SC6.911 City Plan policy – Land development guidelines 1 … · 2019-06-23 · Attachment C: City...

Attachment C: City Plan policy – Land development guidelines

iSpot: #65818086 v3 Major update to City Plan Policies (Schedule 6) – Draft for Adoption Sch 6.9, of 252

SC6.911 City Plan policy – Land development guidelines

1 Purpose and principles

1.1 Purpose

The purpose of this City Plan policy is to:

(1) provide guidance or advice about satisfying an assessment benchmark as specified in the City Plan;

(2) state the relevant standard(s) or specification(s) for an assessment benchmark contained in the City Plan; and

(3) provide the information Council may request in the assessment of a development application.

Note: Where specific standards, specifications, codes or documents referenced within the Land development DGguidelines (LDG) are replaced, amended or superseded (excluding those prepared by the City), and where a conflict or inconsistency occurs between cited documents, the document with the latest publication date is to take precedence.

1.2 Application

This City Plan policy is used to set out the City’s standards, specifications and guidance for the construction of infrastructure and is to be read in conjunction with the assessment benchmarks specified in the City Plan.

The application table, at the beginning of each chaptersection, shows the direct link between this policy and the City Plan codes.

The standards, specifications and guidance included in this policy support the interpretation of the acceptable outcome, which is only one way in which to satisfy the assessment benchmarks. Alternative outcomes can be proposed and considered by the City.

The City encourages and supports innovative alternative outcomes to those standards, specifications and guidance described in this policy where it can be demonstrated the alternative outcome:

(1) is based on best practice principles;

(2) meets the purpose of the City Plan code; and



(3) has regard to the design principles outlined in each chaptersection.

Note: Where an Australian Standard is referenced in legislation, compliance is mandatory.

1.3 Design principles

The standards, specifications and guidance outlined in this policy have been underpinned by the following design principles:

The design, construction, operation and maintenance of infrastructure is sustainable and:

(1) provides an appropriate level of service to support a desirable quality of life for City residents;

(2) maximises social, economic and physical accessibility;

(3) is cost effective over its life cycle;

(4) minimises environmental harm;

(5) maintains or enhances community health and wellbeing, safety and amenity;

(6) maintains the integrity of existing infrastructure;

(7) is reliable and resilient to impacts from natural hazards (including climate change) and has an asset life that is appropriate to the recognised risk;

(8) is adaptable and responsive to changes in demand and use;

(9) is provided in a sequence that supports growth and development to occur within the City’s settlement pattern;

(10) is co-located with other infrastructure, wherever possible; and

(11) efficiently provides infrastructure in accordance with best practice techniques and technologies.

(12) In the event an alternative outcome is proposed, regard to these design principles should occur.



2 Transport network standards

2.1 Application

This chapter section identifies the standards and specification requirements to satisfy performance against the assessment benchmarks in the City Plan for the City’s transport network.

Table 2.1: Application – Transport network standards

Section or table in City Plan code Assessment benchmark reference Section in chapter

Overlay codes

Bushfire hazard overlay code

Table 8.2.3-2 – Bushfire hazard overlay code – for assessable development

Vehicular access

AO6.2

Section 2.4.2

Landslide hazard overlay code

Table 8.2.11-2 – Landslide hazard overlay code – for assessable development

Access (for subdivision only)

AO6

Section 2.4.2526

Development codes

Driveways and vehicular crossings code

Table 9.4.2-1 – Driveways and vehicular crossings code – accepted development subject to requirements for driveways

Location

RO1

Section 2.4.2526

Table 9.4.2-4 – Driveways and vehicular crossings code – assessable development for vehicular crossings

Construction of vehicular crossings

AO1

Section 2.4.2526

Construction of vehicular crossings

AO2

Section 2.4.2526



Section or table in City Plan code Assessment benchmark reference Section in chapter

Reconfiguring a lot code

Table 9.4.8-1 – Reconfiguring a lot code – for assessable development

Road access

AO3

Section 2.4.2526

Circulation and street access design

AO14

Section 2.4

Section 2.6

Transport code

Table 9.4.13-1 – Transport code – for accepted development subject to requirements

Active transport network

RO10

Section 2.4.1011

Table 9.4.13-2 – Transport code – for assessable development


AO13

Section 2.4.1011


AO14.5

Section 2.4.1011

Sections 2.7

Roads and freight

AO15.1

Section 2.4

Section 2.5

Roads and freight

AO18.1

Section 2.4.34

Works for Infrastructure code

Table 9.4.15-1 – Works for infrastructure code – for assessable development only

Movement network design and construction

AO1

Chapter Section 2

Street lighting

AO3

Section 2.6

Assets – general provisions

AO8.1

Chapter Section 2


AO8.2

Chapter Section 2


AO8.3

Chapter Section 2


The design, construction, operation and maintenance of transport infrastructure is to ensure the infrastructure:

(1) is safe for all users and effective;

(2) responds to relevant social, environmental and traffic factors including development layouts;

(3) accommodates engineering constraints including drainage overland flow paths, vertical alignment and reasonable access to allotments;

(4) provides convenient alternatives to private car use and makes walking, cycling and public transport more accessible for more people, thereby increasing connectivity across the City;

(5) provides shared and safe local streets for walking, cycling and slow-moving vehicles;

(6) supports the City’s road classification comprised of highways, arterial roads, collector streets and access streets that support freight, public and private transport;

(7) provides a permeable and legible network with connectivity for all forms of transport; and

(8) provides property access, street parking, pedestrian and cycle pathways to a safe, convenient and efficient operational standard.



2.3 Chapter Section reference guidetable

The following table is intended to be used as a reference point to assist the applicant with quickly identifying what standard, specification and/or guidance applies to the specific element of the relevant section of the transport network standards.

Table 2.2: Chapter Section reference table – Transport network standards

Element (A-Z)

Relevant standard, specification and/or guidance Section in chapter

Bikeways Austroads Guide to Road Design 2009 Part 6A: Pedestrian and Cyclist Paths

AS1742.9 -2000: Manual of uniform traffic control devices Bicycle facilities

Department of Transport and Main Roads Manual of Uniform Traffic Control Devices (MUTCD)

AS1428.1-2009 Design for access and mobility

AS2890.3-2015 Parking facilities - Bicycle parking facilities

Section 2.7

Bus routes Translink: Public Transport Infrastructure Manual (PTIM) 2015

Section 2.4.25

Crossfalls Section 2.4.8

Entry treatment/threshold treatment Section 2.4.19

General geometric design standards Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM), Volume 3: Guide to Road Design, Part 3: Geometric Design

Austroads Guide to Road Design – Part 3: Geometric Design

Section 2.4.3

Road gGrades Section 2.4.5

Horizontal and vertical alignment Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM); Supplement to Road Design

Austroads Guide to Road Design Part 3: Geometric Design

Section 2.4.6

Horizontal pavement tapers Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM): Supplement to Austroads Guide to Road Design

Austroads 2009 Guide to Road Design – Part 3 Geometric Design

Section 2.4.16

Industrial access and collector indicative traffic volume

Section 2.4.2

Intersection design Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM): Supplement to Austroads Guide to Road Design

Austroads Guide to Road Design – Part 4: Intersections and Crossings – General

Austroads Guide to Road Design – Part 4A: Unsignalised and Signalised Intersections

Austroads Guide to Road Design – Part 4B: Roundabouts

Section 2.4.4

Kerb and channel Institute of Public Works Engineering Australasia (IPWEA) – standard drawing:

RS-080 – Profiles and Dimensions, Including Edge Restraints, Median and Channel.

Section 2.4.13

Kerb ramps Institute of Public Works Engineering Australasia (IPWEA) – standard drawings:

RS-091 – Ramped and cut through treatments

Section 2.4.12



Element (A-Z)


RS-092 – Installation of TGI’s – on ramped

RS-093 - Installation of TGI’s – on ramped – Kerb Crossings – Application Examples

RS-094 – Locations and Configurations

Parking AS/NZ 2890.1-2004 Parking facilities – Part 1:Off-Street car parking

AS2890.5-2013 Parking facilities – Part 5: On-street parking

Austroads 2008 Guide to Traffic Management Part 11: Parking

Department of Transport and Main Roads Manual of Uniform Traffic Control Devices 2010 (MUTCD)

Section 2.4.9

Pavements Austroads – Guide to Pavement Technology Part 2 Pavement Structural Design

Department of Transport and Main Roads (DTMR): Supplement to ‘Part 2 Pavement Structural Design’ of the Austroads Guide to Pavement technology

Section 2.5

Pedestrian pathways and shared pedestrian/bikeways

Austroads Guide to Road Design Part 6A: Pedestrian and Cyclist Paths

Section 2.4.11

Public utility allocations in the verge Institute of Public Works Engineering Australasia (IPWEA) – standard drawings:

RS-100 – typical service corridors and alignments

RS-101 – Typical Service Conduit Sections

Section 2.4.10

Road bridge and major culvert structures

Department of Transport and Main Roads (DTMR) – Standard Drawings

Department of Transport and Main Roads: Design Criteria for Bridges and Other Structures

Department of Transport and Main Roads: Road Drainage Manual

AS5100 – 2004: Bridge Design Set

AS1428.1 – 2009: Design for Access and Mobility

Austroads – Guide to Road Design Part 6A: Pedestrian and Cyclist Path

Section 2.4.24

Road edge guide posts Department of Transport and Main Roads Manual of Uniform Traffic Control Devices (MUTCD)

Section 2.4.22

Road hierarchy Section 2.4.1

Road shoulders Section 2.4.14

Service conduits Section 2.4.17

Service roads Section 2.4.23

Signs and pavement markings Department of Transport and Main Roads Manual on Uniform Traffic Control Devices (MUTCD)

Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM) Supplement to Austroads Guide to Road Design

Austroads Guide to Traffic Management Part 10: Traffic Control and Communication Devices

Austroads Guide to Road Design – Part 4: Intersections and Crossings – General

Section 2.4.20

Street lighting Section 2.6



Element (A-Z)


Street namesing and re-naming AS/NZS4819:2011 Rural and urban addressing (Section 4 Road Definition and Naming, Section 8 Signage and Appendix A Road Types – Australia)

Local Government Act 2009 Chapter 3, Section 60 Control of Roads;

Department of Transport and Main Roads Manual of Uniform Traffic Control Devices (MUTCD) – Part 5 Street Name and Community Facility Name Signs.

Section 2.4.27

Superelevation Austroads Guide to Road Design – Part 3: Geometric Design

Section 2.4.7

Traffic calming Austroads 2008 Guide to Traffic Management Part 8 Local Area Traffic Management

Department of Transport and Main Roads Manual of Uniform Traffic Control Devices (MUTCD), Part 13: Local area traffic management.

Section 2.4.18

Treatment of hazards Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM), Supplement to Austroads Guide to Road Design

Austroads 2009 Guide to Road Design – Part 6: Roadside Design, Safety and Barriers

Austroads Part 6: Roadside Design, Safety and Barriers

Department of Transport and Main Roads standard drawings.

Section 2.4.21

Turning areas Section 2.4.15

Vehicular crossings Institute of Public Works Engineering Australasia – standard drawings:

RS-049 – Residential Driveways: Plan 1 of 2

RS-050 – Residential Driveways: Plan 2 of 2

RS-051 – Heavy Duty Vehicle Crossing

RS-056 – Rural Driveway

Section 2.4.26

2.4 Roads

2.4.1 Road hierarchy

The road hierarchy is as shown in Table 2.3: Road hierarchy.

Table 2.3: Road hierarchy

Category Type Definition

Access Residential laneway Access roads cater for local access to individual dwellings/premises and localised pedestrian and cyclist movements. Residential access street

Rural residential access street

Industrial access

Rural access street

Collector Residential collector street Collector roads provide access to local access streets for localised vehicle, pedestrian and cyclist movements.

Residential collector street with bus route

Industrial collector street

Rural residential collector street



Category Type Definition

Rural collector street

Major traffic route

Urban sub-arterial (two lane)

Two-lane major traffic routes provide the following:

(1) A supportive role to four-lane major traffic routes;

(2) Carry significant volumes and facilitate long distance travel;

(3) Regional cycle movements but with lower speed, volume and volumes than four-lane major traffic routes; and

(4) Cater for on-road cycle lanes.

Rural sub-arterial (two lane)

Urban arterial (four lane)

Four-lane major traffic routes provide the following:

(1) Connect major centres, motorways and form important links for freight and line haul public transport;

(2) Cater for relatively high volumes and long distance travel; and

(3) Regional cycle movements but travel speed, volume and composition are such that cycle movements should be kept separate from general traffic.

Rural arterial (four lane)

Note: For the indicative traffic volumes refer to Chapter Section 10 – Standard drawings – Roadworks and section Section 2.4.32 – Industrial access and collector – indicative traffic volume.

2.4.2 Industrial access and collector – indicative traffic volume

To calculate traffic volume for industrial access and collector streets refer to Table 2.4: Traffic generation distribution of industrial estates – cars and commercial vehicles.

Rates:

Daily vehicle trips = 5 per 100m2 gross floor area.

Evening peak hour vehicle trips = 1 per 100m2 gross floor area.

Table 2.4: Traffic generation distribution of industrial estates – cars and commercial vehicles

Period Cars/hr/1000 staff CVs/hr/1000 staff Total vehicles

7-8 am 100 1 101

8-9 am 307 11 318

9-10 am 206 28 234

10-11 am 108 33 141

11-12 pm 83 33 116

12-1 pm 132 31 163

1-2 pm 162 34 196

2-3 pm 113 26 139

3-4 pm 163 31 194

4-5 pm 265 24 289

5-6 pm 350 15 365

6-7 pm 43 1 44

Total 2032 268 2300

Note: These figures are presented only as a general indication of traffic generation. Commercial vehicle trip generation particularly depends on industry type. The type of industry proposed affects both employee density and commercial vehicle trip generation.



2.4.3 General geometric design standards

Design in accordance with:

(1) Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM), Volume 3: Guide to Road Design, Part 3: Geometric Design; and

(2) Austroads Guide to Road Design – Part 3: Geometric Design.

2.4.4 Intersection design


(1) Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM): Supplement to Austroads Guide to Road Design;

(2) Austroads Guide to Road Design – Part 4: Intersections and Crossings – General;

(3) Austroads Guide to Road Design – Part 4A: Unsignalised and Signalised Intersections; and

(4) Austroads Guide to Road Design – Part 4B: Roundabouts.

2.4.5 Road gGrades

The minimum and maximum grading are as shown in Table 2.5: Minimum and maximum grading.

Table 2.5: Minimum and maximum grading

Desirable Absolute

Residential, Rural Residential and Commercial Streets

Minimum grading 1% 0.5%

Maximum grading 10% 16%

Industrial Streets



Major Traffic Routes



Notes:

(1) Short sections (20 meter maximum) of grades up to 20% may be considered in rural residential and rural zones to avoid earthworks disturbances.

(2) Cul-de-sac heads shall have an absolute minimum grading of 1%.

(3) Where there is any conflict with the Institute of Public Works Engineering Australia’s 120: Guidelines for Urban Street Design and/ or DTMR Road Planning and Design Manual and Austroads Guide to Road Design, Table 2.5 takes precedence.

(3)(4) The design of invert of kerb and channel is to have a preferred grade of 0.7% with an absolute minimum of 0.5%.

2.4.6 Horizontal and vertical alignment


(1) Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM:): Supplement to Austroads Guide to Road Design; and

(2) Austroads Guide to Road Design – Part 3: Geometric Design.

2.4.7 Superelevation


(1) Austroads Guide to Road Design Part 3: Geometric Design.



2.4.8 Crossfalls

The following crossfalls apply for all road surfaces.

(1) minimum – 3%; and

(2) maximum – 5% (in the case of roundabouts, 4%).

At intersections and cul-de-sac heads, a contoured detail is provided to demonstrate no ponding of water. Where minimum crossfalls are not achieved, the longitudinal grades are used to shed the water.

2.4.9 Parking

2.4.9.1 On-street parking


(1) AS2890.5-2015 Parking facilities – Part 5: On-street parking; and

(2) Austroads 2008 Guide to Traffic Management – Part 11: Parking.

2.4.9.2 On-street parking (signs and pavement markings)

Design in accordance with

(1) Department of Transport and main Main Roads Manual of Uniform Traffic Control Devices 2010 (MUTCD).

2.4.9.3 Off-street parking


AS/NZ2890.1-2004 Parking facilities – Off Street car parking.

2.4.10 Public utility allocations in the verge

Provide public utility allocations in the verge in accordance with:

(1) IPWEAQ standard drawing – RS-100 – typical service corridors and alignments; and

(2) IPWEAQ standard drawing – RS-101 – Typical Service Conduit Sections.

2.4.11 Pedestrian pathways and shared pedestrian/bikeways

Design pedestrian pathways and shared pedestrian/bikeway pathways in accordance with:

(1) Austroads Guide to Road Design – Part 6A: Pedestrian and Cyclist Paths; and

(2) Table 2.6: Pathways standards.

Table 2.6: Pathways standards

Road hierarchy Requirements

Residential zones

Arterial and sub-arterial – Urban Pathways on development side of the street – 2m (minimum) width.

Residential collector Pathways on the development side of the street – 1.5m minimum width.

Residential access (including cul-de-sacs) Pathways on one side of the street – 1.5m minimum width.

Laneways (rear lanes) No pathways required.

Industrial zones

Industrial access Pathways on the development side of the street – 1.5m minimum width.

Industrial collector Pathways on development side of the street – 2m minimum width.



Road hierarchy Requirements

Business activities

All streets Pathways on the development side of the street – 2m minimum width or wider as required.

Rural residential and Rural zones

All streets Generally no pedestrian pathways required. A pedestrian pathway may be required in special circumstances (refer below) – 1.5m (minimum) width.

Streets in the vicinity of schools, shopping centres or other high-pedestrian generators

All streets In addition to the above requirements, additional pathways and/or wider paths (e.g. 2.5m to 3m wide shared paths) may be required.

Note:

(1) Where pedestrian pathways are wider than 2 m metres, the verge width is to be a minimum of 6 m metres.

(2) For the definition of Business activities refer to Schedule 1 Definitions of the City Plan.

2.4.12 Kerb ramps

Design in accordance with IPWEAQ standard drawings:

(1) RS-091 – Ramped and cut through treatments;

(2) RS-092 – Installation of TGI’s – on ramped;

(3) RS-093 - Installation of TGI’s – on ramped – Kerb Crossings – Application Examples;

(4) RS-094 – Locations and Configurations.

2.4.13 Kerb and channel

Concrete kerb and channel (type B1) is required on both sides of all carriageways (excluding rural roads) in accordance with Chapter Section 10 – Standard drawings of the LDG.

The standard kerb and channel for Major Traffic Routes is barrier kerb and channel (B1).

The standard kerb and channel for all other roads (except for rural roads) is barrier kerb and channel (B1) or rollover kerb (M3). Refer IPWEAQ standard drawing RS-080 – Profiles and Dimensions, Including Edge Restraints, Median and Channel.

A full height kerb adaptor is provided in the kerb and channel and is a minimum of 400mm from the projected low-side property boundary of every residential lot.

The connection design is to be a City approved kerb entry adaptor, not PVC, and the end is to be formed to suit the kerb profile.

Semi-mountable kerb sections are to be used for roundabouts.

Barrier and mountable kerb sections are to be used at traffic islands and off-street parking bays.

To assist passenger movements, barrier kerb and channel is to be used at bus stops.

Kerb marking for underground public utility services is to be provided in accordance with Chapter Section 10 – Standard drawings of the LDG.

Kerb grading is to comply with Section 2.4.35 – Road Ggrades of the Transport network standards, with low points not located on a kerb turnout.



2.4.14 Road shoulders

Road shoulder and table drains are to comply with the following:

Table 2.7: Road shoulders

Zones/major traffic routes Requirements

Residential, Rural residential, Industrial zones and business activities

(1) Road shoulders width and depth are to be provided in accordance with Chapter Section 10 – Standards drawings of the LDG;

(2) The minimum longitudinal grading of the table drains is to be 1 in 100;

(3) Underground public utility services are to be marked in accordance with Chapter Section 10 – Standard drawings of the LDG.

Rural zones (4) Kerb and channel is not normally required, except through cuttings where used to reduce maintenance and prevent water ponding on the carriageway edge.

Major traffic routes (1) Major traffic routes are designed to the requirements of Austroads Guide to Road Design Part 3: Geometric Design and DTMR RPDM Supplement to Austroads Guide to Road Design; and

(2) Road shoulders are to be designed in accordance with Chapter Section 10 – Standard drawings of the LDG.

2.4.15 Turning areas

A facility for vehicles to turnaround is provided at the end of all cul-de-sac streets. The turnaround facility is to cater for a typical garbage/refuse collection vehicle.

Appropriate design vehicles for cul-de-sac turning areas are:

(1) within the turning area carriageway – the City’s standard garbage truck; or

(2) within the road reserve (mounting kerbs) – Heavy Rigid Vehicle (HRV- AS.2890.1).

Alternatives to a cul-de-sac turning facility will be considered where the alternative solution allows for the safe movement of a garbage/refuse collection vehicle. An example of an alternative is a short access lane for three lots, with a maximum length of 20m and where occasional reversing of a vehicle from a driveway is acceptable (e.g. onto a street with very low traffic volume).

2.4.16 Horizontal pavement tapers


(1) Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM): Supplement to Austroads Guide to Road Design; and

(2) Austroads 2009 Guide to Road Design – Part 3: Geometric Design.

2.4.17 Service conduits

Service conduits are provided at all road crossings of public utility services and traffic signals. The location of service conduits is to be shown on the approved services drawings and engineering drawings.

2.4.18 Traffic calming

The geometry of road networks within residential areas is to be designed to limit vehicle speeds through the use of physical design elements with minimal use of approved speed control devices referred to in Austroads Guide to Traffic Management Part 8: Local Area Traffic Management and Department of Transport and Main Roads Manual of Uniform Traffic Control Devices (MUTCD), Part 13: Local area traffic management.

The use of traffic calming devices is avoided, where possible. Where traffic calming devices are necessary, refer to Austroads.

2.4.19 Entry treatment/threshold treatment

Coloured concrete entry/threshold treatments Entry treatments and threshold treatments are not to be provided within the road reserve or within public open spaces, will be considered where skid resistance and lifecycle can be demonstrated in accordance with the following:



the City will only approve coloured concrete as a treatment;

the concrete pavement shall be design in accordance with Austroads Guide to Pavement Technology Part 2: Pavement: Structural Design (Section 9 – Design of Rigid Pavements);

minimum design life of 30 years;

special consideration needs to be given due to deterioration and differential settlement of the joint between rigid and flexible pavement;

a skid resistance after sealing to satisfy AS4663 Slip resistance measurement of existing pedestrian surfaces; and

is certified by an RPEQ engineer.

. If proposedCouncil’s preference is for entry/threshold treatments, it is to be placed within private property and be subject of appropriate management and maintenance programs/arrangements.

The following entry/threshold treatments are not supported:

(1) Exposed aggregate, as they do not meet skid resistance requirements and ravelling issues; and

(1)(2) Stencilled concrete and asphalt, as they become faded and look aesthetically unpleasing.

2.4.20 Signs and pavement markings

Designed in accordance with:

(1) Department of Transport and Main Roads Manual on Uniform Traffic Control Devices (MUTCD);

(2) Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM): Supplement to Austroads Guide to Road Design;

(3) Austroads Guide to Traffic Management – Part 10: Traffic Control and Communication Devices; and

(4) Austroads Guide to Road Design – Part 4: Intersections and Crossings – General.

2.4.21 Treatment of hazards

Treatment of hazards is to be in accordance with the following:

(1) Austroads Guide to Road Design Part 6: Roadside Design, Safety and Barriers; and

(2) Department of Transport and Main Roads (DTMR) Road Planning and Design Manual (RPDM): Supplement to Austroads Guide to Road Design.

The proposed treatment is to be supported by a report covering the design steps. The report is to be prepared by a suitable qualified RPEQ.

Design of safety barriers for all roads is to be carried out in accordance with Austroads Part 6: Roadside Design, Safety and Barriers, with design compliance demonstrated through a Roadside Impact Severity Calculator (RISC) report.

In residential and industrial zones/business activities, safety barriers are to be located at steep embankments, roadside obstacles and hazards in accordance with Austroads Part 6: Roadside Design, Safety and Barriers.

Only safety barriers and terminals approved by DTMR drawings and guidelines for the design speed of the road are to be used and installed in accordance with the manufacturer’s instructions unless instructed otherwise by the DTMR standard drawings and guidelines. Covers are to be provided to protect road users from sharp and protruding edges.

2.4.22 Road edge guide posts

Road edge guide posts are to 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.

2.4.23 Service roads

A service road is used to:

(1) improve streetscape/landscaping;



(2) provide pedestrian/bike path connections; and

(3) allow a mix of land uses adjacent to high volume traffic roads.

Service roads have a maximum speed of 60km/hr.

2.4.24 Road bridge and major culvert structures

See Chapter Section 4 – Stormwater drainage and water sensitive urban design in the LDG for further information on culvert design.

2.4.24.1 General

All roads bridges and major culverts (defined in Table 2.8: Major culverts) are to be designed by an RPEQ.

Table 2.8: Major culverts

Pipe culvert Box culvert

Steel diameter ≥ 1200 mm cell span ≥ 1800 mm;

cell height ≥ 1500 mm; and

waterway area per cell ≥ 3m2. Concrete diameter ≥ 1800* mm

* In accordance with the DTMR Bridge Inspection Manual a concrete culvert with a diameter/span of 1.8m does not qualify as a major culvert if the cell waterway area is less than 3m2. However, the City elected to depart from this rule and classifies 1.8m concrete pipe and 1.8 x 1.5m box culverts as major culverts.

Designs for all structures on roads are to be submitted to the City. Designs for structures on declared Main Roads also require the approval of the DTMR. Designs for structures associated with railway under bridges, railway overbridges and structures adjacent to railways require consultation and agreement with Queensland Rail, in accordance with the interface agreement between the City and Queensland Rail.

In submitting designs of structures to the City for approval, a third party review of Bridge Design Form is to be provided, taking into consideration the following, to minimise the City’s future maintenance responsibility:

(1) timber structural components are not used unless otherwise approved by the City;

(2) custom profiled galvanised steel pipes are not used in waterways or aggressive soils without concrete lining;

(3) concrete block structures are not permitted without prior written approval from the City (refer Queensland Urban Drainage Manual (QUDM) for pipe and material standards); and

(4) material and construction specifications must be compatible with the City’s roadworks and bridges specification.

Prior to the commencement of detailed design and documentation, a design report is to be submitted to the City for approval in principle, including general arrangement drawings of the proposed structure. The design report and general arrangement drawings are to include:

(1) horizontal and vertical design geometry;

(2) hydrologic and hydraulic data;

(3) statements on environmental impact, aesthetics and future maintenance; and

(4) durability design.

2.4.24.2 Structural design

Designed in accordance with:

(1) Department of Transport and Main Roads (DTMR) – Standard Drawings;

(2) Department of Transport and Main Roads: Design Criteria for Bridges and Other Structures;

(3) Department of Transport and Main Roads: Road Drainage Manual;

(4) AS5100 – 2004: Bridge Design; and

(5) AS1428.1 – 2009: Design for Access and Mobility.



2.4.24.3 Horizontal clearance

The horizontal alignment of the structure is to be determined through reference to the City’s requirements including:

(1) the City’s typical cross section (refer to Chapter Section 10 – Standard drawings in the LDG);

(2) provision for pedestrian walkways on both sides of the structure;

(3) provision for bikeways in accordance with Section 2.7 – Bikeways of the Transport network standards;

(4) provision for bus route lanes in accordance with Section 2.54.25 – Bus routes of the Transport network standards; and

(5) provision for public utility service allocations.

2.4.24.4 Vertical clearance

The City will determine the vertical clearance of the structure based on the requirements for:

(1) road clearance, including compliance to AS5100:2004 – Bridge Design Set;

(2) flood immunity clearance;

(3) waterway navigation freeboard;

(4) cycleway safe operation clearance; and

(5) rail clearance.

2.4.24.5 Hydraulic design

The applicable serviceability design flood associated with the hydraulic design of proposed structures will be determined in accordance with Chapter Section 4 – Stormwater drainage and water sensitive urban design standards in the LDG.

Road bridges are to 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.

2.4.24.6 Calculations

Hydraulic, structural and durability calculations are to be submitted together with the documents required by the City for approval.

2.4.24.7 Bridge identification

A date plate, made in accordance with Chapter Section 10 – Standard drawings in the LDG, is to be cast into the upstream side of the bridge abutment at a location determined by the City.

2.4.24.8 Pedestrian bridges

The City’s preferred minimum clear width for pedestrian bridges is 3 m except where maintenance vehicle access is required, in which case the minimum clear width is 3.5 m. The minimum width will be increased where demand shows increased width is required.

Pedestrian bridges are to be designed for a 5.0kPa live load (uniform load) and a 20kN concentrated load.

Prior to the commencement of detailed design and documentation, a design report is to be submitted to the City for preliminary approval, including general arrangement drawings of the proposed structure. The design report and general arrangement drawings are to include:

(1) horizontal and vertical design geometry;

(2) hydrologic and hydraulic data;

(3) statements on environmental impact, aesthetics and future maintenance; and

(4) durability design.

2.4.25 Bus routes


(1) Translink – Public Transport Infrastructure Manual.



2.4.26 Vehicular crossings

The geometric design of vehicular crossings across the verge is to conform to IPWEAQ Standard Drawings:

(1) RS-049 – Residential Driveways: Plan 1 of 2;

(2) RS-050 – Residential Driveways: Plan 2 of 2;

(3) RS-051 – Heavy Duty Vehicle Crossing; and

(4) RS-056 – Rural Driveway.

Where particularly restrictive physical constraints exist, and the above standard arrangements are not attainable, details of proposed non-standard vehicular crossings are to be certified by an RPEQ. Designs are to consider the following:

(1) Disability Discrimination Act 1992;

(2) AS2890.1: 2004: Parking car parking;

(3) AS2890.2: Parking facilities – Off-street car parking;

(4) QUDM; and

(5) safety in design and engineering best practice.

Construction is not to commence until the relevant permit is obtained.

2.4.27 Street names

The following is the City’s preferred standards for street naming and re-naming:

(1) Names should be easy to pronounce and be socially acceptable. Names which could be aligned with the following will be avoided:

(a) offensive or likely to give offense;

(b) inappropriate sounding when pronounced;

(c) deemed incongruous - out of place; and

(d) no slang words.

(2) No duplication of street names in the same or neighbouring suburbs within a 10km radius.1

(3) No names with similar spelling or pronunciation that would cause confusion (particularly if in the same suburb or neighbouring suburbs).

(4) A name which has an Australian historical or cultural significance is preferred.

(5) Names that have Indigenous significance should be referred for assessment to the City’s Heritage Unit.

(6) The street designation is to be appropriate to the geometry of the subdivision.2

(7) Names should not be overly long, with a maximum of 12 letters not including designation - “Street”, “Court” etc. Refer to Section 2 Street name Signs in Manual of Uniform Traffic Control Devices – Part 5 Street Name and Community Facility Name Signs 2003 edition.

(8) Hyphenated names are not acceptable in accordance with Appendix A Manual of Uniform Traffic Control Devices – Part 5 Street Name, and Community Facility Name Signs 2003 edition and AS/4819:2011 Section 3.5 Locality Names.

(9) Names of individuals/families used in memoriam e.g. Bruce Small may be considered. Names of an individual/family who have an exemplary long history associated to the area may be considered for approval. Evidence that the individual/family made significant contributions to the community or was of national prominence should be requested and provided. Refer to Section 2 Manual of Uniform Traffic Control Devices – Part 5 Street Name, and Community Facility Name Signs 2003 edition and AS4819:2011 Section 4.4.

(10) Developers of private, gated/security or restricted entry developments that contain internal roads must also apply to the City for approval for internal street names.3

Notes:

(1) This is to avoid confusion for emergency and other services.



(2) See Table 2.9: Street name designation guidelines.

(3) This ensures uniqueness of name and that other provisions of this policy are complied with. This is for the benefit of emergency services and the community as a whole.

Table 2.9: Street name designation guideline

Street Name Classification Definition

Major Roads

Way Two lane street

Four lane street

Road For all areas Principal name designation.

Minor Roads – Access Street or Collector Street

Avenue Collector street Must be tree lined or within a well treed area.

Boulevard Collector street Known residential area, high density area only.

Drive Collector street Road of some significance.

Gardens internal residential street Internal use for gated communities (private roads) Community Titles.

Heights Internal residential street Hilly area, internal use for gated communities (private roads) and Community Titles.

Lane Lane Nominally for a narrow access road.

Street Residential street


Rural Access Street

General name.

Terrace Residential street


Rural access street

Road of some significance.

View Residential street


Rural access street

To be used in areas with views.

Rise Residential street


Rural access street

To be used in areas with steep topography.

Cul-de-sacs

Close Residential street


Rural access street

Maximum of 12 lots.

Court Residential street


Rural access street

Maximum of 28 lots.

Cove Residential street


Rural access street

Maximum of 28 lots.

Place Residential street


Rural access street

Maximum of 60 lots.

Named for their shape

Circuit Residential street


Rural access street

A short road closing on itself or a long meandering road of origin but not necessarily closing on itself.



Street Name Classification Definition

Crescent Residential street


Rural access street

Must have a pronounced curve in alignment.

Named for their function

Esplanade Residential street


Rural access street

To be used only where road is adjacent to lake, river or beach.

Parade Residential street


Rural access street

Road of some significance.

Promenade Residential street


Rural access street

Commercial area (i.e. shopping centre).

Quay Residential street


Rural access street

Near a transport or waterway area.

2.5 Pavements

2.5.1 General

These guidelines provide the City’s minimum standards for road pavements for developments based on City’s road hierarchy. They shall be read in conjunction with the Chapter Section 9 - Specifications in the LDG and Chapter Section 10 – Standard drawings in the LDG.

2.5.2 Procedure

2.5.2.1 General

Generally the minimum pavement thickness will be determined by using the City’s road classification and relevant Vehicles Per Day (VPD) in accordance with Table 2.3: Road hierarchy.

Where deemed necessary by the City, 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 Table 2.10: 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 California Bearing Ratio (CBR) (test for the pavement, gravel and sub-grade) shall be the basis for determining final pavement thickness.

2.5.2.2 Frequency of sub-grade sampling

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

(1) generally, sampling should be randomly located in each proposed road;

(2) sampling should be undertaken on sections of significantly different sub-grade strength and generally in the position of the outer wheel path; and

(3) the location of presumptive tests and sampling should be agreed with the City (i.e. pre-start meeting) and a sketch marked up plan of the location of tests shall be submitted to the City with the test results for pavement design approval;.



(4) Where existing fill is present, an engineer (RPEQ) is required to verify that in addition to near surface fill material, deeper soil layers including fill and natural soils are considered in the design. This will require sampling and CBR testing of multiple layers with CBR values of deeper layers being considered in the design. This provision shall also apply where the natural soil profile exhibits decreasing CBR values with depth;

(3)(5) CBR limits shall be certified by an RPEQ as correct for pavement design.

2.5.3 Minimum pavement thickness

2.5.3.1 Road hierarchy and Vehicles Per Day – VPD

Unless otherwise determined by the City, the design volumes are as shown on the typical cross sections of Chapter Section 10 – Standard drawings of the LDG.

The minimum pavement and course thickness for each road hierarchy shall be as shown in:

(1) Table 2.11: Residential streets – minimum pavement thickness (mm);

(2) Table 2.12: Major traffic routes – minimum pavement thickness (mm);

(3) Table 2.13: Rural residential/Rural streets – minimum pavement thickness (mm); and

(4) Table 2.14: Industrial streets – minimum pavement thickness (mm).

The minimum pavement and course thickness for publically accessible car parks shall be the same as for access streets 400VPD.

2.5.3.2 Traffic volumes – Equivalent Standard Axles – ESA’S

Where deemed necessary by the City the minimum pavement course thickness for major traffic routes shall be determined by reference to Section 2.5.3.3 (see below) and in accordance with the requirements of the current documents as follows:

(1) Guide to Pavement Technology Part 2 Pavement Structural Design (Austroads); and

(2) Supplement to Part 2 Pavement Structural Design of the Austroads Guide to Pavement technology.

2.5.3.3 Design traffic – major traffic routes

Where relevant, as determined by City, design traffic for major traffic routes shall be as shown in Table 2.10: Design traffic – ESA’s below. Higher ESA values may need to be used on existing major traffic routes:

Table 2.10: Design traffic – ESA’s

Road hierarchy Design Traffic – ESA

Sub-arterial (two lane) – urban/ rural 3.7 x 105

Arterial (four lane) – urban/ rural > 1.0 x 107

2.5.4 Concrete pavement

Full-depth concrete pavements is generally used only on heavily-trafficked roads and bus bays; however, a full-depth concrete pavement may be designed for local streets in accordance with pavement manuals nominated in the following publications current at the time the design is prepared:


(2) Supplement to Part 2 Pavement Structural Design of the Austroads Guide to Pavement technologyTechnology.

Special attention is to be paid to the jointing and sub-base details in regard to rideability and the provision of additional conduits for future services. Where a concrete pavement is chosen, a concrete pavement design is to be submitted to the City for approval.

2.5.5 Full depth asphalt



Full depth pavements are not generally used for local streets. They may be 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 the City for approval.

The following reference publications must be used when determining detailed design pavement depths:


(2) Supplement to Part 2 Pavement Structural Design of the Austroads Guide to Pavement Technology.

2.5.6 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 the City. However, full details of the proposal must be submitted to the City for approval. A NATA registered laboratory must undertake all the required testing.

2.5.7 Cement Treated treated Materialsmaterials

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:

(1) Department of Transport and Main Roads (DTMR) Pavement Design Manual Supplement Part 2: of the Austroads Guide to Pavement Technology; and

(2) Austroads Guide to Pavement Technology; part Part 2: Pavement Structural Design.

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 the City at least two (2) weeks prior to undertaking the work.



Table 2.11: Residential streets – minimum pavement thickness (mm)

CBR of subgrade

Road hierarchy

Access street and laneway Residential collector street

0 – 400 VPD 401 – 750 VPD 751 – 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 the City.

Notes:

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

(2) The total pavement thickness is in mmmillimetres and includes the Asphalt Surfacing.

(3) 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. The same requirement applies for Class 3 material.

For pavement construction, refer to Chapter Section 9 Specifications – Unbound pavements of the LDG.



Table 2.12: Major traffic routes – minimum pavement thickness (mm)

CBR of subgrade

Road hierarchy

Sub arterial (two lane) Arterial (four lane)

0 – 1000 VPD 1001 – 14000

VPD >14001 VPD3 27000 VPD >27001 VPD

1 ** **

**

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


Asphalt surfacing 40 40

40

Base course

Class 1A – CBR 80

125 125 125

Sub-base

Class 2 – CBR 45

125 125 125

Below sub-base

Class 3 – CBR 15

125 125 125

*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 the City.

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

Notes:


(2) The total pavement thickness is in mmmillimetres and does not include Asphalt Surfacing.

(3) Pavement thickness for higher traffic volumes shall be based on the DTMR Pavement Design Manual Supplement Part 2: of the Austroads Guide to Pavement Technology.



For pavement construction, refer to the Chapter Section 9 Specifications – Unbound pavements of the LDG.



(5) Two (2) coat seal may be used in lieu of asphalt in remote rural locations subject to the City’s approval.

Table 2.13: Rural residential/Rural streets – minimum pavement thickness (mm)

CBR of subgrade

Road hierarchy

Rural residential access street Rural residential 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


Asphalt surfacing 25 25 25 Note4 Note4

Base course

Class 1B – CBR 60

100 100 100 100 100

Sub-base

Class 2 – CBR 45

100 100 100 100 100

Below sub-base

Class 3 – CBR 15

100 100 100 100 100


Notes:


(2) The total pavement thickness is in mmmillimetres and includes the Asphalt Surfacing.



For pavement construction, refer to Chapter Section 9 Specification – Unbound pavements of the LDG.

(4) Two (2) coat seal may be used in lieu of asphalt in remote rural locations subject to the City’s approval.



Table 2.14: Industrial streets – minimum pavement thickness (mm)

CBR of subgrade Road hierarchy

Industrial access street Industrial collector street

1 ** **

2 620* 740*

3 495 600*

4 420 520*

5 370 455

6 330 405

7 310 370

8 285 340

9 270 315

10 250 300

11 240 290

12 225 270

13 220 255

14 205 250

15 200 250


Asphalt surfacing 40 40

Base course

Class 1A – CBR 80 125 125

Sub-base

Class 2 – CBR 45 125 125

Below sub-base

Class 3 – CBR 15 125 125


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

Notes:


(2) The total pavement thickness is in mmmillimetres and does not include the Asphalt Surfacing.



For pavement construction, refer to Chapter Section 9 Specifications – Unbound pavements of the LDG.



2.6 Street lighting

This section specifies the City's requirements for street lighting to the City-controlled streets and roads. For Public Open Space lighting, refer to Chapter Section 5 – Public open space standards of the LDGof this policy.

2.6.1 Objectives

On Major Traffic Routes, the lighting is referred to as route lighting and is classified in AS/NZS 1158.1.1 Lighting for Roads and Public Spaces as Category V lighting.

On Minor Streets, the lighting is classified in AS/NZS 1158.3.1 Lighting for Roads and Public Spaces as Category P lighting.

A principal consultant is to be appointed to liaise with the City and be the only contact for the design and construction of street lighting.

An application for street lighting is to be accompanied by the prescribed form and fee listed in the City’s fees and charges.

Street lighting (and electrical reticulation) drawings are to be submitted to the City for approval at the same time the civil works drawings are submitted. This will ensure that services comply with this policy and do not conflict.

2.6.2 Street lighting classification

The relevant lighting category for each of the City's standard road classifications is shown in Table 2.15: Street lighting design requirements.

Table 2.15: Street lighting design requirements

Road Street lighting design standard

Major traffic routes

Urban sub-arterial (two lane road) V5 utilising aeroscreen luminaries only.

Aeroscreen LED lanterns will be the preferred type when Energex introduces an approved range of major road fittings.

Urban-arterial (four lane road) V3 utilising aeroscreen luminaries only.

Aeroscreen LED lanterns will be the preferred type when Energex introduces an approved range of major road fittings.

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

Minor streets and car parks

Residential access street P4

Residential collector street P3

Industrial access street P4

Industrial collector street P4

Rural residential access and collector streets

The City requires street lighting at intersections and hazardous locations only. Lighting should use aeroscreen luminaries only.

Rural areas Generally street lighting is not required. However, special lighting at traffic hazards may be required by the City if electrical reticulation is available.

Car parks P11a, P11b, P11c as applicable.

Disability or pram use parking spaces

P12



2.6.3 Specific requirements

(1) Electricity reticulation to streetlight poles is to be provided underground, with overhead supply being permitted only in rural areas subject to the City’s approval;

(2) Luminaires and poles for City controlled car park lighting is to be standard Energex equipment. Installation of car park lighting as Energex Rate 2 and design lighting is to comply with AS4282-1997: Control of the obtrusive effects of outdoor lighting;

(3) LATM devices require code specific illumination per category of road;

(4) Zebra crossings require PX classification floodlighting;

(5) The City 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:

(a) intersections;

(b) roundabouts;

(c) sharp bends;

(d) traffic control devices Pedestrian crossings;

(e) cul-de-sac;

(f) bridges (minimum Category V5 at abutments and minimum Category P3 on deck);

(g) night time accident locations;

(h) a higher category is appropriate where there are land uses such as retailing or entertainment;

(i) frequently used night time bus stops; or

(j) areas or routes where pedestrian and cyclist volumes are deemed high by the City.

