written request to Council for acceptance of the works "Off Maintenance", and release of the Maintenance Security Deposit.


Section 10


10.0 AS CONSTRUCTED REQUIREMENTS

TABLE OF CONTENTS 10.1 INTRODUCTION....................................................................................2 10.2 PRIOR TO "AS CONSTRUCTED" SUBMISSION ...................................................3 10.2.1 GENERAL REQUIREMENTS........................................................................3 10.2.2 AS CONSTRUCTED CRITERIA .....................................................................3


Section 10.1


10.1 INTRODUCTION The purpose of this Guideline is to define Council requirements for the submission of "as constructed" information in a form that will expedite the checking process and subsequently allow for early acceptance of the works "on maintenance". The "as constructed" information will be used by Council to assure that the completed works satisfy the following: (i) Provide an accurate record of the "as constructed" completed works for

location, level and attribute information in accordance with GCCC data model described in the Standard Electronic Format for As Constructed Data.

(ii) Ensure that the finished product is in accordance with the approved

Engineering Drawings and Council's Standards. (iii) Ensure that Council is provided with an inventory of assets being handed

over to Council for asset management purposes.


Section 10.2


10.2 PRIOR TO "AS CONSTRUCTED" SUBMISSION 10.2.1 GENERAL REQUIREMENTS

Council requires that Consultants certify the "as constructed" information is accurate and records of the completed works. In keeping with the above aim, the Consultant shall complete the "Consulting Engineer's Certificate And As Constructed Certification" form (refer Appendix C).

10.2.2 AS CONSTRUCTED CRITERIA "As constructed" information prepared by the Consultant for submission to Council should meet the following minimum criteria: • Be endorsed by a Licensed Surveyor with an appropriate QA Standard; • All "as constructed" information shall be submitted to Council prior to

any formal acceptance of the Works "on maintenance"; • The submission of "as constructed" information is required in the format

as specified in Council's current "Standard Electronic Format for As Constructed Data";

• Approved street names and correct lot numbers shall be shown on all "as constructed" information;

• All significant variations from approved Engineering Drawings (including tolerances outside those specified) shall be approved by Council prior to or during construction and such changes recorded on the "as constructed" information;

• Any amendments required by Council to the submitted "as constructed" information shall be made and resubmitted by the Consultant and approved by Council prior to formal acceptance of the Works "off maintenance";

• Where uncompleted works are bonded for survey plan sealing purposes, "as constructed" data for all completed works shall be submitted to Council in accordance with Council’s Standard Electronic Format.


Section 11


11.0 BONDING REQUIREMENTS

TABLE OF CONTENTS

11.1 INTRODUCTION..................................................................................... 2 11.2 TYPES OF BONDS................................................................................... 3 11.2.1 PERFORMANCE BOND.............................................................................. 3 11.2.2 UNCOMPLETED WORK BONDS .................................................................... 3 11.2.3 ESTABLISHMENT AND MAINTENANCE BOND .................................................... 4 11.2.4 FORMAL AGREEMENT.............................................................................. 4 11.3 FORM OF BOND..................................................................................... 6 11.3.1 FORM ................................................................................................ 6 11.3.2 CHEQUES ............................................................................................ 6 11.3.3 BANK GUARANTEES ................................................................................ 6 11.4 SUBMISSION OF BONDS............................................................................ 7 11.4.1 REQUESTING APPROVAL OF BOND AMOUNT ................................................... 7 11.4.2 REQUESTING RETURN OR REDUCTION OF BOND AMOUNT ................................... 7


Section 11.1


11.1 INTRODUCTION These Guidelines provide Council's minimum requirements for bonding of Developments Obligations. They shall be read in conjunction with Council's other policies and by laws. "Bonding" is the submission of a financial security to Council by the developer, and is used in the following circumstances: (a) To cover uncompleted development obligations in order to obtain the

early release of Survey Plans. (b) To cover all development construction works during the maintenance

period. NOTE Development obligations refer to all conditions of approval relative to the development permit. This includes, but is not limited to, Civil Works, Park improvements, provision of 'As Constructed' information, test certificates, revegetation, sediment and erosion control.


Section 11.2


11.2 TYPES OF BONDS 11.2.1 PERFORMANCE BOND Council may require a bond to be submitted (ie earthworks, sediment erosion)

prior to the commencement of works. The amount of the bond will depend on the type of development works being carried out.

11.2.2 UNCOMPLETED WORK BONDS

Council may, at the request of the Principal Consultant, agree to release the Survey Plans prior to completion of development obligations subject to the following: (a) 100% bulk earthworks completed and stabilised to Council's satisfaction (b) Construction works (excluding bulk earthworks) to be generally a

minimum of 50% complete (c) Sewerage works 90% complete (all manholes, pipes and pump station

wells to be installed and to lock up stage), and construction is to be progressing satisfactorily

(d) Water reticulation to be generally 50% complete, however, reservoirs

and associated pump stations must be commissioned prior to the lodgement of survey plans unless otherwise approved by Council.

(e) An uncompleted works bond submitted by the Principal Consultant (on

behalf of the Developer) for consideration by Council as follows:

• 120% of the agreed value of uncompleted development obligations (Note: If this bond is to include maintenance requirements once works are completed, the value of the maintenance bond must be included in the total amount of the bond. Additionally the wording of the bank guarantee must reflect the maintenance purpose. Refer to Section 11.2.3 of these Guidelines for further detail on the maintenance bond.

• $1500 - whichever is the greater amount.

(f) Council is to be satisfied that all works will be completed and all services operational, within three months of acceptance of an Uncompleted Works Bond. Uncompleted Works Bonds are refundable after formal acceptance by Council of the works "On Maintenance", with the exception of those items that need extension to the maintenance period ('As constructed information', revegetation, sediment and erosion control etc.).


Section 11.2


11.2.3 ESTABLISHMENT AND MAINTENANCE BOND It is the developer's responsibility to establish and maintain all living components (e.g. flora, grassed areas, revegetated areas) within parks, open space and playing fields that are to be handed over to Council, prior to acceptance ‘On Maintenance’ for a duration to be determined by Council. This period shall commence from the formal acceptance of the development ‘On Maintenance’ of ‘non-living’ components (civil works) in accordance with Council procedures. Council requires the developer to submit an Establishment Bond to Council to ensure the above works are maintained during this period. The Establishment Bond shall be a separate bond for the non-living components (civil works) and separate bond/s for landscaping works or other auxiliary works to the agreed value of the development obligations. It is the developer’s responsibility to maintain all development works which are to be handed over to Council (including open space areas), for a minimum period of twelve (12) months or as otherwise advised by Council. This period shall commence from the formal acceptance of the development ‘On Maintenance’. Council requires the developer to submit a Maintenance Bond to Council to ensure the above works are maintained during this period. The Maintenance Bond shall be: • 5% of the agreed value of the development obligations; or • An amount otherwise negotiated with Council.

11.2.4 FORMAL AGREEMENT

The developer shall enter into a formal agreement with Council prior to the formal acceptance of ‘uncompleted works’ or ‘on maintenance’ whichever is applicable. There are two agreements and both can be obtained from Council. One relates to uncompleted works combined with maintenance requirements. The second agreement covers the maintenance requirements only. The agreements have been implemented to ensure that the developer is clear in relation to their obligations and the course of action Council can take if these obligations are not fulfilled in relation to uncompleted works or maintenance bonds. Refer to Section 11.4.1 of these Guidelines regarding submission of bonds and formal agreements.


Section 11.2


11.2.4 FORMAL AGREEMENT (cont) The developer may enter into an extended maintenance arrangement when it is the intention of the Developer to maintain open space in excess of an existing requirement. In such instances the Developer shall nominate the intended duration of maintenance period and shall terminate the extended formal agreement with written advice to Council two (2) months prior to the intended date of termination.


Section 11.3


11.3 FORM OF BOND 11.3.1 FORM Bonds may be in the form of either:

• Cash • Cheque • Bank Guarantee

Council will not accept any other form of security, such as mortgages,

holding Titles to land, shares or insurance bonds, etc. 11.3.2 CHEQUES Personal cheques for any amount are NOT recommended as it may incur

delays. Processing of applications will not occur until personal cheques are cleared.