2.6.4 Energex tariff

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 Tariff street lighting will only be considered in special circumstances and will require the City’s approval.

2.6.5 Luminaries

Luminary types, (e.g. LED, compact fluorescent, high pressure sodium, metal hydride), are subject to Energex guidelines. Use the most economical lamps type available (and acceptable) to Energex as follows:

(1) Category V1 to V5– HPS 100 watt or greater aeroscreen lamps or equivalent aeroscreen LED lamps.

(2) Category P1 to P3– HPS 70 watt lamps or LED equivalent lamps.

(3) Category P4 and P5– LED 14 watt lamps (standard stock item or nostalgia light 15 watt lamps).

2.6.6 Pole location

Street lighting poles are to be located opposite common allotment boundaries to minimise potential interference with vehicle access and glare complaints from residents. Poles are not to be located opposite boundaries of battle-`axe allotments due to a higher potential for vehicle collision.

Pole location is required to avoid likely vehicle conflict points to minimise the risk of damage to both poles and vehicles and injury to vehicle occupants. Consideration is given to potential paths of vehicles accidentally leaving the carriageway, and also to the swept path of oversize vehicles that may need to leave the carriageway to manoeuvre, (e.g. at cul-de-sac turning areas, speed control devices, bends and intersections).

Where poles are in vulnerable locations, (e.g. in small islands or roundabouts), consideration is given to the use of slip base or frangible type poles.



2.6.7 Roundabouts

The preferred option for the street lighting of roundabouts is for the light poles to be located on the approach side of each intersecting 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 (i.e. civil, landscaping and lighting design) is to be submitted.

2.7 Bikeways

In new development areas, a network of off-road routes in parks and on-road and off-road bikeways on all major traffic routes and collector roads are provided. Bikeways are designed in accordance with Table 2.16: Bike facilities.

Table 2.16: Bike facilities

Type of facility Document for compliance

On-road bikeway Austroads Guide to Road Design 2009 Part 6A: Pedestrian and Cyclist Paths;

AS1742.9 -2000: Manual of uniform traffic control devices Bicycle facilities; and

Department of Transport and Main Roads Manual of Uniform Traffic Control Devices (MUTCD).

Off-road bikeway Austroads Guide to Road Design 2009 Part 6A: Pedestrian and Cyclist Paths;

AS1742.9 -2000: Manual of uniform traffic control devices Bicycle facilities;

Department of Transport and Main Roads Manual of Uniform Traffic Control Devices (MUTCD), Part 9: Bicycle facilities; and

AS1428.1-2009 Design for access and mobility.

Other Bicycle parking is provided in accordance with the Transport Code – Table 9.4.13.11; and

End of trip facilities are provided in accordance with AS2890.3-2015 Parking facilities - Bicycle parking facilities.



3 Change to ground level standards

3.1 Application

This chapter section assists with satisfying the assessment benchmarks in City Plan that relate to the City’s change to ground level standards as outlined in Table 3.1 Application – Change to ground level standards.

Table 3.1: Application – Change to ground level standards

Section or table in the code Assessment benchmark reference Section in chapter

Overlay codes


Table 8.2.11-2: Landslide hazard overlay code – for assessable development

Cut and fill work

AO3.1

Section 3.86


Cut and fill work

AO3.3

Section 3.65


Cut and fill work

AO3.5

Section 3.65

Development codes – use codes

Change to ground level and creation of new waterways code

Table 9.4.1-1: Change to ground level and creation of new waterways code – for assessable development

Geotechnical fill

AO7

Section 3.5

Batters and retaining walls

AO9

Section 3.6

Section 3.7




General development provisions code

Table 9.4.4-1: General development provisions code – for accepted development subject to requirements

Earthworks and treatment of retaining walls

RO4

Section 3.6

Section 3.7

Table 9.4.4-2: General development provisions code – for assessable development

Earthworks and treatment of retaining walls

AO9

Section 3.6

Section 3.7


The design, construction and maintenance of earthworks are guided by five (5) design principles. These principles aim to ensure:

(1) the application of sound geotechnical and ecological practices;

(2) no land instability, contamination or adverse ecological impacts are established, including the disturbance of acid sulfate soils;

(3) the visual character, privacy, amenity and landscape values of a site, its immediate neighbouring properties and the surrounding area are not unduly diminished;

(4) the natural hydrologic behaviour of local stormwater and drainage catchments (upstream, downstream and on adjoining property) is not adversely affected; and

(5) retaining structures are fit for purpose and do not impact on existing utility services and infrastructure.

3.3 Chapter Section reference table

The following table is intended to be used as a reference point to assist the applicant towith quickly identifying what standard, specification and/ or guidance the relevant section of theapplies to the change to ground level standardsactivities.

Table 3.2: Chapter Section reference table – Standards for change to ground level

Element

(A-Z)

Relevant standard, specification and/or guidance

Section in chapter

Clearing, grubbing and preparation works for filling and excavation Works

Section 3.1310

Cut/fill batters and earth-retaining structures AS4678: 2002: Earth-retaining structure, Amendment 1 – 2003 and Amendment 2 – 2008.

Section 3.65

Earthworks AS1289:2000 Methods for testing sols for engineering purposes – general requirements and list of methods.

AS3798 Guidelines on earthworks for commercial and residential developments clause 4.3 and clause 4.4.

Section 3.54

Final earthworks presentation Section 3.1411

Ocean beaches Section 3.8

Retaining walls in Sstormwater treatment systems inon public land

Section 3.86

Topsoiling and grassing Section 3.1512

Treatment of adjoining properties Section 3.118

Treatment of dams/ponds and embankments Section 3.129

Waterfront development Section 3.107



3.4 Earthworks

3.4.1 Compressible soils

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

(2) Identify on the design engineering drawings, areas to be preloaded (where other approved method will be utilised). Submit certification by the consulting engineer and test results to the City prior to formal acceptance of the works on maintenance. For standard requirements and methods refer to AS1289:2000 Methods for testing sols for engineering purposes – general requirements and list of methods.

3.4.2 Materials for filling and ground conditions

3.4.2.1 Suitable materials

(1) Structural fill material is in accordance with AS3798 Guidelines on earthworks for commercial and residential developments clause 4.4 including inorganic, non-perishable material suitably graded and capable of compaction to the documented density to support commercial and/or residential developments and associated infrastructure.

(2) Certification by a RPEQ shall be submitted demonstrating compliance test results (certificates) for all imported fill material, prior to delivering material to site.

(3)(2) The abovementioned geotechnical documentation is to demonstrate the suitability for use of:

(a) clays of high plasticity which may be reactive and need to be selectively placed within the filling and under strict moisture and density control;

(b) 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;

(c) over-wet materials, as may be encountered in low lying areas;

(d) 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;

(e) saline, chemically-aggressive, or polluted soils;

(f) carbonate soils where acid disposal may occur;

(g) acid sulphate soils; and

(h) areas of known, or suspect, low slope stability.

3.4.2.2 Unsuitable materials

(1) The following materials are considered unsuitable as structural fill in accordance with AS3798 Guidelines on earthworks for commercial and residential developments clause 4.3 and the following:

(a) materials from swamps, marshes or bogs, or containing peat, logs, stumps and perishable material;

(b) materials susceptible to spontaneous combustion;

(c) materials contaminated through past site usage or containing noxious weeds and other matter which may adversely affect the local environment, except where these are treated in an appropriate manner;

(d) materials that contain substances that can be dissolved or leached out, or which undergo volume change or loss of strength when disturbed and exposed to moisture, unless conforming to the requirements of reuse of excavated material;

(e) silts or silt-like materials, unless conforming to the requirements of reuse of excavated material;

(f) materials containing wood, metal, plastic, boulders or other deleterious material;

(g) building rubble including concrete, asphalt and other materials except where broken down or otherwise treated and proved to be suitable for use;



(h) abandoned public utility plant and any associated material;

(i) material which is not capable of being compacted in accordance with the contract;

(j) material forming the foundation for a structure which has an allowable bearing pressure less than that nominated;

(k) material forming the foundation for an embankment which has an insitu California Bearing Ratio (CBR) less than 3; and

(l) material with a sulphur content exceeding 0.5 % within 500 millimetre of cement bound elements (for example concrete structures or masonry) unless such elements are protected by impermeable membranes or equivalent means.

(2) Particular materials, other than those prone to dissolving or which undergo physical or chemical changes or exposure to moisture and contaminated soils including noxious, hazardous and deleterious materials, may be confined to non-critical areas as designated and approved by the City.

(3) Contaminants within materials shall be dealt with appropriately in accordance with the relevant Acts, local laws or regulations having applicable jurisdiction over any development.

3.4.2.3 When using suitable material excavated from site, or imported material

(1) In the top 300mm layer of the formation, the maximum allowable stone size is 75mm.

(2) Below the top 300mm of the formation, the maximum allowable stone size is 2/3 of the allowable layer thickness (layer thickness in conformance with MRTS04 – General Earthworks Table 15.3-A Layer Thickness for Compaction).

(3) The best material available is to be used to form the upper 500mm of fill embankments.

3.5 Cut/fill batters and earth-retaining structures

3.5.1 Batters

(1) The preferred standards for batters are set out in Table 3.3: Batters – preferred standards below:

Table 3.3: Batters – preferred standards

Location Preferred standards

Batters within road reserves (a) In accordance with Chapter Section 10 – Standard drawings. The City will consider an alternative proposal if submitted with a supporting geotechnical report.

(b) To have a maximum slope of 1:4 in accordance with Chapter Section 10 - Standard drawings. Stabilisation through vegetation planting is to commence within ten (10) business days immediately following completion of bulk earthworks. Drainage of the batters is to prevent damage occurring and be in an approved form.

(c) The City may request a full geotechnical engineering report (prepared by a qualified and experienced geotechnical engineer) certifying the stability of the cut/fill batter.

(d) The preferred batter treatments to roads are set out in SC6.12 City Plan policy – Landscape work.

Batters within private property (a) It is preferred that batters have a maximum slope of 1:2. Stabilisation through vegetation planting is to commence immediately within ten (10) business days following completion of bulk earthworks. Batters are not to straddle allotment boundaries or extend into existing or proposed parkland and/or bushland reserve. Batters steeper than 1:2 are to be retained.

(b) All platforms resulting from cut/fill operations are to comply with standard requirements for drainage of allotments to the street at an absolute minimum slope of 1:150.

(c) Benching is to be undertaking where any proposed freestanding batter height exceeds 2.5m. The minimum width of benching is to be 1m with a minimum slope of 1:100 towards the lower face. The benching is to be vegetated to prevent erosion.

(d) The maximum height of any freestanding cut/fill batter with benching is to



Location Preferred standards

be 5m.

(e) The preferred batter treatments to landscaped areas are set out in SC6.12 City Plan – Landscape work.

Batters within public open space (a) It is preferred that batters have a maximum slope of 1:6. Stabilisation through vegetation planting is to commence immediatelywithin ten (10) business days following completion of bulk earthworks.

(b) Batters are either turfed or vegetated depending on park category and the need for surveillance.

(c) Any slope in excess of 1:6 is to be revegetated or otherwise planted.

(d) Batters with a height difference of greater than 2m are to be avoided, where practical. Where batters of a size larger than 30m² are dedicated within public open space, these batters are to be planted with at least two (2) plants per square metre. Planting extends a minimum of 2m from both the top and toe of the batter.

(e) Batters are topsoiled to a minimum of 100mm and stabilised by one or more approved treatments, being mulch, eco-blanket or jute-matting.

(f) The preferred batter treatments to landscaped areas are set out in <x>SC6.12 City Plan policy – Landscape work.

Batters to waterways such as lakes, canals, rivers or streams

(a) The maximum constructed batter slope above the high water mark that falls towards a lake, canal, river, stream or other waterway is 1:4.5.

(b) The batter slope is to continue to the building line, which is to be at or above the 1:100 year flood level. The remainder of the property must fall to the street frontage. Typical details are shown in Chapter Section 10 - Standard drawings. The location of quay lines, waterway regulation lines, building setbacks lines and revetment regulation heights is to be shown on the design and construction drawings for the City’s approval.

3.5.2 Retaining structures

The preferred standards applicable to retaining structures are as follows:

3.5.2.1 General

(1) Retaining structures:

(a) are designed in accordance with AS4678:2002 – Earth-retaining structure. Amendment 1 – 2003 and Amendment 2 – 2008.;

(b) design dead loads are to include a full hydrostatic load acting behind the structure, including when proper drainage of seepage is provided;

(c) are designed to provide a neat architectural and aesthetic appearance. The City’s preferred construction material is concrete, masonry and/ or steel;

(d) are to drain stormwater discharge to a Lawful point of discharge; and

(e) do not impose loadings on any adjoining structures, including underground utility services, that will adversely affect the structure (this also applies to footings).

3.5.2.2 Road reserves

Retaining structures are not permitted within the road reserve.

3.5.2.3 Private property

3.5.2.3.1 Residential activities

(1) Retaining walls (including footings and drainage) are setback 200mm from the property boundary;

(2) Retaining walls have a maximum overall height of 3m; and

(3) For retaining structures over 1.5m, a two (2) tiered retaining structure is designed in accordance with the Table 3.3: Design requirements for a two (2) tiered retaining wall.



Table 3.3: Design requirements for two (2) tiered retaining wall

Construction material

Lower tier

(maximum)

Horizontal setback between tiers

(minimum)

Upper tier

(maximum)

Overall height

(maximum)

Boulder retaining wall 1.5m 1.5m 2m 3m

Masonry or concrete wall

1.5m 1m 2m 3m

Figure 3.3 Typical example of a two (2) tiered retaining wall for residential lots

3.5.2.3.2 Industrial and business activities

(1) Retaining walls are designed as follows:

(a) have a maximum overall height of 5m; and

(b) setback in accordance with Table 3.4 – Retaining wall setbacks for industrial and commercial usesbusiness activities.

Table 3.4 – Retaining wall setbacks for industrial and business activities

Scenario Setback for retaining wall (including footings and associated drainage)

Where the site adjoins industrial or business activities

Inside property boundary

Where the site adjoins residential, open space or road reserve

Retaining wall ≤ 1.5m in height to be setback a minimum distance of 200mm from the property boundary

Retaining wall > 1.5m in height to be setback at least the equivalent height of the retaining wall from the property boundary.



3.5.2.3.3 Public open space

(1) The City will assess the need for any structures in public open space and only grant its approval where:

(a) retaining structures minimise maintenance requirements;

(b) public safety is not compromised; and

(c) the usability of the public open space is enhanced.

(2) If any retaining structures are to be constructed in public open space they are:

(a) constructed of solid masonry (not rock or dry walling);

(b) free of hollows or cracks in which vermin or snakes may dwell;

(c) designed in accordance with AS4678: 2002: Earth-retaining structure;

(d) buffered by landscape planting;

(e) reflective of the theme or character of the surrounding landscape; and

(f) for multiple or tiered retaining structures, they do not exceed 1.8m high within a 30m wide horizontal plane.

(3) The high side of the road is to be retained within private lots, where a change in level adjacent to a public open space is required. The difference in levels adjacent to the public open space is to be no more than 500mm. The residual difference in levels are to be dispersed across the road reserve (nature strips and centre median), which, if in excess of 1:6 must be vegetated.

(4) All retaining structures that are to be transferred as an asset to the City are to have a design life to the structure as set out in AS4678:2002 Earth-retaining structures. An RPEQ must certify all walls.

3.6 Retaining walls in stormwater treatment systems on public land

Retaining walls are not the City’s preferred design outcome within stormwater treatment systems and where there is an urban design change that can be made to remove the walls (by creating more space for the stormwater system) then the City will not approve a retaining wall.

For further information on Stormwater treatment systems in public land refer to Chapter Section 4 – Stormwater drainage and water sensitive urban design standards of the LDG.

3.7 Waterfront development

(1) Where retaining structures (revetments - either concrete walls or rock walls) associated with waterfront development are required, they are to be designed by a RPEQ. Certification of structural detail and stability is to be provided to the City;

(2) The performance and stability of any retaining structures is to be assessed for a wide range of possible waterway changes within the next 60 years; and

(3) The design of retaining structures associated with waterfront development is to address the following:

(a) top of wall no lower than RL 1.2m AHD;

(b) minimum foreshore erosion/accretion envelope of 1m in Gold Coast tidal waters;

(c) changes to water quality;

(d) natural meandering process;

(e) sea level rise;

(f) increased boating traffic;

(g) increased tidal volume upstream due to future development;

(h) increased flows due to developed catchments; and

(i) changes in sediment transport availability.



3.8 Treatment of adjoining properties

(1) Where earthworks/retaining structures are adjacent to existing residential or commercial developments cross-sections are to be provided showing the batter or retaining wall in relation to the adjoining boundary use.

(2) The toe of any fill batter or top of any cut batter is to be a minimum 300mm clear of the boundary line with the adjoining property.

(3) The effects on the drainage of adjoining properties from any cut or fill works is to be considered and is demonstrated on the engineering drawings that no ponding or nuisance from stormwater runoff will be caused.

3.9 Treatment of dams/ponds and embankments

All works involving construction of, or alterations to dams, is to be in accordance with Table 3.5: Preferred standards for dams and ponds and supported by engineering drawings and a cover letter/report prepared by a RPEQ.

Embankments are to be constructed of earthen materials and designed in accordance with the requirements of the Queensland Department of Environment and Heritage and QUDM.

A construction bond for the works shall be lodged (as agreed) with the City in accordance with Chapter Section 8 - Procedures.

Table 3.5: Preferred Standards standards for dams and ponds

Component Preferred Standards

Dams and embankments (general)

(a) embankments and associated outlet structures are not built any closer than 3m from a common property boundary;

(b) 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;

(c) no change occurs 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;

(d) spillways are to be designed with an allowance for a freeboard between water level and top of the embankment, ensuring the embankment is not breached , with an increased risk of erosion of the embankment;

(e) the hydrology, flow rates, spillway sizing and level, and upstream ground levels are to be analysed to ensure the water surface does not intrude onto upstream properties;

(f) the spillway face and associated works is to be designed to prevent scour and erosion;

(g) the embankments are to be designed and constructed to ensure geotechnical stability, in accordance with a geotechnical report prepared by a suitably qualified and experienced geotechnical engineer;

(h) any proposal to dredge out dams for maintenance or enlarging capacity is to have regard to water quality requirements;

(i) the relevant Australian Standards and State Government requirements and procedures are to be complied with at all times; and

(j) in the treatment of dams/ponds, the earthworks design is to address issues related to artificial wetlands such as wildlife habitats and nutrient sink..

Where dams and/or ponds are removed and backfilled

(a) dewater dams and remove any spoil of an unsuitable material from the site to a location approved by the City;

(b) undertake works to level the dam wall to its original ground level or what is deemed to be a soundly based representation of that level;

(c) ensure the integrity of the drainage lines to and from the dam including the provision of an alternative drainage path to replace the drainage path previously provided by the dam; and

(d) to backfill the dam with selected fill which meet Section 3.5.2 and is compacted in layers to the requirements set out Chapter Section 9 - Specifications.



3.10 Clearing, grubbing and preparation works for filling and excavation Works works

(1) Clearing grubbing and other preparatory works is to be undertaken in accordance with the following:

(a) an approved Erosion and Sediment Control Management Plan. It is the applicant’s responsibility to manage the construction process such that Department of Environment and Heritage Protection guidelines are adhered to at all times;

(b) any approved management plan and associated documents (for example vegetation management, stormwater management, open space management, bushfire management or construction management);

(c) current approved conditions and engineering drawings;

(d) Chapter Section 9 - Specifications; and

(e) demolition works to be carried out with the appropriate approvals and in accordance with relevant workplace health and safety regulations.

3.11 Final earthworks presentation

(1) Prior to grassing of all disturbed areas, ensure that the finished earthwork levels are in accordance with the approved engineering drawings. The minimum grade is to be:

(a) 1:150 in clay soils; and

(b) 1:200 in sands.

In addition to the above grading requirements, appropriate measures are to be implemented to comply with the City Plan - Healthy waters code and Change to ground level and creation of new waterways code.

3.12 Topsoiling and grassing

3.12.1 Topsoil

(1) Topsoil is to be provided to all disturbed areas, including allotments and verges, to a 100mm minimum compacted thickness which complies with the Chapter Section 9 - Specifications.

3.12.2 Grassing

(1) Grass seeding is provided following the placing and spreading of topsoil to disturbed areas on allotments.

(2) Turfing to disturbed areas is provided on verges and overland flow paths such as swales. The turf is to be established and maintained, and achieves a ground cover in the selected species of greater than 90% of the turf area.

(3) Where stormwater drainage overland flow paths, swales and the like are constructed, the minimum grassing requirement is cover turf or an equivalent treatment approved by the City.



4 Stormwater drainage and water sensitive urban design standards

4.1 Application

This chapter section assists with satisfying the assessment benchmarks in City Plan that relate to the City’s stormwater and water sensitive urban design (WSUD) standards as outlined in the Table 4.1: Application – Stormwater drainage and water sensitive urban design standards.

Table 4.1: Application – Stormwater drainage and water sensitive urban design standards


Overlay codes


Table 8.2.11-2 – Landslide hazard overlay code – for assessable development

Stormwater drainage

AO2.2

Section 4.4


Cut and fill work

AO3.1

Section 4.4

Other development codes

Change to ground level and creation of new waterways code

Table 9.4.1-1 – Change to ground level and creation of new waterways code – for assessable development

Stormwater drainage

AO2.1

Section 4.4.9

Stormwater quantity

AO4

Section 4

Erosion and sediment control

AO5.3

Section 4.5.5.4

Erosion and sediment control

AO5.4

Section 4.5.5.4




General development provisions code

Table 9.4.4-2 – General development provisions code – for assessable development

Stormwater drainage

AO10

Section 4.4

Healthy waters code

Table 9.4.5-2 – Healthy waters code – for assessable development

Stormwater quality

AO1.1

Section 4.5.3

Stormwater quality

AO1.2

Section 4.5.3

Stormwater quantity

AO2

Section 4.5.3


The design, construction, operation and maintenance of stormwater drainage and WSUD infrastructure are guided by eleven (11) thirteen (13) design principles. These principles aim to ensure the stormwater drainage and WSUD infrastructure:

(1) implements the principles of total water-cycle management;

(2) minimises disturbance to existing landforms, surface drainage, watercourses and groundwater;

(3) maintains waterway/ waterbody health, biodiversity and ecosystem function;

(4) maintains the natural hydraulic behaviour of catchments;

(5) safely conveys stormwater runoff through urban areas;

(6) promotes the protection of overland flow paths;

(7) mitigates the occurrence, severity and duration of flood events;

(8) protects receiving water quality by limiting the quantity of key pollutants discharged in stormwater from the development;

(9) is integrated carefully into the urban and natural landscape;

(10) contributes to the green space values within the City and promotes co-location of assets; and

(11) includes no-worsening measures to meet the above principles;

(12) Design development to create stormwater drainage networks that minimise underground stormwater drainage infrastructure and safely convey major stormwater flows to the natural drainage system; and

(11)(13) Minimise underground stormwater drainage infrastructure by creating minor drainage systems that do not exceed the minor system design service standard.


The following tables - Table 4.2: Chapter Section reference table – Stormwater drainage and Table 4.3: Chapter Section reference table – Water sensitive urban design are intended to be used as a reference point to assist the applicant with quickly identifying what standard, specification and/or guidance applies to the specific element the relevant section of the stormwater drainage and water sensitive urban design standardsWSUD.

Table 4.2: Chapter Section reference table – Stormwater drainage

Element

(A-Z)


Stormwater drainage

Coefficient of discharge Section 4.4.78

Culvert design Queensland Urban Drainage Manual (QUDM) Section



Element

(A-Z)


Austroads Guide to Road Design – Part 5: Drainage Design (Part 5B)

IPWEAQ Standard drawing DS-082

4.4.2425

Design storms – major/ minor drainage Section 4.4.10

Discharge to tidal and other waterways QUDM Section 4.4.23

Downstream drainage requirements QUDM Section 4.4.5

Drainline location Section 4.4.17

Integration with existing drainage QUDM Section 4.4.4

Extent of stormwater drainage works QUDM Section 4.4.1

Freeboard at inlets and junctions Section 4.4.22

Gully and field inlet types IPWEAQ Standard Drawings for Kerb Inlets, Drawings No. DS-060 to DS-063 and DS-068 (Standard Gully Inlet)

IPWEAQ Standard Drawings for Field Inlets, Drawings No. DS-050 for Type 1 and 2 and DS-069 Dome top cover (Standard Field Inlet)

QUDM

Section 4.4.11

Hydraulic calculations QUDM Section 4.4.19

Hydrologic methods QUDM Section 4.4.7

Intensity – frequency – duration data Australian Rainfall and Runoff 2016 (ARR 2016)

Section 4.4.3

Intersections Section 4.4.13

Manholes (access chambers) QUDM Section 4.4.14

Manhole access covers and framestops Section 4.4.15

Minor and major drainage system design criteria

QUDM Section 4.4.2

Overland flow QUDM Section 4.4.9

Pipe and material standards and structural design of pipelines and manholes

DTMR Specification MRTS26;

AS3725:2007 – Design for Installation of Buried Concrete Pipes;

AS15972:2013 Precast reinforced concrete box culverts Part 2: Large culverts;

AS/NZS3600 Concrete Structures; and

AS1597.1 Precast reinforced concrete box culverts Part 1: Small culverts

Section 4.4.18

Pipe capacity Section 4.4.21

Reduction in pipe size QUDM Section 4.4.16

Standards for drainage reserves in public open space

Section 4.4.6

Start hydraulic grade level QUDM Section 4.4.20

Standard inlet times QUDM Section 4.4.12

Swale/table drains Section 4.4.24



Table 4.3: Chapter Section reference table – WSUD – erosion and sediment control, stormwater quality, stormwater quantity and lakes

Element

(A-Z)


WSUD – erosion and sediment control, stormwater quality, stormwater quantity and lakes

Asset handover (including data capture) Section 4.5.178

Bioretention systems Water by Design Technical Design Guidelines;

IPWEAQ standard drawing RS-051; and

QUDM

Section 4.5.123

Compliance methods Environmental Protection Act

Best practice erosion an sediment control (IECA)

AS4970-2009 Protection of trees on development sites

WSUD: developing design objective for urban development in South East Queensland (Healthy waterways partnership, November 2007)

Section 4.5.67

Construction and establishment Section 4.5.1617

Design guidelines Healthy Land and Water – Water by Design Guideline

QUDM

Section 4.5.910

Design objectives Healthy Land and Water – Water by Design Guidelines

QUDM

Section 4.5.4

Development triggers Section 4.5.3

Development application process and submission requirements

Section 4.5.5

Frequent flow Water by design Stormwater Harvesting Guideline

Section 4.5.78

General design details Water by Design Technical Design Guidelines Section 4.5.1314

Lakes Section 4.5.1516

Modelling MUSIC modelling guidelines (Water by Design)

Section 4.5.89

Plant selection Section 4.5.1824

Proprietary design devices Music modelling guidelines (Water by Design) Section 4.5.1011

Swales Water by Design Technical Design Guidelines Section 4.5.1112

Waterway design QUDM Section 4.5.1415

4.4 Stormwater drainage

Queensland Urban Drainage Manual (QUDM) provides the basis for the design of stormwater drainage, except as specifically varied by this policy. Where there is an inconsistency between QUDM and this chaptersection, this chapter section takes precedence.



4.4.1 Extent of stormwater drainage works

Developers are to meet the full cost of providing an appropriate stormwater drainage system, with capacity sufficient for the design runoff from all upstream catchments (when such catchments are fully developed) to pass through the development.

The drainage system is designed to minimise impacts to all upstream and downstream properties and demonstrates that such discharge would, in no way, adversely affect any land, drainage systems or any watercourses (refer to QUDM).

Where a stormwater management plan is required, the City requires stormwater drainage drawings that demonstrate the following:

(1) feasibility and function of the proposed drainage system(s) within the site;

(2) its compliance with any relevant Stormwater Drainage Study (SDS); and

(3) its connection to the lawful point of discharge.

The minimum stormwater drainage works to be constructed by the developer, are detailed in the following sections.

4.4.1.1 Urban areas

The requirements for residential, industrial and commercial areas are:

(1) a minor drainage system, including:

(a) kerb and channel on both sides of all roads;

(b) gully pits at locations such that the flow in the kerb and channel does not exceed the requirements and specified limits in QUDM;

(c) roof and allotment drainage systems discharge to the street or piped drainage system. Lots that front waterways (including canals) are to discharge to the street unless the City determines otherwise. If discharge to a waterway is approved by the City, discharge pits are to be installed within private property;

(d) inter-allotment drainage connecting more than two (2) properties will only be considered where there is no viable alternative available, and will be determined in accordance with the principles outlined in QUDM. Under these circumstances, an easement, designed in accordance with Section 4.4.5.3 of Stormwater drainage and WSUD standards, will be required to be provided in favour of the City; and

(e) piped drainage from all gully pits and other inlets is to discharge at the boundary of the development at a lawful point of discharge approved by the City. Outlets are not permitted within private property. Where the piped system traverses private property, an easement in favour of the City is provided in accordance with Section 4.4.5.3 of Stormwater drainage and WSUD standards.

(2) a major drainage system including an overland flow system for runoff in excess of the capacity of the pipe system, is designed to ensure the design service standard flow is carried through the development clear of allotments (i.e. through roads or drainage reserves).

(3) safety screens are provided in accordance with QUDM, unless otherwise determined by the City.

4.4.1.2 Rural residential areas

The minor and major drainage system is to consist of open watercourses within allotments and fully-piped drainage within road reserves, with:

(1) kerb and channel on both sides of all roads;

(2) gully pits at locations such that the flow in the kerb and channel does not exceed the requirements and specified limits in QUDM;

(3) piped drainage from all gully pits and other inlets, is to discharge into defined natural watercourses or at a lawful point of discharge approved by the City. Outlets are not permitted within private property, unless topographically constrained and are approved by the City. Where outlets are approved by City in private property, appropriate scour protection is to be provided and an easement in favour of the City is provided in accordance with Section 4.4.5.3 of Stormwater drainage and WSUD standards;



(4) stabilised overland flow paths/watercourses, where scour and erosion protection works are required;

(5) reinforced pipe or precast concrete pipes (including drainage aprons) are to be located at road crossings of all natural watercourses and extend to the limits of the road reserve. Cross drainage design is to take into account the possible debris load from the catchment and accommodate blockage factors (see Section 4.4.23 of Stormwater drainage and WSUD standards). Where the extent of drainage works traverses land, that is not owned by the City, easements are to be provided in accordance with Section 4.4.5.3 of Stormwater drainage and WSUD standards, on either side of the road reserve to allow the necessary scour protection works and future maintenance works to be undertaken (see Section 4.4.5.3 of Stormwater drainage and WSUD standards). The provision of precast reinforced concrete pipes is the City’s preferred option. Masonry block construction is not permitted;

(6) the drainage system maintains does not change the natural bed of the waterway and provides for fish passage; and

(7) safety screens in accordance with QUDM, unless otherwise determined by the City.

4.4.1.3 Rural areas

The minor and major drainage system is to consist of open watercourses, with the following:

(1) gravel shoulders, without kerb and channel, on all roads;

(2) reinforced pipe or precast concrete box culvert structures (including drainage aprons), bridges or concrete causeways are to be located at road crossings of all natural watercourses, and extend to the limits of the road formation. Cross drainage design is to take into account the possible debris load from the catchment and accommodate blockage factors in accordance with Section 4.4.23 of Stormwater drainage and WSUD standards. Where the extent of drainage works traverses land, that is not owned by the City, easements are to be provided in accordance with Section 4.4.5.3 of Stormwater drainage and WSUD standards, on either side of the road reserve to allow necessary scour protection works and future maintenance works to be undertaken. Depth of flow indicators and delineator posts are to be used to better define the areas of more frequent inundation. The provision of reinforced concrete pipes is the City's preferred option. Masonry block construction is not permitted;

(3) earth table drains and catch drains are located in road reserves. Where required for scour and protection works, the drains are to be stone pitched or concrete lined;

(4) rural access pipe crossings for entry to all allotments in accordance with IPWEAQ Standard Drawing RS-056;

(5) the drainage system maintains does not change the natural bed of the waterway and provides for fish passage; and

(6) safety screens in accordance with QUDM, unless otherwise determined by the City.

4.4.2 Minor and major drainage system design criteria

The minor and major drainage systems are defined by the requirements and principles set out in QUDM.

(1) For a major drainage system:

(a) major underground piped drainage systems (as defined in QUDM), which carry flows in excess of the capacity of the minor drainage system, are not permitted unless approval is obtained from the City. Examples of where the City would consider major drainage systems are as follows:

(i) if an overland flow path is either impractical or unacceptable (e.g. the overland flow path is obstructed), a major underground piped drainage system is to be provided where approval is provided by the City; or

(ii) in addition to QUDM requirements, where major underground piped drainage is required, inlet capacities are designed for 100 year ARI flows with a 50% blockage factor.

(b) building over natural flow paths will not be permitted.

(2) Flow depth and width limitations are in accordance with the principles outlined in QUDM.

(3) Minimum pipe size requirements (excluding roof and allotment drainage) are as follows:

(a) drainage infrastructure, which is to be owned and maintained by the City, is 375mm diameter;



(b) drainage systems within private property where the drainage system conveys stormwater from any external public property(e.g. roads and parks) is:

(i) a minimum of 600mm diameter for pipes discharging to open watercourses, or

(ii) the size of the downstream drainage network that has been approved as the lawful point of discharge.

4.4.3 Intensity – frequency – duration data

Refer to Australian Rainfall and Runoff 2016 (ARR 2016) to determine Intensity – frequency – duration data.

4.4.4 Integration with existing drainage

The following section is to be read in conjunction with QUDM:

The design of the proposed drainage system (both major and minor) and earthworks for the development is to ensure the following:

(1) existing upstream drainage is not adversely affected; and

(2) existing 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, indicate what measures are proposed to ensure the downstream system is capable of carrying the increased discharge. Such measures are to include, but not be limited to, investigation of upgrading the existing downstream system, onsite detention and regional detention facilities.

4.4.5 Downstream drainage requirements

4.4.5.1 General

At the time of the relevant approval, the City will determine if one or more of the following is required:

(1) all downstream drainage paths have easements/reserves as appropriate in favour of the City (see Section 4.4.5.3 of Stormwater drainage and WSUD standards);

(2) provide written approval from all property owners, that they accept flow from the development site to a lawful point of discharge. (For the lawful point of discharge, refer to QUDM and additional requirements nominated in Section 4.4.5.2 of Stormwater drainage and WSUD standards);

(3) hydraulic calculations, derived from computer modelling, indicating that post development stormwater flows do not adversely affect downstream properties, increase flood heights or create nuisance to any property in the catchment; and

(4) maintenance requirements of drainage infrastructure that allows for safe access for all inspection and maintenance activities; with anticipated maintenance activities to be listed at the time of design.

4.4.5.2 Lawful point of discharge

In addition to the above requirements, the City will determine which of the following are required as a lawful point of discharge:

(1) to concrete kerb and channel, gullies, natural watercourse or existing enclosed stormwater drainage system abutting the development, provided the system has the capacity required. Obtain approval from the City for any connection to the City infrastructure. Calculations are to incorporate the design runoff from all upstream catchments (when such catchments are fully developed);

(2) to the road reserve, provided the concentration of stormwater does not adversely affect the drainage capacity of the road and/or adjoining properties;

(3) through adjoining private properties, providing it is managed by easements between the property owners. The minimum width of the easement is to be 3m; and/ or

(4) to an existing enclosed drainage system higher than the development from a drainage pit within a site by pumping. Direct discharge to kerb and channel is not permitted, instead discharge is to be to an approved access or gully pit. Pumping 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 the City’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.

In addition, all pumped stormwater systems are to be designed to manage overflows in case of malfunction or flow rates in excess of design capacity by:

(a) demonstrating that in the event of malfunction, there is no adverse impact to neighbouring properties, e.g. overflows leave the site in a safe manner and do not inundate habitable or non-habitable areas within and external to the site; and

(b) ensuring the owner of the pump system is responsible for all costs associated with installation, operation and maintenance and is liable for all damages as a result of system malfunction. The pumping infrastructure will remain the asset of the site owner, and will not form part of the City’s drainage scheme.

A lawful point of discharge is not permitted within private property, unless otherwise approved by the City. Where approved, this is to be in accordance with Sections 4.4.5.1 and 4.4.5.3.

4.4.5.3 Drainage easements

Stormwater drainage is preferably located as follows:

(1) in dedicated drainage reserves; or

(2) on public land, with direct access from public land.

Where the above circumstances are not achievable and an alternative outcome is proposed, the easement requirements specified in QUDM are modified to the extent that:

(1) easements in favour of the City are required to be provided over any pipe that is to be a Council owned and maintained asset that is located in private land;

(2) a minimum easement width of 3m for single pipes up to and including 900mm diameter. For pipes larger than 900mm in diameter, multi-cell pipes or box culverts, the minimum easements widths are in accordance with QUDM;

(3) easements in favour of the City are required over cross drainage outlets from road reserves for maintenance purposes where that land is not owned by the City. Easements are to be a minimum length of 5m;

(4) easements over open drains or channels must be wide enough to incorporate berms along the top of the channel (refer to QUDM);

(5) easements over piped drainage or drainage outlets within private property are to encompass the length of the drainage system and overland flow path to provide access from public land for maintenance purposes and protection of the overland flow path;

(6) overland flow path easements provide for passage of stormwater flows along the easement and prohibit the erection of structures, the alteration of surface levels, and any activity within the easement which may obstruct the flow of storm runoff (e.g. debris retentive fences, landscaping, walls, filling). The easement must be the full design flow width and vegetated or paved to prevent potential scouring;

(7) access easements are to be provided to enable the City to have access from a surveyed road to a drainage easement;

(8) easements are to be of such width, length and location to enable necessary works (e.g. construction, maintenance and site inspection) to be carried out; and

(9) building works over or near stormwater drains must be assessed against the Queensland Development Code (QDC).

4.4.6 Standards for drainage reserves in public open space

Drainage standards areto consider the nature of the intended function and constraints of the land including:

(1) preserving the recreation function of the open space;

(2) general open space areas with a need for access by pedestrians and cyclists;

(3) passive areas with a need for public access;

(4) active areas in tourist significant areas; and



(5) natural watercourses with ecological significance.

The City will consider the following in its determination of drainage standards for particular open space areas:

(1) major flood capacity;

(2) convenience flood capacity – minor event in terms of interval event and the time to drain ponded sites;

(3) maintenance costs, e.g. batter slopes;

(4) safety, e.g. maximum velocity 2 m/sec;

(5) stability factors, e.g. resistance to scour, slip; and/or

(6) ecological considerations, e.g. preserving valuable areas, provide fish passage, and appropriate planting in waterway areas, minimum impact on existing riparian/aquatic ecosystems.

(7) the stormwater outlet is not to impact on use of the park land or access to adjacent land. The City may require developers to extend pipes through public open space until it can be discharged to an approved drain, waterway and stormwater management system.

4.4.7 Hydrologic methods

Hydrologic methods are to be determined in accordance with the principles set out in QUDM.

4.4.8 Coefficient of discharge

Table 4.4: Runoff coefficient vs. development category below sets out the runoff coefficients vs. development categories as a variation to the requirements of QUDM.

Table 4.4: Runoff coefficient vs. development category

Zones

C10

Slope < 1%

1% Slope < 5%

Slope 5%

Neighbourhood centre, Mixed use, Extractive industry, Waterfront and marine industry and low, Medium and high impact industry

0.95 0.95 0.95

Urban zones

High density residential

Medium density residential

Centre

Neighbourhood centre

Emerging community

(including roads)

High density

0.90 0.90 0.90

0.80 0.85 0.85

Low density residential

Emerging community

(average lot size)

Low density

< 600m² 0.80 0.85 0.90

> 600m² < 1000m² 0.75 0.80 0.85

> 1000m² < 4000m² 0.65 0.70 0.75

Rural and Rural residential zones

Rural

Rural residential

Bare rock 0.82 0.88 0.94

Rocky clayey soil 0.68 0.78 0.90

Open forest/grassed/crops 0.47 0.62 0.80

Average grassed/timbered 0.39 0.52 0.70

Heavily timbered 0.30 0.40 0.58

Bare sand 0.15 0.25 0.40



Zones

C10

Slope < 1%

1% Slope < 5%

Slope 5%

Open space and Community facilities zones

Community facilities

Conservation

Sport and recreation

Open space

0.55 0.65 0.75

4.4.9 Overland flow

In addition to the requirements of QUDM, the time adopted for travel in a large pervious area, such as a major park or urban forest is to recognise the limits of the overland flow phenomenon. It is a matter of field observation that sheet flow rarely progresses more than 50m before entering a runnel or rill, with travel in the latter mode falling into the natural channel category.

The City'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.

4.4.10 Design storms – major/minor drainage

Table 4.5: Table of recommended design average recurrence intervals – major and minor drainage system below modifies QUDM requirements.

Table 4.5: Table of recommended Ddesign average recurrence intervals (ARI and annual exceedance probabilities (AEP) – major and minor drainage system

Drainage system ARI (years) AEP (%)7

Major drainage system service standard

Minimum service standard 100 1

Minor drainage system service standard

Zones

Residential zones

LDR1 (up to 12.5 dwellings per net hectare) 2 39

LDR2 (up to 16.6 dwellings per net hectare) 2 39

RD1 (up to 25 dwellings per net hectare) 2 39




RD4A (up to 66 dwellings per net hectare) 10 9.510

RD5 (up to 200 bedrooms per net hectare) 10 9.510




Centre zone 10 9.510

Neighbourhood centre zone2 102 9.5102

Open space zone 1 63

Low, Medium and High impact industry zones

Low, Medium and High impact industry 2 39

Waterfront and marine industry zone 2 39



Drainage system ARI (years) AEP (%)7

Major tourism zone 10 9.510

Community facilities zone 10 9.510

Innovation zone code 10 9.510

Mixed use zone2 102 9.5102

Southport PDA 10 9.510

Conservation zone

Emerging community zone

Sport and recreation zone

Extractive industry zone

Limited development (constrained land) zone

Special purpose zone

See note 3

Roads drainage service standard

Minor and major roads

Minor road

Longitudinal drainage system Refer to relevant development category

Cross drainage system (minimum service standard)

(culverts, bridges) 10 9.510

Major road – major traffic routes

Longitudinal drainage system 10 9.510

Cross drainage system (minimum service standard)

(culverts, bridges)

50 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) Seek the City’s advice on design storms for this development category. Lower design storms may be approved based on the standards of service for the surrounding area.

(3) Where design storms have not been defined in the table above, seek the City’s advice.

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

(5) The City may require higher recurrence intervals based on particular locality considerations that include:

(a) ability to accommodate the major event (QUDM);

(b) Transport and Main Roads flood requirements;

(c) afflux considerations;

(d) future strategic planning considerations;

(e) counter disaster planning consideration;

(f) connections with a history of interruption in flash flooding events;

(g) safety considerations in flood events; and

(h) the ability to access isolated or single entry communities.

(6) The City may accept 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.

(6)(7) AEP figures have been rounded to the nearest whole number.

4.4.11 Gully and field inlet types

In addition to the inlet types nominated in QUDM and the Chapter Section 10 – Standard drawings of the LDG, the City will allow alternative inlet systems where approved by the City, noting that these systems are to comply with the City’s stormwater drainage specification.

Chapter Section 10 – Standard drawings of the LDG provides inlet capacity charts for the standard inlet types as follows:



4.4.11.1 Standard gully inlet

A standard gully inlet is provided in accordance with Section 10 – Standard drawings of the LDGIPWEA Standard Drawings for Kerb Inlets, Drawings No DS-060 to DS-063 and DS-068.

The City has completed full scale hydraulic testing (in conjunction with other Authorities) for lip-in-line gully configurations. The inlet capture charts shown on Chapter Section 10 – Standard drawings of the LDG provide inlet capacity rates for a kerb-in-line 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-in-line gully pit configuration.

A reduction factor is not to be applied to the sag capacity charts. As a result of the hydraulic testing program, modified freeboard requirements are to be used for the lip-in-line gully pit. Refer to Section 4.4.23 of Stormwater drainage and WSUD standards.

4.4.11.2 Drainway Ppre-cast stormwater inlet system

The drainway inlet system (precast concrete side inlet gully with precast shafts) may be used in the city for side inlet road gully manholes.

The pre-cast stormwater drainway inlet system as detailed in Section 4.4.17.5 can be used as an alternative pre-cast gully manhole inlet configuration, where preferred.

QUDM is to be referenced for inlet capacity charts.

The use of cast in situ gully manholes may be approved where demonstrated to the City’s satisfaction that approved proprietary products cannot be utilised.

4.4.11.3 Standard field inlet

A standard field inlet is provided in accordance with Section 10 – Standard drawings of the LDGIPWEA Standard Drawings for Field Inlets, Drawings No DS-050 for Type 1 and 2 and DS-069 Dome top cover.

Field inlet design is to be in accordance with QUDM. The allowable depth of ponding for safety depends on location, 0.25m being an average maximum.

4.4.12 Standard inlet times

The use of standard inlet times does not apply in the City. Alternative methods outlined in QUDM are recommended. The minimum time of concentration is five (5) minutes.

4.4.13 Intersections

The City will only approve anti-ponding gully inlets within kerb turnouts where it can be demonstrated that this is the best design option available under the particular circumstances (Refer to Chapter Section 2 – Transport network standards of the LDG).

4.4.14 Manholes (access chambers)

The design of manholes is to be in accordance with QUDM.

In addition to the requirements of QUDM, install manholes directly upstream of revetment walls as shown on Chapter Section 10 – Standard drawings of the LDG.

Pre-cast manholes from the City’s ‘Approved product list for stormwater drainage’ may be used provided they are installed in accordance with the manufacturer’s specifications. The diameter of the manhole access opening and cover to converter slab is to conform to the City’s standards.

4.4.15 Manhole topsaccess covers and frames

Where drainage manholes are located in flood prone areas or where the design hydraulic grade line is above the top of the manhole, provide bolt down manhole tops covers and frames as directed and/or approved by the City.



4.4.16 Reduction in pipe size

Where a pipe size reduction is allowed in QUDM, the manhole outlet is to be bell-mouthed to the same size as the upstream pipe diameter, through the wall of the manhole, to the downstream pipe.

4.4.17 Drainline location

The City’s standard drainline location is detailed in the sections below:

4.4.17.1 Cast in situ gully inlet

For cast in situ gully inlet design, refer Section 10 – Standard drawings of the LDGIPWEAQ Standard Drawing Nos. DS-060 and DS-063.

The City will permit 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 are met:

(1) maximum gully to gully connection pipe diameter is 600mm diameter;

(2) gullies are constructed in accordance with the Chapter Section 10 – Standard drawings of the LDG;

(3) acute angles in connecting pipes are avoided to minimise head losses;

(4) interferences with other utility services and guardrails on the footpath are avoided;

(5) the main drainage line (spine) of the gully system is constructed on one side of the road only. The number of gully-to-gully connections is unlimited unless specified otherwise in this policy. Connect any gullies on the opposite side of the road directly (as close to 90° as possible) across the road;

(6) a maximum of three (3) gully to gully to manhole connections is allowed on the non-spine side of the drainage system prior to connecting across the road; and

(7) 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.

4.4.17.2 Pre-cast stormwater inlet system

Pre-cast stormwater drainway inlet/gully manhole systems are accepted for general use.

The standard alignment for drainlines, other than gully-to-gully connections, is 2m measured towards the road centreline from the nominal face of kerb. For standard width access streets, as shown on Chapter Section 10 - Standard drawings of the LDG, the drainline alignment is to be on the centreline of the street. The pipework layout is, in most cases, to be the conventional herringbone layout.

4.4.18 Pipe and material standards and structural design of pipelines and manholes

When designing drainage systems in locations that will be subjected to a saltwater environment and/or aggressive ground water conditions, liaise with the relevant suppliers for an appropriate product designed to comply with the current Australian Standard and to meet the specific site conditions.

Fibre reinforced pipes are to be in accordance with the DTMR Specification MRTS26.

4.4.18.1 Pipes

Pipes and pipe laying are to comply with the requirements of QUDM except in reference to flush jointed pipes. Flush jointed pipes will not be accepted in the City. Spigot and socket and rubber ring jointed pipes are required for all sizes of pipe. Reinforced concrete pipes are the City’s preferred option.

4.4.18.2 Box sections

It is the City’s preference that construction of box sections is from precast reinforced concrete box culvert sections only. Precast base slabs are not to be used in the City. Box culverts are only to be used where it has been demonstrated that:

(1) unrestricted access for maintenance and replacement purposes can be achieved; or

(2) design constraints prevent the use of pipes. Viable constraints to be considered are:

(a) slope or cover constraints;

(b) fauna movement requirements;



(c) waterway area restrictions; and/or

(d) cost/benefit analysis.

4.4.18.3 Pressure applications

The City does not accept pressurised or pumped systems for drainage assets that are to be contributed to the City.

4.4.18.4 Structural design

The structural design of drainage pipelines is to be carried out in accordance with the following:

(1) AS3725:2007 – Design for Installation of Buried Concrete Pipes;

(2) AS1597.2-2013 Precast reinforced concrete box culverts Part 2: Large culverts; and

(3) AS/NZS3600 Concrete Structures and AS1597.1 Precast reinforced concrete box culverts Part 1: Small culverts.

Note: Large and small culverts are defined in Chapter Section 11 – Glossary of the LDG.

Box culvert sections, that are under fill, with a depth greater than 2m, require the base slabs to be structurally designed and certified by an RPEQ.

The strength class for concrete drainage pipes is to be determined using the appropriate environmental conditions, loading factors (construction and traffic) and be in accordance with AS3725:2007 Design for Installation of Buried Concrete Pipes. Construction loads are to be nominated on the construction drawings.

A minimum of class 3 is to be adopted where sufficient evidence cannot be provided for the use of a lower class. Pipes are to be of a suitable material for the site specific environmental conditions in accordance with AS/NZS 3600-2001 Concrete Structures, Exposure Classification and be a minimum of B2.

Engineering drawings submitted for approval are to show the following information for each drainage line:

(1) type and class of pipe;

(2) installation and bedding details; and

(3) construction method (backfill layer thickness, compaction equipment).

4.4.19 Hydraulic calculations

The hydraulic gradeline calculations are to take into consideration the impact of a gross pollutant structure where one is identified as a requirement in the SDS, SMP or as required by the City.

4.4.20 Start hydraulic grade

For start hydraulic grade refer to QUDM.

4.4.21 Pipe capacity

Calculations for stormwater pipe capacity flowing full may be based on Colebrook-White equation using K = 0.6 minimum.

4.4.22 Freeboard at inlets and junctions

Notwithstanding the requirements of QUDM regarding minimum freeboard recommendations for gully inlets and manholes, Table 4.6: Gully inlet freeboard (mm) below provides the City’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 4.6: Gully inlet freeboard (mm)

Longitudinal road grade Lintel

S M + L

≤ 3% 150 150



Longitudinal road grade Lintel

S M + L

> 3% 150 350

S = Small lintel 2.4m M = Medium lintel 3.6m L= Large lintel 4.8m

Note: Freeboard is measured from lowest side of channel invert.

4.4.23 Discharge to tidal and other waterways

An appropriate allowance for storm surge and impacts of climate change is to be provided when establishing tailwater levels for outfalls to tidal and non-tidal waters. For particular requirements associated with design and protection of tidal and non-tidal outlets (refer to QUDM). Notwithstanding these requirements of QUDM, the lowest invert level of the drainage system at the outlet shall not be lower than mean low water spring tide (MLWS) or the standing water level of the receiving waterway, lake or watercourse.

For stormwater drainage, outfall level requirement from stormwater management system refer to Section 4.5.10.614.4 of Stormwater drainage and WSUD standards.

Drainage outlets should not be permanently submerged.

Consultants should liaise with the City prior to commencing detail design.

Specific consideration is to be given to design and protection for locations of outlets where discharge is directed over surfaces that have not previously been subjected to concentrated flows 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 Environment and Heritage Protection (DEHP) approval in accordance with the Water Act 2000.

Open drains and watercourses, either natural or manmade, are protected from scour and erosion as directed or approved by the City, in accordance with QUDM and Section 4.5.10.614.4 of Stormwater drainage and WSUD standards.

Note: All construction within the tidal zone requires approval under the Planning Act 2016, Transport Infrastructure Act 1994 and Coastal Protection and Management Act 1995.

4.4.24 Swale/table drains

Swales are not permitted in place of kerb and channel in urban areas.

Swales are not permitted in the replacement of conventional stormwater drainage in a rural residential zone where there is no kerb and channel. In these instances, table drains are required to manage the road run-off, with the preferable option being a v-drain.

To prevent erosion and to minimise maintenance, table drains are to be free draining with scour protection as required.

Refer to Section 4.5.812 of Stormwater drainage and WSUD standards for details of swale construction where swales have been approved.

4.4.25 Culvert design

This section imposes additional requirements to those of Chapter Section 2 – Transport network standards of the LDG.

In addition to principles outlined in QUDM, Austroads Guide to Road Design - Part 5: Drainage Design (Part 5B) and IPWEAQ Standard drawing DS-082, the following is required:



(1) Culverts under roads are to be designed to accept the full flow for the minor system (ARI shown), ensuring 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 upstream and downstream face of the causeway embankment may need scour protection where overtopping is likely to occur. All road crossings are to be designed to meet the above criteria with allowance for debris blockage as follows:

(a) 50% blockage on culverts is provided up to and including 2400mm wide;

(b) 30% blockage on culverts is provided over 2400mm span;

(c) 100% blockage of guardrails is provided;

(d) Debris deflectors are provided in cases where the blockage potential is high; and

(e) ARR 2016 is checked for higher blockage percentages and applied where appropriate.

(2) The design is to cater for 1% AEP (i.e. 100yr ARI) flow without worsening of flooding to private property by utilising formalised secondary flow paths. The design ensures that a 1% AEP flow under a 100% blockage scenario does not re-route overland from its normal watercourse alignment.

All major culverts require Level 2 inspection reports and maintenance manuals to be supplied as part of the as-constructed requirements (refer to Chapter Section 9 – Specifications of the LDG).

4.5 Water sensitive urban design

4.5.1 Introduction

The City has grown rapidly over the last few decades and accompanying this growth is development pressure and an increased population. These factors place stress on our natural water systems and receiving waterways and leads to degradation of our most prized assets, our beaches and waterways.

In response to these pressures, the City has fostered and encouraged the use of more sustainable and integrated urban water management across the city over the last decade. This is through a number of measures including adopting the principles of water sensitive urban design (WSUD) for new development.

An integral element of WSUD is the design and construction of stormwater management systems as part of any development. These devices minimise the impact on waterways by removing pollutants and reducing the change in stormwater flows. The City requires all development manages its stormwater runoff appropriately for the protection of receiving waters and environments.

4.5.2 Purpose

The purpose of this section is to outline the City’s requirements for stormwater quality and quantity management for any development and to protect the values and quality of all waterways in the City.

This section deals with the following aspects of stormwater management:

(1) erosion and sediment control during construction and building;

(2) stormwater quality management;

(2)(3) stormwater quantity management;

(3)(4) waterway stability management;

(4)(5) frequent flow; and

(5)(6) integration of stormwater management infrastructure into development, built form and landscape.

This section also outlines the development triggers, stormwater design objective, compliance methods, design, construction and asset transfer requirements by the City for stormwater management infrastructure. It provides standard approaches to design and delivery of stormwater management infrastructure thus offering a degree of certainty to developer applicants, the city and the community. It does not disqualify innovative solutions but the onus is on the applicant to demonstrate the facts and circumstances to support the solution.

Where the requirements in this policy differ from information contained within the external documents, this policy is to take precedence.



4.5.2.1 External documents

A number of external documents provide contemporary and comprehensive policy and guidance in relation to the management of stormwater. Table 4.7: External documents and application outlines the guidelines which are to be referred to during the respective stages of design development.

Table 4.7: External documents and application

External guideline

(A-Z)

Phase of development

Planning and

concept feasibility

Design development(development application)

Detailed design

(operational works

application)

Construction Establishment Operation and

maintenance

Best Practice Erosion and Sediment Control (IECA)

Living waterways booklet

Queensland Urban Drainage Manual

Standard Drawings (IPWEAQ)

Water by Design - Concept Design Guideline for Water Sensitive Urban Design1

Water by Design - Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands1

Water by Design - Deemed to Comply Solutions– Stormwater Quality Management1

(including Worked Examples)

Water by Design - MUSIC Modelling Guideline1

Water by Design - Rectifying Vegetated Stormwater Assets1

Water by Design – Stormwater Harvesting Guideline1

Water by Design – Transferring Ownership of Vegetated Stormwater Assets1

Water by Design – Maintaining Vegetated Stormwater Assets1

Water Sensitive Urban Design -Technical Design Guidelines for South East Queensland1

Notes:

1These guidelines are available from http://hlw.org.au/



4.5.3 Development triggers

Development that meets or exceeds the triggers set out in Table 4.8: Development triggers for stormwater quality management is required to manage stormwater in accordance with the design objectives listed in Section 4.5.4 below. Development that is less than the triggers is required to meet the requirements of the Queensland Development Code (QDC).

The design and submission of the stormwater quality management strategy are to occur in accordance with the remainder of this guideline (and the guidelines referenced by this guideline).

Table 4.8: Development triggers for stormwater quality management

Development type Stormwater quality management triggers1

Erosion and sediment control (construction phase)

Stormwater quality management, waterway stability management, frequent flow management4

Material change of use and Preliminary approvals

All development involving preconstruction, construction or building works

(a) greater than 850m2 of land

(b) 3 or more dwellings (attached or detached)3

(c) includes newly constructed road (previously unformed road) exceeding 30m in total length

(d) includes 200m2 or more uncovered new or refurbished car park area including parking bays and circulation driveways

Reconfiguring a lot All development involving preconstruction, construction or building works

(a) greater than 850m2 of land and results in an increased number of allotments

(b) 3 or more allotments result in 3 or more dwellings (attached or detached)3

(c) includes newly constructed road (previously unformed road) exceeding 30m in total length

(d) includes 200m2 or more uncovered new or refurbished car park area including parking bays and circulation driveways

Operational works All development involving preconstruction, construction or building works

(a) greater than 850m2 of land and results in an creation of new allotments

Note:

(1) Stormwater management is not required for development in the Rural zone.

(2) Development which involves the material change of use of an existing building without any construction or building works does not trigger the requirement for stormwater management.

(3) For development in the Rural residential zone, where the ‘residential’ development results in less than 15% imperviousness (including roads and ground level impervious), then the stormwater quality objectives focus on road and parking areas only, with tanks and management of tank overflows required for buildings.

4.5.4 Design objectives

This section outlines the stormwater management design objectives. These design objectives are the minimum standard for new development, where local waterway or drainage design objectives have not been adopted by the City. Where local design objectives have been adopted for a particular catchment (i.e. master drainage strategy, catchment management plan or equivalent), these local specific objectives override the relevant objectives outlined in the following sections. It is the responsibility of the applicant to consult with the City regarding the existence of overriding local waterway or drainage design objectives.

4.5.4.1 Erosion and sediment control (construction phase)

Table 4.9 Erosion and sediment control (construction phase)

Intent Ensure construction activities for the development avoid adverse impacts on stormwater quality and downstream water environments.

Standard / Objective Do not release prescribed water contaminants (as defined in the Environmental Protection Act 1994) from the development site, or cause likely release, should rainfall occur, unless all reasonable and practicable measures are taken to prevent or minimise the release and concentration of contamination.



This will require minimising soil exposure, and undertaking erosion control, drainage control and sediment control in accordance with the following:

(1) Section 4.5.5.4 of this policy of the Stormwater drainage and WSUD standards;

(2) relevant healthy waterways guidelines and documents;

(3) Urban Stormwater Planning Guideline (Queensland State Government); and

(4) Best Practice Erosion and Sediment Control (IECA).

Application All new development which requires stormwater management where involving (or likely to involve), but not limited to, the following:

(1) vegetation clearing;

(2) earthworks;

(3) civil construction;

(4) installation of services;

(5) building works;

(6) rehabilitation;

(7) revegetation; and

(8) landscaping.

4.5.4.2 Stormwater quality objectives (operational phase)

Table 4.10: Stormwater quality objectives

Intent Protect receiving water quality by limiting the quantity (loads) of stormwater pollutants discharged into receiving waters from development.

Standard / Objective Achieve the following minimum reduction in mean annual loads from unmitigated development:

(1) gross pollutants (>5mm) – 90% reduction in mean annual load;

(2) total suspended solids (TSS) – 80% reduction in mean annual load;

(3) total phosphorous (TP) – 60% reduction in mean annual load; and

(4) total nitrogen (TN) – 45% reduction in mean annual load.

Application All new development which requires stormwater management.

4.5.4.3 Stormwater quantity objectives

Table 4.11: Stormwater quantity objectives

Intent Ensure all runoff from developed catchments is managed to ensure that property and infrastructure upstream or downstream is protected from impacts of flooding, piped or overland flows in accordance with QUDM and City Plan.

Standard / Objective All runoff from developed catchments is managed to ensure that property and infrastructure upstream or downstream is protected from impacts of flooding and meets with the following:

(1) development does not adversely impact on land, drainage system or watercourse;

(2) the flood behaviour of the whole catchment must not change as a result of the development; and

(3) at the boundary of the development site or at nominated locations downstream of the development the following is achieved:

(a) no increase in peak flood flow rate for all events up to and including the 1% AEP (i.e. 100 year ARI) event;

(b) no increased in peak flood velocities;

(c) no increase in flood level for all events up to and including the 1% AEP (i.e. 100 year ARI) event;

(d) no material change in rate of flood rise; and

(e) stormwater outfall or discharge is located to avoid conflict with existing usage of downstream land or impact on existing waterway or drainage.


4.5.4.4 Waterway stability objectives



Table 4.12: Waterway stability objectives

Intent Prevent in-stream erosion downstream of urban development by controlling the rate (or magnitude) and duration of sediment transporting flows.

Standard / Objective Limit the post-development peak 1-year Average Recurrence Interval (ARI) event discharge within the receiving waterway to the pre-development peak 1-year ARI event discharge.

Application Applicable to new development which requires stormwater management and:

(1) drains to an unlined channel or non-tidal waterway within the site or downstream of the site which is not significantly degraded; or

(2) drains to a tidal waterway within or downstream of the site which is not significantly degraded and considered by Council to be at risk of erosion due to changes in hydrology (typically at the interface between freshwater and tidal zones of the waterway which are subject to erosion).

Note: Where required by the City, a local waterway and ecological assessment may be required in accordance with the Environmental significance overlay code.

4.5.4.5 Frequent flow objectives

Table 4.13: Frequent flow objectives

Intent Protect in stream ecosystem from the effects of changes in low flow hydrology by preserving baseflow and minimising the change in frequency of surface flows and increase in flow volume.

Standard / Objective Achieve the following flow management:

(1) baseflows (in particular winter baseflows) – ≥10% of mean annual rainfall volume converted to baseflow (less than baseflow threshold of 0.4 I/s/ha).

(2) surface flow – ≤ 20 surface runoff days per annum measured as days where the maximum daily flow rate exceeds the baseflow threshold of 0.4 I/s/ha.

(3) flow reduction – ≥25% reduction in mean annual runoff volume from unmitigated development.

Application Applicable to new development which requires stormwater management and:

(1) proposes an increase in impervious area from exiting conditions; and

(2) drains to a freshwater waterway or wetland in very good condition or with high ecological value.

4.5.4.6 Landscape integration

Table 4.14: Landscape integration

Intent To ensure the stormwater management infrastructure is integrated into the urban design and landscape.

Standard/Objective Achieve the following:

(1) consider the location and spatial requirements of stormwater management early in the site planning and design process;

(2) locate stormwater management infrastructure to protect matters of environmental significance;

(3) integrate the stormwater management infrastructure within the development layout and public open space to increase visual amenity and biodiversity;

(4) where possible:

(a) complement matters of environmental significance;

(b) locate the stormwater management infrastructure adjacent to public open space and waterway corridors to increase amenity and reduce maintenance; and

(c) achieve a naturalised shape for the stormwater infrastructure so as to complement the natural landform and retained trees.

(5) ensure all overland flows entering and exiting stormwater management system do not compromise the intent, function and safety of co-located uses (i.e. recreational parks);

(6) consider the maintenance implications in all design decisions;

(7) promote awareness of stormwater impacts on local waterways and the function of stormwater management through educational and interpretive signage;



(8) ensure the stormwater management infrastructure is safe; and

(9) predominant use of endemic plants.


4.5.5 Development application process and submission requirements

This section outlines the submission requirements for stormwater management as part of development applications.

4.5.5.1 Preliminary approval

An integrated approach is critical to ensure that future development on the site has well designed stormwater management strategies which are resilient to extreme climatic events (both floods and droughts) and are delivered in a manner which complements the overall built form.

A master stormwater management plan (SMP) is to be submitted with a preliminary approval application and

(1) confirms the site can be developed with appropriate stormwater management strategies; and

(2) identifies the preliminary location and scale of the stormwater systems.

The content of the master SMP should be discussed with the City prior to submission, but will generally include the information required for a MCU/ROL application with the following additional requirements:

(1) stormwater quantity assessment - for small to medium development sites (≤10ha), the stormwater quantity storage will be in the order of 400m3 per hectare of development and no modelling is required. For larger development (>10ha) stormwater quantity assessment is required. Note: Stormwater quantity assessment/modelling will be required for all development as part of

subsequent ROL applications.

(2) stormwater quality sizes and footprints should be established in accordance with Water by Design -Deemed to Comply Solutions – Stormwater Quality Management or Section 4.5.5.2 of Stormwater drainage and WSUD standards. No MUSIC modelling is required at this stage unless specifically requested by the City. The size of stormwater treatment systems provided in Section 4.5.5.2 of Stormwater drainage and WSUD standards allow for maintenance access, high flow bypass and 1 in 4 batters in addition to the treatment areas.

(3) waterway stability management sizes - for small to medium development sites (≤10ha), the waterway stability storage will be in the order of 100-150m3 per hectare of development and no modelling is required. For larger development (>10ha) stormwater quantity assessment is required. The waterway stability storage can be integrated with the stormwater quantity storage.

(4) conceptual earthworks drawings are not required at this stage. However, the master SMP must include the location and footprint area of the above measures at a scale that clearly illustrates that the proposed plan has allowed suitable space for the stormwater management systems. Simple conceptual blobs on a plan will not be approved by the City.

4.5.5.2 Material change of use / Reconfiguring a lot

4.5.5.2.1 Deemed to comply

Small sized development

For a dwelling house, dual occupancy or multiple dwelling on a lot less than 5,000m2, light industrial or business activity on a lot less than 2,500m2, the applicant can adopt a deemed-to-comply solution using a letter to the City indicating the type, location and size of the stormwater treatment system in accordance with the following:

Table 4.15: Deemed to comply solutions for small development

Residential A bioretention device(s) that is not less than 2% of the total contributing catchment (including roof areas).

High rise A bioretention device(s) that is not less than 2% of the total contributing catchment (including roof areas).

A gross pollutant trap (hydrocarbon and litter separator for high-rise development includes a basement car park for >10 cars.



Commercial / Industrial A bioretention device(s) that is not less than 2.5% of the total of the contributing catchment (including roof areas).

A gross pollutant trap (hydrocarbon and litter separator) for high-rise development that includes a basement car park for > 10 cars.

Medium sized developments

For a dwelling house, dual occupancy or multiple dwelling on a lot equal to or more than 5000m2 but less than 1.25 ha and light industrial or business activity on a lot equal to or more than 2500m2 but less than 1.25 ha, the applicant can adopt a deemed-to-comply solution in accordance with the Water by Design – Deemed to Comply Solutions – Stormwater Quality Management. For uses not defined in this document, contact the City to determine the best fit for the particular land use.

For submission requirements refer to Water by Design – Deemed to Comply Solutions – Stormwater Quality Management – Worked Solutions and Examples.

Examples of how stormwater is managed in Rural residential zoned land, is outlined in Water by Design – Deemed to Comply Solutions – Stormwater Quality Management.

4.5.5.3 Stormwater management plan

A stormwater management plan (SMP) is required for the MCU and/or ROL application in accordance with the Healthy waters code. The only situation where an SMP is not required is where quality management only is required to be considered (not quantity or waterway stability management) and a Deemed-to-Comply for stormwater quality management may be adopted (see Section 4.5.4.2.2). For details on the requirements for an SMP report submission requirements refer to Chapter Section 8 – Engineering drawings, documents and reports of the LDG.

Importantly, the SMP must illustrate the suitable level for the proposed stormwater management systems. This requires the submission of conceptual earthworks drawings as outlined in Chapter Section 8 – Engineering drawings, Documents and Reports of the LDG.

4.5.5.4 Erosion and sediment control plan

An erosion and sediment control plan (E&SCP) is required to ensure that downstream receiving waters are not adversely impacted by development. The adequate protection of waterways is undertaken in accordance with the Environmental Protection Act (1994) and the discharge standards are summarised in Section 4.5.67.1 of Stormwater drainage and WSUD standards. This must be achieved in accordance with Best Practice Erosion and Sediment Control (IECA) which is:

(1) erosion control – ensuring that all exposed surfaces are stabilised as soon as possible and that erosion of un-stabilised areas of work are minimised.

(2) drainage control – ensuring that provision is made to control all on site runoff o be designated treatment areas and to enable appropriate by pass of external flows which do not require treatment.

(3) sediment capture – ensuring that mobilised sediment is captured through a combination of source controls such as silt fences and appropriately designed sediment basins.

As part of an OPW application, submit a site specific erosion and sediment control plan (E&SCP) to the City in accordance with the following relevant sections:

4.5.5.4.1 Submission requirements (<850m2)

For developments involving less than 850m2 lot size, erosion and sediment control is to occur in accordance with the Model Code of Practice for Building Sites provided in Best Practice Erosion and Sediment Control (IECA) and the relevant guidance provided by Healthy Waterways – Water by Design guidelines. These provide the minimum requirements for small scale construction or building works.

4.5.5.4.2 Submission requirements (≥850m2)

For developments of 850m2 lot size or greater, submit to the City a site specific E&SCP. The E&SCP is to be developed in accordance with IECA and the relevant guidance provided by Healthy Waterways – Water by Design guidelines.

The E&SCP submitted to the City complies with the following criteria:

(1) The E&SCP is prepared, certified and supervised by a licenced RPEQ engineer.



(2) The E&SCP is consistent with best-practice standards for construction sediment control as documented in the State Planning Policy and the IECA;

(3) The E&SCP is to include a scaled plan(s) which show the staging of works and the proposed strategy to manage runoff. This will include topography of the site, locations of stockpiles, main vehicle access points, locations / footprints of sediment basins (including safe batters etc.), approximate alignment of sediment fences and any other interventions. Plans are provided at A3 size and clearly annotated with appropriate legends for different stabilisation methods and the like;

(4) The E&SCP responds to all phases of development from initial clearance works through to the final build out phase. Typically this will be achieved through separate plans that address the initial site clearing works, bulk earthworks and build out. The on-site control measures will need to be dynamic as development progresses and new areas are exposed;

(5) The E&SCP is based on site-specific considerations, including analysis of local soils, topography, hydrology, scale of excavations and protection of riparian buffers where applicable; and

(6) The E&SCP includes monitoring requirements, and clearly outlines the need to adjust or maintain erosion and sediment control and site management practices if the release limits are not being met or if contaminated water is released. Monitoring is to occur in accordance with IECA and compared with release limits and any other water quality objectives set for the site. A monitoring report is to be prepared and retained at the site office and made available to the City’s inspectors upon request. A CSV file of the associated monitoring data, including methodology should be provided at both the pre-start meeting and the end of the on-maintenance period.

Erosion and sediment control is delivered to ensure downstream receiving waters are not adversely impacted by development and the requirements of IECA are maintained at all times. The City will provide comment on the proposed approach as it relates to expected discharge water quality.

4.5.5.5 Design checklist

Where the stormwater management strategy has not changed since the SMP was submitted for the MCU/ROL and no additional stormwater quality management modelling was completed as part of the OPW, the design checklists provided in the Water Sensitive Urban Design -Technical Design Guidelines for South East Queensland only need to be provided to the City, along with a design certification letter for a suitably qualified person in accordance with City Plan Schedule 1 - Definitions.

Where the stormwater management strategy has changed as part of detailed design, then a revised SMP is required.

4.5.6 Detailed design drawings

4.5.6.1 Engineering drawings

A full set of engineering drawings is provided to document the stormwater management systems. The drawings may be part of a larger set of drawings, but are to be clearly identified in the drawing set. The drawings are to be of sufficient detail and resolution to support a detailed appraisal by City officers, and shall be deemed to be as per typical tender issue standard produced in Auto CAD. This will include annotated drawings for all stormwater management elements including plan views, cross sections and long sections for all channels and pipe reaches.

Drawings are to include annotated levels to enable visual assessment (i.e. not to rely on digital models for approvals) and are to be clear, without contradictions and be entirely consistent with the associated landscape drawings and other engineering drawings for the site (i.e. services, electrical).

The bioretention chapter of Water Sensitive Urban Design -Technical Design Guidelines for South East Queensland provides an example of the expected level of detail for the detailed design drawings.

4.5.6.2 Landscape drawings

A full set of landscape drawings is provided to document the planting and hardscape details of the stormwater management systems. The drawings are to be of sufficient detail and resolution to support a detailed appraisal by City officers and include topsoil requirements, planting details of surface and all batters and embankments (species, zones and densities), planting schedule, mulching details, hardscape details including maintenance access finishes and notes.

The bioretention chapter of Water Sensitive Urban Design - Technical Design Guidelines for South East Queensland provides an example of the expected level of detailed design drawings.



4.5.6.3 Certification

The OPW design drawings for the stormwater system are to be certified by a suitably qualified person that compliance is achieved with the requirements of the SMP, this policy and the Healthy Waterways – Water by Design guidelines. It is preferred that this person is also the author of the SMP.

4.5.7 Compliance methods

The following sections outline the methods required by the City to illustrate compliance with the stormwater design objectives in Section 4.5.4 of Stormwater drainage and WSUD standards. The methods include:

(1) erosion and sediment control – minimum performance objectives that are to be achieved to illustrate implementation of best practice and sediment control;

(2) stormwater quality – deemed to comply and /or MUSIC modelling requirements;

(3) stormwater quantity – stormwater quality calculation or modelling requirements;

(4) waterway stability – stormwater quality calculation or modelling requirements.

4.5.7.1 Erosion and sediment control (construction phase)

Effective construction phase erosion and sediment control in accordance with Section 4.5.5.4 of Stormwater drainage and WSUD standards is implemented to ensure downstream receiving waters are not adversely impacted by development.

Further details are provided in the sections below.

4.5.7.2 Minimising soil exposure and erosion

Non-essential exposure of soil is avoided by:

(1) restricting the extent of clearing to that necessary for access to, and safe construction of the approved works;

(2) protecting vegetation in all other areas of the site in accordance with AS4970-2009 – Protection of trees on development sites;

(3) minimising the duration of soil exposure by:

(a) only clearing vegetation in accordance with AS4970-2009 – Protection of trees on development sites within one (1) week prior to an area being actively worked (if a developer wishes to clear land of trees prior to this, a dedicated erosion and sediment control plan is required);

(b) staging the works to minimise the area of soil exposed at any one time;

(c) stabilising cleared areas if works are delayed or works are not intended to occur immediately. In this document, an effectively stabilised surface is defined as one that does not have visible evidence of soil loss caused by sheet, rill or gully erosion or lead to sedimentation, or lead to water contamination (refer IECA);

(d) stabilising areas at finished level without delay and prior to rainfall in accordance with IECA;

(e) stabilising steep areas, such as stockpiles, batters and embankments, which are not being actively worked and prior to rainfall in accordance with IECA; and

(f) providing sediment control to the above areas while the above areas are being stabilised.

4.5.7.3 Drainage and stormwater control

Clean stormwater is diverted/managed around or through the site without increasing the concentration of total suspended solids or other contaminants in the flow and without causing erosion (on-site or off-site). If it is not feasible to divert all areas discharging clean stormwater around or through the site, the clean stormwater runoff is managed in the same manner as contaminated stormwater runoff and ensures that sediment basins are sized to accommodate the additional volume of runoff.

Diverting clean stormwater runoff into a sediment basin is an inferior option to diverting clean stormwater around or through the site because it will cause an increase in the volume and frequency of contaminated releases from the sediment basin. Sheet flows of stormwater are managed such that sheet and rill erosion is prevented.



All concentrated stormwater flows including drainage lines, diversion drains, channels and batter chutes are managed onto, through and at release points from the site in all rain events up to and including the ARI event of:

(1) 2 year ARI if the disturbed area is open for less than 12 months;

(2) 5 year ARI if the disturbed area is open for between 12 and 24 months; or

(3) 10 year ARI if the disturbed area is open for more than 24 months, without causing:

(a) water contamination;

(b) sheet, rill or gully erosion;

(c) sedimentation; or

(d) damage to structures or property.

4.5.7.4 Sediment basins

Each sediment basin has the capacity to treat flows to current best practice standards and as a minimum, implemented and maintained to a standard that achieves at least:

80% of the average annual runoff volume of the contributing catchment treated (i.e. 80% hydrological effectiveness) to 50mg/L Total Suspended Solids (TSS) or less; and

pH in the range (6.5–8.5).

This will require high efficiency sediment basins that use a continuous flocculation system or a batch sediment basin which is flocculated and emptied regularly.

Sediment basins are maintained with sufficient storage capacity to capture and treat the runoff for the design rainfall depth or event. Where sediment basins are proposed to be oversized for storage of captured water for re-use, install survey markers in each such basin to indicate the level that water within the basin is to be lowered to, in order to meet the storage capacity specified in requirement above.

Sediment basins are dewatered the day after each rainfall event. Where flocculation is not required due to nature of the soils, the dewatering can occur through a decanting style outlet.

Stormwater captured in sediment basins is treated prior to discharge to minimise the concentration of contaminants released from site, having due regard to forecast rainfall, and ensuring that releases are in accordance with the release limits specified below. Ideally a continuous flocculation system is established for the sediment basin and the outlet structure on the basin to decanter flows from the basin automatically following rain.

For peak flows of the 1 year and 100 year ARI event, use sediment basins to attenuate the peak discharge of stormwater from the site to pre-development. The hydraulic structures such as inlets, outlets, spillways must be structurally sound for these events. for the design events as specified in the IECA guidelines.

The sediment basin is to be constructed and operational before any disturbance occurs in the catchment. Accumulated sediment from basins and other controls is to be removed and disposed of appropriately without causing water contamination.

4.5.7.5 Erosion and sediment controls (other than sediment basins)

Measures are to be implemented such that the runoff from all disturbed areas flows to a sediment basin or basins. Where it is not feasible to divert runoff from small disturbed areas of the site to a sediment basin, compensatory erosion and sediment controls are implemented prior to rainfall to ensure that erosion of those of areas does not occur, including erosion caused by either splash (raindrop impact), sheet, rill or gully erosion processes.

Where it is not feasible to effectively stabilise cleared areas of exposed soil, such as areas being actively worked, a full suite of erosion and sediment controls are implemented, to maximise sediment capture in those areas and minimise erosion such that all forms of erosion, other than splash erosion (raindrop impact) and sheet erosion, does not occur.



All stockpiles, batters and embankments are stabilised without delay. Where it is not feasible to effectively stabilise a stockpile, batter or embankment, such as areas being actively worked, sediment controls are installed and surface stormwater flows are managed such that erosion of stockpiles, batters or embankments is not caused by concentrated stormwater flows. Sediment control measures must remain in place until stabilisation is approved by a suitable qualified person in accordance with City Plan Schedule 1 – Definitions.

Sediment is not to leave the site on the tyres of vehicles.

4.5.7.6 Release limits

All releases of stormwater are to not exceed the following limits:

(1) no release of coarse sediment for the design storm event; and

(2) for sediment basins:

(a) 50 mg/L of Total Suspended Solids (TSS) as a maximum concentration (refer to note (a));

(b) turbidity (NTU) value less than 10% above background (refer to note (b));

(c) pH value is to be in the range 6.5 to 8.0 except where, and to the extent that, the natural receiving waters lie outside this range.

Note:

(a) It is recommended that a site specific relationship between the turbidity and suspended solids is determined for each medium to large scape construction site. Once a correlation between suspended solids and turbidity has been established for a site, testing stormwater for compliance with release limits, prior to release, can be done on site with a turbidity tube. This has the advantage of providing immediate assessment rather than waiting for laboratory results to confirm concentration levels of compliance.

(b) Background refers to receiving waters immediately upstream of site waters entry points at the time of the release.

4.5.7.7 Stormwater quality (operational phase)

Two (2) options exist for complying with the stormwater quality objective:

(1) for development areas <2,500m2, the size of the stormwater treatment systems must be defined in accordance with deemed to-comply solutions (Section 4.5.5.2 of Stormwater drainage and WSUD standards).

(2) for development ≥ 2,500m2, stormwater treatment systems must be defined in accordance with deemed-to-comply solutions (refer to Section 4.5.5.2 of Stormwater drainage and WSUD standards).

(3) MUSIC modelling reported in a stormwater management plan (SMP) for all development sizes - where the applicant has not adopted an acceptable deemed-to-comply solution, then a SMP is to be completed with associated MUSIC modelling. MUSIC modelling is undertaken in accordance with the Water by Design – MUSIC Modelling Guidelines. Report results in accordance with the Water by Design – MUSIC Modelling Guidelines and Section 4.5.5 of Stormwater drainage and WSUD standards.

4.5.7.8 Stormwater quantity

Stormwater quantity modelling or calculation must be undertaken in accordance with the QUDM and Section 4.5.5 of Stormwater drainage and WSUD standards. Modelling parameters and scenarios must be consistent with industry best practice at the time of completion.

For this to be considered by the City, the stormwater quantity objectives outlined in Section 4.5.4.3 of Stormwater drainage and WSUD standards must be achieved upstream and downstream of the development site with particular focus on private property. This will require modelling of the whole catchment, including the local and regional drainage directly downstream of the development, and the assessment of a range of catchment conditions (i.e. existing, future catchment unmitigated and future catchment development mitigated).



4.5.7.9 Waterway stability

In order to achieve the waterway stability objective, storage will be required in most cases to attenuate flows and may form part of the stormwater detention storage for the development. There are a number of methods available for establishing the size of the waterway stability storage as adapted from WSUD: Developing design objectives for urban development in South East Queensland (Healthy Waterways Partnership, November 2007).

The simple calculation methods (Methods A1 and A2) can be used for small scale development (as defined in Section 4.5.5.2.1 of Stormwater drainage and WSUD standards) where stormwater detention is not required and only waterway stability storage is required. Where the scale of the development is larger or where the waterway stability storage forms part of a larger flood storage (up to 100 year ARI management) then hydrologic modelling is required (Methods B1, B2 and B3).

Table 4.16: Methods for complying with waterway stability objective

Method ID Description

Method A1 – Calculation of detention storage to manage peak 1yr ARI flow at boundary of site

A simple hydrograph-based calculation to size a storage to match the pre-development 1 year peak flow at the boundary of the development site:

(1) calculate the desired peak outflow (Qo) for the 1 year ARI storm event at the boundary of the site,. An impervious fraction of 0% is to be used for this calculation unless otherwise agreed to with the City. This ensures the storage is sized to restored 1 year flows to rural or forested conditions;

(2) calculate the post development peak 1 year ARI outflow (Qi);

(3) calculate the post development inflow volume (Vi) using the following equation:

Vi = 4 x td x Qi / 3

where:

Vi = volume of inflow hydrograph (m3)

Td = post development time of concentration (seconds)

Qi = peak inflow rate (m3/s);

(4) apply the following equation to calculate the required detention storage (Vs) for managing the peak 1 year ARI flow at the boundary of the site:

Vs/Vi = 1 – 0.5 Qo/Qi

where:

Vs = required detention storage (m3)

Vi = volume of inflow hydrograph (m3)

Qo = desired peak 1yr ARI outflow rate (m3/s)

Qi = peak inflow rate (m3/s); and

(5) size detention volume outlet to restrict discharge from the retarding basin to the desired peak outflow (Qo) using the small orifice equation. Otherwise other standard calculations for outlet may be used.

Qo = C.A (2.g.h)

C = 0.6 (orifice discharge coefficient)

A = orifice area (m2)

g = 9.81m2/s (gravity)

h = hydraulic head above centroid of orifice (m)

Note: For the small orifice equation to be accurate the ratio of h (m) to orifice diameter (m) should be greater than 2 otherwise hydraulic equations relevant to flow through a large orifice should be used.

Method A2 – Calculation of detention storage to manage 60 minute 1 year ARI flow at boundary of site

A simple hydrograph based calculation to size a storage to match the pre-development 60 minute one (1) year peak flow at the boundary of the development site:

(1) calculate the desired peak outflow (Qo) for the 60 minute time of concentration An impervious fraction of 0% should be used for this calculation unless otherwise agreed to with the City. This ensures the storage is sized to restored 1 year flows to rural or forested conditions;

(2) calculate the post development peak outflow (Qi) for a range of time of concentrations;

(3) calculate the post development inflow volume (Vi) for each of the storm durations using the following equation:

Vi = 4 x td x Qi / 3




where:

Vi = volume of inflow hydrograph for each duration (m3)

Td = storm duration or time of concentration (seconds)

Qi = peak inflow rate for each duration (m3/s);

(4) apply the following equation, from the previous versions of QUDM, to calculate the required detention storage (Vs) for each duration to achieve the peak 60min 1yr ARI flow at the boundary of the site:

Vs/Vi = 1 – 0.5 Qo/Qi

where:

Vs = required detention storage (m3)

Vi = volume of inflow hydrograph for each duration (m3)

Qo = desired peak 60 minute 1year ARI outflow rate (m3/s)

Qi = peak inflow rate for each duration (m3/s)

By comparing the calculated values of Vs for each of the storm durations investigated, identify the storm duration requiring the largest detention storage. The detention storage that is to be provided on the development is to match this largest detention storage. A sufficient number of storm durations need to be investigated to ensure the largest detention storage is accurately identified;

(5) size detention volume outlet to restrict discharge from the retarding basin to the desired peak outflow (Qo) using the small orifice equation. Otherwise other standard calculations for outlet may be used.