11.3.3 BANK GUARANTEES Bank Guarantees must:

• Be irrevocable guarantees from a recognised trading bank, approved by Council. Guarantees from Finance/Insurance companies and merchant Banks are not acceptable;

• Be open ended with no expiry date; • Include the full and correct real property description to identify the

property in which the works are being bonded (eg. Lots 11 to 22 on Survey Plan No 123456, cancelling part of Lot 999 on SP 100482. Indicating “Stage 8 of Paradise Estate” on its own is now acceptable.

• Include a statement describing the purpose of the bond (eg Uncompleted development works, Maintenance bond etc.);

• Bank guarantees are to be in the developer's name. Bonds of $5,000.00 or less shall be cash or bank cheque only.


Section 11.4


11.4 SUBMISSION OF BONDS 11.4.1 REQUESTING APPROVAL OF BOND AMOUNT

The Principal Consultant is required to lodge a formal request to Council when bonding development works (ie uncompleted or maintenance). This formal request shall consist of a written submission outlining the reasons for the bond and other relevant development details. Prior to Council approving uncompleted or maintenance bonds, the developer is to enter into a formal agreement with Council. Refer to Section 11.2.4 of these Guidelines. Council requires the formal request be accompanied by the Bill of Quantities for the works including a schedule of rates, and a description of those works completed and those works uncompleted.

11.4.2 REQUESTING RETURN OR REDUCTION OF BOND AMOUNT

The Principal Consultant shall lodge a formal request with Council for the return or reduction of a bond. This formal request would consist of a written submission outlining the reasons for the bond return or reduction and other relevant development details.

The minimum details to be included in the request are as follows:

• Real Property description of development; • Council file reference for development; • Bond amount originally lodged with Council; • Name of Trading Bank (Bank Guarantee Bond only); • Council receipt number (Cash/Cheque Bonds only); • Date bond lodged with Council.

The inclusion of the above information will help in the speedy return of bonds to the developer.

Unless otherwise notified by the applicant, the maintenance bond will be refunded after acceptance by Council of the Works formally "Off Maintenance".


Section 11.4


11.4.2 REQUESTING RETURN OR REDUCTION OF BOND AMOUNT (cont) Uncompleted Works Bonds will be automatically reduced to the maintenance amount at the time of formal on maintenance acceptance. It must be noted that for the automatic reduction to occur the original submission must indicate both the uncompleted works and maintenance bond details.


Section 12


12.0 PROCEDURE FOR PLAN OF SURVEY AND OR DOCUMENT APPROVAL

TABLE OF CONTENTS

12.1 INTRODUCTION..................................................................................... 2 12.2 SUBMISSION OF INFORMATION WITH A PLAN OF SURVEY .................................... 3 12.3 PRIOR TO LODGEMENT OF A PLAN OF SURVEY ................................................ 4


Section 12.1


12.1 INTRODUCTION This Section applies to Council's approval to a plan/s of survey and or documents pursuant to Chapter Three Part Seven (7) of the Integrated Planning Act 1997, the current Planning Scheme, Council's Development Guidelines and any relevant Council policy, guidelines, etc.


Section 12.2


12.2 SUBMISSION OF INFORMATION WITH A PLAN OF SURVEY

The applicant must submit to Council a plan of survey and or document where Council has: • Issued a Development Permit, or • As a condition of a Development Permit, or • If the plan of survey (however called) requires Council approval under

another act. A plan of survey submitted in accordance with the above shall be: (i) Accompanied by the prescribed form and fee of an amount in accordance

with Council's fee and charges current at the time of payment; (ii) Accompanied by a concise submission indicating compliance with all

conditions of the development permit (if applicable) plus one A4 copy of all relevant documents/plans;

(iii) Given to Council for approval before the end of the currency period (if

applicable); (iv) Prepared in accordance with all development permit conditions;

(v) Suitable for lodgement in the office of the relevant registering authority;

(vi) An original plan certified by a licensed surveyor and signed by the

registered owner/s of the land and company seal affixed if required; and (vii) Accompanied by a copy of the Council's formal 'On Maintenance' or

'Uncompleted Works' acceptance letter which ever is applicable, refer Section 9 and 11 of these guidelines.


Section 12.3


12.3 PRIOR TO LODGEMENT OF A PLAN OF SURVEY Prior to the lodgement and subsequent approval of a plan of survey by Council the Applicant shall: (i) Ensure there are no outstanding rates or charges levied by Council or

expenses that are a charge over the land under any act; (ii) Reinstate survey marks and install new survey marks in their correct

position in accordance with the plan of survey. Such work shall be certified in writing by a licensed surveyor;

(iii) Ensure all approvals or satisfactory security has been gained or

consented to prior to lodgement. Upon compliance with the above Council shall note its approval under seal on the original plan of survey and or document in accordance with requirements of the registrar of titles and the relevant act as soon as practicable after lodgement. The plan of survey and/or document shall be returned to the applicant (or person authorised by the applicant) for lodgement in the office of the relevant registering authority.


2005 Edition - Appendices

APPENDICES

TABLE OF CONTENTS

Appendix A Engineering Drawings - Application Checklist Appendix B Application for Approval of Engineering Drawings Appendix C Consulting Engineer's Certificate and As Constructed

Certification; Guidelines for Design of Reduced Infiltration Gravity Sewers

(RIGS); Guidelines for Design of Dual Water Reticulation (potable

and recycled water supply) Systems. Appendix D Application for Approval of Street Lighting Appendix E Planning and Legislative Overview Summary

APPENDIX A OFFICE USE ONLY FN: PFN: SN: SS: BN: RN:

Gold Coast City Council Surfers Paradise Office P O Box 5042 GOLD COAST MAIL CENTRE QLD 9729

2005 Edition - Appendix A: Engineering Drawings - Application Checklist Page 1 of 20

ENGINEERING DRAWINGS - APPLICATION CHECKLIST Development Name:................................................................................ Stage No: .........

Council File No: ..........................................................................................................

PROPERTY DETAILS

Real Property Description: ..............................................................................................

Address: ....................................................................................................................

CONSULTANT

(a) Company Name: .......................................................................RPEQ No: ................

(b) Address: ......................................................................... Phone No: ......................

(c) Contact Name: ................................................................. Fax No: .........................

CHECK LIST ITEMS SUBMITTED

(a) General Items.............................................. or (b) Earthworks and Roadworks Items.............................................. or N/A

(c) Stormwater Drainage Items.............................................. or N/A

(d) Water Supply Items.............................................. or N/A

(e) Sewerage Reticulation Items.............................................. or N/A

(f) Miscellaneous Items.............................................. or N/A

(g) Dual Water Reticulation Items……………………………… or � N/A

(h) Reduced Infiltration Gravity Sewers (RIGS) Items……………………………… or � N/A

COUNCIL USE ONLY:

Receiving Officers Name: .............................................................................................

Date: .............../................./...................

Action Taken: ...........................................................................................................

............................................................................................................................

ENGINEERING DRAWINGS - APPLICATION CHECKLIST (cont)


A. GENERAL

1. ADMINISTRATION Yes N/A (i) Application Form Fully Completed

(ii) Approvals And Clearances: • Queensland Department Of Transport • Department of Environment • Downstream Drainage Discharge Rights • Clearance For Works Through Other Properties • ENERGEX/Telstra • Others:

(iii) Relevant Standard Drawings Included In Application

(iv) Schedule Of Drawings (Submitted) Attached

(v) Any building and construction work costing $80,000 or more, the applicant is required under the Building and Construction Industry (Portable Long Service Leave) Act 1991 to supply evidence of the following:

Estimated cost of works - $__________ If work is $80,000 or more provide one of the following: • payment of levy; or • payment of the first instalment of levy; or • an exemption from payment of levy; or • an exemption from immediate payment of levy.