Qo = C.A (2.g.h)

C = 0.6 (orifice discharge coefficient)

A = orifice area (m2)

g = 9.81m/s2 (gravity)

h = hydraulic head above centroid of orifice (m)

Note: For the small orifice equation to be accurate the ratio of h (m) to orifice diameter (m) should be greater than 2 otherwise hydraulic equations relevant to flow through a large orifice should be used.

Method B1 – Hydrologic modelling to manage peak 1 year ARI flow at boundary of site

This method involves hydrologic modelling in accordance with this policy and QUDM to ensure the peak one (1) year ARI storm event flow does not increase at the boundary of the site. The modelling is to:

(1) use an impervious fraction of 0% for pre-development unless otherwise agreed to with the City. This ensures the storage is sized to restored one (1) year flows to rural or forested conditions;

(2) simulate a range of durations to establish the pre-development peak and a range of post development durations through the detention volume to establish the largest volume required.

Method B2 – Hydrologic modelling to manage 60 minute 1 year ARI flow at boundary of site

This method involves hydrologic modelling in accordance with this policy and QUDM to ensure the peak 60 minute one (1) year ARI storm event flow does not increase at the boundary of the site. The modelling is to:

(1) use an impervious fraction of 0% for pre-development unless otherwise agreed to with the City. This ensures the storage is sized to restored one (1) year flows to rural or forested conditions;

(2) simulate a range of post development durations through the detention volume to establish the largest volume required reduce all one (1) year ARI flows to the peak pre-development 60 minute one (1) year ARI flow.

Method B3 – Hydrologic modelling to manage 1 year ARI flows within the receiving waterway

This method involves hydrologic modelling in accordance with this policy and QUDM to ensure the peak one (1) year ARI storm event flow within the waterway and at the boundary of the site. Simulate a range of post development durations through the detention volume to establish the largest volume required to reduce all one (1) year ARI flows within the waterway to pre-development conditions.

Where the development contains an existing waterway within the development, the aim is to preserve one (1) year ARI flows. In some cases, it is not practically possible to achieve this. In these cases, the City will require appropriate assessment of the changes in flow velocity and bed shear stress and the required management of any erosion potential. The City reserves the right to request a geomorphic assessment if it feels erosion is a risk as a result of changes in one (1) year ARI flows. The relevant one (1) year ARI at the boundary of the development site




is still to be preserved even if one (1) year ARI flows vary within the development.

Table 4.17: Required application of waterway stability compliance methods to development situations

Development scenario Method

A1 A2 B1 B2 B3

Small development (≤1.25ha)

Small development (≤1.25ha) that requires flood management as well X

Moderate development (1.25ha – 20ha) X X

Moderate development (1.25ha – 20ha) that requires flood management as well X X X

Large development (≥20ha) X X X

4.5.8 Frequent flow

The frequent flow objective provided in the Urban Stormwater Quality Planning Guideline is intended to manage the change in low flow hydrology through the capture and management of the initial 15 mm of rainfall on impervious surfaces. The City proposes a straightforward approach to management frequent flows based on recent research by the Urban Water Security Alliance on a number of streams in SEQ (Urbanisation and Stormwater Management in SEQ – synthesis and recommendations, 2013). The research found the health of waterway ecology in urban catchments is dominated by change in hydrology also influenced waterway ecology to a lesser extent than water quality but recommended that is it worthwhile achieving the following for high ecology value waterways:

(1) maintaining a winter baseflow: ; and

(2) managing the change in frequency of flow event and rate of rise and fall of flow hydrographs.

The frequent flow objectives outlined in Section 4.5.4.5 of Stormwater drainage and WSUD standards are aimed at achieving these outcomes. Developments that trigger criteria for frequent flow management must demonstrate compliance with the frequent flow objectives. Achievement of these frequent flow objectives will require:

(1) removal of stormwater volume through harvesting and reuse of stormwater runoff at either the lot scale or within centralised stormwater harvesting schemes with rainwater tanks and/ or the Water by Design – Stormwater Harvesting Guideline (regional harvesting);

(2) allowing baseflows to discharge from the development site rather than harvesting and reusing all baseflows; and

(3) infiltrating treated stormwater into in situ soils or storing and bleeding flows into the waterway at rates similar to natural baseflows.

The following sections provide a concise summary of the modelling required to illustrate compliance with frequent flow objectives.

4.5.9 Modelling

Performance assessment of stormwater strategy for frequent flow management involves:

(1) establishing a MUSIC model of the proposed development and stormwater management measures (stormwater harvesting, infiltration etc.) in accordance with MUSIC modelling guidelines (Water by Design);

(2) running simulation for at least 10 years of 6 minute pluvial data;



(3) baseflow contribution – export the outflows (m3/s) in 6 minute increments from the bottom end of the treatment train. Sum all flows which exceed the baseflow threshold (0.4 L/slitres per second /ha) and convert to a mean annual volume (ML/yr). Conversion requires calculation of the volume over 6 minute increments and conversion to ML/yr. Extract the mean annual infiltration (combination of infiltration from unline treatment systems and deep seepage (where applicable) but does not include baseflow from catchment node). Sum the calculated baseflow outflows with the infiltration volume and calculate as a percentage of the mean annual rainfall volume for the entire catchment;

Baseflow contribution (%)

=

Outflows below threshold + infiltrated

volume mean annual rainfall

Once the surface flows day is ≥10% then the proposed stormwater management strategy is compliant;

(4) surface flow days – in MUSIC, extract a cumulative frequency plot of the development outflows based on the daily maxima. Interrogate the plot to determine the frequency (%) where the outflows exceed the 0.4L/slitres per second/ha baseflow threshold (note the plot will present the frequency of flows below the threshold, which will need to be converted into the exceedance frequency). Calculate the surface flow days based on the exceedance frequency (%) multiplied by 365; and

Surface flow days – Baseflow exceedance (%) x 365

Once the surface flows days is ≤ 20 days then the proposed stormwater management strategy is compliant. Very broadly a storage volume (or extended detention) of 300m3/ha of development with a discharge rate of less than 0.4L/slitres per second/ha of development will be required.

(5) Flow volume reduction – extract the mean annual volume information and the % reduction in flow volume compared to development with no stormwater management. Once the % reduction meets or exceeds the flow volume reduction objective (≥25%) then the proposed stormwater management strategy is compliant.

4.5.10 Design guidelines

The Healthy Land and Water – Water by Design series of guidelines and QUDM are to be used for designing and delivering stormwater management infrastructure in the City. The following sections outline the City’s specific design requirements in addition to the Healthy Land and Water – Water by Design series of guidelines and QUDM.

4.5.10.1 Site planning and concept design

The requirement for stormwater management within the development site is to be resolved at the outset of development process. Decisions related to urban design and development layout will impact on the ability to locate stormwater management infrastructure in particular locations and can therefore inadvertently dictate the management of stormwater across a site. In order to ensure that urban design and stormwater management is efficient, practical and complementary to the landscape intent, this early planning is to be collaborative with a multidisciplinary design team including a suitably qualified person in accordance with City Plan Schedule 1 - Definitions.

The Water by Design – Concept Design Guideline for Water Sensitive Urban Design should be referred to for guidance in this design process.

In particular, consideration is to be given to the following site planning and conceptual design requirements:

(1) preferred type of treatment system (refer Section 4.5.9.1);

(2) size of the stormwater management systems (refer Section 4.5.9.2);

(3) topography and its impact on batters and therefore footprint;

(4) interaction with designated overland flow paths and areas subject to flooding;

(5) connections with stormwater infrastructure (pits and pipes) to ensure that system will function with regard to inlets, outlets and levels;



(6) outlet levels (sections illustrating stormwater management systems will drain to waterway or outlet and appropriate level is allowed function elements and the inflowing stormwater system);

(7) conflicts with other critical services;

(8) integration with landscape intent and planning for public open spaces including the location of stormwater outfalls;

(9) interactions with waterway buffers, areas of remnant vegetation and other natural site features (obtaining a tree survey is considered critical by the City);

(10) compatibility with overall development staging; and

(11) sufficient room for associated requirements, e.g. maintenance access.

4.5.10.2 Preferred stormwater treatment trains

The preferred stormwater treatment trains for stormwater quality management in the City are provided in Table 4.18.

Table 4.18: Preferred stormwater treatment trains

Land ownership1

Land use City position

City Residential Bioretention2 or wetland (in combination with sediment basin where required).

Industrial, commercial, retail (including retail at the bottom floors of high rise)3

Gross pollutant management and bioretention or wetland (in combination with sediment basin).

Private Residential Bioretention or wetland (in combination with sediment basin where required).

Proprietary devices for nutrient management will be considered subject to requirements in Section 4.5.1011 of Stormwater drainage and WSUD standards.

Industrial, commercial, retail (including retail at the bottom floors of high rise)3

Gross pollutant management and bioretention or wetland (in combination with sediment basin and swale where required)

Proprietary devices for nutrient management will be considered subject to requirements in Section 4.5.1011 of Stormwater drainage and WSUD standards.

1 Ultimate owner of the device and responsible for maintenance. 2 For bioretention basins greaterlarger than 800m2 an inlet pond forebay will be required. 3 The City requires gross pollutant management for these land uses. It is preferred that these are located on private property, but in larger scale ROL applications it is logical to have a single gross pollutant trap for the site. The City will not accept proprietary devices for nutrient manage on public land.

4.5.10.3 Scale and location

The City has a number of preferences that need to be taken into account when defining the scale and location of stormwater management assets:

(1) it is the City’s preference that larger scale stormwater management systems are used within public open space areas (parks or drainage reserves) rather than multiple distributed small scale streetscape systems. This is not possible for all developments, in particular, smaller scale development where smaller scale stormwater management systems will be required;

(2) assets are to be located with approved vehicle access for maintenance including hardstands and all weather access and have unrestricted access from public roads;

(3) assets are to consider the principles of Crime Prevention Through Environmental Design (CPTED) safety in design and manage issues of risk (perceived or real) through batter design, plant selection and location. Retaining walls are not a desirable outcome for stormwater management systems;

(4) assets integrated into parks are to complement the landscape;

(5) assets can be located within flood prone areas (in accordance with Section 4.5.13.1) but are to be designed accordingly; and



(6) assets should be designed entirely within development boundaries, unless agreement is obtained in advance for larger regional systems.

The location of stormwater management infrastructure is to consider a wide range of factors that can influence its success in terms of function, maintenance and landscape amenity. These factors will obviously vary significantly between development sites in terms of the land use, development scale and location and can be managed in a number of ways to enhance development outcomes.

To allow early integration of stormwater management assets in the development layout, the conceptual sizes and total footprints are provided in Table 4.19: Conceptual treatment sizes and total footprints for site planning. The Water by Design – Concept Design Guideline for Water Sensitive Urban Design provides a comparison between bioretention systems and constructed wetlands for conceptual design purposes.

Table 4.19: Conceptual treatment sizes and total footprints for site planning

Stormwater management Treatment area1

(% of development catchment)

Total footprint including batters2

(% of development catchment)

Bioretention 1 3.5%

Wetland 5 - 6% 10%

Stormwater quantity detention volume 4% 6 - 8%

Stormwater quantity detention volume combined with Bioretention

4% 6 - 8%

Stormwater quantity detention volume combined with Wetland

5 - 6% 10%

1 The area of the treatment surface. Not to be used for site planning purposes. 2 The total footprint includes treatment surface, batters, bunds, inlets and maintenance access. The area provided in this table is indicative only and should be used for site planning purposes. For steep sites, larger batter slopes may result in exceedance of these total footprints. Designers are to use their judgement to confirm. As part of ROL applications a concept earthworks plan is required to illustrate there is space in the layout for the total footprint.

4.5.11 Proprietary devices

4.5.11.1 Types of devices

Proprietary devices include all devices which are intended to provide improvements in stormwater quality through enclosed/package units or off-the-shelf products. These are typically supplied and installed as stand-alone devices that can be specified and constructed (or installed as precast units) within the stormwater network as part of the treatment train. Examples of such proprietary devices include:

(1) gully buckets;

(2) gross pollutant traps (GPT);

(3) oil and/or sediment separators;

(4) enclosed cartridge filters;

(5) infiltration systems (e.g. porous pavements/permeable pipes); and

(6) modular pre-set vegetated systems (including floating wetlands).

4.5.11.2 Approved use of proprietary devices

The approved use of proprietary devices in the City is summarised in Table 4.20: Approved use of proprietary devices.

Table 4.20: Approved use of proprietary devices

Land ownership1


City Residential Proprietary devices are not acceptable.

Industrial, commercial, retail (including retail at the bottom floors of high rise)

Gross pollutant trap is required (unless gross pollutants are managed by alternative measures).

Proprietary devices for nutrient and/or metal removal are not



Land ownership1


accepted.

Private Residential Proprietary devices for nutrient removal only considered where site constraints prohibit adoption of deemed-to-comply solution.

Proprietary device achieves the criteria outlined in Sections 4.5.10.3 - 4.5.10.5– Stormwater drainage and WSUD.

Industrial, commercial, retail (including retail at the bottom floors of high rise)

Gross pollutant trap required (unless gross pollutants are managed by alternative measures).

Proprietary devices for nutrient removal only considered where site constraints prohibit adoption of deemed-to-comply solution.

Proprietary device achieves the criteria outlined in Sections 4.5.10.3 - 4.5.10.5– Stormwater drainage and WSUD.

1 Ultimate owner of the device and responsible for maintenance.

4.5.11.3 Performance of proprietary devices

The ongoing performance (in terms of stormwater improvements) of proprietary devices is typically based on the manufacturer’s claims and can include reductions in particulate and dissolved pollutants such as sediments, nutrients, heavy metals and hydrocarbons. The stated performance is often based on non-verified trials that could include significant variation from the intended conditions in terms of climate, catchment (i.e. pollutant loads), hydrology and maintenance regime. The City requires all proposed proprietary devices to demonstrate performance based on testing at the manufacturer’s expense consistent with the City’s Development Application Requirements and Performance Protocol for Proprietary Devices.

Approval for such devices is to be supported by independently verifiable performance data, which meets the following requirements:

(1) device must be tested by independent and non-affiliated third party;

(2) device must be tested under conditions which closely represent the local (South East Queensland) climate;

(3) device must be tested at a range of flow rates (up to the proposed maximum based on hydrologic calculations), flow durations (up to the critical 3 month rainfall event) and with a range of different blockage conditions;

(4) testing must cover or simulate a 12 months period of stormwater flows and maintenance;

(5) claims of non-blocking must be verified in testing;

(6) device must be tested with a range of pollutant concentrations (including representative particle size distributions) which represent the expected operating conditions in the City (and the proposed land use for the application) including both minimum and maximum pollutant concentrations;

(7) device must be tested for removal performance for all pollutants for which it is to be used. This must include testing for dissolved and solid pollutants and must be undertaken for the full range of flow conditions including intermittent dry weather flows to test for leaching of dissolved nutrients; and

(8) all testing details must be provided to the design consultant including details on the testing methodology, parameters and results.

4.5.11.4 Modelling

Provided that performance has been verified and approved by the City, the performance of the device is to be assessed in MUSIC. MUSIC modelling for proprietary products is to be consistent with the City’s Development Application Requirements and Performance Protocol for Proprietary Devices and Water by Design – MUSIC Modelling Guidelines and include the following:

(1) bypass all flows above the specified operating flow rate (e.g. if the cartridge design flow rate is 2L/slitres per second and there are 10 cartridges then the operating flow rate is 20L/slitres per second and all flow above this is to bypass); and

(2) removal performance (using generic node) based on the flow-based testing results.



In reporting treatment performance, calculation of sediment accumulation rates, it is to be made relative to the size of the proposed containment chamber (where applicable). An estimate of the required cleanout frequency is to be made based on this accumulation rate. The City will not accept less than 6 monthly cleanout of the containment chamber which therefore needs to be adequately-sized for sediment and gross pollutants (the City to confirm). MUSIC can provide the gross pollutants and a rate of 0.6m3/ha/yr can be used for coarse sediment.

4.5.11.5 Design requirements

4.5.11.5.1 Background considerations

Proprietary devices have historically been developed and designed to manage gross pollutants and coarse sediments which typically constitute a considerable portion of urban pollutant loads (by volume). Particular land uses (i.e. commercial and industrial) can yield elevated gross pollutant loads that need to be managed to mitigate downstream impacts. Recent advancements in the design and technology associated with proprietary devices have focused on increasing the capacity for systems to remove additional pollutants such as heavy metals, hydrocarbons and nutrients. Verification for the removal performance of proprietary products is covered in Section 4.5.10.811.5.2 below.

The design of stormwater treatment trains that include proprietary devices is to consider the expected pollutant profile as well as a range of site specific considerations. In tourist areas and general commercial and office areas, the type of pollutant is more likely to be floatable (i.e. cans, cigarette butts, paper, food wrappers, etc.) and motor vehicle generated pollutants (e.g. oils, brake linings, etc.). Industrial areas are more likely to generate gross pollutants such as polystyrene, wood particles, cardboard, wrappings, etc and are 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.).

In residential areas, the bulk of the volume of pollutant could be organic matter (leaf litter and grass clippings) with lower volumes of plastic, bottles, cans etc. and contribute pollutants as a result of household activities such as renovation works, painting, pet droppings, detergents and oils from car washing.

4.5.11.5.2 Design objectives

The design objectives for proprietary products will vary from one location to another and will depend on site characteristics, development form and the requirements of the receiving environments. It is essential that these objectives are established as part of the conceptual design process and approved by the City prior to commencing the engineering design.

For a design to be acceptable, it will need to satisfy the following minimum requirements. The design is to:

(1) treat a minimum design flow of 3 month ARI or 90% of the annual average volumetric flow for the development catchment;

(2) capture a minimum of 90% of all solid gross pollutants (including floatables) greater than 2mm in any dimension and sediment greater than 0.125mm in diameter;

(3) prevent re-suspension of captured contaminants during flows in excess of the design ARI;

(4) be suitably located to enable all weather maintenance access. In the instance that the City is to become the ultimate asset owners it should only be located at sites where access for inspection and maintenance can be carried out using the City’s standard maintenance vehicles within publicly accessible land. Adequate access and hardstand areas for maintenance plant (vacuum loader, crane, tippers, etc.) from the street to the device are to be allowed for in the design as well as offset (or out of traffic) parking;

(5) not be located near electrical equipment or beneath overhead wires;

(6) not be installed within a submerged pipe network unless discussed and agreed to by the City (Note: there are only a few proprietary devices that operate properly under submerged pipe conditions);

(7) be in accordance with relevant Australian Standards with a minimum 20 year design life to suit the site conditions. Major structural design and replaceable operational elements are to have a 50 year design life;

(8) be designed and constructed to be trafficable and capable of supporting loading by heavy vehicles (AS5100 – Road traffic loads)(W7 design wheel load);



(9) have access lids constructed from materials of suitable strength and durability to resist anticipated loads, pedestrian slippage and be flashflush with adjacent surfaces to negate trip hazards. The lids shall be removable by hand and include a safe, secure locking mechanism to prevent unauthorised access to the device;

(10) be fitted with suitably designed lockable access covers approved by the City, which prevent entry of unauthorised persons, where appropriate; and

(11) be positioned to not detract from the aesthetics of any landscaped areas through prominent pits and/or other surface structures.

4.5.11.5.3 Flow management

The design of treatment trains that include proprietary products should aim to maximise the captured treatable flow rate whilst minimising afflux in the hydraulic grade line (HGL) immediately upstream of structure and minimise system hydraulic head loss associated with both the design treatable flow and the major bypass flow. The drainage design and calculation is to allow for the hydraulic losses through the device.

Above design flows must bypass the device. Design of the adopted device needs to ensure that the risk of system failure is extremely low and that, in the event of system failure, an alternative bypass system can accommodate maximum flow within the network without resulting in a worsening of surface flooding either in the immediate area or upstream.

4.5.11.5.4 Design process

The design of a treatment train including any proprietary device is to ensure that the device will function as intended based on the manufacturer’s specifications for inlet/outlet configuration, bypass weir set up and general dimensions. In particular, designers are to ensure that the devices will perform hydraulically and where appropriate connect with existing (or new) stormwater infrastructure in accordance with QUDM and this policy. The SMP for the proposal is submitted specifically addressing the design of the proprietary device and include:

(1) a catchment plan together with hydrological and hydraulic calculations for the entire system which includes the basis for sizing the specified proprietary device and demonstrates no adverse impact on the upstream HGL. Calculations are to demonstrate the ability to bypass untreated flows and quantify the proposed treated flow to be used in water quality modelling and should generally commence at the outlet of the drainage system to a waterway under the control of the City or other location nominated. Hydraulic calculations are to be certified by an RPEQ;

(2) detailed drawings of the proposed treatment device are to include all relevant levels for the device and clearly show how it will function relative to the adjoining drainage infrastructure (City or private);

(3) facts detailing the performance of the proprietary device (in accordance with Section 4.5.1011.3 of Stormwater drainage and WSUD standards);

(4) details of cleanout/maintenance procedures to be adopted. Cleanout/maintenance will need to utilise plant and equipment currently in use by the City unless the system will be privately managed. This includes suitable access and hardstand to support cleanout operations;

(5) structural calculations showing the device, the roofs and access covers are designed for a W7 traffic load. The City 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; and

(6) maintenance drop boards are required to isolate the device from upstream and downstream flows. The drop boards are to stay with the device and be designed to be lowered in position within Work Health and Safety Act 2011 lifting requirements.

4.5.11.5.5 Maintenance

Applicants for proprietary devices on private land (which are not treating runoff from any public land) are to demonstrate an ability and intent to maintain any proprietary products. This will be in the form of a long-term maintenance contract (five (5) years minimum) with a contractor endorsed by the product manufacturer. The City reserves the right to include an instruction on property rates notices detailing maintenance requirements for proprietary products to be installed on private land.



Proprietary devices which treat runoff from public land are not constructed within private land. All devices which treat runoff from public land are to be located to enable easy access by the City in accordance with the design objectives in Section 4.5.10.711.5.2 of Stormwater drainage and WSUD standards. The device is to be maintained by the developer until all the building works are complete (or 80% of the houses complete). A two (2) year maintenance agreement with a contractor, endorsed by the product manufacturer, is required by the City for the building phase and may be extended until all building is complete. All records for maintenance during on-maintenance (including frequency and estimated load removal) are provided at asset handover in the form of a maintenance management plan.

The maintenance management plan is to describe the cleaning method/procedure, the cleaning frequency required and the relevant costs. The device’s performance over this five year on-maintenance period is to be able to demonstrate that captured contaminants can be stored within the device so as not to cause significant adverse environmental impact or nuisance (e.g. odours and putrefaction).

4.5.12 Swales

Swales are vegetated open channels that convey stormwater while providing some stormwater quality improvements. In order to achieve the stormwater quality objectives listed in Section 4.5.4.42 of Stormwater drainage and WSUD standards, swales need to be combined with bioretention or wetland systems.

In many cases, particularly with increasing urban density, design issues (e.g. pedestrian and vehicle access or waste and recycling collection services) will place significant constraints on the use of swales. Swales are generally more appropriate when integrated into land in the rural residential zone (or similar). Swales at the front of lots within the road reserve/verge will not be accepted by the City due to ongoing issues with driveway crossovers, maintenance and protection during the building phase. Table 4.21: Preferred application of swales summarises the appropriate use of swales in the City.

Swales are to be designed in accordance with the Water Sensitive Urban Design - Technical Design Guidelines for South East Queensland and the requirements summarised in Table 4.21: Preferred application of swales.

Table 4.21: Preferred application of swales

Design considerations When to use When not to use

Treatment objective Pre-treatment

Targets coarse/medium sediment and particulate phosphorus

When targeting floating litter, nitrogen and metal removal

Conveyance Sufficient space available on the surface

Velocities are suitable for vegetated channel

Sufficient space is not available

When high velocity flows will cause erosion in vegetated channel or risks to public

Catchment ≤ 2ha > 2ha

Minimum slope ≥ 1%

For 0.5 – 1% use underdrainage or combining/ replacing with bioretention to avoid ponding

< 0.5 %

<1% where underdrainage not possible

Maximum slope > 4% > 4%

Swales at grades greater than 4% will be at risk of scour and reduce the contact time for treatment to occur. Swales at 5% may be considered by the City provided grade control structures are used to reduce grade to 4%.

In situ site soil Site soils support plant growth, are non-dispersive and weed free.

If in-situ soils are inappropriate, unless soils can be adequately covered with topsoil.

Location in development layout Road centre median

Road reserves which have passive public open space frontage

Road reserves or verge which have allotment frontage

Road reserves which have active, recreational or high profile public



Design considerations When to use When not to use

Where shared driveways adopted to service allotments to allow swale to be located between road and driveway.

Drainage reserves

Public open space

open space frontage (avoid crossovers)

Urban density Low density Medium to high density

4.5.13 Bioretention systems

The design of bioretention systems is in accordance with the bioretention chapter of Water Sensitive Urban Design - Technical Design Guidelines for South East Queensland. Particular aspects of bioretention design, which are to be adopted in the City are listed below:

(1) define outlet levels in accordance with the requirements outlined in Table 4.27: Outlet pipe level recommendations. Design the depths of the drainage layer, transition later, filter media and coarse sediment forebay (if required). Bioretention systems which are constructed and not draining properly because of incorrect levels will not be accepted by the City. The City reserves the right to retain the bond for a poorly-constructed bioretention system, or require a stormwater offset for treating stormwater elsewhere to compensate for the lack of treatment in the incorrectly-constructed bioretention;

(2) maximum width of bioretention is 15m (20m where maintenance access is accessible on both sides) and maximum length is 40m;

(3) maximum area of bioretention is 800m2 before splitting into multiple cells;

(4) biorentention must contain an overflow pit or gully pit to cater for larger flows and to provide inspection point into the bioretention underdrainage system (i.e. direct connection of underdrains to waterway is not permitted as these are very difficult to find at a later date);

(5) locate the overflow pit for the bioretention system within 2m of the edge of the bioretention system to allow cleanout during flood events;

(6) coarse sediment management is to occur in accordance with Table 4.22: Course sediment management requirements for bioretention systems; and

(7) design bioretention systems to support trees (preferred minimum 600mm filter media depth excluding drainage layer and transition layer, for basins larger than 500m2 the biorentention system should be designed to support trees).

Table 4.22: Coarse sediment management requirements for bioretention systems

Catchment Coarse sediment removal method (designed in accordance with Technical Design Guidelines (Water by Design)1

Roof runoff only or catchment ≤2.5 ha None

Catchment > 2.5 ha and ≤5 ha Coarse sediment forebay

Catchment > 5 ha and ≤8 ha (10 ha where approved by the City)

Coarse sediment forebay and trash rack

Catchment > 8 ha Inlet pond

1 In all cases, outlet scour protection is required at headwalls in accordance with QUDM.

4.5.14 General design details

The following sections provide specific design information that the City has adopted for all stormwater management systems including maintenance access, edges, batters and safety, stormwater outfalls and scour protection and management of high flows.

4.5.14.1 Flood immunity and colocation



The location of stormwater management systems is to consider the relationship with existing and future waterways, overland flow paths and flood levels. Designers are to demonstrate that any natural or built assets will not be subject to unacceptable damage as a result of frequent or infrequent flood flows.

4.5.14.1.1 Flood immunity (regional and local waterways)

Stormwater treatment systems are to be protected from future damage resulting from flooding of regional rivers and local waterways that convey stormwater derived from large catchments and external development. Protection in the form of flood immunity is provided (i.e. locating assets above the specified flood water level) and scour protection.

Table 4.23: Flood immunity and protection requirement for stormwater treatment systems summarises the City requirements with regards to the protection of stormwater treatment systems from damage resulting from regional and local flooding.

The outlet levels of the treatment systems and the required hydraulic levels through the system will typically mean the embankment level is above the requirements in Table 4.3: Flood immunity and protection requirements for stormwater treatment systems. Appropriate hydraulic modelling will be required to confirm the relevant flood levels, velocities and inundation periods.

Where a stormwater management system is potentially prone to high velocity, the City may request a geomorphic assessment to confirm the embankment will be stable and will not cause erosion within the adjacent waterway.

Table 4.23: Flood immunity and protection requirements for stormwater treatment systems

Treatment type

Regional flooding (backwater flood with flow velocity < 1 m/s)

Local flooding (flooding within waterways and drainage lines)

Flow velocities in adjacent waterways

Bioretention Top of embankment > 2 year ARI flood level (allow 200 mm freeboard)

Inundation period <24 hours for >2 year ARI

Top of embankment > 2 year ARI flood level (allow 200 mm freeboard)

Inundation period <12 hours for >2 year ARI

Velocity over surface <1m/s

Embankments (external and internal) designed to withstand flood velocities for all events up the 100 year ARI. Allowance to be made for appropriately sized rock armor for flows above 1 m/s.

Wetland Top of embankment > 3 month ARI flood level (allow 200 mm freeboard)

Inundation period <5 days for >1year ARI


Inundation period <5 days for >2 year ARI

Velocity over surface <0.5 m/s

Embankments (external and internal) designed to withstand flood velocities for all events up the 100 year ARI. Allowance to be made for appropriately sized rock armor for flows above 1 m/s.

Sediment basin Top of embankment > 3 month ARI flood level (allow 200 mm freeboard)


Embankments designed to withstand flood velocities for all events up the 100 year ARI. Allowance to be made for appropriately sized rock armor for flows above 1 m/s.

4.5.14.1.2 Co-location of stormwater treatment and stormwater detention

Where the stormwater treatment system catchment (bioretention or wetland catchment) for a development is similar to the stormwater quantity management catchment or there is only a small external catchment, the stormwater treatment and stormwater detention systems can be co-located. This effectively reduces the overall land required for the management of stormwater quality and quantity. In these situations, stormwater treatment systems will infrequently become inundated to greater depths than the extended detention depth.

The inundation duration is relatively short (hours) and is unlikely to affect the vegetation provided that water can drain following flood events without scouring the filter media and batters.

The following is to be considered when combining flood storage with stormwater treatment systems (adapted from bioretention chapter of Water Sensitive Urban Design -Technical Design Guidelines for South East Queensland):

(1) design stormwater quantity management and associated stormwater detention in accordance with this policy;



(2) extended detention volume for the treatment system is not included in the stormwater quantity detention volume (i.e. is assumed full prior to storm event);

(3) the stormwater quantity detention volume is not part of the extended detention of the treatment systems (i.e. stormwater quantity dentition volume is not considered in the MUSIC modelling for the treatment system);

(4) for the following situations, an inlet pond and high flow bypass system will be required to ensure flows greater than the peak one (1) year ARI bypass are contained. The hydraulic controls provided at the stormwater detention outlet will then control flows greater than one (1) year ARI ensuring higher flows backwater over the top of the stormwater treatment system:

(a) stormwater quantity catchment is larger than stormwater treatment catchment;

(b) bioretention system is split into cells because overall size is greater than 800m2; and

(c) all wetland systems;

(5) address public safety risks in accordance with QUDM. Typically, this means the peak 20 year ARI inundation depth should be no more than 1.2m and batters are to be limited to 1 in 6 grades. Alternatives are suggested by QUDM and are to be confirmed with the City;

(6) to avoid a vertical drop that will be hidden when the flood storage is engaged, do not use retaining walls around bioretention perimeters.

Densely vegetating the flood storage surface that will be inundated by the peak one (1) year ARI water level with appropriate native plant species (i.e. not turf) is important, as it will be frequently wet and mowing is likely to be difficult.

4.5.14.2 Edges, batters and safety

The design of edges and batters around stormwater treatment systems can have a significant impact on the landscape amenity of open spaces and the management risk to community. Variability in the design of edge details (i.e. slope of batters, planting specification and/or use of retaining walls) is to respond to the topography of the site, physical constraints (e.g. significant trees, services or other fixed constraints), hydraulic function and landscape aspirations. The following paragraphs detail the design requirements for all stormwater management systems constructed within the City (including public and private assets).

All edges and batters for stormwater management systems shall be designed in accordance with the Water Sensitive Urban Design -Technical Design Guidelines for South East Queensland and the parameters set out below. Allowance for batters is to be made in the concept stage to ensure that adequate space is allocated in the development planning phase. Key requirements are:

(1) the layout of stormwater management systems is to integrate with public open spaces and not impact unacceptably on surrounding landscape amenity and use;

(2) batters and embankments are to be densely vegetated (minimum 6 plants/m2 ground cover with trees) and mulched to manage weed ingress;

(3) vegetated batter slopes (for internal and external batters) of 1 in 4 or flatter is preferred. In some instances the following may be used with City approval:

(a) max vertical height < 0.5 m 1 in 2.

(b) max vertical height < 1.0 m 1 in 3.

In some cases, the site conditions (existing topography >10%) means using batters for 1 in 4 is problematic. In such circumstances, the batter slopes listed above may be used for greater heights, however, 1 in 4 batter will still be required for at least 40% of the bioretention perimeter.

The City will not generally approve walls for stormwater treatment systems in public land. If walls are proposed and there is an urban design change that can be made to remove the walls (by creating more space for the stormwater system) then the City will not approve the walls. In some cases, where the site conditions (existing topography >10%, high density development) mean that walls may be considered by the City at MCU/ROL development application stage and only approved at the discretion of the City. To support an application for a wall, the following should be demonstrated:

(1) walls are compliant with the requirements listed in Table 4.24: Permissible wall heights relative to treatment type and depth of water;

(2) all walls are structurally sound with approved footings and a design life of 50 years minimum;



(3) design of walls allows for saturated footings where within a stormwater treatment measure;

(4) walls are not used around any stormwater systems which are co-located within flood storage areas or areas prone to flooding (refer QUDM for these requirements);

(5) all walls are designed with consideration of the site soils;

(6) slopes behind all walls are not steeper than 1 in 4;

(7) all walls are complementary with adjacent landscape areas and not detract from amenity;

(8) walls do not inhibit maintenance activities and are not difficult to maintain;

(9) minimum distance between parallel walls (terraced) is 4.0 metres; and

(10) safety fencing is provided where public risks warrants.

Refer to Water Sensitive Urban Design -Technical Design Guidelines for South East Queensland and Water by Design – Rectifying Vegetated Stormwater Assets for safety and fencing requirements for wetlands and sediment basins. Refer to QUDM for safety requirements for stormwater detention systems. The City prefers not to use safety fencing.

Table 4.24: Permissible wall heights relative to treatment type and depth of water

Treatment type Wall height Maximum operating water depth (top extended detention) at 1 m from toe of wall

Treatment at wall crest

Maximum allowable extent around system perimeter

Bioretention

Vertical drop ≤150mm

300mm Vegetated barrier 100%

150mm > vertical drop ≤ 300mm

300mm Vegetated barrier 75%


0mm Confirm with the City. Min 1m away wetted edge

50%

> 800mm 0mm Only permissible in select situations with compliant safety fencing and barriers. 25% of perimeter max.

Wetland/sediment basin

Vertical drop ≤150mm

150mm 50%


150mm 25%


0mm Confirm with the City. Only allowable 2m away from wetted edge.

> 500mm 0mm Only permissible in select situations with compliant safety fencing and barriers.

Swales Walls are not permissible within the flow path for all swale design flows.

4.5.14.3 Maintenance access

Maintenance access is provided for all stormwater management systems and is to consider the type of vehicle or machinery needed to service particular assets and the need to ensure a safe working environment for maintenance personnel and the public.

The following is to be provided in the conceptual design submitted as part of the MCU/ROL and documented as part of the OPW application:



(1) vehicle access to the inlet zones of the stormwater treatment systems (coarse sediment forebays, inlet ponds and any pipe inflows 450mm diameter or greater). The access is to intersect with the inflow level to allow access for bobcat or excavators for silt removal. Access to top of stormwater headwall or to a different location away from the inlet zone is not acceptable. For large coarse sediment forebays and inlet ponds, the access is to be suitable for heavy vehicles. Refer Table 4.25: Maintenance access requirements to inlet and silt collection zones for details;

(2) heavy vehicle access to proprietary devices;

(3) access to the perimeter of the stormwater treatment systems in accordance with Table 4.26: Maintenance access requirements to perimeter for weed management and access to outlets;

(4) allowance for any required turning bays and standing pads to support typical maintenance operations. Under no circumstances will vehicles be permitted to drive on the surface of bioretention filter media;

(5) suitable off-street parking adjacent to the access point to allow parking of maintenance vehicles without the need for traffic management;

(6) gates at the top of maintenance tracks to prevent public entry;

(7) for inlet ponds and sediment basins, an area is to be identified and designed for the temporary stockpiling of removed sediments for dewatering/drying. Designation of the stockpiling area is to consider the visual amenity, nuisance odour and access for removal. The area is to be free draining with fall towards the stormwater management system rather than towards adjacent waterways or other open space;

(8) consider the broader landscape context and ensure it does not detract from the amenity or result in unacceptable limitations on regular users of any public open space areas. The following should be adopted:

(a) where possible, maintenance access is co-located with pedestrian paths to limit the amount of concrete. Practicalities with closing the shared path during maintenance need to be understood and discussed with the City during concept design development;

(b) where the stormwater system is located away from the access point from the nearest road results in large access paths across public open space (i.e. if top of batter is more than 10m from the road access to site) and cannot be co-located with pedestrian paths then reinforced turf (suitable for required vehicles) should be used to minimise the landscape impact of the access; and

(c) in high profile locations it may be appropriate to screen the maintenance access with vegetation at the top of batter. An approval is obtained from the City in advance and considers the type of vegetation (able to withstand periodic vehicle movements) and practicalities with safely using the access as required. An example is using concrete pavers with holes made available for the planting of Imperata cylindrica or similar native grasses.

Table 4.25: Maintenance access requirements to inlet and silt collection zones

Treatment type Access track slope

Material and width

Stormwater inflows where pipe is 450mm or greater (where no forebay or inlet pond)

1 in 4 or flatter

2.5m wide minimum.

Gravel or reinforced turf from inlet.

Coarse sediment forebay 1 in 4 or flatter

2.5m minimum.

Reinforced concrete in accordance with IPWEAQ standard drawing RS-051.

Concrete paver (subject to City approval), cement treated gravel 250mm thick may be accepted by the City through negotiation.

Inlet pond (wet) for bioretention or wetland

Sediment basins

1 in 4 or flatter

3m wide.

Reinforced concrete in accordance with Heavy Vehicle Crossing Industrial (refer IPWEAQ standard drawing RS-051).

Where this access crosses perpendicular to pedestrian paths, the path must be 200mm thick, double reinforced and 42MPa.



Treatment type Access track slope

Material and width

Proprietary devices 1 in 4 or flatter

Reinforced concrete in accordance with Heavy Vehicle Crossing Industrial (refer IPWEAQ standard drawing RS-051).

Table 4.26: Maintenance access requirements to perimeter

Treatment type Size Maintenance access requirement

(all paths 1 in 10 cross fall or less and maximum 1 in 4 longitudinal grade)

Bioretention < 500m² Access path to > 40% of perimeter.

≥ 0.75m wide.

Grass, mulch, gravel or concrete suitable for access on foot.

≥ 500m² Access path to > 40% of perimeter.

≥ 2.5m wide.

Reinforced grass, gravel or concrete for light vehicles.

Remainder of perimeter as per < 500m² bioretention).

Wetland <1000m² Access path to > 40% of perimeter.

≥ 0.75 m wide.

Grass, mulch, gravel or concrete suitable for access on foot.

≥ 1000m² to

< 5000m²

Access path min 40% of perimeter ≥ 2.5m wide.

Reinforced grass, gravel or concrete for light vehicles.

Remainder of perimeter ≥ 0.7 5m wide.

≥ 5000m² Access path 100% of perimeter.

≥ 2.5m wide.

Cement treated gravel 200mm or concrete for large vehicles.

Note: Determine access path treatment based on slope, maintenance vehicle and the surrounding landscape. For example, turf is not appropriate where the treatment system is located against conservation open space, and where revegetation for the treatment system complements the surroundings. In this case, use gravel or concrete.

4.5.14.4 Stormwater outfalls levels and scour protection

When designing stormwater outfalls, the level of the downstream land or waterways is to be considered to ensure free drainage, suitable interface with adjacent land areas and to ensure that scouring flows do not result in land stability issues and sediment mobilisation. This applies to all outlets including discharges to existing waterways (natural and constructed), drainage reserves or open space (public and private). Refer to the Water Sensitive Urban Design -Technical Design Guidelines for South East Queensland and QUDM for the design of all stormwater management outlets (this includes details on the appropriate location of outfalls and orientation in relation to existing waterways). The following summarises the key considerations:

(1) the invert of the outfalls is to comply with Table 4.27: Outlet pipe level recommendations;

(2) where possible, flows from stormwater management systems are to be discharged to existing drainage infrastructure (pipes). Verification of capacity, condition, elevations and downstream stability issues is to be undertaken at the concept stage. The minimum size rock for scour protection is D50 of 150mm;

(3) the design of outlets (including weirs, pipes, pits, energy dissipation and scour protection) is to comply with the QUDM standards and specifications. Outlets should not be at right angles to receiving waterways and be orientated to discharge in the direction of flow;

(4) the invert of the outfall is to be within 400mm of the existing waterway invert or standing water level to avoid large vertical drops which may cause scour;

(5) where there is a larger vertical drop, the level is to occur within a pit before flows enter the waterways and the pit and pipe system designed to cater for the 100yr ARI or the maximum flow entering the stormwater management system. Outfalls with vertical drops over 400mm s are not permitted. Where the site cannot avoid such a drop, design rock armour is to be based on calculation of shear stresses using an appropriate program such as ‘Chute’. This is to include the design of the toe apron to prevent instability;



(6) all unmortared rock armour is to be hand placed angular rock suitable for the flow conditions;

(7) when designing outlet structures (including scour protection) the expected flows within the adjoining waterway are to be considered and it is to be ensured that these will not undermine the outlet;

(8) where discharge is proposed to an existing park, the stormwater outlet is to not impact on use of the park land or access to adjacent land. The City may require developers to extend pipes through public open space until it can be discharged to an approved drain or waterway; and

(9) the design of the outfall is to avoid the removal of established native trees and shrubs, particularly on waterway banks where they provide bank stabilisation.

Table 4.27: Outlet pipe level recommendations

Receiving drainage system Minimum recommended outfall level for stormwater management system

Tidal waterway Highest astronomical tide (HAT).

The City may consider the outfall to be inundated by tide in certain situations but the functional elements of the treatment system must not be inundated during HAT (i.e. wetland operation level above HAT, bioretention filter transition layer above HAT).

Ephemeral waterway 300mm above waterway invert or 100mm above wet season water level 1 day after rain (whichever is highest).

Perennial waterway 300mm above dry weather water level or 100mm above wet season water level 1 day after rain (whichever is highest).

Natural wetland 100mm above wet season standing water level 1 day after rain.

Natural ground 100mm above the maximum of the ground level or wet season standing water level 1 day after rain.

Pipe drainage system 50mm above invert of downstream pit/pipe system and above wet season baseflow level.

4.5.14.5 Management of high flows

Provision for the conveyance of peak flows for all events up to the maximum flow entering the stormwater management system (typically 100 year ARI) is to be included in the design. Table 4.28: High flow management requirements outlines the City’s requirements of high flow management for bioretention systems, wetlands and proprietary devices.

Table 4.28: High flow management requirements



Stormwater management system

Treatment size

Treatment surface footprint ≥ 800 m2

Bioretention systems

< 800m² Pit and pipe outlet design to cater for minor event (2 year ARI) and weir to cater for maximum flow entering the bioretention system (typically 100 year ARI).