2. COMPLIANCE WITH COUNCIL APPROVALS Yes N/A (i) Rezoning, Consent or Other Council Approval (ii) Provisions For Adjoining Development Requirements

3. All Engineering Drawings And Specifications Prepared And Signed By A Registered Professional Engineer

Yes No

4. TITLE BLOCK ON ENGINEERING DRAWINGS Yes N/A (i) Estate Name (If Any) (ii) Stage Number (If Any) (iii) Developers Name (iv) Consultants Name And Address (v) Drawing Number And Sheet Number (vi) Scale With A Scale Bar (vii) Locality Description (viii) Origin Of Levels And Location Of Permanent Survey Marks (ix) Schedule Showing Date And Nature Of Amendments (x) Drawing Title (xi) Signed Design Certification By An Experienced Designer



A. GENERAL (cont)

5. LOCALITY PLAN Yes N/A (i) North Point

(ii) Major Roads Names (iii) Adjacent Localities (iv) Development Area Outlined And Shaded Or Crosshatched (v) Scale Noted

6. LAYOUT OR STAGE PLAN Yes N/A (i) Layout Of Roads

(ii) Approved Road Names (Road Number Not Acceptable) (iii) Allotment Layout (iv) Lot Numbers (v) Access Restriction Strips (vi) Stage Boundaries Clearly Shown (vii) Existing Easements (viii) North Point



B. EARTHWORKS AND ROADWORKS

1. EARTHWORKS Yes N/A (a) Drafting - Drawings Include:

(i) Legend (ii) Existing And Proposed Contours (iii) Cut And Fill Areas Clearly Shown (iv) Road And Allotment Layout (Indicate Numbers) (v) Approved Road Names (vi) Locations(s) And Level(s) Of Permanent Survey Mark(s), Reference

Stations Etc Used As Datum For The Works

(b) Design - Complies With Council's Guidelines: (i) Maximum Cut Or Fill At Boundary Of Subject Land > 500mm (ii) No Ponding Or Nuisance Created At Boundary Of Subject Land (iii) Batter Slopes (iv) Location And Level Of Retaining Walls (If Required) (v) Defined Flood Level (If Appropriate) (vi) Flood Fill Level (If Appropriate)

2. ROADWORKS DRAWINGS Yes N/A (a) Drafting - Drawings Include:

(i) Approved Road Names And Road Reserve Boundaries (ii) Allotment Boundaries, Numbers, Easements (iii) Centreline Or Construction Line Showing:

• Chainages • Bearings • Offsets If Construction Line Is Not The Centreline Of Road • All Intersection Points

(iv) Information For Each Curve Including: • Tangent Point Chainages And Offsets • Curve Radii • Arc Length • Tangent Length • Superelevation (If Applicable) • Curve Widening (If Applicable)

(v) Kerb Lines Including: Kerb Radii (Where Not Parallel To Centreline) Tangent Point Chainages (Where Not Parallel To Centreline)

(vi) Edge Of Pavement Where No Kerb Is Constructed (vii) Position And Extent Of Channelisation (viii) Location And Details Of All Traffic Signs, Guideposts, Guardrail, And

Other Road Furniture, Etc

(ix) Pavement Markings (x) Catchpit, Manhole And Pipeline Locations (xi) Drainage Details (If Applicable)



B. EARTHWORKS AND ROADWORKS (cont)

2. ROADWORKS DRAWINGS (cont) Yes N/A (xii) Drainage Details (If Applicable) (xiii) Concrete Footpaths And Cycle Paths (xiv) Location and Details for Access Points, Invert Crossings, Access Ramps (xv) North Point On Each Plan View (xvi) Changes In Surfacing Material

(b) Design - Complies With Council's Design Guidelines: (i) Maximum Design Speed (ii) Sight Distances (iii) Horizontal and Vertical Alignment (iv) Transit Lanes and Road Tapers (v) Parking

3. INTERSECTION, CUL-DE-SAC AND SPEED CONTROL DEVICES Yes N/A (a) Drafting - Drawings Include:

(i) Kerb Levels (ii) Access Ramp Locations (iii) Finished Design Contours (iv) Channelisation Details Including Setout Details, Radii, Etc (v) Location Of Traffic Signs, Guideposts (vi) Visability Benching (If Applicable) (vii) Ducting for Future Signals (If Applicable) (viii) Linemarking (Linemarking And Signage May Be Shown On A Separate

Plan)

(ix) Speed Control Device Details (If Necessary) (x) Details Of Construction Methods For Surfacing Other Than Asphalt Or

Sprayed Bitumen

(xi) Design Vehicle Paths Shown For All Speed Control Devices And Turnaround Areas

(b) Design - Complies With Council's Design Guidelines: (i) Layout / Configuration (ii) Contours / Crossfall (iii) Minimum Kerb And Channel Fall (iv) Design Vehicle Paths And Clearances (v) Council's Garbage Truck Manoeuvring (vi) Parking Requirements (vii) Sight Distances (viii) Roundabouts (ix) Access Ramps At All Turnouts At Intersections Where Barrier Kerb And

Channel Is Required




4. ROAD LONGITUDINAL SECTIONS Yes N/A (a) Drafting - Drawings Include:

(i) Approved Road Names (ii) Chainages On Centreline (And Construction Line If Used) (iii) Existing Surface Or Peg Levels (iv) Design Road Centreline Levels (v) Design Grades (vi) Length And Radii Of Vertical Curves (vii) Chainage And Levels At Grade Intersection Points (viii) Chainage And Levels At Vertical Curve Tangent Points (ix) Cut And / Or Fill Depths (x) Horizontal Radii And Tangent Point Chainages (xi) Kerb Levels (xii) Approved Road Names, Centreline And IP Chainage Of Intersecting

(Side) Roads

(b) Design - Complies With Council's Design Guidelines: (i) Maximum Grades (ii) Sight Distance (iii) Minimum Grades (iv) Change In Grades Without VC (v) Crest And Sag Curves

5. ROAD CROSS SECTIONS Yes N/A (a) Drafting - Drawings Include:

(i) Approved Road Names (ii) Road Reserve Boundaries (iii) Road Centreline Or Construction Line (iv) Original Natural Surface Line Profile

(v) Constructed Cross Section Profile (vi) Chainage On Centreline Or Construction Line Together With Natural

Surface Level Or Peg Level

(vii) Offset To Road Centreline From Peg Line Or Construction Line (viii) Cross Fall Batter Slopes And Dimensions Where These Differ To That

Shown On The Type Cross Section

(ix) Pavement Depths Wherever These Differ From Typical Cross Section (b)Typical Cross Section Shown For Each Road Containing:

(i) Road Reserve Width (ii) Road Width Between Nominal Kerb Line, Or Pavement Width Where

No Kerb Is Constructed

(iii) Verge, Footpath Width (iv) Location And Width Of Concrete Footpath Or Bikepath, Where

Required

(v) Kerb and Channel Type




5. ROAD CROSS SECTIONS (cont) Yes N/A (vi) Crossfalls And / Or Grades Of Pavement, Footpaths And Batters, Etc

With Offsets To Change Of Grade Point

(vii) Type And Thickness Of Wearing Surfacing (viii) Total Depth Of Pavement Courses With CBR Values Of Material Used

(If Available)

(c) Design - Complies With Council's Design Guidelines: (i) Typical Cross Sections and includes:

• Width for Transit Lanes and Bikeways • Typical Footpath Verge Widths

(ii) Access Grades / Limits To Lots (iii) Road Crossfalls (iv) Formation Batter Slope Stability And Scour Protection



C. STORMWATER DRAINAGE

1. STORMWATER DRAINAGE CATCHMENT PLAN Yes N/A (i) North Point

(ii) Approved Road Names (iii) Existing And Proposed Property And Road Boundaries (iv) All Catchments / Sub Catchments Designated As Per Drainage

Calculation Sheet

(v) Catchment / Sub Catchment Boundaries Indicated By A Bold Line

(vi) Existing And Proposed Contours At A Suitable Interval (In Different Line Types)

(vii) Direction Of Watershed Along The Flow Path Giving The Longest Time Of Concentration

(viii) Stormwater Reticulation Schematic Layout Shown Including Manhole, Inlet And Outlet Numbers (For Urban Catchments)

(ix) All Internal And External Catchments Shown To Scale

2. STORMWATER DRAINAGE DETAIL PLANS Yes N/A (i) Details Of Pipe Junctions In Manholes, Where Pipe Centrelines Are

Offset From Centre Point Of Manhole

(ii) Full Details Including Reinforcing Of Non-Standard Manholes (iii) Catchpit And Field Inlet Locations (Chainage, Offset Levels Etc) (iv) Manhole Locations (Chainage Offset, Levels Etc) (v) Culvert Locations (Chainage, Offset Levels Etc) (vi) Invert Levels And Diameters Of Pipe Connections From Catchpits To

Manholes

(vii) Approved Road Names (viii) Class of Pipe Checked

3. ROOFWATER / INTER-ALLOTMENT DRAINAGE Yes N/A (a) Drafting - Layout Plan Contains:

(i) Legend (ii) All Allotments And Allotment Numbers (iii) Existing And Finished Surface Contours (iv) Location And Size Of Inter-Allotment Drainage Lines (v) Location And Size Of Stormwater Drainage To Which System Is

Connected

(vi) Label Inter-Allotment Pits And Receiving Stormwater Structures (vii) Pit Or Inlet Locations, Surface Levels And Inlet / Outlet Invert Levels (viii) Required Easements (ix) Details Of Connections To Kerb And Channel (If Appropriate)

(b) Design - Complies With Council Guidelines: (i) Pipe Sizes And Pipe Materials (ii) Cover (iii) Grades



C. STORMWATER DRAINAGE (cont)

4. DRAINLINE LONGITUDINAL SECTIONS Yes N/A (a) Catchpit Connection Details (May Be In Table Form)

(b) Longitudinal Section For Each Line Containing: (i) Chainages (ii) Existing Natural Surface Levels And Design Finished Surface Levels (iii) Manhole And Endwall Chainages Together With Surface Levels And Inlet

And Outlet Invert Levels

(iv) Distances Between Manholes / Catchpits / Endwalls (v) Grade Of Each Pipe Section (vi) Diameter And Class And Material Of Each Pipe Section (eg Marine Class)

(vii) Hydraulic Grade Lines And Levels, Design Storm Frequency (viii) Drainline And Manhole Number (ix) Manhole Diameters And / Or Reference To Separate Detail Drawing (x) Road Names Where Applicable (xi) Open Drain Details

(c) Open Drains: (i) Cross Sections At Each Peg Chainage (Usually 20m Intervals) (ii) Details Of Drop Structures, Energy Dissipators Etc (Including Top View,

Section Views, Etc)

(d) Design - Complies With Council's Design Guidelines: (i) Batter Slope / Stability (ii) Scour Velocities (iii) Maintenance Criteria

5. STORMWATER DRAINAGE CALCULATIONS Yes N/A (a) Calculation Table:

Stormwater Calculations Shall Be Submitted For The Design Storms On An A1 Spreadsheet, Preferably Council's Standard Stormwater Drainage Calculation Sheet

(b) Design - Complies With Council's Design Manual: (i) Legal Point Of Discharge Identified (ii) Downstream Drainage Approvals (iii) Unflooded Widths (iv) Calculations Provided For Major And Minor Systems (v) Blockage Factors To Catchpits For Major Systems



C. STORMWATER DRAINAGE (cont)

6. DETENTION BASIN DETAILS Yes N/A (a) Drawings Contain:

(i) Plan View (ii) Sectional Views (iii) Details Of Basin Wall Construction (iv) Details Of Outlet Structures (Low And High Level Outlets) (v) Extent Of Any Permanent Storage (vi) Maximum Storage Level (vii) Extent And Nature Of Any Landscaping

(b) Design - Complies With Council Guidelines and QUDM: (i) Affect On Runoff Hydrograph For Catchment Checked (ii) Batter Slopes (iii) Minor Flood Flows (iv) Maximum Flooded Depth (v) Inlets And Outlets (vi) Scour Protection (vii) Base Slopes / Crossfall For Active Recreation Use (viii) High Level Outlet (ix) Earthworks

7. WATER QUALITY, SILT MANAGEMENT/RUNOFF CONTROL WORKS Yes N/A (i) Plan Layout / Extent

(ii) Site's Existing Topography (iii) How And When It Will Be Altered (iv) Typical Device Details / Materials For Erosion And Sediment Control

Measures Proposed

(v) Temporary And Permanent Works Indicated (vi) Catchment Boundaries And Direction Of Flow For Different Drainage

Areas Before And After Development

(vii) Design Complies With QUDM Section 9.03.5

8. GROSS POLLUTANT TRAPS Yes N/A (i) Plan Layout

(ii) Long Section And Cross Sections (iii) Structural Elements Detailed (iv) All Materials Specified / Indicated



D. WATER SUPPLY

1. WATER RETICULATION PLANS Yes N/A (a) Drafting - Drawings Include:

(i) Road Name and Road Reserve Boundaries (ii) Relevant Land Zonings (iii) Allotment Boundaries and Numbers (iv) Easements (If Applicable) (v) North Point (vi) Existing Water Mains Including Alignment, Type and Size (vii) Proposed Water Mains Including:

• Mains Shown On Correct Alignment From Property Boundaries • Pipe Diameter, Material and Class •• Chainages (If Applicable) • Bearings (If Applicable) • Symbols for Fittings Clearly Shown •• Road Crossings - Ductile Iron - Size and Class •

(viii) Hydrant Locations - Standard and Swabbing (ix) Valves (x) Bends (xi) Other Fittings - Air Valves, Scour Valves, Swabbing Pits (xii) Road Crossing Conduits - Future Water Services (xiii) Water Service Details - Class, Material (If Applicable) (xiv) Water Services to Parks, Entry Treatments (If Applicable) (xv) Services Information

• Proposed and Existing Kerb and Channel • Proposed and Existing Stormwater Drainage Including Manholes,

Outlets, Overland Flow Paths etc

• Proposed and Existing Sewer Mains • Proposed and Existing Public Utility Services

(xvi) Conflict Points With Other Services (xvii) Technical Detail Drawings

• Reservoirs • Top Water Level (TWL) • Major Thrust Blocks • Capacity • Pressure Reducing Valves (PRV) • Control Settings • Water Supply Zone (High Level Areas)

(b) Design - Complies With Council's Design Guidelines: (i) Flow Requirements (ii) Pressure - Including Firefighting (iii) Storage Facilities (If Required) (iv) Cover Over Mains



D. WATER SUPPLY (cont)

2. RESERVOIRS Yes N/A (a) Drafting - Drawings Include:

(i) Locality Plan (ii) Vehicle Access Details:

• Horizontal Geometry • Longitudinal Section (If Applicable) • Cross Sections (If Applicable)

(iii) Fencing Requirements • Height • Type • Gates • Security

(iv) Reservoir Design Plan • Earthworks • Contours • Water Levels • Design Details - Materials, Reinforcing, Roofing etc • Pipework - Diameter, Material and Class • Valve Details • Telemetry - Control Equipment, Security For Structure • Landscaping (If Applicable)

(b) Design - Complies With Council's Design Guidelines: (i) Storage Parameters (ii) Capacity (iii) Mechanical And Electrical Requirements (iv) Pumps (v) Pressure Control (vi) Vehicle Access and Site Manoeuvrability

3. WATER SUPPLY PUMP STATIONS Yes N/A (a) Drafting - Drawings Include:

(i) Locality Plan (ii) Vehicle Access Details (iii) Relevant Detail - Fittings etc (iv) Pump Station Design

• Pipework - Diameter, Material and Class • Valve Details • Pipe and Fitting Schedule • Pump Description • Pump Station Layout - Valve Box or Building • Telemetry • Security Fencing • Landscaping



D. WATER SUPPLY (cont) 3. WATER SUPPLY PUMP STATIONS (cont) Yes N/A (b) Design - Complies With Council's Design Guidelines:

(i) Pump Station Criteria • Flow • Head • In Accordance with Council's Pump Station Standard Detail Drawing

(ii) Pump Curves (iii) Mechanical and Electrical Requirements (iv) Control Cabinet (v) Overflows (vi) Noise Protection Provision