Flow velocities are to be maintained at less than 1 m/s up to maximum flow and that adequate scour protection is provided around hydraulic structures including inlet, outlet pit and overflow weir. Where this cannot be achieved then dedicated high flow bypass channel required.

≥ 800m² Dedicated high flow bypass upstream comprising appropriately sized open channel designed for the full range of design storm event flows entering the system. Needs to be combined with an inlet pond.

Wetlands All Dedicated high flow bypass upstream comprising appropriately sized open channel designed for the full range of relevant design storm event flows.

Proprietary devices

All Dedicated high flow bypass system required to accommodate all flows greater than the ‘design flow rate’ of the devices or the 3 month ARI flow (whichever is smaller).

Allowance is to be made for any high flow bypasses during the early concept development phase (and earthworks modelling) to ensure sufficient space and a suitable flow path is allocated. Design bypass channels / structures accordance with Water Sensitive Urban Design -Technical Design Guidelines for South East Queensland and QUDM, and include calculations for expected flow velocities and sizing for rock protection works (where required).

Where systems are allowed to overflow (i.e. do not have a dedicated high flow bypass or overtop during sustained runoff events), the overflow shall be managed through an appropriately-designed weir or similar.

Under no circumstances shall overflows be allowed to discharge over bunds in an uncontrolled manner or across pedestrian or vehicle access paths without prior approval from the City. Highflow weirs which discharge to the verge of a road will not be accepted.

The design and location of any high flow bypass is to consider public safety and all potential risks associated with peak flow velocities, adjacent land uses and transitions into any hydraulic structures (such as culverts beneath road embankments). The alignment of dedicated high flow bypasses through areas of public open space is to consider the frequency, duration and intensity of runoff events and ensure that the bypass does not adversely impact any downstream land or limit the intended use of the open space.

Surface finishes for high flow bypass channels is to consider the impact on flow hydraulics. Hydraulic modelling is to be a reasonable representation of the constructed channel form including the anticipated maintenance regime. In particular, any channels which are planted with shrubs or other woody vegetation are to use an appropriate roughness coefficient (assuming minimal maintenance) in hydraulic modelling. This is to reflect the ultimate height and density of vegetation.

Stormwater management systems are not located online to any natural waterway. Systems are to be situated offline from waterways with provision for suitably designed diversion (if required) and hydraulic connection for treated flows and high flow bypass. Instances where this is not achievable (i.e. some large scale online systems) will only be considered on a case-by-case basis and will need to demonstrate adequate control of high flows and no detrimental impacts to waterways.

4.5.14.6 Standard drawings

The Institute IPWEAQ standard drawings for WSUD are used when designing stormwater management systems in the City.

4.5.15 Waterway design



Open channel drainage and waterways within new development are designed and constructed to ensure stable, high amenity, safe and low maintenance outcomes. The ecological conditions of waterways are to be protected or remediated (where degraded). Consideration should be given to the existing natural features when designing the waterway or remediating the existing waterway, including the location of wetlands, riparian vegetation and existing instream features.

Waterways and drainage lines are designed using the principles of natural channel design. Natural channel design will apply where new drainage corridors are being created or where there are works required within an existing waterway (e.g. waterway remediation or restoration). Guidance on natural channel design principles and application is included in QUDM.

The following is to be considered when designing waterways:

(1) preference is for the use of dense vegetation over rocks or concrete, except in locations where scour is a likely concern;

(2) preservation of existing vegetation in particular conservation areas and vegetation;

(3) creation of dense vegetation within the waterway and the riparian edge, including comprehensive tree cover (minimum 1 tree per 5m2), to create shade, minimise ingress of weeds and reduce water temperature;

(4) the potential of fauna movement and terrestrial habitat;

(5) the use of local native plant species which are tolerant of the hydrologic conditions;

(6) the hydraulic conveyance of the waterway given the requirement for dense vegetation;

(7) location of incoming stormwater outfalls and proposed stormwater management infrastructure;

(8) adjacent landscape treatments with consideration to ongoing function/maintenance, aesthetics, public safety and compatibility with other open space uses; and

(9) incorporation into the design of CPTED concepts and principles. For example, where safety is a concern, ground covers and trees can be used that maximise visibility, while shrubs to block site lines should be avoided.

A typical waterway section is provided in Figure 4.1.

Figure 4.1 Typical section of natural channel for ephemeral waterway (illustration of preferred design)

4.5.15.1 Wetland and watercourse buffers



Wetland and watercourse buffers are to be provided in accordance with the requirements of the Environmental significance overlay code. The means of integrating stormwater management infrastructure into urban design and landscape treatment is described in Section 4.5.4.6 of Stormwater drainage and WSUD standards.

4.5.15.2 Geomorphic assessment

In certain situations a geomorphic assessment is required by the City where the risks of erosion and scour occurring as a result of the development is high, or where erosion is already occurring along a waterway. Generally these situations will include:

(1) where significant hydrologic change is occurring within a waterway internal to the development and the waterway is longer than 100m;

(2) for existing waterways where erosion is present; and

(3) where large urban catchments (>25 ha) are discharging into an existing waterway (i.e. the design of the stormwater outfall requires careful consideration).

Geomorphic assessments are provided by a suitably qualified geomorphologist. Geomorphic assessments are applied to understand the underlying physical and hydraulic processes that are present and to provide guidance on how waterway designs should respond. Geomorphic assessments should include (as a minimum) the following:

(1) assessment of the waterway’s geomorphic stability and condition, including active and historic erosion processes, geology and soils, catchment hydrology, channel form and waterway hydraulics;

(2) soil sampling and analysis;

(3) assessment of erosion potential, type and extent pre and post development (using modelling to assess velocity, shear stress and stream power);

(4) development of design requirements and management options for waterway works; and

(5) design of any stabilisation and revegetation works.

4.5.16 Lakes

Constructed lakes are permanent water bodies dominated by open water that are either freshwater or saline (tidally influenced/pumped). The edges of constructed lakes may be vegetated (emergent macrophytes) or formal (concrete revetments, rock lined embankments). Shallow constructed lakes are often characterised by the presence of submerged macrophytes throughout the water column.

A two year maintenance period is required and the lake must meet the water quality objectives (90% for the preceding six (6) months) for it to be accepted off maintenance.

4.5.16.1 City position on lakes

The City will generally not approve lakes and discourages the adoption of lakes as part of development applications. The City will only consider a lake in the following situations:

(1) where it provides high community amenity, recreational values to support a mix of retail land uses with high density residential (high rise) development adjacent to the lake. The extent of these land uses must justify the adoption of the lake (i.e. if this land use represents a small area within a larger low to medium density residential development then the lake will not be approved);

(2) where it satisfies hydrological, ecological, water balance and asset management requirements outlined in the following sections:

(a) if the lake is proposed to be a contributed asset to the City, then an agreement is reached with the developer for a contribution (i.e. non-trunk sinking fund establish and funded by development) to maintain the infrastructure associated with the lake for a period of 25 years;

(b) where a disused quarry or sand mine deeper than 4m is to be rehabilitated, (although it is preferred that quarries be rehabilitated as terrestrial landscapes rather than lakes);

(c) the lake is proposed solely for irrigation storage and no other storage options (e.g. tanks) are feasible and the lake remains in private ownership (i.e. golf course irrigation storage); and

(d) the lake is proposed as part of a stormwater harvesting strategy.



(3) The City will not approve the retention or modification of existing farm dams as constructed lakes. Constructing a lake for the purpose of gaining excavated material will not be considered a legitimate design intent and such a proposal will not be approved.

4.5.16.2 Design principles

Where a constructed lake is to be considered by the City, the design of the proposed lake is to conform to the following design principles:

(1) for new constructed lakes to be considered as an appropriate design solution, demonstrate an overriding need in the public interest;

(2) constructed lakes are not considered part of the urban water treatment train and water quality objectives for receiving waterways will be applied prior to stormwater entering the lake;

(3) constructed lakes are designed to support landscape, passive recreation and ecological values, and must not pose a health, safety or aesthetic risk;

(4) constructed lakes are designed and managed to protect downstream receiving waterways, maximise resource use efficiency and minimise life cycle costs and risks;

(5) urban runoff entering a constructed lake is to have sufficient pre-treatment to comply with the stormwater management objectives set out in Section 4.5.4.4 of Stormwater drainage and WSUD standards;

(6) a detailed maintenance and monitoring program is developed to demonstrate how the constructed lake will be adaptively managed to achieve water quality objective;

(7) a detailed maintenance and decommissioning costing for the project life is prepared and financial assurances are provided for maintenance for the project life and, if required, decommissioning; and

(8) the lake is to incorporate suitable flushing and treatment to minimise the risk of algae blooms and aquatic weeds.

4.5.16.3 Lake design and management guidance

The design of constructed lakes needs to consider the complex behaviour, in particular, the alternate states that lakes can operate under depending on a number of influences and stressors.

Key factors that are to be considered with designing lakes, include but are not limited to, the following:

(1) weeds, in particular floating weeds;

(2) algae bloom (and management);

(3) nutrients;

(4) light and turbidity;

(5) organic carbon loads;

(6) lake detention time (<14 days);

(7) salinity;

(8) water level and depth;

(9) mixing and stagnant zones;

(10) temperature;

(11) flushing;

(12) hydraulic control (lowering water level, operation during large events);

(13) maintenance access (stormwater inflows for desilting, boat ramp access for weed harvester, outlet hydraulic structures, perimeter for riparian weeds);

(14) pest and bird management;

(15) litter;

(16) erosion, particularly during large events and from wave action; and

(17) inflow and outflow locations.



Note: Each of these factors are discussed in more detail in the Urban Lakes Discussion Paper (Water by Design, 2012).

The design of the lake system and associated development is to follow the guidance provided in contemporary lake design guidance provided by Water by Design and other relevant authorities. Reporting requirements for lakes are provided in Chapter Section 8 – Engineering drawings, document and reports of the LDG.

4.5.17 Construction and establishment

4.5.17.1 Erosion and sediment control

4.5.17.1.1 Alteration to erosion and sediment control

Where the erosion and sediment control approach has been altered since the OPW submission to allow for construction phasing, an updated ESCP is to be submitted to the City. Applicants are to submit the ESCP at least five (5) business days prior to the on-site start up meeting to enable the City’s appraisal of the document. The E&SCP is to be prepared in accordance with IECA and the requirements outlined in Section 4.5.5.4 of Stormwater drainage and WSUD standards.

4.5.17.1.2 Compliance

A suitably qualified person in accordance with City Plan Schedule 1 - Definitions is to supervise the implementation of erosion and sediment control measures for the site and certify that the requirements of Environment Protection Act 1994, State Planning Policy and IECA are being achieved.

All erosion and sediment control measures are installed in accordance with IECA including the following (as a minimum):

(1) inspect erosion and sediment control measures on a weekly basis and following runoff events until the site is fully stabilised and rehabilitated;

(2) inspect drainage control structures such as diversion banks, diversion channels and temporary culvert protections are to be inspected daily to ensure they have not been damaged by machinery and are serviceable in readiness for the next rainfall event;

(3) where inspection indicates a non-conformance, a non-conformance report is generated. This report is to include the following:

(a) details of the nature and cause of non-conformance;

(b) details of the required corrective actions;

(c) corrective actions which are to be carried out within 24 hours where practicable or as agreed with the construction superintendent; and

(4) compile and retain at the site office a monthly summary of erosion and sediment control performance and make these available to the City’s inspectors upon request. This report is to include the following:

(a) filled in ESC inspection checklist of Best Practice Erosion & Sediment Control, Site Inspection Checklist (IECA);

(b) description of any incidents of non-conformance and corrective actions;

(c) results of corrective actions; and

(d) revisions to the ESCP.

The City will work with developers and contractors to ensure erosion and sediment control is delivered appropriately. The City will undertake arranged and random inspections of construction sites to ensure erosion and sediment control is being delivered.

The City may issue infringement notices (in accordance with the Environmental Protection Act 1994) and contractors who breach the discharge standards set in Sections 4.5.47.1 and 4.5.67.2 or who fail to manage the site in accordance with the Best Practice Erosion and Sediment Control (IECA).

Where required, the City will take legal action against contractors for repeated infringements or significant releases of contaminants from the development site. Where clean-up of contamination has occurred, the City may charge all costs to the developer if the contractor is not willing to complete clean-up.

4.5.17.2 Stormwater management system construction



Careful construction of stormwater management assets is to ensure that the performance is not compromised either during construction or from management of adjacent construction activities. The Water by Design - Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands provides construction and establishment methodologies, supervision, data and sign-off requirements for stormwater systems within the City.

Failure to construct and establish systems adequately is likely to result in condition deficiencies at the time of asset handover to the City which are likely to require rectification at the developer’s cost and the retention of bonds. With reference to the Water by Design - Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands, Table 4.29: Preferred construction and establishment methods provides the City’s preferred method of construction depending on whether housing building is required.

Where the building phase of the development is to occur immediately and be completed in less than six (6) months (most MCU applications) erosion and sediment control should be implemented and the stormwater management constructed at the end of the work (typically during landscape works).

If an alternative method is proposed for the construction sequence or there is a stormwater treatment system different to those outlined in Table 4.29: Preferred construction and establishment methods seek agreement from the City at the pre-start meeting for construction. The City will not accept handover of any assets which have been subject to unacceptable sediment loads during construction activity. The City will require verification of functionality prior to handover. All efforts are to be made to protect stormwater treatment elements during site works.

Table 4.29: Preferred construction and establishment methods

Stormwater management system Construction and Establishment Method1

Bioretention systems Option 4: Leave as sediment basin – generally preferred particularly in larger scale bioretention systems.

Option 1: Surface protection – will be accepted as alternative in smaller scale bioretention systems.

Wetlands Option 1: Bypass flows and early establishment of vegetation.

Vegetated swales Option 1: Surface protection with temporary vegetation.

Sediment basin Construction sediment basin and operated during building phase. Clean out and establish landscape once building is complete.

Proprietary device In accordance with standard stormwater drainage infrastructure. Fully clean and replace all relevant parts (new) prior to handover.

1 When the building phase will be longer than 6 months adapt staged construction. Options refer to those in the Water by Design - Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands.

4.5.17.3 Tolerances

Deliver construction tolerances in accordance with Water by Design - Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands) and Water Sensitive Urban Design –Technical Design Guidelines for South East Queensland.

4.5.17.4 Certification

A suitably qualified person is to supervise and confirm the construction of the stormwater management systems. All information outlined in the Water by Design - Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands and collect and provide to the City the sign-off forms and certification. The site superintendent and contractor are informed of all the certification and data requirements at the prestart meeting, preferably as part of the tender, to avoid sign-off delays or complications.

4.5.18 Asset handover (including data capture)

4.5.18.1 Asset handover process

Stormwater management assets are to follow the handover process outlined in the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline, the relevant chapters of this policy and conditions of approval. Stormwater management assets are delivered in a consistent manner so that the design intent and performance are achieved (performance-based) to reduce liability from ongoing operational issues.



Table 4.30: Preferred asset handover methods outlines the City’s preferred asset handover methods.

Table 4.30: Preferred asset handover methods

Stormwater management system Asset handover method1

Bioretention systems Option 4a: Leave a sediment basin – generally preferred particularly in larger scale bioretention systems.

Option 1a: Surface protection – will be accepted as alternative in smaller scale bioretention systems.

Wetlands Option 1a: Bypass flows and early establishment of vegetation.

Vegetated swales Option 1a: Surface protection with temporary vegetation.

Sediment basin Similar to Option 4a bioretention systems.

Proprietary device In accordance with standard stormwater drainage infrastructure. Device will need to be fully cleaned and all relevant parts replaced (new) prior to handover.

Note: 1Staged asset handover is adopted when the building phase will be longer than 6 months. Options refer to those in Water by Design – Transferring Ownership of Vegetated Stormwater Assets.

4.5.18.2 Performance indicators

In order for the City to accept the stormwater management asset on-maintenance or off-maintenance, the performance indicators defined in the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline are to be achieved.

4.5.19 Compliance

The City will undertake compliance inspections at important milestones through the construction phase to ensure the stormwater management systems are delivered in accordance with this City Plan policy and to ensure that long-term performance is not compromised. Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline outlines when the compliance inspections will occur:

(1) hold points are points during construction where construction must stop until the City inspection has occurred. These are defined as compliance inspections in the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline.

(2) witness points are the designer and supervisor inspections which are to occur as part of the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline. Invite the City to these inspections but may elect not to attend.

Figure 4.2 provides an example of how to read the figures provided in the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline and when hold points and witness points are required. Provide a minimum of 48 hours’ notice to the City for hold point and witness point inspections. The City will use the compliance checklists provided in Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline.

Failure to have the City attend any of the hold points can result in the City not accepting the asset following completion of works. Compliance and hold point requirements (along with certification and data requirements) are to be clearly stated to the superintendent and contractor at the pre-start meeting.



Figure 4.2 Example of when hold point and witness point compliance inspections are required (extract from the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline)

4.5.20 Bonds

See Chapter Section 7 -– Procedures of the LDG for further information on bonds for stormwater drainage works.



4.5.21 Maintenance period

The on-maintenance (civil) and on-maintenance (landscape), is when the Contributed Assets Engineering Compliance Officer signs-off that an asset is practically complete, the conditions of approval are achieved and it is ready for use and fit for purpose.

For vegetated stormwater management systems, this means the systems are established in accordance with Water by Design - Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands and the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline.

On-maintenance periods for vegetated systems are performance based rather than time based in accordance with the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline. Typically on-maintenance periods of greater than 24 months will be applied for large greenfield developments to ensure allotment building is complete. Shorter periods may be applied if the asset is well established and functioning at the start of on-maintenance. A minimum of 12 months on-maintenance is required for all stormwater management assets to provide evidence the system is fully functional. Lakes will not go on-maintenance until 80% of building within the catchment is complete and will remain on-maintenance for at least five (5) years and until the performance is achieved.

Throughout the on-maintenance period, random inspections from local authorities will ensure maintenance activities are being undertaken.

For private stormwater management assets, maintenance periods will be specified through conditions of approval and be in accordance with the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline.

Off-maintenance for the civil and landscape components of the stormwater management systems will occur at the same time, when the performance indicators for the system, outlined in the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline are achieved.

4.5.22 Rectification

Where the stormwater management asset does not achieve the performance requirements listed in the Water by Design – Transferring Ownership of Vegetated Stormwater Assets guideline the City will require reconstruction or rectification at the developer’s expense. The Water by Design - Rectifying Vegetated Stormwater Assets guideline will be used as a reference and any bonds retained until the performance is delivered.

4.5.23 Required information

Submit the information outlined in Table 4.31: Asset handover data requirements to the City as part of the asset handover process.

Table 4.31: Asset handover data requirements

Data submission requirements Normal plan sealing or building construction

Early plan sealing

ADAC (in accordance with Chapter Section 9 – Engineering drawings, documents and reports of the LDG.

Plan sealing (prior to on-maintenance)

Plan sealing (prior to) – only partly completed with survey as-constructed survey and using design information for rest of ADAC

On-maintenance (prior to) – Fully completed ADAC with real as-constructed information

Water by Design - Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands forms including the following in PDF:

sign-off forms;

certification letters from suppliers;

test results;

photos;

as-constructed information; and

landscape plans showing the plants species

Plan sealing (prior to on-maintenance)

Prior to on-maintenance



Data submission requirements Normal plan sealing or building construction

Early plan sealing

planted into system.

Certification letter from designer that system is constructed in accordance with Water by Design - Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands and the design for the system.

Details of rectification activities undertaken during the on-maintenance period including photos.

Details of maintenance activities undertaken during the on-maintenance period, ideally with completed maintenance forms from the Water by Design – Maintaining Vegetated Stormwater Assets guideline, photos, and costs of activities.

Off-maintenance (prior to) Off-maintenance (prior to)

Maintenance and adaptive management plan (and monitoring plan).

Off-maintenance (prior to) Off maintenance (prior to)

4.5.24 Plant selection

The following section provides guidance on selecting appropriate plant species for bioretention systems, swales, constructed wetlands and sediment basins.

4.5.24.1 Selection criteria

Selecting suitable plant species is critical to the long-term functional performance and structural integrity of vegetated stormwater treatment systems.

A range of plant types and species is used within stormwater treatment systems to ensure a higher likelihood of successful plant establishment, effective pollutant removal performance, and as long-term resilience to changing conditions.

The following selection criteria should be considered during planting design:

(1) provide the physical, chemical and biological conditions to remove pollutants from stormwater;

(2) provide a mix of species that are able to compete with weeds, provide good cover and effective pollutant removal;

(3) provides even distribution of stormwater inflows;

(4) tolerant of wetting and drying cycles experienced in stormwater systems;

(5) integrates with surrounding landscapes (existing or created);

(6) thrives in the local climate; and

(7) enhances biodiversity (wherever possible).

4.5.24.2 Planting density

A suitable planting density is used to ensure vegetation covers at least 90% of the treatment surface after the establishment period. The planting density to achieve this will vary depending on the species used. Table 4.32: Typical planting densities required to achieve 90% cover presents typical planting densities required to achieve 90% cover.

Table 4.32: Typical planting densities required to achieve 90% cover

Vegetation type Planting density

Aquatic plants (macrophytes) Four (4) to six (6) plants per m2

Groundcovers (including grasses, herbs and sedges) Six (6) to eight (8) plants per m2

Shrubs One plant per 2 - 20 m2

Trees One plant per 20 - 100 m2



4.5.24.3 Plant selection

The following Tables 4.33 to 4.36 show core plant species suitable for planting in stormwater treatment systems. Using these core plant species ensures that a minimum level of treatment performance is achieved.

The core species can be supplemented with other species that meet the selection criteria attributes listed above. It is recommended that at least 90% of the planted area be comprised with the core plant species identified in the following tables. If a lower coverage of core plant species is proposed, it is recommended that a suitably qualified ecologist or landscape architect confirms that all the plant species conform to the functional plant attributes outlined above.

A list of species that are suitable for planting on the batters of the treatment systems has also been provided. The types of plants planted upon the batters will be influenced by the design intent and location of the system. For example, low profile vegetation may be used to feature view lines over an asset located in high profile areas (i.e. wetlands), whereas the batters of treatment systems located adjacent to native vegetation (bushlands) may be planted with a species palette that reflects local regional ecosystem communities.

Table 4.33: Core functional bioretention plant species

Species name Common name Type

Carex appressa Tall Sedge Groundcover

Ficinia nodosa Knobby Club-sedge Groundcover - sedge

Gahnia seiberiana Red-fruit Saw-sedge Groundcover - sedge

Imperata cylindrica Blady Grass Groundcover - grass

Lepidosperma laterale Variable Sword-sedge Groundcover - sedge

Lomandra hystrix Green Mat-rush Groundcover - herb

Lomandra longifolia Spiny-headed Mat-rush Groundcover - herb

Poa labillardieri Common Tussock-grass Groundcover - grass

Callistemon salignus Bottlebrush Willow Shrub

Leptospermum liversidgei Olive Tea-tree Shrub

Banksia robur Swamp Banksia Small tree

Melaleuca linariifolia Flax-leaved Paperbark Small tree

Lophostemon suaveolons Swamp Mahogany Tree

Melaleuca bracteata Black Tea-tree Tree

Melaleuca quinquenervia Broad-leaved Paperbark Tree

Table 4.34: Core functional swale plant species


Baumea teretifolia Slender Twig-rush Groundcover - sedge

Carex appressa Tall Sedge Groundcover - sedge

Gahnia sieberiana Red-fruit Saw-sedge Groundcover - sedge







Themeda triandra Kangaroo Grass Groundcover - grass



Table 4.35: Core functional constructed wetland and sediment pond plant species

Planting zone (depth)


Lower batter (0.1 to 0.3m)*





Gahnia clarkei Tall Sawsedge Groundcover - sedge

Gahnia sieberiana Red-fruited Sword Sedge Groundcover - sedge


Lepidosperma longitudinale Common Sword-sedge Groundcover - sedge

Lomandra hystrix Creek Matt-rush Groundcover - sedge

Lomandra longifolia Spiny-headed Matt-rush Groundcover - sedge

Poa labillardieri Tussock Grass Groundcover - grass

Ephemeral – wet edge (-0.1 to 0.1m)

Bacopa monnieri Bacopa Groundcover - herb

Baumea rubiginosa Soft Twig-rush Groundcover - sedge

Carex gaudichaudiana Tufted Sedge Groundcover - sedge

Carex fascicularis Tassel Sedge Groundcover - sedge

Carex polyantha River Sedge Groundcover - sedge

Cyperus exaltatus Giant Sedge Groundcover - sedge

Cyperus gunnii Flecked Flat-sedge Groundcover - sedge

Cyperus polystachyos Bunchy Sedge Groundcover - sedge

Juncus flavidus Yellow Rush Groundcover - sedge

Juncus usitatus Common Rush Groundcover - sedge

Leersia hexandra Swamp Rice Grass Groundcover - grass

Persicaria decipiens Slender knotweed Groundcover - herb

Philydrum lanuginosum Frogsmouth Groundcover - sedge

Schoenoplectus mucronatus Star Clubrush Groundcover - sedge

Shallow marsh (NWL to -0.2 m)

Baumea arthrophylla Fine Twig-rush Emergent macrophyte

Baumea articulata Jointed Twigrush Emergent macrophyte

Bolboschoenus fluviatilis Marsh Clubrush Emergent macrophyte

Bolboshoenus caldwellii Sea Clubrush Emergent macrophyte

Carex gaudichaudiana Tufted Sedge Groundcover - sedge

Eleocharis acuta Common Spike-rush Emergent macrophyte

Eleocharis dulcis Chinese Water Chestnut Emergent macrophyte

Eleocharis equisetina Spike-rush Emergent macrophyte

Lepironia articulata Grey Rush Emergent macrophyte

Marsilea mutica Nardoo Submerged macrophyte

Schoenoplectus validus River Club-rush Emergent macrophyte

Marsh (-0.2 to -0.3m)

Baumea articulata Jointed Twigrush Emergent macrophyte

Bolboshoenus fluviatilis Marsh Clubrush Emergent macrophyte

Eleocharis sphacelata Tall Spike-rush Emergent macrophyte



Planting zone (depth)


Lepironia articulata Grey Rush Emergent macrophyte

Schoenoplectus litoralis Shore Club-rush Emergent macrophyte

Schoenoplectus validus River Club-rush Emergent macrophyte

Triglochin procera Water-ribbon Submerged macrophyte

Submerged marsh (-0.3 to -0.8m)

Eleocharis sphacelata Spike-rush Emergent macrophyte

Vallisneria australis Ribbonweed Submerged macrophyte

Vallisneria nana Ribbonweed Submerged macrophyte

Deep pool (>0.8m)

Myriophyllum papillosum Common Watermilfoil Submerged macrophyte

Myriophyllum verrucossum Water Milfoil Submerged macrophyte

Potamogeton ochreatus Pondweed Submerged macrophyte

Vallisneria australis Ribbonweed Submerged macrophyte

*Swale and bioretention plant species may also be suitable for the edge and batter zones around wetlands and sediment ponds.

Table 4.36: Recommended plant species for batter vegetation – bioretention, swales, wetlands and sediment ponds


Alloteropsis semialata Cockatoo Grass Groundcover - grass

Cymbopogon refractus Barbed-wire Grass Groundcover - grass



Themeda triandra Kangaroo Grass Groundcover - grass



Myoporum parviflorum Creeping Boobialla Groundcover - herb



Crinum pendunculatum Swamp Lily Groundcover - sedge


Gahnia clarkei Tall Sawsedge Groundcover - sedge

Gahnia sieberiana Red-fruit Saw-sedge Groundcover - sedge


Lepidosperma longitudinale Variable Sword-sedge Groundcover - sedge

Babingtonia similis Howie's Feathertips Shrub

Leptospermum liversidgei Olive Tea-tree Shrub

Melaleuca thymifolia Thyme-leaf Honey-myrtle Shrub

Banksia robur Swamp Banksia Small tree

Callistemon pachyphyllus Wallum Bottlebrush Small tree

Callistemon salignus White Bottlebrush Small tree

Melaleuca linariifolia Flax-leaved Paperbark Small tree

Casuarina cunninghamiana River She-oak Tree




Casuarina glauca Swamp Oak Tree

Eucalyptus tereticornis Forest Red Gum Tree

Kunzea ericoides Burgan Tea Tree Tree

Lophostemon suaveolons Swamp Box Tree

Melaleuca bracteata River Tea Tree Tree

Melaleuca bracteata Black Tea-Tree Tree

Melaleuca nodosa Prickly-leafed Paperbark Tree

Melaleuca quinquenervia Broad-leaved Paperbark Tree

Melaleuca viminalis Weeping Bottle Brush Tree



5 Public open space standards

5.1 Application

This chapter section assists with satisfying the assessment benchmarks in City Plan that relate to the City’s public open space network standards as outlined in Table 5.1: Application – Public open space standards.

Table 5.1: Application – Public open space standards



Landscape work code

Table 9.4.6-1 Landscape work code – for assessable development

Safety

AO5

Section 5.54.1.1

Public open space areas

AO10

Section 5.54



Open space provision

AO20.1

Section 5.54

Open space, safety and design

AO22.1

Section 5.54.1.1

Table 5.3

Works for infrastructure code

Table 9.4.15-1 – Works for infrastructure code – for assessable development only

Open space and recreational facilities design

AO6

Section 5.54

Assets – general provisions Section 5.54





AO8.1


AO8.2

Section 5.54


AO8.3

Section 5.54


The design, construction, operation and maintenance of public open spaces and associated infrastructure is guided by four (4) design principles. These principles aim to ensure:

(1) the community has an opportunity to enjoy and interact with elements of the natural environment;

(2) works in public open spaces do not adversely impact natural or heritage features and values;

(3) public open spaces, associated infrastructure and embellishments are accessible, fit for purpose, safe and incorporate Crime Prevention Through Environmental Design (CPTED) principles; and

(4) public open spaces do not contain an excessive amount of embellishments that result in an unsustainable financial burden on the community.


The following table is intended to be used as a reference point to assist the applicant with quickly identifying what standard, specification and/or guidance applies to the specific element the relevant section of the Ppublic open space infrastructurestandards.

Table 5.2: Chapter Section reference table – Public open space infrastructure

Element (A-Z)


Barbeques Chapter Section 10 – Standard drawings Section 5.54.3.1

Batters Chapter Section 3 – Change to ground level standards Section 5.54.3.2

Bicycle racks AS2890.2015 Parking Facilities – Bicycle Parking Facilities

AUSTROADS Guide to Road Design Part 6A: Pedestrian and Cyclist Paths

Section 5.54.3.3

Bins Chapter Section 10 – Standard drawings Section 5.54.3.4

Car parks Section 5.54.3.5

Dog off leash areas Chapter Section 10 – Standard drawings Section 5.54.3.6

Drinking fountains Chapter Section 10 – Standard drawings Section 5.54.3.7

Electricity supply Section 5.54.3.8

Fencing Chapter Section 10 – Standard drawings Section 5.54.3.9

Gates Chapter Section 10 – Standard drawings Section 5.54.3.10

Irrigation systems Chapter Section 9 – Specifications

Chapter Section 10 – Standard drawings

Section 5.54.3.1211

Lighting AS4282:1997 – Control of the Obtrusive Effects of Outdoor Lighting

AS/NZS1158: 2010 – Lighting for Roads and Public Spaces

AS4970:2009 - Protection of Trees on Development Sites, where the installation of cabling or lighting could impact upon existing vegetation

Section 5.54.3.1312



Element (A-Z)


AS2560.2.3 – 2007 Sports Lighting, Specific Applications, Lighting for Football (all Codes), where lighting playing fields

Materials Section 5.54.1.3

Maintenance taps Chapter Section 10 – Standard drawings Section 5.54.3.1514

Park maintenance access and emergency vehicle access

AS1428 – Design for Access and Mobility;

Human Rights Commission: Advisory Notes on Access to Premises; and


Section 5.54.3.1413

Pathways Chapter Section 10 – Standard drawings

Disability Discrimination Act 1992

Section 5.54.3.1615

Picnic nodes and units Chapter Section 10 – Standard drawings Section 5.54.3.1716

Play nodes AS4685:2004 – Playground Equipment SafetyChapter Section 9 – Specifications


Section 5.54.3.1817

Public adornment Section 5.54.3.1918

Public open space classification, categories and embellishment

Section 5.54.2

Public toilets Disability Discrimination Act 1992 Section 5.54.3.1920

Rehabilitation Section 5.54.3.2120

Responsive design Section 5.54.1.2

Safety and crime prevention through environmental design

AS/NZS1158:2010 – Lighting for Roads and Public Spaces

Section 5.54.1.1

Seats Chapter Section 10 – Standard drawings Section 5.54.3.2221

Sewer Section 5.54.3.2322

Shade structures AS1170.2:2011 – Structural Design Actions Wind Actions

AS4100:1998 – Steel Structures

Section 5.54.3.2423

Signage Section 5.54.3.2524

Sports playing fields Chapter Section 9 – Specifications Section 5.54.3.2625

Standards for design Section 5.5.3

Standard primary access points Chapter Section 10 – Standard drawings Section 5.54.3.2726

Trees Section 5.54.3.2827

Turf Section 5.5.3.2928

Under-surfacing AS/NZS4422:1996 – Playground Surfacing – Specifications, Requirements and Test Method

Section 5.54.3.3029



Element (A-Z)


Water supply AS3500:2015 – Plumbing and Drainage

AS4020:2005 – Testing of Products for Use in Contact with Drinking Water

Section 5.54.3.3130

5.4 Public open space standards

This section outlines the requirements for manmade and natural assets in public open spaces.

5.4.1 General design requirements

5.4.1.1 Safety and crime prevention through environmental design

The design of public open spaces incorporates key CPTED principles. These key CPTED principles are:

(1) promotion of passive surveillance;

(2) visibility in public open space and along pathways;

(3) lighting;

(4) landscaping;

(5) target hardening and access control;

(6) locations of embellishments in public open space; and

(7) way-finding and legibility.

These principles are discussed in more detail below.

Note: The State Government's Crime Prevention Through Environmental Design – Guidelines for Queensland should be used as a reference tool in applying these principles. These are available for download from http://www.police.qld.gov.au/programs/cscp/safetyPublic/.

5.4.1.1.1 Promotion of passive surveillance

(1) Public open spaces are integrated and designed in a way that promotes the visibility of users and avoids creation of vulnerable settings. Opportunities for passive surveillance shall be maximised by adherence to the criteria set out in Table 5.3 – Surveillance criteria.

Table 5.3: Surveillance criteria

Criteria

Recreation parks Sports parks

Utility reserves Local, district,

city Open space linkages

Unobstructed line of sight1 50m 20m 50m Site specific

Concealed spaces2 and entrapment spaces2

No No No Site specific

Ground to canopy clearance1 1.8m 1.8m 1.8m Site specific

Steep changes of grade No No No Minimise

Notes:

1 Refer to Figure 5.2: Lines of sight and ground to canopy clearance

2 Refer to Figure 5.5: Incompatible activity nodes

(2) Fences adjoining public open spaces have at least 50% permeability. Dark-coloured paling fences allow greater permeability than those painted in a light colour.

5.4.1.1.2 Visibility in public open space and along pathways

(1) Public open spaces (including pedestrian and bicycle paths) are designed to:



(a) provide good visibility of spaces or routes by all users;

(b) ensure the user of the space is visible by others through natural or other surveillance; and

(c) maximise street frontages with clear sightlines along all edges.

5.4.1.1.3 Lighting

(1) Recreation parks, sports parks and open space linkages, bicycle and pedestrian routes, public facilities and signs are lit to the minimum AS/NZS1158:2010 – Lighting for Roads and Public Spaces.

(2) Lighting is designed in accordance with of Figure 5.1: Preferred lighting style below.

Figure 5.1 Preferred lighting style

(3) Light fixtures are mounted high and are vandal resistant. Bollard lighting is not preferred as they can cause glare and are easily vandalised.

(4) An automatic lighting control system is to be installed to ensure efficient usage of lights (timers). LED or low energy light bulbs should be used.

(5) Appropriate lighting is required where night time use is expected and encouraged.

5.4.1.1.4 Landscaping

(1) Vegetation and other landscaping features established in or around public open space areas are located to maximise passive surveillance opportunities, maintain clear lines of sight and avoid the creation of concealment spots.

(2) Visibility through vegetation is clear to a minimum height of 2.6m.

(3) Planting is setback a minimum of 3m along pathways and shared bicycle and pedestrian routes. Setback to be calculated from the base of a tree.

(4) Planting along the edge of other pathways does not grow within 500mm of the pathway or exceed 500mm in height.

(5) Landscape form and the arrangement of embellishments and vegetation are appropriately designed so as not to create gun barrel routes or pinch points along pathways, trails or open space linkage parks.

5.4.1.1.5 Target hardening and access control

(1) Public open space areas are designed and constructed to:

(a) reduce the potential for graffiti and vandalism;

(b) restrict access to unsafe areas; and

(c) prevent unauthorised access by illegitimate users.

(2) Access is clearly defined and safe access points are provided to vulnerable elements (e.g. play equipment, barbeques).

(3) Vehicle exclusion barriers (e.g. bollards, gates) and/or vegetation barriers are used to prevent unintended access and to discourage illegitimate or illegal access.



(4) Graffiti and vandalism resistant materials are used and large flat surfaces are minimised to assist in restricting the opportunity for graffiti.

5.4.1.1.6 Locations of embellishments in public open space

(1) Nodes of activity and/or play (including embellishments) are configured to:

(a) promote community safety by providing sufficient distances between nodes of incompatible activity;

(b) cluster compatible activities to encourage both user activity and community interaction;

(c) locate nodes adjacent to areas that may otherwise be vulnerable or isolated, particularly along bicycle and pedestrian routes to increase activation of the area; and

(d) provide children’s playgrounds with adequate seating and equitable access to encourage supervision.

(2) Embellishments in public open space areas are located where they are easily visible from the street or from surrounding activity areas.

(3) Children’s playgrounds are located away from waterbodies and water sensitive urban design (WSUD) features where possible. If a playground is located 40m or less from a non-obvious waterbody or WSUD, then a fence around the playground is required.

(4) Figure 5.2: Incompatible activity nodes - shows an example of a non-compatible arrangement. The dog off-leash area is too close to both the bike track and playground. The playground is too close to the cycle track and the skate park.

Figure 5.12 Incompatible activity nodes

5.4.1.1.7 Way finding and legibility

(1) Public open space is designed to provide easy orientation within the site.

(2) Signage at entrances clearly identifies the location of public toilets, bicycle and pedestrian routes, environmental and heritage features, park activities and adjacent public transport.

5.4.1.2 Responsive design

Public open space is responsive to both the community and the environment.

5.4.1.2.1 Flexibility

(1) Recreation parks are designed to accommodate a wide range of activities at different times as detailed in Figure 5.23: Flexible design of public open space.



Figure 5.23 Flexible design of public open space

5.4.1.2.2 Permeability, connectivity and accessibility

(1) Pathways in public open space are designed and constructed to:

(a) follow desired lines;

(b) visit places of interest;

(c) form circuits;

(d) link destinations;

(e) contribute to linkages external to the site;

(f) protect and retain vegetation (where possible);

(g) avoid sensitive, concealed or potentially unsafe places; and

(h) follow natural contours where possible.

(2) Pathways in public open space are legible, shaded, clearly marked and have clear lines of sight.

(3) Pathways in road reserves are shaded through the provision of sufficient street trees or through other innovative means where street trees cannot be planted in highly urbanised environments.

(4) Provide appropriate and sufficient connections through a subdivision or other development within the projected catchment.

5.4.1.2.3 Equitable

(1) Recreation facilities, bicycle and pedestrian routes in public open space are designed for accessibility.

(2) Where signage is required, it must be legible to people of all ages, abilities and cultural orientations (e.g. children, elderly, vision-impaired, people from non-English speaking backgrounds).

5.4.1.2.4 Access

(1) Access to public open space areas has:

(a) highly visible entry/exits to promote active transport to, through and within the area;

(b) safe and all weather access for all users.

5.4.1.2.5 Conservation estates

(1) Provision of embellishments within a Conservation estate is designed on a site-specific basis, ensuring that environmental impacts are minimised.

(2) Embellishment and facilities within a Conservation estate are:

(a) located within existing cleared or disturbed areas, or along vegetation edges;



(b) designed to have a minimal footprint, particularly in terms of the area designated to impervious surfaces;

(c) designed with a low embodied energy;

(d) fauna friendly; and

(e) complementary to existing facilities and where possible any existing embellishments are upgraded or expanded in favour of new constructions.

(3) Where it is required, access to a conservation estate allows for:

(a) pest and weed management;

(b) ecological restoration;

(c) bushfire management; and

(d) general safety of the public and workers.

5.4.1.2.6 Access to stormwater quality and quantity improvement devices

(1) Appropriate access is provided to stormwater quantity and stormwater quality improvement devices located within public open space areas. This access is:

(a) appropriate to the device type;

(b) provides space for dewatering bioretention basins; and

(c) not be prevented by retaining walls or batters that are not safely traversable by heavy machinery not.

Note: Refer to Chapter Section 4 – Stormwater drainage and water sensitive urban design standards of the LDG for detailed information regarding the City’s requirements for water sensitive urban design devices.

5.4.1.2.7 Financially sustainable

Public open space is not to be over-embellished, regardless of whether it is managed by the City or another entity. Capital costs of assets installed in public open space areas are to demonstrate low whole of life costs and low establishment costs.

5.4.1.3 Materials

The City’s preferred materials to be used in the construction and provision of public open space areas are set out in the sections below.

5.4.1.3.1 Manmade components

(1) Manmade materials installed in public open space areas are:

(a) robust;

(b) low maintenance;

(c) fire resistant and vandal proof;

(d) non-corroding and non-corrosive;

(e) sustainable, with low whole of life costs;

(f) sourced locally, such as stone;

(g) recycled;

(h) visually unobtrusive;

(i) fauna friendly;

(j) of the lowest possible amount of embodied energy (energy used in material and product manufacture, transportation and installation);

(k) non-toxic, not sharp edged or harmful to humans or environment in any way; and

(l) consistent with relevant Australian standards.

5.4.1.3.2 Natural components



(1) Natural materials installed in public open space areas:

(a) are resilient;

(b) require minimal maintenance; and

(c) are appropriate for the local and micro environment.

(2) Vegetation established in public open space areas are:

(a) endemic;

(b) appropriate for the area available for planting;

(c) appropriate to changed conditions presented by the development;

(d) planted to coincide with the growing season;

(e) in soil that:

(i) is treated to provide essential and trace mineral availability;

(ii) is treated to improve the quantity and diversity of soil flora and fauna;

(iii) contains appropriate soil carbon levels to facilitate plant growth;

(iv) is conducive to growth of selected species;

(v) is protected from evaporation through the use of weed and seed-free mulches;

(vi) require nil or minimal application of fertiliser at off-maintenance;

(vii) be a habitat for native fauna.

(3) Trees should be established to provide shade, with a preference for medium to large trees (where there is sufficient space).

5.4.2 Public open space classification, categories and embellishment

To promote appropriate use and identification of public open space, a classification system has been developed. This classification system provides categories that identify and describe different types of public open space. These categories outline the type of embellishment and landscape treatment suitable within particular types of public open space.

Note: There may be more than one (1) category within a public open space area.

Public open space is to be appropriately categorised within one of the following:

(a) Recreation parks;

(b) Sports parks;

(c) Conservation estates; and

(d) Utility reserves.