E. SEWERAGE RETICULATION

1. SEWERAGE RETICULATION PLANS Yes N/A (a) Drafting - Drawings Include:

(i) Approved Road Names and Road Reserve Boundaries (ii) Allotment Boundaries and Numbers (iii) Easements (If Applicable) (iv) Proposed and Existing Contours (v) North Point (vi) Proposed Sewer Mains Including:

• Mains Shown on Correct Alignment From Property Boundaries • Pipe Diameter, Material, Class • Chainages (If Applicable) • Bearings (If Applicable) • Manhole Locations - Number and Alignment • House Connection Branches

(vii) Flow Arrows On Each Allotment (viii) House Connection Invert Levels On Each Allotment Including House

Connection Type

(ix) Services Information • Proposed and Existing Kerb and Channel • Proposed and Existing Stormwater Drainage Including Manholes,

Outlets, Overland Flow Paths etc

• Proposed and Existing Water Mains Including Hydrants and Valve etc • Proposed and Existing Public Utility Services

(x) Conflict Points With Other Services (b) Design - Complies With Council's Design Guidelines:

(i) Based on Preliminary Sewer Concept Plan (ii) Alignment of Mains and Access for Maintenance (iii) Precast Manholes Not In Areas Prone To Flooding (iv) Manholes Not In Road Carriageways, Central Medians and Roundabouts

2. SEWERAGE LONGITUDINAL SECTIONS (GRAVITY MAINS) Yes N/A (a) Drafting - Drawings Include:

(i) Longitudinal Section for Each Line (ii) Running Chainage and Distance Between Manholes (iii) Existing and Proposed Finished Surface Levels (iv) Manhole Details To Include:

• Manhole Type - Precast or Cast Insitu • Manhole Diameter • Drop Types • Cover Lid Types • Junction Invert Levels - All Sewers Entering



E. SEWERAGE RETICULATION (Cont) 2. SEWERAGE LONGITUDINAL SECTIONS (GRAVITY MAINS) (cont) Yes N/A

(v) Equivalent Population, Pipe Capacity, Design Capacity

(vi) Pipe Diameter, Material, Class (vii) Pipe Grades on Each Section (viii) Concrete Anchor Blocks (If Applicable) (ix) Location of Each Section - Private Property, Road etc (x) Sewer Line and Manhole Numbers (xi) House Connections for Each Allotment on Sewer Line To Include:

• Diameter • Invert Level • Junction Type

(xii) Flood Level (If Applicable) (xiii) Sewer Lines Requiring Anchor Blocks (xiv) Downstream Discharge Manholes Including All Incoming Sewers (xv) Datum Shown on Long Sections (xvi) Invert Level of all other Underground Services - Stormwater, Water,

Public Utilities

(b)Design - Complies With Council's Design Guidelines: (i) Pipe Velocity (ii) Minimum Grades (iii) Drops Through Manholes (iv) Capacity (v) Cover Over Mains (vi) Concrete Anchor Block Requirements

3. SEWERAGE LONGITUDINAL SECTIONS (PRESSURE MAINS) Yes N/A (a) Drafting - Drawings Include:

(i) Longitudinal Section for Each Line (ii) Running Chainage and Distance Between Pump Station and Receiving

Main

(iii) Existing and Proposed Finished Surface Levels (iv) Equivalent Population, Pipe Capacity, Design Capacity

(v) Pipe Diameter, Material, Class (vi) Pipe Grades on Each Section (vii) Concrete Anchor Blocks (If Applicable) (viii) Location of Each Section - Private Property, Road etc (ix) Sewer Line Manhole and Pump Station Numbers (x) Receiving Manhole Protection (xi) Flood Level (If Applicable) (xii) Thrust Blocks (If Applicable) (xiii) Datum Shown on Long Sections (xiv) Invert Level of all other Underground Services - Stormwater, Water,

Public Utilities



E. SEWERAGE RETICULATION (cont) 3. SEWERAGE LONGITUDINAL SECTIONS (PRESSURE MAINS) (Cont) Yes N/A (b) Design - Complies With Council's Design Guidelines

(i) Pipe Velocity (ii) Capacity (iii) Cover Over Mains (iv) Concrete Anchor Block Requirements

4. SEWERAGE PUMP AND LIFT STATIONS Yes N/A (a) Drafting - Drawings Include:

(i) Locality Plan (ii) Vehicle Access Details (If Applicable) (iii) Relevant Detail - Fittings etc (iv) Pump Station Design Including:

• Pipework - Diameter, Material and Class • Valve Detail • Pipe and Fitting Schedule • Pump Description • Pump Station Layout - Valve Box etc • Telemetry

(b)Design - Complies With Council's Design Guidelines: (i) Pump Station Criteria

• Flow • Head • In Accordance With Council's Pump Station Diagrammatic Layout

(ii) Pump Curves (iii) Mechanical and Electrical Requirements (iv) Control Cabinet (v) Overflows (vi) Noise Protection Provisions



F. MISCELLANEOUS

1. NOISE ATTENUATION WORKS Yes N/A (i) Earthworks / Mounds - Plan, Sections And Batter Slopes (ii) Typical Barrier / Fence Details (iii) Landscaping (iv) Road Number Or Name

2. RETAINING WALLS Yes N/A (i) Approved Road Names

(ii) Plan Layout - Extent (iii) Typical Cross Section (iv) Foundation Details (v) Drainage Details (vi) Design Certified By Registered Professional Engineer

3. LANDSCAPE WORKS Yes N/A

(i) Drawings for landscape works are in accordance with Council's Landscape Strategy Part 2 - Landscape Documentation manual and the required elements of Queensland Streets.

4. PUBLIC UTILITY SERVICES Yes N/A (a) Drafting - Drawings Include:

(i) Existing Light Poles And Power Poles Etc (ii) Existing Underground Services (iii) Proposed Services (iv) Alternation To Existing Services

(b) Public Utility Service Drawings: (i) Public Utility Service Designs Sighted (ii) Check For Conflict With Civil Works

5. BIKEWAY AND PEDESTRIAN NETWORKS Yes N/A (a) Drafting - Drawings Include:

(i) All Bikepaths and Footpaths Clearly Shown (ii) Chicanes Provided To Each End Of All Pathways (iii) Access Ramps Shown Where Bikepaths and Footpaths Link To Kerb (iv) Bikeways Clearly Shown With Widths As Per Approval

(b) Design - Complies With Council's Design Guidelines: (i) GCCC Bikeways Strategy Plan (ii) Maximum Grade



G. DUAL WATER RETICULATION SUPPLY

1. DUAL WATER RETICULATION PLANS (Potable & Recycled) Yes N/A

(a)Drafting - Drawings Include: (i) Approved Road Name and Road Reserve Boundaries (ii) Allotment Boundaries and Numbers (iii) Easements (If Applicable) (iv) Duplex Dwelling Allotments (v) North Point (vi) Existing Water Mains including Alignment, Type and Size (vii) Proposed Dual Water Reticulation Mains including:

• Mains shown on correct alignment from property boundaries • Trenching Type • Symbols for Fittings Clearly Shown • Road Crossings - Ductile Iron • Road Crossings – Polyethylene (Conduit)

(viii) Hydrants/Flushing Points (ix) Valves (x) Other Fittings – Air Valves, Scour Valves, Reducers, Swabbing

Pits, etc

(xi) Readytap water supply connection points (xii) Water Service Details – 25 or 32mm only (If Applicable) (xiii) Services Information

• Proposed and Existing Kerb and Channel • Proposed and Existing Stormwater Drainage Including

Manholes, Outlets, Overland Flow Paths etc

• Proposed and Existing Sewer Mains • Proposed and Existing Public Utility Services

(xiv) Conflict Points With Other Services (xv) Main cross connection location(s) (xvi) Technical Detail Drawings

• Reservoirs • Top Water Level (TWL) • Major Thrust Blocks • Capacity • Pressure Reducing Valves (PRV) • Control Settings • Water Supply Zone (High Level Areas)

(b) Design - Complies With Council's Design Guidelines:

(i) Flow Requirements (ii) Pressure (iii) Storage Facilities (If Required) (iv) Cover Over Mains



H. REDUCED INFILTRATION GRAVITY SEWERAGE RETICULATION

2. REDUCED INFILTRATION GRAVITY SEWERAGE PLANS Yes N/A

(a) Drafting – Plan/Layout Drawings Include: (i) Approved Road Name and Road Reserve Boundaries (ii) Allotment Boundaries and Numbers (iii) Easements (If Applicable) (iv) Proposed and Existing Contours (v) North Point (vi) Proposed Reduced Infiltration Gravity Sewerage mains

including:

• Mains shown on correct alignment from property boundaries • Manholes, Maintenance Shafts and Roding Ends – Numbered • House Connection Branches

(vii) Services information • Proposed and Existing Kerb and Channel • Proposed and Existing Stormwater Drainage including

Manholes, Outlets, Overland Flow Paths etc

• Proposed and Existing Water Mains including Hydrants, Valves etc

• Proposed and Existing Public Utility Services (viii) Conflict points with other services

(b) Design - Complies With Council's Design Guidelines:

(i) Based on Preliminary Sewer Concept Plan (ii) Alignment of Mains and Access for Maintenance (iii) Precast Manholes not in Areas Prone to Flooding (iv) Manholes, maintenance shafts or Rodding ends not in road

carriageways, central medians and roundabouts (Unless authorised by GCW)

(v) Sewer lines not to be located below retaining walls that are aligned parallel with the pipe service.

(vi) Pipe Velocity (vii) Minimum grades (viii) Drops through manholes (ix) Capacity (x) Cover over mains (xi) Concrete anchor block requirements



2. REDUCED INFILTRATION GRAVITY SEWERAGE (Cont.) Yes

N/A (c) Drafting – Longitudinal Drawings include:

(i) Longitudinal Section for each line • Running Chainage and distance between manholes • Existing and proposed surface & invert levels • Depth to invert

• Line numbers • Property Descriptions • Datum • Grades • Diameter, material, class • Invert levels of all other underground services –

stormwater, water, public utilities

(ii) Manhole details to include: • Manhole type – Precast or In-situ • Manhole diameter • Drop types • Manhole numbers • Cover lid types • Junction invert levels – All sewers entering

(iii) Maintenance shaft details to include: • Type of intersection (refer Dwg 597X2) • Bends required to connect to base section (If applicable) • Maintenance Shaft numbers • Junction invert levels – All sewers entering • Kickers (vertical shaft bends) required

(iv) Rodding End details to include: • Bends required to connect to base section (If applicable) • Maintenance Shaft numbers • Junction invert levels – All sewers entering

(v) House Connections for each allotment on sewer line to include: • Diameter • Invert level & depth • Chainage from D/S manhole

(vi) Flood Level (if applicable) (vii) Sewer lines requiring anchor blocks/bulkheads (viii) Downstream discharge manholes including all incoming sewer

APPENDIX B OFFICE USE ONLY FN: PFN: SN: SS: BN: RN:


____________________________________________________________________________ 2005 Edition - Appendix B: Application for Approval of Engineering Drawings Page 1 of 1

APPLICATION FOR APPROVAL OF ENGINEERING DRAWINGS

Development Name: ..................................................................................... Stage No: .........

Council File No: ...............................................................................................................

PROPERTY DETAILS

Real Property Description: ...................................................................................................

Address: .........................................................................................................................

DEVELOPER

(a) Name: ....................................................................................................................

CONSULTANT

(a) Company Name: ......................................................................................................

(b) Address: ............................................................................. Phone No: .......................

(c) Contact Name: ..................................................................... Fax No: ..........................

(d) Engineering Design? Yes No Contract Administration? Yes No

(e) Quality Assurance Accreditation? Yes No

REQUIRED INFORMATION

This Application Form must be fully completed and accompanied by:

(a) Council's Engineering Drawings - Application Checklist with relevant Sections completed; (b) Two (2) complete sets of A1 size Engineering Drawings (incomplete Drawings and partial sets will not

be accepted); (c) One (1) set of the Job Specification; (d) Any information requested in the Development Approval Conditions; (e) Any relevant supporting documents; and (f) Details of a non-conforming design and reasons for its use (subject to Council Approval). CERTIFICATION

I/We hereby certify that I/we have exercised reasonable skill, care and diligence in the design of the works in accordance with:

1. Relevant Development Approvals 2. Council's Land Development Guidelines, Standard Specifications and Drawings 3. Relevant Australian Standards, Codes of Practice

Signature:.............................................RPEQ No:............. Date.........../.........../............ Consulting Engineer for and on behalf of (Company): ..............................................................

APPENDIX C OFFICE USE ONLY FN: PFN: SN: SS: BN: RN:


_______________________________________________________________________________ 2005 Edition - Appendix C: Consulting Engineer's Certificate and As Constructed Certification Page 1 of 19

CONSULTING ENGINEER'S CERTIFICATE AND AS CONSTRUCTED CERTIFICATION

Development Name: ............................................................................... Stage No: .........

Council File No: ...........................................................................................................

Works to which Certification relates: .................................................................................

PROPERTY DETAILS

Real Property Description: ..............................................................................................

Area of Land:..............................................................................................................

Address: ....................................................................................................................

CONSULTANT

a) Company Name:.....................................................................................................

b) Address: ..............................................................................................................

c) Phone No: ..................................... Fax No:.............................................................

I/ ............................................................................... being a Registered Professional Engineer registered under the provision of the Professional Engineers Act 2002 (as amended) and a duly authorised representative of …………………………………. do hereby certify that we have exercised reasonable skill care and diligence to ascertain that the Works described above have been executed in accordance with:

1. The approved Engineering Drawings, Specifications, Development Guidelines and relevant Australian Standard Code of Practice.

2. Good engineering practice and to a satisfactory standard of workmanship.

3. Council's By-Laws

We further certify that the "As Constructed" information submitted herewith (including survey information prepared by others) indicates to the best of our knowledge and belief that the completed Works represent a true and accurate record of what has been constructed within the specified tolerances required by Council.

We further certify that all significant variations from the approved Engineering Drawings (outside the specified tolerances) have been submitted to Council for approval and are incorporated in the "As Constructed" information. Signature:.............................................RPEQ No: ......... Date.........../.........../............ Consulting Engineer for and on behalf of (Company): ..............................................................

LAND DEVELOPMENT GUIDELINES APPENDIX C-1 INTERIM HOLD/WITNESS POINT INSPECTION CHECKLIST REDUCED INFILTRATION GRAVITY SEWER RETICULATION (RIGS)

2005 Edition - Appendix C-1 Page 2 of 19

KEY Development Name: Stage No: File No: Contractor: Line No’s Inspected:

No Item Number

H Hold Point

W Witness Point

C/R Contractor Representative

E/R Engineer/Consultant Rep

Coun Council Inspector

No. H/W

Inspection Activity C/R E/R Coun Record/Results or Other Supporting Documentation

Preparation

1W Existing services located and marked clearly (if applicable).

2W Approved material supplier.

Material Handling and Storage

3W All pipe materials delivered as ordered without damage 4W All fittings delivered as ordered without damage

5W All bedding material to Council standard and stored on site without contamination.

6W All precast manholes components supplied onsite without damage.

7W Maintenance shafts & rodding end components supplied on-site without damage.

Trench Excavation 8W Width and depth to Council standards.

9W If Ground water is present, diversion drains as required.

10W Pipe laid, level and grade Certification of 80% compliance prior to plan sealing 11H Pipe embedment, bedding depth to specification

Trench Backfill

12W Backfill material in accordance with the drawings and/or Council specifications.

13H Backfill compaction tests meet Council requirements.

Manholes

14W Manholes greater than 4 metres deep – approved protective lining



Precast

15H Approved precast base and compression seals.

No. H/W


16W Megapoxy circumference of concrete surround to Converter slab.

17W Megapoxy conical shaft (converter shaft) to vertical shaft in 4 x 100mm long locations.

18W If gradient of surround is 1 in 3 or greater, the surround is to be doweled to the converter shaft.