The descriptions and identification of existing and future public open space areas within development applications, compliance certificates, management and landscape plans should utilise the classification system identified above.

The types and minimum provision rates for embellishments in these categories of public open space are set out in Tables 5.4 – 5.7.

Table 5.4: Recreation park – potential embellishments (minimum standards)

Embellishment Local recreation park

(1ha)

District recreational park

(510ha)

City recreation park

(15ha)

Open space linkage

(>15m wide)

Barbeques 0 2 2 0

Bike racks As required where connectivity exists or

is desired

1 module 2 modules 0




(1ha)


(510ha)


(15ha)

Open space linkage

(>15m wide)

Bins 1 per play node 2 4 0

Boardwalks 0 0 0 By exception

Bollards As required As required As required As required

Car parks 0 5 per ha 5 per ha 0

Drinking fountains 0 2 4 By exception

Electricity box 0 1 2 0

Emergency vehicle access

Adjacent to all private lots adjoining public open space and where identified on an approved bushfire management plan. By exception in all other circumstances.

Fishing, pontoons, platforms, boat launches etc.

0 0 By exception 0

Fitness equipment 0 As required As required As required

Garden beds As required As required As required As required

Gates As required 2 4 1

Irrigation systems 0 0 0

Lighting 0 Connection and pathways

All By exception

Maintenance taps 0 2 4 By exception

Maintenance vehicle access driveways

As required 2 3 As required

Pathways As required As required As required As required

Picnic nodes 1 1 2 0

Picnic shelter 1 4 4 0

Play nodes¹ 1 2 3 0

Playing fields 0 0 0 0

Primary access points – entry statements

As required 2 4 As required

Primary access points – pedestrian

As required As required As required As required

Public adornment 0 1 piece 2 pieces 0

Seats As required 5 10 1

Sewer

Signage – entrance 1 2 4 As required

Signage – other types As required As required As required As required

Toilet blocks By exception 1 2 0

Trails 0 By exception By exception By exception

Trees Sufficient quantities to provide adequate shade canopy when trees are mature.




(1ha)


(510ha)


(15ha)

Open space linkage

(>15m wide)

Turf Minimum ¾ of area Minimum ¾ of area Minimum ¾ of area 0

Water supply As required As required As required As required

Table 5.5: Sports park – potential embellishments (minimum standards)

Embellishment District sports park

(10ha)

City sports park

(15ha)

Barbeques 1 1

Bike racks 1 module 2 modules

Bins 2 4

Boardwalks 0 0

Bollards As required As required

Car parks 5 per ha 5 per ha

Drinking fountains 2 4

Electricity box 1 2

Emergency vehicle access Located for the most direct, unobstructed, all weather access to playing surface.


0 0

Fitness equipment 2 4

Garden beds 0 0

Gates 2 4

Irrigation systems

Lighting As required 4

Maintenance taps 2 3


2 0

Pathways As required As required

Picnic nodes 0 4

Picnic shelter 2 4

Play nodes¹ 1 0

Playing fields 2 4


0 0

Primary access points – pedestrian 2 4

Public adornment 1 piece 2 pieces

Seats 5 10

Sewer



Embellishment District sports park

(10ha)

City sports park

(15ha)

Signage – entrance 2 4

Signage – other types 0 1

Toilet blocks 1 2

Trails 0 0

Trees 80 150

Turf 95,000m² 145,000m²

Water supply As required As required

Table 5.6: Conservation estates – potential embellishments (minimum standards)

Embellishment Low / Local catchment Moderate / District catchment

High / City wide / Regional catchment

Barbeques 0 By exception By exception

Bike racks 0 0 0

Bins 0 0 0

Boardwalks 0 0 By exception

Bollards As required As required As required

Car parks 0 0 0.2 per ha

Drinking fountains 0 0 By exception

Electricity box 0 0 0

Emergency vehicle access Where identified on an approved management plan. By exception in all other circumstances.


0 0 0

Fitness equipment 0 0 0

Garden beds 0 0 0

Gates 1 2 4


Lighting 0 0 0

Maintenance taps 0 0 By exception


1 2 4

Pathways 0 By exception By exception

Picnic nodes 0 0 0

Picnic shelter 0 0 0

Play nodes¹ 0 0 0

Playing fields 0 0 0



Embellishment Low / Local catchment Moderate / District catchment

High / City wide / Regional catchment


0 In association with a complex trail network.

0


Where pedestrian access is required to be facilitated along a gated maintenance / bushfire trail.

Public adornment 0 0 0

Seats 0 0 0

Sewer 0 0 0

Signage – entrance 1 1 1

Signage – other types 0 1x descriptive and interpretive

1x regulatory and warning

3x descriptive and interpretive

1x regulatory and warning

Toilet blocks 0 0 0

Trails 0 0 0

Trees 0 0 0

Turf 0 0 0

Water supply 0 0 0

Table 5.7: Utility reserve – potential embellishments (minimum standards)

Embellishments Utility reserve

or

Waterway / drainage reserve

Water body / canal Landscape amenity park

Barbeques 0 0 0

Bike racks 0 0 0

Bins 0 0 0

Boardwalks 0 0 0

Bollards As required As required As required

Car parks 0 0 0

Drinking fountains 0 0 0

Electricity box 0 0 0

Emergency vehicle access Where identified on an approved bushfire management plan. By exception in all other circumstances.


0 0 0

Fitness equipment 0 0 0

Garden beds 0 0 0

Gates As required 0 As required




Embellishments Utility reserve

or

Waterway / drainage reserve

Water body / canal Landscape amenity park

Lighting 0 0 0

Maintenance taps As required 0 0


1 1 1

Pathways 0 0 0

Picnic nodes 0 0 0

Picnic shelter 0 0 0

Play nodes¹ 0 0 0

Playing fields 0 0 0


0 0 0


Where pedestrian access is required to be facilitated along a gated maintenance / bushfire trail.

Public adornment 0 0 0

Seats 0 0 0

Sewer 0 0 0

Signage – entrance 0 0 0

Signage – other types 1 1 1

Toilet blocks 0 0 0

Trails 0 0 0

Trees 0 0 As required

Turf As required 0 As required

Water supply 0 0 0

5.4.3 Embellishment design standards

5.4.3.1 Barbeques

(1) Barbeques:

(a) are not illuminated, unless in City parks or within any public open space along the oceanfront;

(b) contain a secured, weather-proof power outlet;

(c) have a tap;

(d) have a wheelie bin and stand located nearby;

(e) are located in proximity to picnic units, preferably in a downwind location; and

(f) are constructed with all associated infrastructure in accordance with Chapter Section 10 – Standard drawings of the LDG.

(2) By exception, barbeques may be installed in Conservation estates with district or regional catchments, which are not subject to high potential bushfire hazard.

5.4.3.2 Batters



(3) Earthworks, including batters, created in public open space are to be consistent with specified standards in Chapter Section 3 – Change to ground level standards of the LDG.

5.4.3.3 Bicycle racks

(1) The design, location, and construction of bicycle racks are in accordance with the AS2890.2015 Parking Facilities – Bicycle Parking Facilities and AUSTROADS Austroads Guide to Road Design Part 6A: Pedestrian and Cyclist Paths.

(2) Bicycles racks are co-located with recreation facilities in accordance with Table 5.8: Minimum design requirements for bicycle racks.

Table 5.8: Minimum design requirements for bicycle racks

Public open space category

Location Minimum rack module requirement

Local recreation parks Adjacent play nodes and play equipment where part of broader connectivity

1 module x 6 bike racks

District recreation parks Adjacent skate bowls and or other youth facilities and close to toilets

1 module x 6 bike racks

City recreation parks Adjacent skate bowls and or other youth facilities and close to toilets

2 modules x 6 bike racks

District sports parks Adjacent skate bowls or club facilities or toilets 1 module x 6 bike racks

City sports parks Adjacent skate bowls or club facilities or toilets 2 modules x 6 bike racks

5.4.3.4 Bins

(1) Bins are located within 30m of a car park or road for ease of servicing where provided in Recreation parks, Sports parks or Conservation estates. Bins are at least 240 litres with appropriate bin enclosures and are provided in accordance with Chapter Section 10 – Standard drawings of the LDG.

5.4.3.5 Car parks

Car parking is provided in accordance with Tables 5.4 – 5.7.

Development guidelines for landscaping in car park areas are in accordance with <x> SC6.12 City Plan policy – Landscape work.

5.4.3.6 Dog off-leash areas

Dog off-leash areas are located in a compatible arrangement with other embellishments in public open space. These areas may contain various elements based on the potential catchment type as set out in Table 5.9: Elements of dog off-leash areas.

Table 5.9: Elements of dog off-leash areas

Element Catchment

Local District City

Fenced area (m2) 2,500m2 5,000m2 10,000m2

Double gated enclosed entrance

1 2 3

Shade trees Yes Yes Yes

Shaded seat 1 3 6

Drinking fountain (for humans and animals)

1 1 1

Bag dispenser 1 2 3

Wheelie bin and stand 1 2 3



Element Catchment

Local District City

Signage Yes Yes Yes

Dog agility exercise node 0 1 3

(1) Dog off-leash areas are designed in accordance with Chapter Section 10 – Standard drawings of the LDG.

5.4.3.7 Drinking fountains

(1) Drinking fountains are:

(a) located in, or adjacent to mulched or paved areas in high use areas, playgrounds, play nodes, picnic areas and along major pedestrian and cyclist pathways in accordance with Tables 5.4 – 5.7;

(b) to be available for use by people of all abilities;

(c) fitted with a flow inhibitor and automatic shut off device to prevent water wastage; and

(d) designed and constructed in accordance with Chapter Section 10 – Standard drawings.

5.4.3.8 Electricity supply

(1) Electricity connections are:

(a) located within 25 metres of a maintenance vehicle access way to enable ease of use for maintenance purposes; and

(b) located, designed and constructed to minimise impacts on existing landform and vegetation.

(2) An electricity supply pillar of adequate capacity is installed to meet the existing and future power requirements of a public open space, at the open space boundary where electricity is required.

(3) Supply boxes are unobtrusive and contain energy metering apparatus.

(4) All electrical installations are tested and certified in public open space areas by a suitably qualified electrical engineer. Certification is to be submitted to the City and accepted, prior to removal of construction fencing and the public gaining access to the open space and electrical assets.

(5) Accounts for all electrical infrastructure in public open space areas are to be transferred to the City prior to being accepted on-maintenance.

5.4.3.9 Fencing

5.4.3.9.1 Safety fencing

Galvanised tubular handrail with chain wire fencing is installed where there is a danger of children or members of the public gaining access to hazards or hazardous areas (e.g. around stormwater drain head walls, outlets and areas of high flood velocity). Safety fencing is designed and constructed in accordance with Chapter Section 10 – Standard drawings of the LDG.

5.4.3.9.2 General fencing requirements

(1) Fencing and/or barriers are provided along the cadastre boundaries of public open space areas to:

(a) prevent illegal vehicle access;

(b) demarcate private property; and

(c) provide protection from potential hazards.

(2) The general fencing requirements are outlined in Table 5.10: Fencing requirements for public open space. All fencing or barriers are:

(a) to not impede hydrologic flows where installed below a flood regulation line or across an overland flow path;

(b) to be plumb level and square;



(c) to be in straight alignment without dips or bumps at the top of the fence;

(d) to have a consistent average height above ground level measured at 40m horizontal intervals along the top of the fence;

(e) to be of durable and low maintenance materials; and

(f) designed and constructed in accordance with Chapter Section 10 – Standard drawings of the LDG.

(3) Bollards and standard park gates are preferred to log barriers and hinged or removable bollards. Hinged bollards do not generally provide sufficient clearance for ease of access by mowing plant and equipment. Removable bollards often become wedged and immovable during wet weather.

(4) The planting of appropriate shade tree species are encouraged along bollard lines as ‘living bollards’. If preferred, every fifth bollard can be replaced with a tree of minimum pot size 45 litre at the time of installation and be installed with two hardwood stakes until trees are established.

(5) Timber bollards are designed and constructed in accordance with Chapter Section 10 – Standard drawings of the LDG and spaced at 1.5m centres. Bollards may be 600mm in height above ground in order to reduce the visual dominance of these structures in the landscape.

Table 5.10: Fencing requirements for public open space

Location Preferred standard

Road frontage and road reserves Timber bollards (Chapter Section 10 – Standard drawings).

Park gate (Chapter Section 10 – Standard drawings).

Boundary separating private property and public open space

Durable timber, masonry, galvanised steel chain/link mesh or a combination of these which is fit for purpose.

A maximum of 1.2m high if solid/non-transparent construction.

A maximum of 1.8m high if 50% transparent construction.

5.4.3.9.3 Fencing requirements specific to conservation estates

(1) Fencing and/or barriers to conservation estates are provided:

(a) to prevent illegal vehicle access;

(b) to demarcate private property;

(c) to provide protection from potential hazards; and

(2) in a form that ensures fauna movement is not hindered (wildlife friendly fencing).

(3) The general fencing requirements for conservation estates are outlined in Table 5.11: General fencing requirements for Cconservation estates.

Table 5.11: General fencing requirements for Conservation estates


Road frontage Hardwood timber bollards (Chapter Section 10 – Standard drawings).

Park gate (Chapter Section 10 – Standard drawings).

Where illegal access is known to occur or likely to occur, a natural areas type 1 gate (Chapter Section 10 – Standard drawings) is installed.

Entrances to recreation trails or bushfire trails

Hardwood timber bollards (Chapter Section 9 – Standard drawings and specifications).

Park gate (Chapter Section 9 – Standard drawings and specifications).

Where illegal access is known to occur or is likely to occur, a natural areas type 1 gate (Chapter Section 10 – Standard drawings) or a horse step through panel is to be installed (Chapter Section 10 – Standard drawings).

Interface between a Conservation estate and a large intact area of native vegetation

Boundary markers at each change in direction along property boundaries.

Boundary separating private property and public open space in

A fauna friendly four (4) strand wire and star picket fence where there is no risk of illegal access.




rural areas A continuous three (3) rail barrier fence where unauthorised or illegal access into a conservation estate is suspected or known to occur (Chapter Section 10 – Standard drawings).

Boundary separating private property and public open space in urban areas

Durable timber or masonry fencing:

o A maximum of 1.2m high if solid/non-transparent construction; or

o A maximum of 1.8m high if 50 per cent transparent construction.

5.4.3.10 Gates

Gates are provided in accordance with Table 5.12: Gates.

Table 5.12: Gates

Gate type Preferred standard

Gates for timber bollards Refer to Chapter Section 10 – Standard drawings.

Gates in a conservation estate Gate installation is to be at appropriate locations at minimum intervals of 5 kms along fences in conservation estates and adequately supported with braced fence panels. Horse step throughs are installed where pedestrian access is acceptable.

Fence panels adjacent to gates Refer to Chapter Section 10 – Standard drawings.

Horse step throughs Refer to Chapter Section 10 – Standard drawings.

Gate locking devices Refer to Chapter Section 10 – Standard drawings.

5.4.3.11 Irrigation systems

(1) Irrigation systems for public open space are to be approved by the City. A detailed irrigation plan is to be submitted concurrently with a detailed landscape plan as part of an operational works application, in accordance with <x>SC6.12 – City Plan policy – Landscape work. The irrigation system requirements in public open space are set out in Chapter Section 9 – Specifications and Chapter Section 10 – Standard drawings of the LDG.

(2) Detailed irrigation plans and specifications should include, but are not limited to, the following;

(a) layout and specifications;

(b) coefficient uniformity, distribution uniformity and scheduling coefficient details;

(c) water supply requirements and any associated tanks or pumps;

(d) achieve minimum standard sprinkler head to sprinkler head coverage; and

(e) compatibility with Councils current infrastructure and control system.

(3) Independent audit by a qualified certifier of the irrigation system will be required as part of commissioning. Certification will require verification of the following but may not be limited to;

(a) operational pressures of sprinklers;

(b) spacing of sprinklers;

(c) sprinkler nozzles; and

(d) distribution uniformity test of four (4)( full circle sprinklers (to achieve 75% or greater).

5.4.3.12 Lighting

(1) Lighting design is to comply with the following Australian Standards:

(a) AS4282:1997 – Control of the Obtrusive Effects of Outdoor Lighting;

(b) AS/NZS1158: 2010 – Lighting for Roads and Public Spaces;

(c) AS4970:2009 – Protection of Trees on Development Sites, where the installation of cabling or lighting could impact upon existing vegetation; and

(d) AS2560.2.3 – 2007 Sports Lighting, Specific Applications, Lighting for Football (all Codes), where lighting playing fields.



(2) Recreation parks (district and city) and sports parks are to be lit, to suit the uses and intensity of the open space and comply with the following:

(a) enable identity recognition at a minimum distance of 15m (refer Figure 5.74: Identity recognition at 15m);

(b) not cause spill nuisance to adjacent dwellings (refer Figure 5.85: Pathway and lighting arranged to avoid spill onto adjacent dwellings); and

(c) light fixtures are to be mounted high and protected from vandalism.

(3) A suitably qualified lighting technician is to undertake design and installation of lighting within public open space areas.

(4) Grid-connected solar systems that reduce power costs and alternative power sources are the preferred standard for lighting located within public open space.

(5) Power supply for pathway lighting is to be underground and the lighting is to be on Rate 2 Tariff.

(6) Cut-off luminaries are installed where lighting is provided in pathways, between allotments or in close proximity to allotments to prevent glare problems to the adjacent houses.

(7) A light is provided at:

(a) the entrance to each pathway (may be an existing or proposed street light);

(b) every bend or change of alignment greater than 200m; and

(c) every obstruction or hazard, e.g. a bridge or stairway.

Figure 5.74 Identity recognition at 15 metres

(8) To avoid night-time nuisance, high-use areas such as playground equipment are not to be lit, except where night time use is desirable, such as in City recreation parks on the oceanfront.

Figure 5.85 Pathway and lighting arranged to avoid spill onto adjacent dwellings

(9) It is preferable to provide a minimum of 40m separation between lit facilities and residential allotments.

(10) Car parking and road layout requirements can be incorporated into buffer distances from playing fields.

5.4.3.13 Park maintenance and emergency vehicle access



(1) One or more primary public access points are provided at strategic locations along the road frontages of a public open space. Various access control devices or combinations of access control devices may be used to guide vehicular, pedestrian, cycle and other transport modes.

5.4.3.13.1 Standard primary access points

(1) Primary access points are designed and located in accordance with the following:

(a) pedestrian and vehicular access points are separated;

(b) access points are separated from properties, where possible;

(c) pedestrian access is designed in accordance with Australian Standard AS 1428 – Design for Access and Mobility (e.g. continuous accessible path of travel) and comply with the Human Rights Commission Advisory Notes on Access to Premises (including parks);

(d) public open space access is integrated with adjacent developments such as transport nodes, schools, shops and community facilities and with other movement networks such as pathways and roads and anticipated desire lines;

(e) other elements are incorporated to emphasise entry points, such as signage; and

(f) a metal lock gate is installed in accordance with Chapter Section 10 – Standard drawings of the LDG where a public access road or car park may be closed at night.

5.4.3.13.2 Maintenance and emergency vehicle access

(1) Vehicle access across roads are to include a concrete vehicle crossover designed, approved and certified for the class of vehicle expected to use it.

(2) Vehicle access points are to be wide enough for the class of vehicle expected to use it and provide an appropriate metal lock gate in accordance with Chapter Section 10 – Standard drawings.

(3) Maintenance and emergency vehicle access are to be in accordance with AS1428 – Design for Access and Mobility and Human Rights Commission Advisory Notes on Access to Premises.

5.4.3.13.3 Horse step through

(1) Public access points within conservation estates are co-located (where appropriate) with the entry to maintenance and/or bushfire management trails. Where this occurs, public pedestrian access is to be guided through horse step throughs in association with park access gates.

(2) Horse step throughs are designed and constructed within conservation estates in accordance with Chapter Section 10 – Standard drawings of the LDG.

5.4.3.14 Maintenance taps

(1) Taps are provided in public open space for maintenance of infrastructure, turf and landscaping.

(2) Maintenance taps are required where the recycled water network or pressurised potable water supply is available.

(3) Maintenance taps:

(a) include a 20mm vandal-proof hose tap fitting;

(b) are located within 10m of the landscaping, turf or infrastructure to be maintained;

(c) do not create a trip hazard;

(d) do not interfere with maintenance activities, such as grass mowing; and

(e) are co-located with barbeques or drinking fountains.

The installation and design of maintenance taps are constructed in accordance with Chapter Section 10 – Standard drawings of the LDG.

5.4.3.15 Pathways

(1) Pathways are:

(a) to comply with criteria set out in Table 5.12: Preferred standard for pathway dimensions in public open space;



(b) to comply with Disability Discrimination Act 1992 requirements; and

(c) designed and constructed in accordance with Chapter Section 10 – Standard drawings of the LDG.

Table 5.12: Preferred standard for pathway dimensions in public open space

Public open space category Width

(metres)

Open space linkages

Open space linkages 2.5m

Recreation park

Local 1.8m

District 2.5m

City 3m

Sports park

District 2.5m

City 3m

Utility reserves

Utility reserves 1.8m*

Drainage reserves 1.8m*

All other categories (not listed above)

All other categories (not listed above) 1.8m

Notes:

* Only install pathways within these public open spaces where the connectivity created will provide a clear benefit to the local and regional community.

5.4.3.16 Picnic nodes and units

(1) The type of picnic node provided in a public open space areas are to be consistent with the size and the type of the open space. The standards for provision of furniture in picnic nodes are set out in Table 5.13: Picnic nodes.

Table 5.13: Picnic nodes

Public open space category Preferred standard

Recreation park

Local Provided by exception

District 2 x double electric barbecues (refer to Chapter Section 10 – Standard drawings)

1 x picnic shelter per barbecue plate

1 x refuse bin per picnic node

1 x tap

1 x drinking fountain per barbeque

City As above

Sports park

District As above

City As above

Conservation estate

Conservation estate Provide by exception



(2) Paved areas under shelters are to extend 500mm beyond the extent of the shelter roof drip line. The design and construction of picnic node furniture is to be in accordance with Chapter Section 10 – Standard drawings of the LDG.

(3) Picnic nodes are to be:

(a) surrounded by natural shade (retained and/or planted trees);

(b) located at focal points, or adjoining natural features, or places of special interest;

(c) complementary to and enhance other recreation opportunities in the open space;

(d) designed for daytime use only and promote passive surveillance through clear lines of sight from adjoining land uses and within the open space itself;

(e) located above Q100 minimum flood inundation levels; and

(f) accessible by all-weather vehicles for regular cleaning and maintenance, even in wet weather.

(4) Alternative technologies (e.g. solar energy) are encouraged, particularly where conventional technologies are not readily available.

(5) An indicative layout for a picnic node layout is presented in Figure 5.96: Indicative picnic node layout.

Figure 5.96 Indicative picnic node layout

5.4.3.17 Play nodes

(1) Play nodes are points of activity focus within public open space which preferably are located at pathway intersections with provision of seating for guardians. They include elements such as natural play, a market space or picnic area supplied with lots of natural shade.

(2) Play nodes are in accordance with the preferred standards set out in Table 5.14: Play node preferred standard embellishments.

Table 5.14: Play node preferred standard embellishments

Preferred Standard


Local recreation park District parks

(Sport and recreation)

City parks


Play node 1 1 2

Play module 3 3 6

Shade Yes – temporary man made structure, Yes – temporary man made Yes – temporary man made



Preferred Standard


Local recreation park District parks


City parks


structure with trees for longer term shade structure, with trees for longer term shade

structure, with trees for longer term shade

Under surfacing (softfall)

Yes Yes Yes

Equitable access

Yes Yes Yes

Shaded seats 2 naturally shaded seats per play node 2 naturally shaded seats per play node

2 naturally shaded seats per play node

Fencing N/A Pool type fencing installed at the interface of roads and

play node, where clear danger exists (refer to Chapter Section 10 – Standard drawings)

Pool type fencing installed at the interface of roads and

play node, where clear danger exists (refer to Chapter Section 10 – Standard drawings)

Picnic shelter and picnic unit

0 1 per play node 1 per play node

Drinking fountain

1 1 1

(3) The innovative use of elements of natural and unstructured play equipment within public open space is considered highly desirable.

(4) Play equipment is designed, manufactured, installed and certified to comply with AS4685:2004 – Playground Equipment Safety AS4685 SET:2014 Playground equipment and surfacing set and AS/NZS4486:1997 Playgrounds and Playground Equipment – Development, Installation, Inspection, Maintenance and Operation AS4685.0:2017 Playground Equipment and Surfacing – Development Installation, Inspection, Maintenance and Operation..

5.4.3.18 Public adornment

(1) The commissioning and installation of public adornment in public open space will only be undertaken through consultation with City officers.

5.4.3.19 Public toilets

(1) Public toilet infrastructure within public open space is designed, located and constructed in accordance with the following broad design parameters:

(a) form and materials respond to the local site character, e.g. the site in a high use tourist area or a suburban district recreation park;

(b) designed to reduce vandalism and maintenance;

(c) utilise fixtures and fittings that the City can easily maintain or readily replace as needed;

(d) be of a contemporary design and less liable to date;

(e) designed to allow for flexibility to facilitate only superficial renovations over time where required without the need to undertake major structural renovations;

(f) be safe, accessible and user friendly (an ultimate standard facility will exceed compliance with CPTED and Disability Discrimination Act 1992 (DDA) requirements);

(g) located within reasonable proximity to a car park or other source of demand;

(h) the facility is ‘grounded’ in the site’s landscape setting by the use of minor landscape works;

(i) incorporates energy efficiency initiatives; and



(j) constructed above the Q100 minimum flood inundation level, including public and maintenance access.

(2) Prior to the commencement of the conceptual design of any public toilet infrastructure, the following matters are addressed and written agreement for the concept from the City is provided:

(a) location and orientation (typically public amenity buildings shall not be provided within 400m of non-City facilities that are freely available to the public);

(b) whether the facility is of a high or standard profile; for example, proposed materials, finishes, landscaping and form;

(c) whether security lighting is required;

(d) whether the facility will provide 24 hour access or have restricted access; and

(e) sustainability features proposed.

(3) Public conveniences are provided at the rates and standards as set out in Table 5.15: Public convenience rates and standards.

Table 5.15: Public convenience rates and standards

Public open space category Public convenience rate Standard

Open space linkages

Open space linkages 0 -

Recreation park

Local By exception 1 unisex disabled cubicle

District 1 per 5 ha 2 male + 2 female + 1 disabled cubicles + change room

City 1 per 5 ha As above

Sports park

District 1 per 5 ha As above

City 1 per 5 ha As above

5.4.3.20 Rehabilitation

5.4.3.20.1 Conservation estate rehabilitation

(1) Rehabilitation is undertaken within conservation estates for the purposes of restoring ecosystem structure, function, dynamics, health and integrity associated with existing and pre-clearing vegetation communities on a site.

(2) There are four (4) rehabilitation approaches:

(a) natural regeneration;

(b) assisted regeneration;

(c) reconstruction; and

(d) fabrication (type conversion).

(3) The rehabilitation approach used will be dependent on the issues present for each specific conservation estate. Figure 5.107: Site rehabilitation approach selection and Table 5.16: Detailed description of rehabilitation approaches provide further guidance for determining which rehabilitation approach shall be applicable.

Note: More than one approach may be required within a conservation estate.

In addition to the use of single or multiple rehabilitation approaches, it is also likely that the identification of work zones will be necessary within a conservation estate. Identification of these work zones will often be appropriate on larger (more than 2 hectares) and more complex conservation estates involving different vegetation communities and/or different rehabilitation treatments. Determining the location of zones should be made through the rehabilitation planning process.



(4) Anticipated outcomes vary depending upon the vegetation community being restored and the level of disturbance.

Table 5.16: Detailed description of rehabilitation approaches

Rehabilitation approach Detailed description

Natural regeneration Applies:

(a) to relatively large, intact and weed-free areas of native vegetation;

(b) where the native plants are healthy and capable of regenerating without human intervention;

(c) when native plant seed is stored in the soil or shall be able to reach the site from nearby conservation estates, by birds or other animals, wind or water;

(d) where the plant community has a high potential for recovery after any short-lived disturbance, such as a fire or cyclonic winds;

(e) when preventative action is all that is required to avert on-going disturbance, e.g. erection of fencing to prevent intrusion by cattle; and

(f) where the re-establishing plant community shall be similar in structure, composition and diversity to the original vegetation.

Assisted regeneration Applies:

(a) to conservation estates where the native plant community is largely healthy and functioning;

(b) when native plant seed is still stored in the soil or shall be able to reach the site from nearby conservation estates, by birds or other animals, wind or water (i.e. where a site exhibits resilience);

(c) where the natural regeneration processes (seedling germination, root suckering, etc.) are being inhibited by external factors, such as weed invasion, soil compaction, cattle grazing, mechanical slashing etc.;

(d) when limited human intervention, such as weed control, minor amelioration of soil conditions, erection of fencing, cessation of slashing, etc. shall be enough to trigger the recovery processes through natural regeneration;

(e) when the major component is weed control; and

(f) where the re-establishing plant community shall be similar in structure, composition and diversity to the original vegetation.

Note: Planting in such sites can work against the aims of restoration by interfering with natural regeneration.

Reconstruction Applies:

(1) where the site is highly degraded or altered;

(g) when the degree of disturbance has been so great and long-standing that the pre-existing native plant community cannot recover by natural means;

(h) to sites such as areas of fill, sites affected by stormwater flow, changed hydrological conditions and areas that have been drastically cleared, either mechanically or by stock even though there may be a few remaining native trees or shrubs;

(i) when a greater degree of human intervention is required, such as weed control, cessation of grazing and/or slashing, amelioration of soil conditions such as importation of soils, drainage works or reshaping of the landscape;

(j) when a major component is the importation of local



Rehabilitation approach Detailed description

native species through planting; and

(k) where the re-establishing planted community should be similar to the original vegetation in structure, composition and diversity as well as addressing changed conditions or threats to landscape by appropriate species selection and placement.

Fabrication (type conversion) Applies:

(a) where site conditions have been irreversibly changed;

(l) when it is not possible to restore the original native plant community;

(m) where a better-adapted local plant community can be planted that can function within the changed conditions;

(n) in situations such as the construction of a wetland plant community to mitigate increased urban stormwater run-off; and

(o) where the re-establishing planted community should be similar to a naturally occurring plant community of the same type, for example, freshwater wetlands, in structure, composition and diversity.

Note: Revegetation (planting) is the major component in a fabrication program.

Note: Sometimes a combination of approaches is required. For example, when remnant native vegetation is surrounded by cleared and degraded lands, an assisted natural regeneration approach is appropriate for the remnant and a reconstruction approach for the surrounding lands. If increased stormwater run-off is a threat to the recovery of these areas, it may be necessary to establish a wetland plant community (fabrication) that shall slow run-off and increase nutrient uptake, thus improving the quality of water entering surrounding areas, a natural area or waterway etc.



Figure 5.107 Site rehabilitation approach selection

5.4.3.20.2 Weed control in a conservation estate

The weed control stages for rehabilitation works in a conservation estate are set out in Table 5.17: Weed control stages for rehabilitation works.



Table 5.17: Weed control stages for rehabilitation works

Weed control stage Description

Primary weed control Involves initial weed control and rarely entails the removal of all weed species at once, but rather the selective and strategic removal of weeds based on information gathered through site assessment and rehabilitation planning.

Secondary weed control

Follows the completion of primary work and is a vital stage in the regeneration process.

During this stage it is necessary to correctly manage the growth of not only weed species on-site, but also regenerating natives.

Maintenance and follow-up weed control

This is the final stage in rehabilitation. In order to ensure primary and secondary work is successful, ongoing maintenance and follow-up weed control is essential.

The frequency and duration of this process shall vary according to the resilience of native vegetation, the shape of the reserve, viability of weed seed in the seed bank, the proximity of weed sources for reinfestation to the site, the type of weeds impacting the site and the skill level of workers.

Note: The South East Queensland Ecological Restoration Framework provides reference to further requirements and processes required when undertaking ecological restoration works within the conservation estate.

5.4.3.21 Seats

Seats are provided in public open space within shaded areas and orientated towards scenic views and play equipment and are designed and installed in accordance with Chapter Section 10 – Standard drawings of the LDG.

5.4.3.22 Sewer

(2) A sewer connection is:

(b) provided where public toilets or buildings are proposed in the public open space;

(c) located at the closest point to the proposed development site in the open space; and

(d) marked with a permanent marker that is installed at the sewer connection point.

(3) All sewer installations are designed and constructed within public open space in such a way as to protect retained vegetation, including singular trees.

5.4.3.23 Shade structures

(1) Play equipment is located (wherever possible), to take advantage of natural shade cast by existing trees. Where natural shade to play equipment is not immediately available, shade structures are to be installed. Shade structures are to be slightly offset to the north and west of clusters of play equipment to reduce heat and harmful effects of UV radiation when peak levels are expected between 10am and 3pm.

(2) Conical barrier plates (anti-vandal) are installed at the top of each supporting arm of the shade structure to discourage climbing of the framework and damage to the surface of the shade cloth.

(3) Shade structures are designed, manufactured, installed and certified to comply with AS1170.2:2011 – Structural Design Actions Wind Actions and AS4100:1998 Steel Structures.

(4) Shade structures are considered to be temporary installations and are intended to be replaced by natural shade at the end of their asset lives. Sufficient shade trees are to be also planted, replacing the need for a shade structure within ten years of its construction.

(5) Shade tree species, pot size and planting methodology are selected to ensure the achievement of a shaded play node within a ten year time frame. Species selection is to ensure relevance to the surrounding natural vegetation communities and successful locally occurring species.

Note: SC6.12<x> City Plan policy – Landscape work - provides guidance on species selection.

5.4.3.24 Signage

Signage is installed in strategic locations in public open space in accordance with Table 5.18: Locations for signage types.



Table 5.18: Locations for signage types

Sign location or intent

Open space name signs

Directional signs

Site maps Descriptive and interpretive signs

Regulatory and warning signs

Purpose: used to orientate users in relation to exit/entry, facilities and features of interest

Purpose: used to graphically represent the public open space

Purpose: to relate relevant information to the user about a public open space, particularly about its heritage or environmental features

Purpose: to provide advice about local laws and statutory obligations, safety and property threats applicable to the particular open space type

At main entry/exit points

Local recreation parks, District and City parks

Large District and City parks

District and City parks

By exception As required

Where open space entry/exits are obscured

- District and City parks

By exception - -

Any location in excess of 500 metres from an entry/exit

- District and City parks

By exception - -

At 500 metres intervals - Open space linkages and on trails

By exception - -

At intersections of pathways and at forks on routes

By exception Open space linkages and on trails

By exception - -

Adjacent heritage and ecological features of interest

- - Local recreation parks, District and City parks

Local recreation parks, District and City parks

-

Advise how to report maintenance or vandalism problems in the area

- By exception By exception - As required

Private property vandalism and theft warnings

- By exception By exception - As required

5.4.3.25 Sports playing fields

(1) Sports playing fields:

(a) provide for 100% turf coverage;

(b) have any supporting drainage infrastructure designed to accommodate the intended use of the field;

(c) do not have a drainage pit located along the perimeter of a specific sporting field where it overlaps with another sporting field. Any extra surface field drainage shall meet the satisfaction of a qualified sports drainage consultant after tests of soil quality and characteristics;

(d) provide irrigation in accordance with Chapter Section 9 – Specifications of the LDG; and

(e) have pitches oriented in a north/south direction.

Standard dimensions for sporting fields are set out in Table 5.19: Standard dimensions for sports playing fields (exclusive of spectator areas and clubhouse requirements), and layout configuration shown in Figure 5.118: Sports playing field dimensions.



Table 5.19: Standard dimensions for sports playing fields

Sport Pitch dimensions Hard surface clearance/runoff Total dimensions1 Rotational area2

AFL 185m x 155m Min 5m from pitch perimeter 195m x 165m 5m x 5m

Cricket3

138m x 119m Min 5m from pitch perimeter 148m x 129m 6m x 2m4

Soccer5 110m x 75m Min 2 x 5m 130m x 85m 5m x 5m

Rugby Union 144m x 69m Min 2 x 5m 154m x 79m 5m x 5m

Rugby League 122m x 69m Min 2 x 5m 132m x 79m 5m x 5m

Touch 76m5 x 50m Min 2 x 5m 86m x 60m 5m x 5m

Notes:

1 Spectator areas to be added to total area dimensions.

2 Rotational areas to be added to total area dimensions.

3 Longitudinal centre of crease to parallel pitches shall be 6.83 metres, and is to be in accordance with Chapter Section 9 – Standard drawings and Sspecifications of the LDG.

4 6m for crease width rotation.

5 Includes 2 x 3m for in goal area.

Figure 5.118 Sports playing field dimensions

Refer to Chapter Section 9 – Specifications of the LDG for technical construction requirements.

5.4.3.26 Standard primary access points

(1) Primary access points are designed and located in accordance with the following principles:

(a) pedestrian and vehicular access points are separated;

(b) access points are separated from residences, where possible;

(c) pedestrian access is designed in accordance with Australian Standard AS1428 – Design for Access and Mobility (e.g. continuous accessible path of travel) and comply with the Human Rights Commission Advisory Notes on Access to Premises (including parks);

(d) public open space access is integrated with adjacent developments such as transport nodes, schools, shops and community facilities and with other movement networks such as pathways and roads and anticipated desire lines;

(e) other elements are incorporated to emphasise entry points, such as signage; and

(f) a metal lock gate is installed in accordance with Chapter Section 10 – Standard drawings of the LDG where a public access road or car park may be closed at night.



5.4.3.27 Trees

(1) <x>SC6.12 City Plan policy – Landscape work provides details on:

(a) tree species selection;

(b) tree installation;

(c) tree stock specifications; and

(d) tree protection.

5.4.3.28 Turf

<x>SC6.12 City Plan policy – Landscape work provides details on turf requirements.

5.4.3.29 Under-surfacing

(1) Under-surfacing is installed on all playgrounds as an impact attenuation treatment and is to:

(a) comply with AS/NZS4422:1996 – Playground Surfacing – Specifications, Requirements and Test MethodAS4422:2016 Playground surfacing – Specifications, requirements and test method;

(b) preferably be chipped bark with rubber-based matting for impact zones or be rubber-based material;

(c) be graded to drain with a gentle fall (maximum 1V:50H) to the outer edges of the playground, away from fall zones and areas of high traffic or activity;

(d) be designed to avoid and be protected from overland flow and erosion;

(e) incorporate drainage treatment around the outer edge or below the under surfacing area consisting of a robust plastic agricultural drain fitted with a filter sock, which drains to a stormwater system, soakage pit, or dispersal structure;

(f) incorporate a moulded border around the perimeter of the playground node, the outer side of which is to finish flush with the surrounding finished surface levels to avoid trip hazards; and

(g) complement the location, colours and texture of the playground and play equipment.

(2) All chipped bark under-surface medium is to:

(a) be screened 5 to 10mm pine bark;

(b) comply with the depth requirements for fall heights as set out in AS/NZS4422:1996 – Playground Surfacing – Specifications, Requirements and Test MethodAS4422:2016 Playground surfacing – Specifications, requirements and test method; and

(c) completely cover fixings and anchors.

(3) Rubber-based matting within impact zones is to be:

(a) preformed matting or wet pour synthetic; and

(b) installed under all fall and impact zones (e.g. swings, slippery dip exits, fireman’s poles and extend the length and width of a flying fox unit including the entry and exit points).

5.4.3.30 Water supply

(1) Water sources are installed to points within public open space, where available. All water provided from the City’s water supply system is to be metered and any irrigation systems is are to comply with the back-flow prevention requirements of AS3500:2015 – Plumbing and Drainage.

(2) Water tanks and trickle feed systems may be used at community facilities and club houses.

(3) A 0.25m water service connection is installed at the boundary of public open space with a water meter and vandal proof water tap. Water supply connections are located within 25m of a maintenance vehicle access driveway to enable easy access for maintenance purposes. Water supply connections are located, designed and constructed to minimise impacts on existing landform and vegetation. All pipes, fittings and joint seals are to comply with AS4020:2005 – Testing of Products for Use in Contact with Drinking Water.



6 Water supply and sewerage reticulation standards

6.1 Application

This chapter section assists with satisfying the assessment benchmarks in City Plan that relate to the City’s water supply and sewerage reticulation standards as outlined in Table 6.1: Application – Water supply and sewerage reticulation standards.

Table 6.1: Application – Water supply and sewerage reticulation standards


Overlay codes

Bushfire hazard overlay code

Table 8.2.3-2 – Bushfire hazard overlay code – for assessable development

Areas with water reticulation

AO10.1

Section 6.8




Infrastructure

AO5.3

Section 6.7

Infrastructure

AO5.4

Section 6.7

Infrastructure

AO5.5

Section 6.8




The design, construction, operation and maintenance of water supply and sewerage reticulation infrastructure are guided by four (4) design principles. These principles aim to ensure the infrastructure:

(1) is provided to all development (as required) to meet the generated demand;

(2) is provided in accordance with the relevant legislation and universally accepted standards and specifications;

(3) provides fit for purpose access to firefighting infrastructure; and

(4) provides for sustainable alternatives to reticulation, where required.


The following table is intended to be used a reference point to assist the applicant with quickly identifying what standard, specification and/or guidance applies to the specific element of the relevant section of the Wwater supply and sewerage reticulation infrastructurestandards.

Table 6.2: Chapter Section reference table – Water supply and sewerage reticulation infrastructure

Element

(A-Z)


Alternative water supply services AS/NZ1546.1 On-site domestic wastewater treatment units Part 1: Septic tanks

AS/NZ1546.2 On-site domestic wastewater treatment units Part 2: Waterless composting toilets

AS/NZS 1546.3 On-site domestic wastewater treatment units Part 3: Aerated wastewater treatment systems

AS/NZS 1547 On-site domestic wastewater management

Plumbing and Drainage Act 2002;

Plumbing and Drainage Regulation 2003;

Queensland Plumbing and Wastewater Code;

Queensland Water Quality Guidelines for Recycled Water Schemes;

Section 6.8.5

Dual supply water services AS/NZS3500 Plumbing and Drainage Section 6.8.2

Meterable premises water meters or submeters

Queensland Plumbing and Wastewater Code Section 6.8.4

Plumbing and drainage works within private property

Relevant development approvals

Chapter Section 10 - Standard drawings and specifications

Building Code of Australia

Queensland Development Code (QDC)

Water Regulation 2002

Water Supply (Safety and Reliability) Act 2008

Section 6.5

Private pump station and pressure mains AS/NZS1547 – On-site domestic wastewater management

AS/NZS3500.2 – Plumbing and drainage

AS/NZS4130 – Polyethylene pipes for pressure applications

SEQ Water Supply and Sewerage Design and Construction Code (SEQ D&C Code)

Water Resources Commission Guidelines for Planning and Design of Sewerage Schemes


Section 6.10

Public water supply and sewerage assets Gold Coast Water Network Modifications, Extension Section 6.4



Element

(A-Z)


and Connections Policy Procedure (GCW NMEC Policy and Procedure)


Rainwater tanks AS/NZS3500 Plumbing and drainage

QDC Part MP4.2 – Water Saving Targets

Section 6.8.3

Water supply – private property AS/NZS3500 Plumbing and drainage

Queensland Development Code Part MP4.1 – Sustainable Buildings

Section 6.7.1

Sewage services – private property Section 6.7.2

Sanitary drainage services Standard Plumbing and Drainage Regulation 2003

Section 6.8.6

Traditional potable water service – Class 1 buildings

AS/NZS3500 Plumbing and Drainage



Section 6.8.1.1

Traditional potable water service – Class 2 to 10 buildings

AS/NZS3500 Plumbing and drainage;

AS2118 Automatic fire sprinkler systems

AS2419.1 Fire hydrant installations

AS2441 Installation of fire hose reels


Section 6.8.1.2

Water and sewerage mains within Community Title Schemes (COMMUNITY TITLE SCHEME)

AS2419.1 Fire hydrant installations

Plumbing and Drainage Act 2002


Standard Plumbing and Drainage Regulation 2003

Section 6.8.7

Note: SEQD&C Code contains technical standards relating to the design and construction of water supply and sewerage infrastructure in the SEQ region, including:

(1) A listing of products and materials accepted for use within SEQ water industry;

(2) Design criteria for water supply and sewerage assets;

(3) Separate codes for planning, design and construction of:

(a) Water supply assets;

(b) Sewerage assets;

(c) Sewerage pumping stations;

(d) Vacuum sewerage systems; and

(e) Pressure sewerage systems.