19W Rubber seal frame to cover

20W At type x drops, hydrophilic and Megapoxy incorporated into opening in manhole shaft

Cast insitu

21W Hydrophilic seal at all inlet and outlet pipes

22W All construction joints (base to wall & wall to wall) to have waterstops

23W Shaft to converter slab to surround to have reinforcement steel and appropriate joint preparation

24W Concrete has been vibrated appropriately

Maintenance Shafts

25W Approved type and componentry

26W Concrete supports installed

27W Drainage pipes installed (if applicable)

28W Riser is vertical

29W Lock down quick release end caps

Rodding Ends


31W Concrete supports installed

32W Drainage pipes installed (if applicable)

33W Riser is vertical

34W Lock down quick release end caps



Property Connections

Junctions – Type A, B & C


36W Concrete supports

No. H/W


Junctions – Type D only

37H Approved type and componentry

38H Location marker stakes installed

39H Location uPVC pipes installed & attached to stake – 500mm clear

Survey/As Constructed

40W Detailed survey

41W All house connection branches GDA Coordinated

42H CCTV of Council nominated lines

Council Connections

43H New main on grade and level with existing stub

44W End of main clearly marked – location pipe & marker tape raised to surface

Testing

45H Vacuum & ovality test passed



RECTIFICATION SUMMARY LIST

No. H/W

Defect Details Date (GCCC) Approved

Verification

I certify that the works have been constructed in accordance with Gold Coast City Council Land Development

Guidelines and Specifications.

Contractor Representative

Date:

Contractor Representative Consultant Representative Subdivision Inspector



SEWERAGE COMPLETED WORKS MATRIX

Sewerage Line No’s No. H/W 1 2 3 4 5 6 7 8 9 10

8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40



SEWERAGE COMPLETED WORKS MATRIX (Cont.)

Sewerage Line No’s No. H/W

8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40



COUNCIL STAFF ONLY

SITE INSPECTION SUMMARY LIST

No. H/W

Sewer Line No.

Details of Inspection Date/Initial

LAND DEVELOPMENT GUIDELINES APPENDIX C-2 INTERIM HOLD/WITNESS POINT INSPECTION CHECKLIST DUAL WATER RETICULATION (RECYCLED AND POTABLE WATER)


KEY Development Name: Stage No: File No: Contractor:

No Item Number

H Hold Point

W Witness Point




No. H/W


Preparation

1W Existing services located and marked clearly (if applicable)

2W Existing watermain exposed and level confirmed

3W Approved material supplier

Material Handling and Storage

4W All pipe materials delivered as ordered without damage

5W All fittings delivered as ordered without damage

6W All bedding material to Council standard and stored on site without contamination

Trench Excavation

7W Width and depth to Council standards

8W If ground water present, diversion drains as required

Common Trenching 9W Minimum 200mm pipe separation 10H No snaking of PE pipe 11W Pipes laid to level and grade, within tolerance Certification of 80% compliance prior to plan sealing 12W Pipe embedment, bedding depth to specification

Backfilling

13W Backfill trench compaction

Thrust Restraints

14H Adequate restraint provided on all uPVC/DI fittings



No. H/W


Conduits

15W All PE road crossings

16W Property service lines

Markings

17H All valves and hydrants clearly marked

18H All conduits have brass discs in place

Future & Council Connections

19H Mains ended with puddle flange (uPVC only) for thrust block

20H New main layed at grade and level to match existing

Testing

21W Cross connection valve closed

22W Flushing hydrants provided at main evacuation points

23H Water quality and pressure tests passed

Survey/As Constructed

24H Detailed Survey



POTABLE & RECYCLED WATER COMPLETED WORKS MATRIX

Road Names No.

H/W 7 8 9 10 11 12 13 14 15 16 17 18

Road Names No. H/W

7 8 9 10 11 12 13 14 15 16 17 18



DUAL WATER RETICULATION (RECYCLED WATER RETICULATION)


No Item Number

H Hold Point

W Witness Point




No. H/W


Pipe installation

25H Lilac coloured uPVC pipe, or PE - black with lilac stripe (PN16), no scars on pipe

26W Polyethylene flanges at valves

27W SS316 Bolts (“A4“ marked on head of bolt)

28W SS316 Backing Ring (“SS316” marked on ring)

Tees and Bends

29W If PE – no scars/scrapes on pipe

30W If Ductile iron – fusion bonded coated

Flushing Valves - End of line

31W Vertical (+/- 5 degrees)

32W Between 75mm and 150mm from top of dust cap to top of box.

Flushing Valves - Inline

33W Vertical (+/- 5 degrees).

34W Between 75mm and 150mm from top of dust cap to top of box.

Property service lines

35H Sand bedding required for all service lines

36W Minimum 75mm bedding between property service line and reticulation pipework

37W SS316 Clamp unable to be rotated.

38W Drilling doesn’t hit adjacent internal wall.



39W Clamp angle (0-45 degrees to horizontal)

40W Brass plugs fitted to unused Readytap service connections.

No. H/W


Single Property service

41W Ball valves connected to clamps

42W Correct shape/orientation of bends

Dual Property service (Duplex sites)

43W Service lines to be provided to the side of each driveway crossover



46W All service lines charged – check ball valve Certification of 10% compliance

47W Orange Marker tape at end ball valve Certification of 10% compliance

Butterfly Valves

48W Coating (2-Pack Epoxy Coating)

49W Stem/Key

50W Control/stop bolts installed

Shroud pipe

51W Minimum 225mm dia (uPVC pipe)

PVC to PE Transition flange is to be either

52W SS316

53W Fusion bonded coated



RECYCLED WATER COMPLETED WORKS MATRIX

Road Names No.

H/W 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53



DUAL WATER RETICULATION (POTABLE WATER RETICULATION – incl. PE pipe & transition)


No Item Number

H Hold Point

W Witness Point




No. H/W


Pipe installation

54W PE is black pipe with blue stripe (PN16)

PVC to PE Transition flange

55H Material to be ductile iron with puddle flange

Flushing valves - End of line

56W Vertical (+/- 5 degrees)

57W Depth below top of box

58W Adequate room for Camlock clip hose

Property service fittings

59W SS316 Clamp used

60W Tapping/Drilling does not hit adjacent internal wall

61W Readytap with brass plugs

Property service pipework

62H Sand bedding required for all service lines

63W Minimum 75mm bedding between property service pipework and reticulation pipework

64W Angles at Clamp between 0 and 45 degrees from horizontal

Single Property services





Dual Property services (Duplex sites)

67W Service lines to be provided to the side of each driveway crossover


No. H/W



70W All service lines charged – check ball valve Certification of 10% compliance

71W Blue Marker tape at ball valve Certification of 10% compliance



POTABLE WATER (incl. PE pipe & transition) COMPLETED WORKS MATRIX

Road Names No.

H/W 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70


RECTIFICATION SUMMARY LIST

No. H/W

Defect Details Date (GCCC) Approved

Verification

I certify that the works have been constructed in accordance with Gold Coast City Council Land Development

Guidelines and Specifications.

Contractor Representative

Date:

Contractor Representative Consultant Representative Subdivision Inspector


COUNCIL STAFF ONLY

SITE INSPECTION SUMMARY LIST

No. H/W

Road Name Details of Inspection Date/Initial

APPENDIX D OFFICE USE ONLY FN: PFN: SN: SS: BN: RN:

Gold Coast City Council Nerang Administration Centre P O Box 5042 GOLD COAST MAIL CENTRE QLD 9729

____________________________________________________________________________ 2005 Edition - Appendix D: Application for Approval of Street Lighting Page 1 of 2

APPLICATION FOR APPROVAL OF STREET LIGHTING

Development Name: ..................................................................................... Stage No: .........

Council File No: ................................................................................................................

PROPERTY DETAILS

Real Property Description: ...................................................................................................

Address: .........................................................................................................................

DEVELOPER

(a) Name: ....................................................................................................................

PRINCIPAL CONSULTANT

(a) Company Name: ........................................................................................................

(b) Address: ............................................................................. Phone No: .......................

(c) Contact Name: ..................................................................... Fax No: ..........................

STREET LIGHTING PLAN NO’s: ..............................................................................................