(4) Specifications for preparing assets information; and

(5) Technical standards for building over or adjacent to assets.

The code is available at www.seqcode.com.au.

In the event of a conflict, the SEQ D&C Code prevails over existing provisions within the City Plan.

Note: AS3500.3 Plumbing and drainage specifies acceptable solutions for materials and products, design and installation of roof drainage systems, surface drainage systems and subsoil drainage systems to the lawful point(s) of connection to the external stormwater drainage network (the City-approved disposal system).

6.4 Public water supply and sewerage assets

All new water supply and sewerage assets must comply with SEQ Water Supply and Sewerage Design and Construction Code (SEQ D&C Code) www.seqcode.com.au, and the Gold Coast Water Network Modifications, Extension and Connections Policy Procedure (GCW NMEC Policy and Procedure).



SEQ D&C Code contains technical standards relating to the design and construction of water supply and sewerage infrastructure in the SEQ region, including:

(1) A listing of products and materials accepted for use within SEQ water industry.

(2) Design criteria for water supply and sewerage assets.

(3) Separate codes for planning, design and construction of:

(a) water supply assets;

(b) sewerage assets;

(c) sewerage pumping stations;

(d) vacuum sewerage systems; and

(e) pressure sewerage systems.

(4) Specifications for preparing assets information.

(5) Technical standards for building over or adjacent to assets.

The SEQ D&C Code prevails over existing provisions within the City Plan.

6.5 Plumbing and drainage works within private property

This section provides deemed-to-comply criteria and the City’s minimum standards for all development works associated with carrying out of building, plumbing and drainage works within private property.

Other than for plumbing and drainage works, 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:

(1) relevant development approvals;

(2) City Plan policy, standard drawings and specifications;

(3) relevant Australian standards and codes of practice;

(4) Queensland Development Code;

(5) Water Supply (Safety and Reliability) Act 2008;

(6) Water Regulation 2002; and

(7) Building Code of Australia.

6.6 Water services and sanitary drainage

An application must be made to the City for all plumbing and drainage works.

For water supply sewerage works, an application must be made to the City for a compliance permit for any compliance assessable water supply plumbing work within the property. Without limiting the requirements of the Plumbing and Drainage Act 2002 with which the works must comply, the application must:

(1) be accompanied by a hydraulic design for all water services within the property; and

(2) comply with Section 6.5 of this City Plan policy of Water supply and sewerage reticulation standards.

Note: Water supply plumbing works must not be carried out until a compliance permit under the Plumbing and Drainage Act 2002 has been issued by the City for the works.

For sewerage works, an application must be made to the City for a compliance permit for any compliance accessible sewerage works within the property. Without limiting the requirements of the Plumbing and Drainage Act 2002 with which the works must comply, the application must:

(1) be accompanied by a hydraulic design for all sewerage works within the property;

(2) comply with the City’s;

(a) Trade waste guidelines – Management of commercial and industrial sewage;

(b) Trade waste pre-treatment guidelines; and



(3) comply with the refuse requirements for proposed and existing building developments outlined in SC6.1315 City Plan policy – Solid waste management .

Note: Sewerage works must not be carried out until a compliance permit under the Plumbing and Drainage Act 2002 has been issued by the City for the works and that any plumbing and drainage approval is not an approval to discharge trade waste to the City’s wastewater system. The generator of trade wastes must complete an application for approval to discharge trade waste to the City’s wastewater system prior to discharging any trade waste.

6.7 Registered service provider connections

The City’s requirements for carrying out of plumbing and drainage works within private property regarding water services, fire services and sanitary drainage services for dwellings, premises and premises groups are detailed within this section.

6.7.1 Water supply

All allotments, dwellings, premises and premises groups with available traditional potable water reticulation at the time of building provision must be connected to this water reticulation system.

All allotments, dwellings, premises and premises groups with available dual supply systems, at the time of building provision, must connect to both the potable and non-drinking water reticulation systems.

Dual supply areas are defined within the City of Gold Coast Water and Sewerage Network Services Plan – Part A contained in Appendix 6.

Appropriate potable water and non-drinking water flows, as defined within AS/NZS3500, must be supplied from the reticulation connection to the end use fixtures nominated within Section 6.8.1 of Water supply and sewerage reticulation standards or those fixtures identified in specific water supply or access conditions that have been contained in the development permit or infrastructure agreement for the development.

The Queensland Development Code Part MP4.1 – Sustainable Buildings defines the installation and use of certain water saving fixtures for buildings.

If a property no longer requires water supply, the City can disconnect the existing service and remove the meter and meter box from the property. Fixed water supply charges will still apply. Applications for disconnection of existing connections can be made by lodging the works application for water services and meters form. The City offers a fixed price disconnection service for new meters less than 100mm in size. For larger sizes, a quotation will be provided on application. On receipt of the application, the City will provide a fixed-price quotation within ten (10) business days.

6.7.2 Sewage services

All allotments, dwellings, premises and premises groups must be connected to the City’s sewerage system so as to carry away all appropriate flows from fixtures and end use points as detailed within Section 6.6 of Water supply and sewerage reticulation standards.

The City may permit the installation and use of some alternative systems.

Trade waste conditions may be imposed as a part of the approval of the alternative system.

Prohibited substances from the property, as defined within the Water Supply (Safety and Reliability) Act 2008, must not be allowed to enter the sewer.

If a property no longer requires an existing sewerage connection, the pipe connecting to the City’s sewer main must be cut off and capped by a licensed plumber to prevent water or soil entering the system. The connection pipe should be cut off as deep in the ground as is practical to avoid being damaged by future landscaping or building works. Fixed sewerage supply charges will still apply. The City can undertake the sewerage disconnection work for a fee. Property owners can lodge a quote for water and sewer construction works form. On receipt of the application, the City will provide a fixed price quote within ten (10) business days.

6.8 Works pursuant to the Plumbing and Drainage Act 2002 and to Queensland Development Codes

Designs and installations must be in accordance with the Plumbing and Drainage Act, the Standard Plumbing and Drainage Regulation and the AS/NZS3500 and in accordance with the requirements of Section 6.6 of Water supply and sewerage reticulation standards.



Alternative water supply or sanitary drainage design and installation solutions for community title scheme developments with Class 1 buildings may be conditioned by the City, refer Section 6.8.7 of Water supply and sewerage reticulation standards.

The AS/NZS3500 (hereafter referred to as the standard) applies to the design, installation methods and material types permitted. These installation requirements must apply to licensed plumbing and drainage works for new installations, alterations, additions and or repairs to existing installations within the City.

Together with the standard, this City Plan policy sets out:

(1) the requirements for the installation of domestic and fire water services from the City’s traditional potable water main and meter or dual supply water mains and meters to the points of discharge; and

(2) 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 (the City sewerage reticulation system), common effluent system or on-site disposal system (as appropriate).

The installation of pressure control as detailed within Section 3.3 of the standard must only occur where the water service provider has provided specific advice that pressures exceeding 500kPa are available to the property, refer Section 3.3.1 of the standard.

Where a pressure control device is to be installed, it must be in a permanently accessible location as detailed within Section 5.5 of the standard.

The Queensland Development Code now makes optional the installation of rainwater tanks as a means of achieving specific water savings targets. Where a property owner chooses to install a rainwater tank, the rainwater tank installation requirements are detailed at Section 6.8.3 of Water supply and sewerage reticulation standards in this City Plan policy.

The Queensland Plumbing and Wastewater Code at Part 4, performance criteria P1 requires that meterable premises water meters or submeters are to be installed to nominated classes of buildings. Building classes are defined within the Building Code of Australia.

For those classes of building defined by the Queensland Plumbing and Wastewater Code and built after January 2008, submeters will be owned by in accordance with Queensland legislation. For installation requirements for submeters, refer to the submeter policy and Section 6.8.4 of Water supply and sewerage reticulation standards of this City Plan policy.

Submeters installed prior to January 2008 must remain in their existing format of ownership.

It is an offence to tamper with or interfere with the City’s services and infrastructure.

6.8.1 Traditional potable water service

6.8.1.1 Class 1 buildings

The City’s standard water service and meter for Class 1 buildings is a 20 millimetre ID service and meter that can provide a nominal 0.48 L/slitres per second which is the defined flow rate for a single dwelling within the standard at Section 3.2.3.1 in Table 3.2.

Where a standard water service that includes the meter installation has been installed as a part of the land development works, the water service plumbing must directly connect to the pipe/fitting on the property side of the meter box.

Where a water service and meter installation has not been installed as a part of the development works (e.g. properties developed prior to this City Plan policy), the property owner must apply for the City to install the necessary service and water meter for old areas of the city or water meter only for ready tap areas of the city at the cost of the property owner or applicant. The water service plumbing must directly connect to the pipe/fitting on the property side of the meter once the meter box and meter are installed.

Property owners may apply for the City to install a larger service and/or meter at the cost of the property owner. Applicants must be aware that water restrictions are controlled by the Department of Energy and Water Supply and may change at their discretion.

6.8.1.2 Class 2 to 10 buildings

6.8.1.2.1 General

The property owner must apply for the City to install the necessary service and/or master meter connection at the cost of the property owner.



For services of DN100 and larger, the applicants water service application to the City must include a completed operational works application for the service pipe that must include a plan and section view of the necessary service with these plans showing all other services and utility conflicts.

The design of domestic and fire services must include storage tanks when required with these storage tanks to be in accordance with Section 166 of the Water Supply (Safety and Reliability) Act 2008 and to the installation requirements of the standard, as appropriate for either domestic and/or fire systems.

To assist the designer of the domestic and fire services for the development, the City provides water supply flow and pressure tests. For each development, an application to the City for water network hydraulic information must be made. The outputs of this modelling exercise will provide determination of the water supply systems capacity to be used for internal domestic and fire system design.

Flow and pressure testing of the water main that is carried out by private companies or persons must not be used for design purposes as these tests will not provide an accurate representation of the City’s water supply network over the range of supply statuses. Domestic and fire system designs must be assessed by the City on the minimum water supply design parameters referenced in the SEQ water and sewerage design guidelines.

6.8.1.2.2 Water supply parameters for design purposes

Water supply for design purposes must be based on the City’s design criteria in Section 4 of the SEQ Water Supply and Sewerage Design and Construction Code (SEQ WS&S D&C Code).

Advice may be requested from the City as to the design flow rate applied and available at different areas of the network.

6.8.1.2.3 Domestic system design and installation

The domestic system must be designed on the minimum standard of service for a multi-residential family property type nominated within Section 4 of the SEQ WS&S D&C Code.

Domestic service flow rates for other supply cases and building classes must be based on the development approval conditions with regard to the nominated water supply demand categories and case scenarios, refer to Section 4 of the SEQ WS&S D&C Code.

Where the population density exceeds 160EP per hectare (excluding road and reserve areas) development must be limited to only take from the City main, a domestic service flow rate supplying a simultaneous demand flow or duty flow of 3.5 litres per second per hectare. Where the total population is 50 persons or less than the limit will not apply. These requirements may vary when specific water supply or access conditions have been contained in the following:

(1) a development permit; or

(2) a infrastructure agreement for the development.

Where a development requires greater than the permitted domestic service flow of 3.5 litres per second per hectare of the lot area, then the owner must in accordance with section 166 of Water Supply (Safety and Reliability) Act 2008, install storage tanks and pumps and limit draw off from the City’s infrastructure to 3.5 litres per second per hectare of the lot area.

Storage tank installations must comply with the requirements of Section 8 of the standard.

Any water required to be stored for domestic purposes must be calculated on the basis of 200 litres storage per equivalent population as defined above within this section.

Prior to a final plumbing clearance, storage tanks must be cleaned, chlorinated and disinfected in accordance with Appendix H of the standard.

Pump installations must comply with the requirements of Section 11 of the standard.

Pumps must only be connected directly to the City water supply where there is more than 220 kPa at the property boundary at the duty flow of the pumps subject to the requirements of this clause regarding domestic service flow limitations (e.g. 3.5 litres per second per hectare of the lot area being the maximum draw off flow).

Backflow prevention must be provided to prevent the domestic pumps discharging to the City main.

6.8.1.2.4 Fire system design and installation



Applications which involve fire systems installed within the building or building site must be accompanied by the calculations based on the City’s modelling data at the nominated flow.

The City’s connection between the water main and the property boundary may combine the fire service(s) and the domestic service in accordance with the City’s water meter installation standards. Where separate domestic and fire system connections are required the application must define these within the application, refer Section 6.8.1.2 for OPW design information to be included.

The City’s flow and pressure test must define the systems ability to provide fire fighting water at a minimum residual pressure of 12 metres during maximum hour maximum day background demand at a flow rate of 15 litres per second for residential lots for a duration of 2 hours and a flow rate of 30 litres per second per development for industrial and commercial lots for a duration of 4 hours. Where provided within the modelling data from the City, the flow and pressure parameters that are available at least 95 per cent of the time may be determined by the designer as being available within the above minimums.

These flow rates and pressures are based on the minimum operating reservoir level and number of fires and land use and population estimates referred to in the design criteria of the SEQ WS&S D&C Code.

Where the development requires fire services with a combined flow of greater than 30 litres per second, the owner must, in accordance with Section 166 of the Water Supply (Safety and Reliability) Act 2008, install storage tanks and pumps and limit drawoff from the City’s infrastructure to either 15 litres per second for residential lots or for industrial and commercial lots 30 litres per second for the combined fire system demands, unless specific and contradictory regarding water supply or access conditions has been set in the development permit or infrastructure agreement for the development.

The drawoff limit may be carried out through the use of an orifice plate or other approved devices that are installed at the connection to the storage tank.

Where fire hose reels, fire hydrants or automatic fire sprinkler systems are required by the Building Code of Australia, they must be installed to comply with AS2441, AS2419.1 and AS2118, as appropriate and to the requirements of this section of this City Plan policy.

Fire hose reels must provide a flow rate no less than that required by Section 6 of AS2441.

Fire hydrants must provide a flow rate no less than that required by Section 2.3 of AS2419.1.

Fire sprinkler systems must provide a flow rate no less than that required by Section 4 of AS2118.1.

Storage must be provided:

(1) for fire flows greater than those nominated above (15 or 30 L/slitres per second subject to property type); and

(2) where inadequate flow and/or inadequate pressure is available within the water main at the property boundary.

Storage required by this section of this City Plan policy or by the development’s specific design needs must comply with AS2419.1 and AS2441 and AS2118, as appropriate.

Separate domestic and separate fire service pumps must comply with Section 11 of the standard and Section E of the Building Code of Australia and AS2941.

A single tank combining domestic and fire system water is not permitted in accordance with the standard.

Any link between two separate fire system tanks must be designed for the minimum flow rates specified in AS24191.

Pumps must comply with AS2419.1 and AS2441 and AS2118, as appropriate.

Pumps must only be connected directly to the City water supply where there is at least 120kPa within the water main at the property boundary at the duty flow of the pumps subject to the other nominated requirements of this clause.

Backflow prevention must be provided to prevent the pumps discharging to the City main or to the internal domestic system or where unapproved materials are used.

Electric motors and compression-ignition engines that power pumps must comply with the requirements of AS2941. The City recommends that electric powered pumps be used wherever possible to minimise water losses from system pumps set tests.

Pressure maintenance pumps must generate the pressure required at a maximum flow rate of 1.0 litre per second.



Fire hydrants and fire hose reels must be sealed in accordance with the Water Supply (Safety and Reliability) Act 2008, Section 144. The seal may only be broken for fire fighting, fire system testing and fire system maintenance purposes. Penalties exist for inappropriate or illegal use of the fire system.

Dedicated test points must discharge into the fire water storage tank or to a separate storage tank that supplies an irrigation system where possible or to the lawful point of discharge. Please contact the City for general irrigation system installation guidance. This storage and irrigation system will be a separate system to that required by the Queensland Development Code.

Terminology used within this section has been drawn from the Building Code of Australia, Water Supply (Safety and Reliability) Act 2008, AS2419.1, AS2441 and AS/NZS3500.

6.8.2 Dual supply water services

6.8.2.1 General

6.8.2.1.1 Water utilisation

The use of non-drinking water in domestic and commercial\industrial situations must include:

(1) toilet pans and urinals;

(2) external residential irrigation activities (grassed, landscaped areas);

(3) external residential maintenance activities (e.g. car/boat washing, hosing down spills, house cleaning);

(4) fire fighting systems such as mains, hose reels, hydrants and sprinklers (except fire fighting equipment on a main); and

(5) approved process water uses.

Non-residential uses, such as large area irrigation, horticultural use and process water use, will require an expression of interest to be lodged with and approved by Gold Coast Water prior to progressing to the development of an agreement for supply of non-drinking water with Gold Coast Water together with the customer’s non-drinking water management plan for the proposed uses.

Ablution devices and bidets must not be connected to the non-drinking water system.

At least two external non-drinking water hose taps serviced by the non-drinking water service must be connected to the property with one located at the front of the dwelling and one located at the rear of the dwelling. One of these external hose taps must be positioned over the Overflow Relief Gully (ORG) if the gully is not charged by a waste fixture.

With the provision of regulatory controls and the agreement of Queensland Fire and Rescue Services, fire flows in dual supply system areas provided from late 2008 must only be available within the non-drinking water system in DN100 and larger mains. Availability of fire flows in dual supply systems provided before this time must be determined through discussions with Gold Coast Water officers.

For properties in dual supply areas, the fire flows must be connected to the non-drinking water supply.

For dual supply systems, the use of potable water in domestic situations must include:

(1) cold supply to kitchen and dishwashing;

(2) cold supply to bath, basin, shower and bidet;

(3) cold supply to laundry tub and washing machine;

(4) cold supply to hot water; and

(5) cold supply to supplement rainwater tank supply to fixtures where the owner chooses to install a rainwater tank.

One external hose tap may be provided that is connected directly to the potable water service. To minimise the number of external taps, this external hose tap, supplied with potable water, may be deleted where an external tap is installed that is supplied from the rainwater tank.

The Queensland Development Code discusses the installation of rainwater tanks as a means of achieving water savings. Rainwater tank installation requirements are detailed at Section 6.8.3 of Water supply and sewerage reticulation standards.

6.8.2.1.2 Cross connection control



Where a property is served by a non-drinking water supply, the following conditions must apply:

(1) An authorised dual check valve backflow prevention device sized to suit the water services must be fitted at the meter location on the drinking water supply. City staff will undertake this as a standard part of meter installations. The plumber is to ensure that there are the two correct meters connected to the property prior to City inspections.

(2) There must be no interconnection of any drinking and non-drinking water service.

(3) The non-drinking supply must not be made live at the meter by the City until inspection 3, refer Section 5.2.3.2.3(1)iv) Queensland Development Code.

(4) All external tap outlets must be fitted with a hose connection vacuum breaker.

6.8.2.1.3 Dual water service installations

Non-drinking water service pipes installed below ground must be a minimum of 300mm away from any drinking water service pipe.

Non-drinking 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 non-drinking water pipe running longitudinally and fastened to the pipe at a maximum of 3m intervals.

The coloured identification tape must be at least 75mm wide or 25mm for small diameter pipes and state ‘Recycled or Reclaimed – Water – Do Not Drink’ continually along its length in accordance with section 9 of AS/NZS3500.1.

Non-drinking water service hose taps must be provided with:

(1) removable tap handle, (anti-vandal proof type) for hose taps placed below 1200mm from finished surface level;

(2) non removable tap handle for hose taps placed below 1200mm from finished surface level;

(3) hose tap inlet to be a 5/8” standard inlet thread;

(4) hose taps outlet to be either DN15 or DN20 nominal size;

(5) a hose connection vacuum breaker;

(6) hose taps, spindles and handles must be coloured purple; and

(7) warning notices. Metallic safety signs are to be securely fixed above all non-drinking water outlets, in accordance with AS1319 and must state, ‘Warning Not For Drinking’.

Drinking water service hose taps are traditional taps and where installed must be provided with:

(1) either DN15 or DN20 nominal size; or

(2) a hose tap backflow prevention device.

Non-drinking water service cistern cocks must be provided with appropriate marking and colouring that must consist of either a purple coloured cock or a suitably sized warning notice or a purple tag.

Approved products as certified by SAA – MP52 2001 must only be installed. These products must clearly show standards marking compliance, watermark compliance or type test mark compliance.

All pipes on the non-drinking water service must be fully coloured purple and only authorised purple coloured pipes and materials that are clearly labelled are to be used in the non-drinking water service installation. Pipe fittings used on these pipe systems may be other colours.

PE water service pipes used on the potable system must be black with blue stripes.

Pipe sizing, flow rates, pipe material and installation formats are to comply with the standard.

Construction of supply pipe to the first two fixture outlets should be DN nominal size 20mm. DN 15mm branches must not exceed 3 metres in any length and may supply only one fixture outlet.

Irrigation systems must comply with Section 7 of the standard with regard to backflow prevention requirements.



Non-residential use installations must generally comply with the concepts provided above with specific requirements for materials, signage and usage controls to be defined by the agreement for ‘Supply of non-drinking water and the non-drinking water management plan’.

To ensure the protection of the potable water supply, all non-residential uses must be included within the application to the City for a compliance permit under the Plumbing and Drainage Act 2002.

6.8.2.1.4 Dual water service commissioning and tests

The plumbing contractor prior to commissioning should undertake the following Class 1 building testing procedures for the non-drinking and potable water service systems. There must be no cross connections between the potable and non-drinking supplies. To ensure that there are no cross connections, the City’s plumbing inspectors must retest the installations using Gold Coast Water’s steps outlined in Table 6.3: External checklist and Table 6.4: Internal checklist.

Table 6.3: External checklist

External checklist

1. Has the non-drinking water been turned off at the meter?

2. Is there water flowing from the front non-drinking hose tap?

3. Is the front non-drinking hose tap lilac in colour?

4. Does the front non-drinking hose tap have a removable handle?

5. Is there appropriate non-drinking water labelling on the front non-drinking hose tap?

6. Is a vacuum breaker fitted to the front non-drinking hose tap?

7. Is there water flowing from the front potable hose tap?

8. Is a vacuum breaker fitted to the front potable hose tap?

9. Is there water flowing from the rear non-drinking hose tap?

10. Is the rear non-drinking hose tap lilac in colour?

11. Does the rear non-drinking hose tap have a removable handle?

12. Is there appropriate non-drinking water labelling on the rear non-drinking hose tap?

13. Is a vacuum breaker fitted to the rear non-drinking hose tap?

14. Is there water flowing from the rear potable hose tap?

15. Is a vacuum breaker fitted to the rear potable hose tap?

16. Is there water flowing from the rainwater hose tap?

17. Is there appropriate rainwater labelling on the rainwater hose tap?

18. Does the rainwater tank pump turn on when water is flowing from the rainwater hose tap?

19. Is a vacuum breaker fitted to the rainwater hose tap?

20. Additional fixing.?

21. Is there appropriate colour/labelling on the additional fixing?

22. Is there appropriate colour/labelling on water services entry to building?

Table 6.4: Internal checklist

Internal checklist

1. Is there water flowing from kitchen sink taps?

2. Is there water flowing into the dishwasher?

3. Is there water flowing from the water filter?

4. Is there water flowing into the refrigerator?

5. Is there water flowing from the laundry trough taps?



Internal checklist

6. Is there water flowing from the washing machine taps?

7. Is the washing machine cold tap marked rainwater?

8. Does the rainwater tank pump turn on when water is flowing from the washing machine cold tap?

9. Is there water flowing from the bathroom bath taps?

10. Is there water flowing from the bathroom shower taps?

11. Is there water flowing from the bathroom basin taps?

12. Is there water flowing into the toilet cistern? (stop cock should be turned on)

13. Is there appropriate non-drinking water labelling on the toilet cistern stop cock?

14. Is there water flowing from the 2nd bathroom bath taps?

15. Is there water flowing from the 2nd bathroom shower taps?

16. Is there water flowing from the 2nd bathroom basin taps?

17. Is there water flowing into the 2nd toilet cistern? (Stop cock should be turned on.)

18. Is there appropriate non-drinking water labelling on the 2nd toilet cistern stop cock?

19. Is there water flowing from the ensuite bath taps?

20. Is there water flowing from the ensuite shower taps?

21. Is there water flowing from the ensuite basin taps?

22. Is there water flowing into the ensuite cistern? (Stop cock should be turned on.)

23. Is there appropriate non-drinking water labelling of the ensuite cistern stop cock?

24. Is there water flowing from the 3rd bathroom bath taps?

25. Is there water flowing from the 3rd ensuite shower taps?

26. Is there water flowing from the 3rd ensuite basin taps?

27. Is there water flowing into the 3rd ensuite cistern? (Stop cock should be turned on.)

28. Is there appropriate non-drinking water labelling of the 3rd ensuite cistern stop cock?

29. Additional fixing powder room basin?

30. Additional fixing?

31. Customer requires additional information?

Should any part of this test indicate a possible cross connection, the problem must be identified and repaired by a licensed plumbing contractor before undertaking the above testing process again.

For installations in community title scheme or commercial or high density residential developments, the above system test must be applied to the water supplies from the City connection point up to the individual unit or premises off takes and repeated separately for each and every individual unit or premises.

In addition to the above cross connection test, there must be a minimum of three water services installation inspections (including the final) carried out by City 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 must be conducted in accordance with Section 9 the standard.

Table 6.5: Plumbing inspections

Inspection 1

Dual water service: meter to house installations

The City must inspect both potable and non-drinking pipes from the meter to the house (or submeter, as appropriate) to ensure the correct pipes have been installed and connected to the correct meters and fixtures. Pipe bedding and trench backfilling must be carried out in accordance with the standard. As constructed information is to be completed by the inspector at this stage.

Inspection 2

Rough-in inspection: household

The City must inspect both potable and non-drinking water services (or common supply pipes) both internally to the house and externally within the property. The



dual waterservices installations purpose is to ensure services have been installed in accordance with this City Plan policy and in accordance with the standard. This inspection is to be done prior to cladding and/or cover up and/or backfilling of pipe work.

Inspection 3

Final cross connection testing inspection

It is at this cross connection test that the non-drinking supply must be made live by the plumbing inspector removing the non-drinking water supply water meter ball valve lock. The City must carry out an inspection at each property to ensure there are no cross connections. Testing must be carried out in accordance with the procedures set out above in this section.

Final plumbing approval

The City must not issue a final plumbing certificate until all three inspections listed above have been completed to the satisfaction of the City inspector, and that all outstanding conditions have been completed.

6.8.2.1.5 Dual water service installation audits post construction

City officers or other authorised officers/persons will conduct audit inspections of the dual water services, the house sanitary drainage connections and the stormwater connections internal to the property.

Audit inspections of the non-drinking water system will be carried out to ensure compliance with the City’s regulatory requirements.

6.8.2.2 Class 1 buildings

The City’s standard potable and non-drinking water service and meter for Class 1 buildings is a 20mm ID service and meter that can provide a nominal 0.48 L/slitres per second which is the defined flow rate for a single dwelling. within section 3.2.3.1 in Table 3.2.

Where a standard water service that includes the meter installation has been installed as a part of the land development works, the water service dual supply plumbing must directly connect to the correct pipe/fittings on the property side of the meter box.

Where a water service and meter installation has not been installed as a part of the development works (e.g. properties developed prior to this City Plan policy) the property owner must apply for the City to install the necessary service and meter for old areas of the city or water meter only for ready tap areas of the city at the cost of the property owner or applicant. The water service plumbing must directly connect to the appropriate pipe/fitting on the property side of the meter box once it is installed.

The non-drinking supply at the meter ball valve must not be made live by the City until inspection 3, refer Section 5.2.3.2.3(1)iv) Queensland Development Code.

Property owners may apply for the City to install a larger service and/or meter at the cost of the property owner. Applicants must be aware that water restrictions are controlled by the State Government and may change at their discretion.

6.8.2.3 Class 2 to 10 buildings

6.8.2.3.1 General

In addition to Class 2 to 10 buildings as defined in the BCA, this section also applies to attached dwellings and medium density detached dwellings that exist within community title schemes.

The property owner must apply for the City to install the necessary dual supply service and/or master meter connections at the cost of the property owner.

For services of DN100 and larger, the applicants water service application to the City must include a completed operational works application for the service pipe that must include a plan and section view of the necessary service with these plans showing all other services and utility conflicts.

The design of domestic and fire services must include storage tanks when required with these storage tanks to be in accordance with Sections 454 and 455 of the Water Supply (Safety and Reliability) Act 2008 and to the installation requirements of the standard, as appropriate for either domestic and/or fire systems.

To assist the designer of the domestic and fire services for the development, the City provides water supply flow and pressure tests. For each development an application to the City for water network hydraulic information will be made.

The outputs of this modelling exercise will provide determination of the water supply system’s capacity to be used for internal domestic and fire system design.



Flow and pressure testing of the water main that is carried out by private companies or persons will not be used for design purposes as these tests will not provide an accurate representation of the City’s water supply network over the range of supply statuses.

Domestic and fire systems designs will be assessed by the City on the minimum water supply design parameters referenced in the SEQ Water and Sewerage Design Guidelines.

6.8.2.3.2 Water supply parameters for design purposes

Water supply for design purposes must be based on the City’s design criteria within the SEQ WS&S D&C Code.

Advice may be requested from the City as to the design flow rate applied and available at different areas of the network.

6.8.2.3.3 Domestic system design and installation

The domestic system must be designed on the minimum design criteria for a multi-residential family property type nominated within Table 4.1 of the SEQ WS&S D&C Code.

Domestic service flow rates for other supply cases and building Classes must be based on the development approval conditions with regard to the nominated water supply case scenarios, please refer to Table 4.1 of the SEQ WS&S D&C Code for other demand categories and case scenarios.

Where the population density exceeds 160EP per hectare (excluding road and reserve areas), development must be limited to only take from the City main a domestic service flow rate supplying a simultaneous demand flow or duty flow of 3.5 litres per second per hectare. Where the total population is 50 persons or less than the limit will not apply. These requirements may vary when specific water supply or access conditions have been contained in the following:

(1) a development permit; or

(2) a infrastructure agreement for the development.

Where a development requires greater than the permitted domestic service flow of 3.5 litres per second per hectare of the lot area, then the owner must in accordance with section 166 of the Water Supply (Safety and Reliability) Act 2008, install storage tanks and pumps and limit draw off from the City’s infrastructure to 3.5 litres per second per hectare of the lot area.

Storage tank installations must comply with the requirements of Section 8 of the standard.

Any water required to be stored for domestic purposes must be calculated on the basis of 200 litres storage per equivalent population for potable supplies and 50 litres storage per equivalent population for non-drinking water supplies as defined in Section 5.2.3.2.3(3)(iii) Queensland Development Code.

Prior to a final plumbing clearance, storage tanks must be cleaned, chlorinated and disinfected in accordance with Appendix H of the standard.

Pump installations must comply with the requirements of Section 11 of the standard.

Pumps must only be connected directly to the City water supply where there is more than 220kPa at the property boundary at the duty flow of the pumps subject to the requirements of this clause regarding domestic service flow of 3.5 litres per second per hectare of the lot area being the maximum draw off flow.

Backflow prevention must be provided to prevent the domestic pumps discharging to the City main.

6.8.2.3.4 Fire system design and installation

Applications which involve fire systems installed within the building or building site, must be accompanied by the following:

(1) Calculations based on the City’s modelling data at the nominated flow.

(2) Line calculation from water source to most disadvantaged outlet showing head losses through pipework and fittings.

(3) Losses or gains through elevation.

(4) Calculation showing minimum pressure at the City main plus pump duty (if required) minus losses imposed through the system to achieve required residual pressure at most disadvantaged outlet at duty flow.



The City’s connection between the water main and the property boundary may combine the fire service(s) and the domestic service in accordance with the City’s water meter installation standards.

Where separate domestic and fire system connections are required the application must define these within the application, refer Section 5.2.3.2.2(2)(i) Queensland Development Code for OPW design information to be included.

The city flow and pressure tests must define the systems ability to provide fire fighting water at a minimum residual pressure of 12m during maximum hour maximum day background demand at a flow rate of 15 litres per second for residential lots for a duration of 2 hours and a flow rate of 30 litres per development per second for industrial and commercial lots for a duration of 4 hours. Where provided within the modelling data from the City, the flow and pressure parameters that are available at least 95% of the time may be determined by the designer as being available within the above minimums.

These flow rates and pressures are based on the minimum operating reservoir level and number of fires and land use and population estimates referred to in the design criteria of the SEQ WS&S D&C Code.

Where the development requires fire services with a combined flow of greater than 30 litres per second, the owner must, in accordance with section 166 of the Water Supply (Safety and Reliability) Act 2008, install storage tanks and pumps and limit draw off from the City’s infrastructure to either 15 litres per second for residential lots or for industrial and commercial lots 30 litres per second for the combined fire system demands unless specific and contra-advise regarding water supply or access conditions have been set in the development permit or infrastructure agreement for the development.

The draw off limit may be carried out through the use of an orifice plate or other approved devices that are installed at the connection to the storage tank.

Where fire hose reels, fire hydrants or automatic fire sprinkler systems are required by the Building Code of Australia, they must be installed to comply with AS2441, AS2419.1 and AS2118, as appropriate and to the requirements of this section of this City Plan policy. All fire system pipes and all hose reel and hydrant outlet points must be identified as containing and providing non-drinking water.

Fire hose reels must provide a flow rate no less than that required by Section 6 of AS2441.

Fire hydrants must provide a flow rate no less than that required by Section 2.3 of AS2419.1.

Fire sprinkler systems must provide a flow rate no less than that required by Section 4 of AS2118.1.

Storage must be provided:

(1) for fire flows greater than those nominated above (15 or 30 L/slitres per second subject to property type); and

(2) where inadequate flow and/or inadequate pressure is available within the water main at the property boundary.

Storage required by this section of this City Plan policy or by the developments specific design needs must comply with AS2419.1 and AS2441 and AS2118, as appropriate.

Separate domestic and separate fire service pumps must comply with Section 11 of the standard and Section E of the Building Code of Australia and AS2941.

A single tank combining domestic and fire system water is not permitted in accordance with the standard.

Any link between two separate fire system tanks must be designed for the minimum flow rates specified in AS2419.1.

Pumps must comply with AS2419.1 and AS2441 and AS2118, as appropriate.

Pumps must only be connected directly to the City water supply where there is at least 120 kPa within the water main at the property boundary at the duty flow of the pumps subject to the other nominated requirements of this clause.

Backflow prevention must be provided to prevent the pumps discharging to the City main or to the internal domestic system or where unapproved materials are used.

Electric motors and compression-ignition engines that power pumps, must comply with the requirements of AS2941. The City recommends that electric powered pumps be used wherever possible to minimise water losses from system pumps set tests.

Pressure maintenance pumps must generate the pressure required at a maximum flow rate of 1 litre per second.



Fire hydrants and fire hose reels must be sealed in accordance with section 144 of the Water supply (Safety and Reliability) Act 2008. The seal may only be broken for fire fighting, fire system testing and fire system maintenance purposes. Penalties exist for inappropriate or illegal use of fire systems.

Dedicated test points must discharge into the fire water storage tank or to a separate storage tank that supplies an irrigation system where possible or to the lawful point of discharge. Please refer to the City’s plumbing branch for general irrigation system installation guidance. This storage and irrigation system will be a separate system to that required by the Queensland Development Code.

Terminology used within this section has been drawn from the Building Code of Australia, Water supply (Safety and Reliability) Act 2008, AS2419.1, AS2441 and AS/NZS3500.

6.8.3 Rainwater tanks

6.8.3.1 General

The Queensland Development Code Part MP4.2 – Water Saving Targets and MP4.3 – Alternative Water Sources – Commercial Buildings define the installation and water use requirements for rainwater tanks for applicable building classes.

Containment protection of the reticulated water supply in accordance with Section 4 of the standard is provided by the City’s dual check water meter.

Any additional backflow prevention measures must be in accordance with the standard.

A potable water backup supply must be provided for all rainwater tanks. This supply may be either a trickle top-up system or a diversion valve system.

Where higher levels of contaminants are available to the roof area as discussed by Performance criteria P3 of the Queensland Development Code Part MP4.2 – Water Saving Targets, a metal gutter guard system may be used instead of the screened downpipe railheads nominated in Acceptable Solution A3 a). Do not use plastic gutter guard systems. These provide potential short service life and water quality impacts.

To assist builders and designers in maximising the use of the defined roof area while minimising the visual impacts of aerial downpipe connections to the tank, flooded drainage may be installed only where the first flush device is connected to the stormwater system and the first flush device is accessible for cleaning and maintenance using an accessible pit with an access cover or lid.

Concrete base slabs for slim line tanks must be either integral with the house slab or doweled into the dwellings slab.

Guidance on rainwater tank locations and setback can be obtained from the City’s rainwater tank self-assessable registration form, from your building certifier or from the Queensland Development Code Part 11 and 12.

Guidance on the installation format, materials and maintenance of rainwater tanks is available from the Department of State Development, Infrastructure and Planning web page at http://www.dip.qld.gov.au/guidelines/queensland-development-code.html.

In accordance with Acceptable Solution A1 d) of the Queensland Development Code Part MP4.2 – Water Saving Targets, Class 1 buildings must comply with the following requirements for traditional potable water supply areas and dual supply water supply areas.

6.8.3.2 Traditional potable water supply areas

For traditional potable water supply areas of the City rainwater tanks are optional.

6.8.3.3 Dual supply water supply areas

Dual supply areas are defined on within the City of Gold Coast Water and Sewerage Network Services Plan Part A contained in Appendix 6.

For dual supply water supply areas of the City, in accordance with Acceptable Solution A1 c) of the Queensland Development Code Map 4.2, the City defines that a Class 1 building only complies with the nominated code by supply of plumbing fixtures with either potable water or non-drinking water as detailed within Section 6.6 of Water supply and sewerage reticulation standards.

6.8.3.4 Commercial buildings



The Queensland Development Code MP4.3 – Alternative Water Sources – Commercial Buildings can be used to provide advice and guidance on the installation and water use requirements for rainwater tanks for Class 3 to 10 buildings as defined by the Code.

Where a rainwater system is installed in a commercial building, comply with the requirements of Section 6.8.1 of Water supply and sewerage reticulation standards for water use and installation format. Only use rainwater tanks in commercial installations to store and supply rainwater to the approved uses.

6.8.4 Meterable premises water meters or submeters

Performance criteria 1 of the Queensland Plumbing and Wastewater Code require a meterable premise be fitted with a device (water meter) to measure the amount of water supplied to the premises.

Submeters installed prior to January 2008 must remain in their existing format of ownership.

For all classes of building built after January 2008, submeters will be provided in accordance with the City’s technical specifications and guidelines for sub metering. The water supply system from the City service or the master meter at the boundary of the property to the sub meter must be owned by the community title scheme body corporate and the water supply from the submeter to the point of use will be owned either by the individual metered premises or by the community title scheme body corporate, as appropriate.

For Class 1 buildings, sub meters must comply with the installation formats nominated in the guidelines and supported by the standard drawings.

For all other classes of buildings, the installation of sub meters must be based on the water meter standard drawings shown on the City’s web page that are based on the following performance requirements:

(1) Accessibility within a common area due to regulatory restrictions on installation and access to residential places.

(2) Accessibility for reading and maintenance repair or replacement.

(3) The provision of supporting plumbing components that are part of the City’s meter installation, e.g. ball valve(s), meter tails/unions, dual check valves and disassembly coupling.

(4) Suitable drainage for maintenance and management of pipework leakage water.

(5) Consistency of installed formats to assist asset management and communication goals.

The design of plumbing installations must be set out so that common facilities have submeters as individual subsystems as follows:

(1) Each hot water system that serves a floor or floors will have submeters.

(2) All recreation facilities on land that is common property will be on a common submeter, e.g. the pool and the recreation room and the barbeque facility will be off the same submeter wherever possible.

(3) External taps must be connected through a common facility submeter.

These submeters for common facilities are to be owned in accordance with the guideline.

Where community title scheme developments propose to have security systems where the public is restricted from access to the development where submeters are installed and/or to buildings within the development where submeters are installed then an Automatic Meter Reading (AMR) system must be installed to the requirements of the City.

It is to be noted for developments that provide no security system at the time of development and later change or renovate to a development format where security is to be provided, then these developments must provide an AMR system as a part of the security upgrade.

The AMR system must be installed by the developer and following commissioning, the AMR system must be handed over to the City for ownership.

The type and format of meters and AMR technologies must comply with the City’s standards and specifications.

The City’s Water Submetering and Billing for Community Title Schemes policy provides guidance and support to Community Title Scheme body corporate and individual owners of a residence within the Community TitleScheme property on installation and billing issues associated with submetering and is available upon request.



6.8.5 Alternative water supply services

6.8.5.1 Greywater reuse

The installation of facilities to allow the reuse of greywater up to 50,000 litres per day will be approved and controlled by the City.

Reuse facilities above this volume will be administered by the State Government.

All installations will be required to meet the criteria laid out in the Plumbing and Drainage Act 2002, Plumbing and Drainage Regulation 2003, Queensland Plumbing and Wastewater Code, Queensland Recycled Water Guidelines and the relevant Australian Standards.

6.8.5.2 Desalination

The installation of private desalination plants on domestic properties will be required to meet the criteria identified in the Environmental Protection Act 1994 to ensure the abstraction and discharge will not impact on the environment. The State Government has authority to administer the act.

Further elements of the installation will be under the authority of the City to approve and must meet the criteria laid out in the Plumbing and Drainage Act 2002, Plumbing and Drainage Regulation 2003, Queensland Plumbing and Wastewater Code and the Sustainable Planning Act 2009.

The plant must also be watermarked and an approved product and meet the relevant Australian Standards.

6.8.6 Sanitary drainage services

The sanitary drainage system is to be designed and installed to the Standard Plumbing and Drainage Regulation except for private pumping stations, refer to Section 6.10.1.3.5 of this City Plan policy of Water supply and sewerage reticulation standards.

6.8.7 Works not fully pursuant to Australian/New Zealand Standard 3500

All water and sewerage mains within Community Title Schemes that serve multiple Class 1 dwellings together with any separate Community Title Scheme common property land must be designed and installed in accordance with the Standard Plumbing and Drainage Regulation with guidance on the design of larger size installations.

These mains must be referred to generally as Community Title Schemes private mains or specifically as either Community Titles Schemes private water main or Community Title Scheme private sewerage main.

All Community Title Scheme private mains are to be assessed and inspected by City officers.