CHECKLIST STREET LIGHTING Yes N/A (a) Drafting - Drawings Include:

(i) Location Of All Light Poles And Service Conduits (ii) Location Of All Other Cross Road Conduits (iii) Type And Wattage Of Lighting (iv) Traffic Calming Devices (v) Additional Plans For Roundabouts And Major Roads (vi) Details Of Variations To Normal Alignment (vii) Computer Print Out Of Lighting Levels

(b) Design - Complies At: (i) Intersections (ii) Traffic Calming Devices including Mid Block Devices (iii) Pathways - Lighting At Each End (iv) General Lighting

(v) Check Conflict With Other Services / Conduits / Reticulation

CERTIFICATION

We/I hereby certify that the Street Lighting Plans described in this application satisfy .......................... .................................................................................................................................... Signature:.............................................RPEQ No:............. ...... Date.........../.........../............ Consulting Engineer for and on behalf of (Company): ...................................................................

APPLICATION FOR APPROVAL OF STREET LIGHTING (cont)

____________________________________________________________________________ 2005 Edition - Appendix D: Application for Approval of Street Lighting Page 2 of 2

COUNCIL USE ONLY:

Street Lighting Plan Numbers: .............................................................................................

NOT APPROVED

APPROVED SUBJECT TO MINOR ALTERATIONS AS SHOWN

APPROVED

Name of Council Officer: ...................................................................................................

Date: .............../................./...................

APPENDIX E


PLANNING AND LEGISLATIVE OVERVIEW SUMMARY

2005 Edition - Appendix E: Planning and Legislative Overview Summary Page 1 of 6

LEGISLATION

LEGISLATION RELEVANT AGENCY

Aboriginal Land Act

• Department of Environment and Heritage • Department of Family Services and Aboriginal and

Islander Affairs • Department of Lands • Department of Minerals and Energy

Acquisition of Land Act 1967

• Department of Natural Resources

Beach Protection Act 1968

• Department of Environment and Heritage

Building Act 1975

• Department of Housing

Building and Integrated Planning Act 1998

• Department of Local Government and Planning

Building and Construction Industry (Portable Long Service Leave) Act 1991

• Department of Employment, Vocational

Education, Training and Industrial Relations Building Units and Group Titles Act 1980


Canals Act 1958


Child Care Act 1991

• Department of Family Services and Aboriginal and

Islander Affairs Contaminated Land Act 1991


Electricity Act 1976

• Department of Minerals and Energy

Environmental Protection Act 1994


Fisheries Act 1976

• Department of Primary Industries

Gaming Act 1972

• Queensland Police Service

Gas Act 1965


Harbours Act 1955

• Department of Transport

Integrated Resort Development Act 1987

• Department of Local Government and Planning

PLANNING AND LEGISLATIVE OVERVIEW SUMMARY (cont)


LEGISLATION

LEGISLATION RELEVANT AGENCY

Land Act 1962


Liquor Act 1992

• Department of Tourism, Sport and Racing

Coastal Protection and Management Act 1995


Marine Parks Act 1982


Nature Conservation Act 1992


Petroleum Act 1923


Queensland Heritage Act 1992


Soil Conservation Act 1986


State Transport Act 1960

• Main Roads Department

Transport Infrastructure Act. 1994


Transport Operations (Passenger Transport) Act. 1994


Water Resources Act 1989




EXISTING PLANNING SCHEMES

Entire City - Draft Strategic Plan (1997) - "Draft"

Former Gold Coast - City of Gold Coast Planning Scheme and Regulatory Maps

Former Albert Shire - Albert Shire Planning Scheme

- Planning Scheme Maps

LOCAL PLANNING POLICIES FOR LAND WITHIN THE FORMER GOLD COAST CITY

LOCAL PLANNING POLICIES * C Superseded by the Land Development Guidelines

No 1 Off-Street Vehicular Parking Requirements

No 2 Structures near Council's Services

No 3 Car Parking in Comprehensive Development Zones not in the DCP

No 4 Surfers Paradise Central Area Application for TP Consent to change the use of an existing building

No 5 Extension of Consent, Permission or approval granted under superseded Planning Scheme

No 6 Development Application submitted by or on behalf of elected member of Council

No 7 Landscaping and construction of footways external to Development Sites

No 8 Design of Marina

No 9 Stormwater Headworks contribution at Building Application Stage

No 10 Foundation and Geotechnical Assessment

No 11 Foreshore Rockwall Design & Construction *

No 12 Stormwater Drainage Design *

No 13 Water Supply Design *

No 14 Sewerage Supply Design *

No 15 Water Supply and Sewerage Headworks Contribution

No 16 Design Standards for Engineering Works *

No 17 Installation of Satellite Dishes

No 18 Provisions for the Siting of Mailboxes

OTHER

• Interim Vegetation Protection Local Law

LOCAL PLANNING POLICIES FOR LAND WITHIN THE FORMER ALBERT SHIRE

LOCAL PLANNING POLICIES

No 1 Car Parking Layouts

No 2 Carparking Areas below Flood Level

No 3 Domestic Animals

No 4 Home Occupation

No 5 Home Occupation - Professional Offices in Residential Areas



LOCAL PLANNING POLICIES FOR LAND WITHIN THE FORMER ALBERT SHIRE (cont)

MISCELLANEOUS POLICY OR GUIDELINES

• Dual Use of Drainage, Open Space in the Albert Shire

• Fauna Relocation Guidelines

• Preliminary decision Foreshore Structures on Council controlled land

• Foreshore Structure Policy

• Park Dedication Guidelines

LOCAL PLANNING POLICIES FOR AMALGAMATED GOLD COAST CITY COUNCIL

NEW LOCAL PLANNING POLICIES

Adopted • •

•

•

•

Changes to Ground Level (No 19)

Site Analysis

Entry Statement Policy

Management of Coastal Dune Areas

Development of Land Adjacent to or within the easements of High Voltage Transmissions Lines

MISCELLANEOUS POLICY, GUIDELINES AND STRATEGIES

Adopted • Parkland Dedication Guidelines

• Co-Axial and Fibre Optic Cables (2.2.96)

• Activity Centre Strategy - April 1998

• Interim Local Law No. 6 (Vegetation Management)

Miscellaneous Policy • Nature Conservation Strategy

• Urban Heritage and Character Study

• Merrimac/Carrara Floodplain Structure Plan

• Northern Wastewater Strategy

• Landscape Strategy - Part 2 - Landscaping Documentation Manual

• Coombabah Kangaroo Management Strategy

• Community Safety Code

• Sediment and Erosion Control and Stormwater Management Strategy

• Bushfire Management Strategy (Interim Provisions apply)



STATE PLANNING POLICIES/STRATEGIES

• Development and Conservation of Agricultural Land (1/92)

• Planning for Aerodromes and other Aeronautical Facilities (2/92)

• Conservation of Koalas in the Koala Coast (1/95)

• South East Queensland 2001 Regional Framework Growth Management

• Shaping up Guidelines - Queensland Transport, 1997

INTERNATIONAL TREATIES/CONVENTIONS AND NATIONAL STRATEGIES

• National Strategy on Ecological Sustainable Development

• Ramsar Convention, wetlands of International Significance, World Heritage Sites

• ESD, Conservation of Biodiversity

STANDARD DRAWING DOCUMENTATION

• Institute of Municipal Engineering Australia Standard Drawings (original issue date 8/12/95)

Where there is no specific reference in Council's document, attention is drawn to the abovementioned Standard Drawing.



THE CORPORATE PLAN

The City of Gold Coast Corporate Plan includes:

OUR VISION

Naturally the world’s best place to be . . . . . . because we will create a city that is recognised internationally for the quality, diversity and sustainability of its lifestyle, economy and environment. The Gold Coast’s future will be secure as Australia’s most desirable place to live and favourite place to visit.

STRATEGIC PRIORITIES

OUR MISSION

To benefit our local community by sustainably managing the City’s resources and opportunities, and by delivering high-quality, affordable services, in partnership with the community, State and Federal governments, educational institutions and the private sector.

GCCC - Land Development Guidelines

Documents

Transcript of GCCC - Land Development Guidelines