The Community Title Scheme will own the Community Title Scheme private water main from the property side of the master meter (off the City reticulation main) up to the individual dwelling or Community Title Scheme submeter connection point and any fire system facility on the main. The master meter will be of the magflow variety so that no restriction of the flow can occur and this meter can assist in billing or leakage issues.

The Community Title Scheme will own the Community Title Scheme private sewerage mains from the City reticulation main connection point up to the individual dwelling or Community Title Scheme facility connection point.

Each and every domestic or Community Title Scheme facility connection off the Community Title Scheme private water mains must be provided with a water service of take and this water service must be submetered, as appropriate and these submeters will be the City/GCW assets, refer to Section 6.8.4 of Water supply and sewerage reticulation standards of this City Plan policy.

The City will no longer accept the ownership of Community Title Scheme water and sewerage common property utility infrastructure (Community Title Scheme private mains) except for the water meters mentioned above, refer to section 34 (4) and 35 (4) of the Standard Plumbing and Drainage Regulation 2003 .

Fire fighting facilities within the Community Title Scheme private water main must be provided from a tee on the main with a connection to a dual outlet pillar type fire hydrant that has a non-return valve on the riser with the hydrant located to the requirements of AS2419.1.

The hydraulic performance of the fire fighting pillar hydrants on the Community Title Scheme private water main must comply with AS2419.1, as appropriate.

All other individual parts of the Community Title Scheme development must be as follows:



(1) Plumbing and drainage installations for the individual dwellings and common property within the Community Title Scheme that are connected to the Community Title Scheme private main and the Community Title Scheme main must be subject to the Plumbing and Drainage Act 2002, and will be assessed and inspected by City officers.

(2) Any Class 2-9 building within a Community Title Scheme must design and install the developments or the buildings fire system to the requirements of the relevant Australian Standard.

(3) Materials used must comply with Sections 30 and 31 of the Standard Plumbing and Drainage Regulation 2003. Guidance on the materials used and assembly formats for larger size installations is available within the City’s SEQ WS&S D&C Code.

Easements are required over all City owned infrastructure within private property (as per the City’s standard registered document for water reticulation and sewerage reticulation), submeters are not required to be provided with an easement.

6.9 Private pump station and pressure mains

6.9.1 General

Sewerage pumping stations serving more than one titled property must meet the requirements of SEQ WS&S D&C Code of this City Plan policy. Subject to City approval, where a gravity sewer connection is not directly available to a development, the City may approve a private sewerage pumping station, which will discharge to the existing gravity sewerage system via a private rising main.

It is the consultant's responsibility to ensure that the private sewerage pumping station complies with the following requirements:

(1) Plumbing and Drainage Act 2002.

(2) Water Supply (Safety and Reliability) Act 2008.

(3) AS/NZS3500.2 – Plumbing and Drainage Code of Australia.

(4) the current Environmental Protection Regulation.

(5) generally in accordance with the Water Resources Commission Guidelines for Planning and Design of Sewerage Schemes.

(6) the City's specific requirements as set out below.

6.9.1.1 Approved connection point

6.9.1.1.1 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) must be met by the developer. Where the private pressure main is located within the road reserve, an operational works application is required.

6.9.1.1.2 Connection to existing gravity main

The approval connection point for a private rising main must be a discharge manhole that is connected to an existing gravity sewer manhole. Discharge manholes must conform to the SEQ WS&S D&C Code standard drawing SEQ-SPS-1406-1.

The City 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.

6.9.1.2 Alternative connection points

The City may consider an alternative connection point. Where an alternative is proposed, the developer must request written approval from Gold Coast Water. The request must 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.



6.9.1.3 Private pumps

6.9.1.3.1 Pump flow

The City requires a minimum of two pumps that must 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 200L/EP/day x (peaking factor) (L/seclitres per second)

24 x 3600

= Number of EP (L/seclitres per second)

86.4

6.9.1.3.2 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

= head in rising main

Y = floor level of pump well

Fcp = friction losses in pressure main and pump station

6.9.1.3.3 Pump well capacity and operation

The capacity of the pump well for storage of sewage during pump malfunction should be as per Table 6.6.

Table 6.6

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/seclitres per second)

(min) 12 (starts per hour)

Pump Stop

150 mm (min)

Floor Level

Pumping stations must 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 must be measured from duty start level to the level of the lowest relief point.

Other than for storage capacity, the above depths are a general guide and the City 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 must be provided in the form of a prominently positioned flashing red light set to activate at the invert level of the incoming house drain.

6.9.1.3.4 Private pressure mains

Private pressure mains must generally conform with the requirements of the City 's SEQ WS&S D&C Code and must be sized in accordance with these guidelines. Cream coloured medium density polyethylene pressure pipe Series 1 Class PN16, SDR9, PE80B in accordance with AS/NZS4130 is approved for use.

6.9.1.3.5 Specific requirements

As the private sewerage pumping station is a component of the internal plumbing and drainage, the City must 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 must be submitted to the City.

6.9.1.3.6 On-site sewerage facilities – treatment and disposal

Installation must comply with the Queensland Plumbing and Wastewater Code and the on-site domestic wastewater management standard AS/NZS1547.

Due to the increased loading of on-site sewerage facilities on the environment and legislative considerations, the consultant must 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 must consider all major constraints and opportunities relating to the management of wastewater in relation to the development. The report must 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 must refer to the 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 are:

(1) site plan showing dams, creeks, water courses and contours at 5 metre intervals;

(2) areas of each block with proposed lot nos. and property boundaries;

(3) proposed use of the land to be developed;

(4) soil survey, including permeability of soil by either a percolation test or textural classification of soil;

(5) depth of ground water, if any encountered during testing;

(6) estimated daily flows and site evaluation in accordance with AS1547;

(7) method of disposal, e.g. DSTP, split septic system or other;

(8) calculations to justify nominated size of disposal area to suit system;

(9) assessment of any additional nutrient loadings of the area caused by on-site waste water disposal; and

(10) Plumbing and Drainage Act 2002.



7 Procedures

7.1 Introduction

This section sets out requirements relating to inspection of works, bonds and plan sealing. The section also sets out construction phase requirements for water supply and sewerage reticulation which include a requirement to comply with the SEQ Design and Construction Code.

The requirements in this section, where applicable to the particular development, apply to all assessable development.

7.2 Prior to commencement of works

Prior to any site works commencing, the applicant is to notify the City of the following:

(1) Consultant’s representative (e.g., consulting engineer or landscape architect).

(2) Name of the contractor and its representative.

(3) Pursuant to the Work Health and Safety Act 2011, the name of the principal contractor and representative.

(4) Confirmation that all relevant permits and/or approvals have been obtained in accordance with the conditions of development approval.

(5) Where work will obstruct any part of a road (carriageway or footway), the applicant is to apply to the City for a ‘Letter of No Objection’. This application is to include a Traffic Management Plan. The ‘Letter of No Objection’ is for the approval of the Traffic Management Plan, not the Traffic Guidance Scheme. A response to the application may take up to seven (7) business days.

(6) Upon receipt of a ‘Letter of No Objection’ from the City, the applicant is to apply to Queensland Police Service for a Road Closure Permit and no obstruction is to occur until this permit has been issued. Permit processing time should be allowed for in the work schedule. The permit is to be made available on site at all times; and



(7) A pre-start meeting is to be arranged by the applicant so the City can indicate its inspection and certification requirements.

7.3 Inspections

During the construction phase, adequate inspection systems are to be in place. The applicant is to exercise all reasonable skill and diligence to ensure the works are constructed in accordance with the relevant development approval(s), including the approved drawings and specifications. The City will conduct inspections as shown in Figure 7.1: Inspections and as set out in this section.

Figure 7.1 Inspections

7.3.1 City civil engineering inspections

Hold point inspections (HP- pass inspection before proceeding with this work item) are to be arranged with at least two (2) business days (48 hours) notice for the following inspections:

(1) Pre-start inspection;

(2) Prior to commencing sewerage and/or water reticulation;

(3) At pre-pour of any structural concrete element;

(4) All thrust and anchor blocks;

(5) Placement of hydrostatic seals on all elements;

(6) Road crossings;

(7) Pre-live connection inspection for sewerage and/or water reticulation;

(8) Sub-grade;

(9) Service conduit;

(10) Preseal;

(11) Water and sewerage inspection;

(12) Practical completion (On-Maintenance); and

(13) Final defects liability (Off-Maintenance).



Where non-conformances are identified by the City inspections, the applicant will be notified and is to arrange for corrective action to ensure full compliance with specified requirements. The applicant is to rebook the inspection once the corrective action has been completed and pay the appropriate reinspection fee, prior to booking the re-inspection.

Note: All hold point inspections are to be carried out by an RPEQ or an employee ‘directly supervised’ by the RPEQ certifying the work, as required by the Engineers Act 2002.

7.3.1.1 Pre-start Inspection

A pre-start inspection meeting is to be arranged with the City prior to commencement of onsite works. At this meeting, the City will request attendance by the applicant, consultant and contractor and ensure the appropriate approvals are in place and all involved are aware of such approvals and the relevant management plans.

The pre-start inspection will commence subject to the following:

(1) all relevant approvals are obtained (e.g. Reconfiguring a lot (ROL)/Material change of use (MCU), Operational works (OPW) and Environmental management plans (EMP)); and

(2) confirmation that bonds have been put in place with the City (e.g. performance bond) (see section 7.4 for further detail).

7.3.1.2 Sub-grade/sub-grade replacement inspection

The necessary sub-grade/sub-grade replacement inspection is to be arranged with the City.

This inspection includes:

(1) verification of approved pavement depth;

(2) a check to ensure all unsuitable material (including organic matter) has been removed; and

(3) proof roll-load testing of pavement subgrade with a single axle loaded water truck or similar (minimum load on rear wheels is to be 8 tonne). Deflections detected in the sub-grade indicating weakness may require rectification and reinspection.

7.3.1.3 Sub-base pavement inspection

Sub-base pavement inspection may be required by the City depending upon the results of section 7.2.1.2. In this event, elements of the subgrade test procedure may be employed.

7.3.1.4 Service conduit inspection

An inspection of the service conduits by the City is to be arranged prior to the request for a pre-seal inspection.

7.3.1.5 Pre-seal inspection

A pre-seal inspection of the pavement is to be arranged with the City.

This inspection will include:

(1) verification of an even and acceptable cross fall complying with the development approval;

(2) a check to ensure sufficient depth is available to allow placement of the required thickness of the specified finished surface (asphalt surfacing, concrete segmental paving, stencilled concrete or two coat seal, etc);

(3) 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 re-inspection;

(4) a visual inspection to verify the area to be sealed has a tight mosaic surface suitable to accept a prime/seal; and

(5) a check of manhole tops incorporated in the pavement to confirm they have been installed on correct grades to match the new seal.

Final approval of this inspection is dependent upon satisfactory pavement test results being submitted to the City.

7.3.1.6 Water and sewerage inspection



Random potting inspections may be ordered where deemed necessary by the City to ensure compliance with SEQ Water Supply and Sewerage Design and Construction Code.

Confirmation is required that all testing and certification is satisfactory, prior to the on-maintenance inspection.

An inspection of all thrust blocks is to be arranged prior to pouring of concrete by notifying the City within 24 hours prior to the proposed concrete pour.

7.3.1.7 Major structures

Major structures include the following:

(1) major culverts;

(2) chambers;

(3) bridges;

(4) pump stations; and

(5) water reservoirs.

Arrangements are to be made for the City to inspect the above items at key major milestones (hold points).

These key hold points are to be identified at the pre-start meeting, and specifically in the case of bridges, refer to Table 7.2: Off-maintenance requirements.

All testing and certification is to be confirmed by the City, as satisfactory prior to requesting an on-maintenance inspection.

7.3.1.8 Practical completion (on-maintenance) inspection

The purpose of the practical completion/on-maintenance inspection is to ensure the development has been completed in accordance with the development approval and City standards and specifications. The contributed assets are accepted as City assets and opened to public use on the City’s formal notification of on-maintenance.

This section also identifies assets to be contributed to the City that require a visual inspection report and CCTV footage to demonstrate the assets are acceptable to the City prior to acceptance on maintenance. These assets include underground drainage pits and stormwater pipes.

The City will not formally accept the development works on-maintenance until:

(1) the maintenance security deposit has been lodged;

(2) a maintenance agreement has been entered into;

(3) roads have been open to the public;

(4) final as-constructed drawings are lodged and approved; and

(5) all test results and certificates are submitted and approved by the City.

On-maintenance inspections will include inspection of the applicable works set out in Table 7.1.

Table 7.1: On–maintenance requirements

Inspection Applicable works under inspection

Specific requirements

Earthworks and Roadworks

(1) Grades and profiles of roads, kerbing and footpaths;

(2) Top soiling and seeding to prescribed areas;

(3) Asphalt surfacing for texture and finish;

(4) Street signs, line marking and barrier protection systems (in place);

(5) Final allotment pegging;

(6) Sub-surface drains flushing

Asphalt core tests and 28-day concrete cylinder tests are supplied to the City at the on maintenance inspection.





points;

(7) Street tree planting (if required);

(8) Check all underground public utilities;

(9) Services (including water service) conduit markers are in place;

(10) Batters and earth retaining structures; and

(11) Street furniture.

Stormwater drainage (1) Roads, pipes, structures, flow paths clear of silt and debris;

(2) No ponding of water on roads, in pipes, structures, kerbs or flow paths;

(3) Turfing to prescribed areas;

(4) Pipes laid to line and level;

(5) No damaged pipes or structures;

(6) No reinforcing steel exposed to cut off pipes;

(7) Pipe penetrations to manholes finished off;

(8) Quality of concrete work;

(9) Check for unsound render work;

(10) Converter slabs mortar bedded;

(11) Manhole lids;

(12) Correct drops through manholes;

(13) Gullies and grates;

(14) Overland flow paths to profile;

(15) Inter-allotment drainage system;

(16) Downstream culverts/pipes and watercourses cleared of siltation;

(17) Roof water drainage kerb outlets, if required;

(18) Inter-allotment drainage pipes and manholes clean and dry;

(19) Inter-allotment drainage pipes laid to line and level;

(20) Correct manhole sizes, lids, locations;

(21) Manhole lids finished to match finished surface levels and slopes;

(22) Bioretention or wetland system constructed as designed;

(23) Vegetation established;

(24) Discharged stormwater meeting objectives in Chapter Section 4 – Stormwater design and water sensitive urban

A professional engineer registered in Queensland (RPEQ) is to endorse the inspection reports and colour CCTV evidence and must comply with any stormwater acceptance guidelines for this purpose published on the City’s website.

Any bunding works and drainage of pipes is carried out at no cost to the City.





design; and

(25) Colour CCTV evidence and report

Water supply reticulation (1) Alignment and location check of system;

(2) Hydrants and valves in accordance with the approved design;

(3) Ensure height of valves and hydrants in accordance with the City’s standard drawings in Chapter Section 10 – Standard drawings;

(4) Hydrant, valve and property service locations markers completed; and

(5) Specialised infrastructure complete (pumps, PRV's, reservoirs, etc.).

Written certification is provided to the City confirming that pressure and water quality testing results have been carried out in accordance with the SEQ Water Service and Sewerage Design and Construction Code and that these results be submitted with an as-constructed plan for approval prior to any domestic connections to allotments. These test results are to be submitted to the City as soon as they are available to ensure the City can expedite water connections.

Confirmation is provided to the City that live water supply connections have been completed.

A professional engineer registered in Queensland (RPEQ) is to endorse the inspection reports and colour CCTV evidence. Bunding works and drainage of pipes necessary is carried out at no cost to the City.

Sewerage reticulation (1) Alignment and location check of the system;

(2) Manholes have been constructed in accordance with the approved engineering drawings and the convertor slabs and surrounds are sealed watertight;

(3) Visual inspection of all sewerage lines including benching;

(4) All RIGS systems are constructed in accordance with current City standards; and

(5) Where applicable, pump and lift stations constructed in accordance with the approved engineering drawings (in accordance with current City Standards) with all pumping and electrical facilities in working order.

Written certification is provided to the City confirming that the consultant or an approved NATA registered testing company, in accordance with the SEQ Water Service and Sewerage Design and Construction Code, has witnessed:

(1) air testing of sewers;

(2) vacuum testing of manholes;

(3) ovality testing of sewers; and

(4) hydraulic testing of pressure mains.

Certification is provided to the City by the supplier of ready mixed concrete that all concrete supplied for sewerage pump/lift stations is in accordance with the SEQ Water Service and Sewerage Design and Construction Code.

A written warranty is provided in the City's name jointly from the manufacturer and applicator of the protective coating system of sewerage pump/lift stations in accordance with the SEQ Water Service and Sewerage Design and Construction Code;

A copy of the sewerage lines colour CCTV inspection report and video is provided to the City.

A professional engineer registered in Queensland (RPEQ) is to endorse the inspection reports and colour CCTV evidence.

Road Bridge and major culvert structures

A suitably qualified bridge inspector, accredited by DTMR must carry out a level 2 inspection and prepare a report in accordance the DTMR Bridge Inspection Manual.

A paper and electronic copy of the report is submitted to the City before the on-maintenance inspection and include with the red marked-up drawings. The electronic copy of the report is submitted in MS Excel format using DTMR form





template.

The inspected works will be placed on-maintenance for a period of twelve (12) months from the date of formal notification by the City, or as otherwise advised by the City.

During this period, responsibility and liability for rectification of defects and for any damage that may occur lies with the applicant, unless the defect may be directly related to City activities. All reasonable steps are to be taken to prevent damage occurring.

In an emergency situation, the City may, under duty of care, complete such work as necessary to ensure the public safety is maintained. Where such works are required due to defective works or materials, the City will duly apply a charge to the applicant or draw on the security deposit (bond) held by the City.

7.3.1.9 Final defects (off-maintenance) inspection

The purpose of the final defects (off-maintenance) inspection is to ensure the constructed works have performed satisfactorily during the maintenance period, and any identified omissions and defects have been rectified satisfactorily to the City’s requirements.

Where access to an asset to be contributed to the City is restricted, for example underground drainage pits or stormwater pipes either submerged or otherwise inaccessible; a visual inspection report and colour CCTV evidence must be provided to demonstrate the assets are acceptable to the City at on-maintenance. A further visual inspection report and/or colour CCTV evidence is required at off-maintenance to confirm the assets have performed satisfactorily during the maintenance period, and that assets are free of any defects.

An RPEQ must endorse the inspection reports and colour CCTV evidence. Any bunding works and drainage of pipes necessary for the above inspections are carried out at no cost to the City.

The works are to be presented in accordance with the development approval together with providing engineering certification prior to requesting an off-maintenance inspection. Failure to do so may result in cancellation of the inspection and/or a re-inspection fee.

An off-maintenance inspection will include inspection of those works set out in Table 7.2: Off-maintenance requirements.

Table 7.2: Off–maintenance requirements


Earthworks and roadworks (5) Concrete kerbs and walkways/bikeways;

(6) Pavements and surfacing for deformation/damage (including load testingproof roll suspected defected areas of pavement if required by Council );

(7) 90% coverage of specified grass to prescribed areas;

Note: the City may require turf in areas where high scour potential is prevalent.

(8) All earthworks batters must be stable with no evidence of scouring;

(9) Street signs, line-marking and barrier protection systems;

(10) Street tree planting (if required); and

(11) Kerb numbering.

Stormwater drainage (12) Roads, pipes, structure, flow paths clear of silt and debris;

(13) No ponding on roads, in pipes, structures, kerbs or flow paths;

(14) Turfing to prescribed areas;

(15) Pipes for damage/movement;

(16) Exposure or corrosion of reinforcing steel;

(17) Overland flow paths for profile;

(18) Inter-allotment drainage system; and

(19) Downstream culverts/pipes and watercourses cleared of siltation; and

(20) Colour CCTV evidence and report.

Water supply reticulation (1) Hydrants, valves and other fittings functioning and surrounds and associated markings must be still clearly visible;

(2) Ensure height of valves and hydrants in accordance with standard drawings;




(3) Signs of any surface subsidence along alignment; and

(4) Other infrastructure components operational, i.e. reservoirs, pump stations.

Sewerage reticulation (1) A colour CCTV inspection of defective sewerage lines;

(5) Manholes and associated benching;

(6) No infiltration of groundwater into sewerage lines/system;

(7) Signs of any surface deformation along alignment;

(8) No ponding of surface water above manholes; and

(9) Other infrastructure components operational, i.e. sewerage lift and pump stations.

Bridge and major culvert structures

(1) Rectify all defects identified during the level 2 inspection and by the City officers before the off-maintenance inspection; and

(10) Photographs must support rectifications carried out in areas where there is no easy access.

General (1) Street lighting installed in accordance with the approved plans and functioning;

(11) Retaining structures for damage/movement; and

(12) Irrigation systems in non-open space area (if appropriate) are functional.

7.3.2 City open space inspections

Hold point inspections (HP- pass inspection before proceeding with this work item) are to be arranged within two (2) business days (48 hours) notice. The following is the preferred hold point inspection regime:

(1) landscape pre-start inspection;

(2) tree hole inspection;

(3) establishment inspection;

(4) landscape practical completion inspection; and

(5) landscape final defects liability inspection.

Where non-conformances are identified by the City inspections, the applicant will be notified and is to arrange for corrective action to ensure full compliance with specified requirements. The applicant is to rebook the inspection once the corrective action has been completed and is to pay the appropriate reinspection fee.

7.3.2.1 Landscape pre-start inspection

A pre-start inspection meeting is to be arranged with the City prior to commencement of onsite works. At this meeting, the City will request attendance by the applicant, consultant and contractor and ensure the appropriate approvals are in place and all involved are aware of such approvals and the relevant management plans.

The prestart inspection will occur when:

(1) Bulk earthworks having been completed;

(2) All relevant approvals are obtained (e.g. ROL/MCU, OPW and EMP);

(3) Public use land boundaries having been surveyed and markers are easily identifiable on-site;

(4) Confirmation that bonds have been put in place with the City (e.g. performance bond); and

(5) Sediment and erosion is control correct and functioning.

7.3.2.2 Tree hole inspection

Tree hole inspections are required prior to planting of approved tree species that have been grown to stock sizes of 45L or greater.

The purpose of this inspection is to ensure:

(1) tree holes are located in accordance with the approved drawings and City offset specifications;



(2) trees will not impact on other assets or services;

(3) holes are dug to appropriate dimensions;

(4) holes are free draining; and

(5) trees have been grown in accordance with best practice and National Specification System of Australia (NATSPEC) requirements.

7.3.2.3 Establishment inspection

The purpose of the establishment inspection is to ensure that the softscape works have been completed in accordance with the development approval, standard drawings and current Australian standards.

The establishment inspection includes:

(1) environmental protection measures are complete and operational;

(2) bulk earthworks and final levels are in accordance with approved drawings and specifications, subject to the acceptable construction tolerances specified in Table 7.4: Acceptable tolerances;

(3) softscape works have been completed in accordance with the approved drawings and specifications (location, species, density and stock condition);

(4) soil stabilisation and surface treatments have been installed in accordance with the approved drawings and specifications;

(5) general turfing has been completed in accordance with approved drawing and specifications; and

(6) weed management practices have been initiated in accordance with specifications.

The inspected works will be placed on-establishment for a period of twelve (12) months from the date of formal notification by the City, or as otherwise advised by the City.


All replacement planting required when the specified standards are not achieved, are subject to an additional establishment period that is a minimum length of 3 months and subject to re-inspection.


7.3.2.4 Landscape practical completion (on-maintenance) inspection

The purpose of the practical completion/on-maintenance inspection is to ensure the development has been completed in accordance with the development approval and current City standards and specifications. The contributed assets are accepted as City assets and opened to public use on the City’s formal notification of on-maintenance.

The City will not formally accept the development works on-maintenance until:

(1) the maintenance security deposit has been lodged;

(2) a maintenance agreement has been entered into;

(3) ownership of public land has been transferred to Council;

(4) as-constructed data has been lodged and approved; and

(5) all required test results and certificates are submitted and approved by the City.

On-maintenance inspections will include inspection of the matters set out in Table 7.3.

Table 7.3: On–maintenance requirements

Public open space area On–maintenance requirements

All

(1) All trees have an established root system relative to the pot size, are pest and disease free, true to form with active/dominant apical bud, true to habit of species type with 75% foliage cover for each tree and meet NATSPEC criteria;

(2) 100% cover of A grade, weed-free turf with maximum grade of 1:6.;



Public open space area On–maintenance requirements

(3) Turfed areas achieve a constant, mowable grade without unnecessary deviations or divots;

(4) Removal of rocks/debris greater than 25mm in turfed areas;

(5) Plantings to areas of current, recurrent or perceived scour and erosion are of sufficient size, extent and density to stabilise the areas in question;

(6) Vehicle exclusion is provided to all dedicated land frontages with lockable access gates where specified;

(7) Fencing is provided to all common boundaries between park and residential lots (in accordance with Chapter Section 5 – Public open space standards);

(8) Hardscape assets are in as new condition and are complete, functional, defect-free and certified compliant with relevant standards;

(9) Plumbing and drainage final inspection certificate presented for all potable water connections e.g. amenities blocks, water bubbler, maintenance taps etc;

(10) Notwithstanding normal cadastral survey requirements, 1.5m galvanised steel marker posts are located adjacent to each corner peg of dedicated public-use land that adjoins privately owned allotments. The purpose of these marker posts is to reduce fencing errors and to better define the City’s maintenance responsibility;

(11) Aged forest mulch (free of weed propagules and inorganic material) achieves minimum depth of 100mm;

(12) Advertising devices are removed from all public use land;

(13) All public use land is satisfactorily stabilised (e.g.mulch or turf);

(14) Removal of all environmental and/or declared weeds within public use land;

(15) Provision of all-weather maintenance access track to park structures and stormwater devices; and

(16) Any existing trees that have died or with deadwood overhanging road reserve or public open space that constitutes a hazard to members of the public is removed or pruned to make safe.

Bushland and environmental revegetation areas

(1) 90% of the predominant canopy species that would exist if the vegetation continuity were undisturbed (pre-clearing ecosystem) is maintained;

(2) All trees have an established root system relative to the pot size, are pest and disease free, true to form with active/dominant apical bud, true to habit of species type with 75% foliage cover for each tree and meet NATSPEC criteria. Weed control has been undertaken in accordance with approved management plans with no sign of spray drift or off-target damage to the extent where all environmental and/or declared weeds within public use land have been removed;

(3) Planting densities comply with any approval (natural regeneration will be considered as substitution for potted plant stock); and

(4) Removal of rubbish, debris, dead and dying trees (unless fallen and identified as being retained or relocated for ecological reasons in an approved management plan).

The inspected works will be placed on-maintenance for a period of twelve (12) months from the date of formal notification by the City, or as otherwise advised by the City.


All replacement planting required when the specified standards are not achieved are subject to an additional establishment period, which is a minimum length of three (3) months and subject to re-inspection.


7.3.2.5 Landscape final defect (off-maintenance) inspection

The purpose of the final defect liabilities/off-maintenance inspection is to ensure the constructed works have performed satisfactorily during the maintenance period and any identified omissions and defects have been rectified satisfactorily to the City’s requirements.



The applicant is responsible for ensuring the works are presented in accordance with the development approval and accepted environmental practice prior to requesting a final defect inspection. Failure to do so may result in cancellation of the inspection and/or the charging of a re-inspection fee.

Council officers will carry out final defect inspections of the dedicated public open space areas which include, but not limited to, inspection of the following:

(1) Vegetation is displaying healthy active growth with no sign of nutrient deficiency. Plant stock should be self-supporting (tree staking removed) with established root systems and no sign of stunted growth or bark inclusions.

(2) All routine, corrective and formative pruning complies with the AS4373-2007 Pruning of Amenity Trees.

(3) 100% coverage of specified grass to prescribed open space areas is weed free without unnecessary deviations or divots.

(4) Evidence that active, regular maintenance activities have been undertaken throughout the length of the entire maintenance period (e.g. plant replacements are sufficiently established – minimum of twelve (12) weeks prior to off-maintenance) and plant densities comply with approved plans.

(5) Aged forest mulch (free of weed propagules and inorganic material) achieves minimum depth of 100mm.

(6) Rubbish, debris, dead, dying trees have been removed from public use land (unless fallen and identified as being retained or relocated for ecological reasons in an approved management plan).

(7) Declared plants and/or recognised environmental weeds are not present.

(8) Stormwater outlets, pollution and siltation control devices are functional, stable and fully vegetated with all silt deposits removed.

(9) Monthly monitoring/reporting requirements have been submitted and approved (where required).

(10) Foreshore treatments to waterway frontages are performing in a sustainable manner.

(11) All dedicated assets are in an acceptable condition commensurate with normal use for the particular park type and are demonstrating only fair wear and tear (e.g. split/cracked timber resulting from inadequate maintenance is not wear and tear).

(12) Irrigation systems (where required) are demonstrated to be functional and defect free.

(13) Vegetation is established to the extent that the vegetation must not perish during drought periods.

(14) The open space design has achieved its intended use with no secondary impacts (e.g. stormwater outlets creating erosion offsite).

(15) All replacement planting, when the specified standards are not achieved, is subject to an additional establishment/maintenance period that is a minimum length of 3 months and subject to re-inspection.

(16) Establishment and maintenance of all works specified by the approval will remain the responsibility of the applicant until the specified standards are achieved for all works and official notification of acceptance off-maintenance is received from Council.

7.3.2.6 Acceptable tolerances

Amended drawings are to be submitted if any works are not in accordance with the development approval or unless work is undertaken with the construction tolerances set out in Table 7.4.

Table 7.4: Acceptable tolerances

Element Tolerances

Bulk earthworks - Certification of the approved engineering drawings is sufficient provided the works meet the following minimum tolerances and parameters.

Earthworks (general) (1) Finished surface level ±150mm (not to be less than the adopted flood level);

(2) Horizontal alignment 150mm;

(3) The constructed minimum crossfall is not less than 1 in 200;

(4) Any variations to the finished surface level of ±150mm are approved by the City; and



Element Tolerances

(5) Specific job tolerances have been met.

Batters (1) Batter slopes are not steeper than 1 in 6 in parklands or 1 in 4 in allotment areas;

(6) Batters must not straddle allotment boundaries or extend into existing or proposed parkland or bushland reserves;

(7) For retaining structures:

(1) Vertical alignment ±50mm;

(d) Horizontal alignment +/-50mm; and

(8) Retaining structures do not straddle allotment boundaries.

Roadworks - Deviation from the approved engineering drawings are not to exceed the following.

Kerb and channel (a) Vertical alignment – refer to the specified tolerances;

(9) Horizontal alignment – refer to the specified tolerances;

(10) The constructed minimum kerb grading is not less than 0.5%; and

(11) No ponding occurs (refer Chapter Section 10 – Standard drawings of the LDGand specifications).

Pavement (1) Vertical alignment – refer to the specified tolerances;

(12) Horizontal alignment – refer to the specified tolerances; and

(13) The constructed minimum crossfall must be as set out in Chapter Section 2 – Transport network standards.

Stormwater drainage - Deviation from the approved engineering drawings are not to exceed the following.

Manholes Location ± 1000mm (refer to note 1); and

Surface level ± 50mm (refer to note 2)

Gullies Longitudinal ± 1000mm (refer to note 1); and

Lateral (refer to note 3); and

Invert ± 50mm (refer to note 3 and 4)

Pipework Invert ± 50mm (refer to note 4);

Alignment ± 1000 mm (refer to note 1); and

Grade (refer to note 4)

Property pits (Inter-allotment), Field Inlets, Headwalls

Location ± 1000mm (refer to note 1); and

Surface level ± 50mm (refer to note 2)

Sewerage and water reticulation - Refer to the latest Water Services Association of Australia Codes. These codes define design, construction and as-constructed tolerances.

Notes:

(1) Deviation should not result in conflict of interference with any other service or structure. All services should remain within the approved service corridor.

(2) Should match the adjacent finished surface.

(3) Deviation should not affect the levels of existing kerb and channel and adjacent roadwork.

(4) Not less than minimum and not more than maximum grade and/or depth. The City’s design standards and specifications to be achieved.

7.4 Bonding requirements

7.4.1 Introduction

This section provides the City’s minimum requirements for land development bonds. This policy provides guidance and support in application and administering the City Plan’s development codes, conditions of development approvals and other relevant legislation.

A bond is the payment of a security deposit by the owner and/or person or party responsible for the works performance to the City as a surety to satisfactory performance of a development condition/ requirement. An owner is the owner of the land or their authorised legal representative.

Bonds may be used in the following circumstances:



(1) to secure compliance with a condition of a development approval in accordance with the Act.

(2) to secure completion of uncompleted conditions of a development approval for operational works and/or reconfiguring a lot in accordance with the Act.

(3) to ensure public works infrastructure dedicated to the City;

(a) has been correctly constructed and installed;

(b) has been properly maintained; and

(c) is free of defects and is fit for its intended purpose.

(4) to mitigate the risk of damage to the City infrastructure or the degradation of environmental quality.

7.4.2 Types of bonds

7.4.2.1 Performance bond

The City may require a performance bond to mitigate risk of damage to City infrastructure or the environment. The bond may be required as a condition of an approval or at the discretion of City officers under delegated authority. Typically, the bond is to be paid and a bond agreement executed prior to commencement of works or the activity.

Table 7.5: Performance bonds identify types of performance bonds.

Table 7.5: Performance bonds

Performance bond Purpose

Building near underground services and installation of temporary ground anchors.

Secure protection of City infrastructure during construction.

Secure protection of City infrastructure when new connections are made.

Earthworks Ensure stabilisation of exposed areas.

Environmental protection (for example; sediment and erosion control, fauna/flora protection).

To mitigate the risk of environmental harm.

7.4.2.2 Completion bond

The City may require a bond to secure the completion of critical projects by a nominated date or duration. The bond amount is to be decided by the City and is to be submitted prior to the commencement of works.

7.4.2.3 Uncompleted condition bond

At the request of the applicant, the City may, at its sole discretion, agree to approve plans of survey prior to completion of development obligations where an agreement for an uncompleted conditions bond has been entered into. Regardless of the bonding amount approved, approval of plans of survey is subject to the completion of the following items to the City’s satisfaction:

(1) Civil engineering component:

(a) 100% bulk earthworks completed and stabilised;

(b) pavement must have primer or primer seal coat applied and safety barrier system installed and approved;

(c) all approved electrical pillar boxes must be energised and operational (note: Energex may accept a bond instead of requiring this infrastructure to be energised and operational);

(d) sewerage works, including pump stations and any downstream works associated with the development, must have passed acceptance testing, and a pre-connection inspection and be ready for a live connection;

(e) the water reticulation system, including reservoirs and associated pump stations, must have passed acceptance testing, and a pre-connection inspection and be ready for a live connection;

(f) lodgement and approval of a Services Location Plan;

(g) all bridges within the subject development approval and stage must have a Practical Completion Certificate issued; and



(h) sediment and erosion control must be in place and functioning to the satisfaction of the City.

(2) Public open space and embellishments:

(a) bulk earthworks must be complete, vegetation protection and sediment and erosion control must be in place and functioning to the satisfaction of the City;

(a) the applicant must have either passed a City pre-start meeting or have requested an uncompleted works inspection by a City officer;

(b) rates are based on current landscape industry standards (e.g. Queensland Landscape Industry Costing Guide/Cordells or equivalent) and must be inclusive of GST; and

(c) uncompleted conditions for public open space and embellishments will be based on the current approved operational works application. No bond approvals will be granted if the development application is in the appeal period or the decision notice is being negotiated.

(3) An uncompleted conditions bond is to meet the following criteria:

(a) the City is satisfied that all works will be completed and all services operational, within three (3) months of approval of an uncompleted conditions bond. Uncompleted conditions bonds are released after formal acceptance;

(b) project management costs include preliminary setout, site supervision, regular inspections throughout the life of the project and contract administration (e.g. subcontracting, certification and additional approvals, amended drawings);

(c) includes the cost of data collection and preparation of an as-constructed plan that complies with the City’s as-constructed data standard;

(d) the security is to be provided by the owner of the land or their authorised agent with legal powers to enter into contracts on behalf of the land owner;

(e) the application must be accompanied by a bill of quantities identifying all completed and outstanding works;

(f) certification of all works constructed to date;

(g) the minimum bond accepted by the City is $5,000.00; and

(h) stormwater water sensitive urban design (WSUD) assets are secured for 150% of the costs of construction and maintenance for two years.

7.4.2.4 Landscape establishment bond

The landscaping establishment bond forms part of a landscape uncompleted conditions bond. The bond is taken as security to construct and establish all living components (e.g. flora, grassed areas, revegetated areas) within the dedicated land is to be established to a level that will provide effective management of the landscape for future ongoing maintenance regimes.

The establishment bond includes:

(1) the capital cost of living assets and best practice installation costs;

(2) the cost to maintain all landscape assets (hardscape and softscape) for the duration of the establishment period; and

(3) all ancillary costs, including water truck hire, re-staking, fertilising, mulching, plant replacement and rectification of any defects.

The bond amount is calculated as 125% of the total costs described above unless otherwise determined by the City.

It is a condition of acceptance of landscape works on-establishment, that the establishment bond has been approved and the security has been lodged with the City. If the applicant requests early approval of survey plans, the establishment bond must be approved and security accepted in conjunction with the uncompleted conditions bond as a requirement of uncompleted conditions approval.

7.4.2.5 Maintenance bond



All development works which are to be handed over to the City are to be maintained for a minimum period of twelve (12) months unless otherwise advised by the City. All maintenance works are to be undertaken in accordance with the approved maintenance management plan (if applicable) or to a standard commensurate with normal City maintenance activity. This period commences from the formal acceptance of the development on-maintenance.

A maintenance bond is to be submitted to the City to ensure the works are maintained during this period.

The maintenance bond must reflect actual maintenance costs for the specific site as indicated in the approved maintenance management plan. Where a maintenance management plan is not required, the maintenance figure must be determined by the City officers using current industry rates.

During the maintenance period, the applicant is responsible for the maintenance of the assets to ensure all future dedicated assets do not deteriorate and they remain fit for purpose and to rectify or replace defective assets.

The maintenance bond is to be approved and paid as a condition of acceptance of operational works on-maintenance. If the applicant requests early endorsement of survey plans, the maintenance bond is to be approved and paid in conjunction with the uncompleted conditions bond as a requirement of uncompleted conditions approval.

The maintenance bond shall be the greater of the following:

5% of the total value of the works to be constructed for the development, and

a minimum amount of $5000.00

7.4.2.6 Bonds for Water Sensitive Urban Design Assets

The City will take bonds for uncompleted works, performance, establishment or maintenance in accordance with Transferring Ownership of Vegetated Stormwater Assets (Water by Design) and the LDG. Typically, at plan sealing, the stormwater management system will not have been fully constructed so an uncompleted civil and landscape works bond will be taken. This will cover establishment and maintenance costs. The City will not release this bond until the stormwater system has been accepted off-maintenance.

To assist with calculation of the bond, a full bill of quantities will be derived from the developer in a standard format. Contact the City for the bill or quantity spreadsheet for stormwater management assets if required. Where the bill of quantity does not suitably deal with the stormwater management system in question, the City will ask the developer for a bill of quantity and cost estimate for review prior to approving the bond value.

For Water Sensitive Urban Design assets, the City will apply a bond factor of 150% of the costs of construction and maintenance for two (2) years for bio-retention basins, three to four years for wetlands or otherwise as conditioned in the development approval. The city will not release this bond until these assets have been accepted off-maintenance.

7.4.3 Bond process requirements

Bonds are divided into two categories:

(1) bonds required as a condition of an approval.

(2) bonds that require assessment and approval.

Bonds that are a condition of a development permit have predetermined conditions and value and are to be lodged at a specific milestone or within a timeframe. Approval of bonding amounts is not required for bonds that are requested as a condition of approval.

Bonds other than those requested as a condition require an application for approval of the bond amount. Bonds in this category may be discretionary (e.g. uncompleted conditions bond) or mandatory (e.g. maintenance bond).

In all cases, a bond agreement must be executed between the City and the applicant and requires land owner consent. Figure 7.2 describes the basic bond management process.



Figure 7.2 Bond management process

7.4.3.1 Application for bond assessment

All bonds types require the lodgement of a bond application. The application must include the applicable supporting documentation detailed on the prescribed form. If the application is approved, the applicant will be sent a prescribed form and a Deed of agreement for endorsement. To establish the bond, the applicant must lodge the security amount for approval and sign the Deed of agreement.

As a condition of the City approving a bond, the applicant must enter into a formal agreement with the City as a condition of the bond approval. The agreement describes the rights and obligations of the parties and the actions the City can take if these obligations are not fulfilled. The bond agreement describes the following:

(1) purpose of the bond (i.e. what is being bonded);

(2) subject land and/or development permit;

(3) value of the bond; and

(4) obligations and conditions of agreement.

7.4.3.2 Application for uncompleted conditions bond

An application for bond assessment for an uncompleted conditions bond may be lodged and assessed based on the expected progress of works at the time of plan sealing. If a bond is approved based on expected progress it will be the applicant’s responsibility to ensure that the expected progress is achieved prior to the City approving plans of subdivision.

The applicant shall not proceed to plan sealing without first achieving the key items detailed in sections 7.3.2.3 and 7.3.2.4 - Procedures.

7.4.4 Payment

7.4.4.1 Form of bond

Bonds may be in the form of either:

(1) cash;

(2) cheque; or



(3) bank guarantee.

The City will not accept any other form of security, such as mortgages, holding titles to land, shares or insurance bonds. Bonds of $5,000.00 must be cash or bank cheque.

7.4.4.2 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.

7.4.4.3 Bank guarantees

Bank guarantees must:

(1) be irrevocable guarantees from a recognised trading bank, approved by the City. Guarantees from finance/insurance companies and merchant banks are not acceptable;

(2) be open ended with no expiry date;

(3) include the full and correct real property description to identify the property in which the works are being bonded (e.g. 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 not acceptable);

(4) be accompanied by, and consistent with, the prescribed form; and

(5) be in the land owner’s name or the name of the land owner’s authorised agent.

7.4.5 Return or reduction of bond amount

The applicant must submit a formal request to the City for the return or reduction of a bond. The bond can only be refunded to the depositor of the funds held in trust by the City. The request must be a written submission outlining the reasons for the bond return or reduction and must be in accordance with conditions specified for the return or reduction of the bond. The minimum details to be included in the request are as follows:

(1) real property description of development;

(2) city file reference for development;

(3) bond amount originally lodged with the City;

(4) name of trading bank (bank guarantee bond only);

(5) the City receipt number (cash/cheque bonds only); and

(6) date bond lodged with the City.; and

(7) the inclusion of the above information will help in the prompt return of bonds.

7.4.5.1 Maintenance bond refund

Maintenance bonds will be refunded after formal acceptance by the City of the works off-maintenance. Maintenance bonds cannot be reduced or refunded progressively.

7.4.5.2 Uncompleted conditions bond refund

Uncompleted conditions bonds will be refunded at the time of formal on-maintenance acceptance, excluding those items which are subject to extensions of time i.e. water sensitive urban design. Uncompleted conditions bonds cannot be reduced or refunded progressively unless otherwise approved by the City.

7.4.5.3 Establishment bond reduction/refund

Any decision to reduce an establishment bond is based upon a number of variables including:

(1) seasonal conditions;

(2) quality and size of stock;

(3) planting methods;

(4) soil and site conditions; and

(5) quality and frequency of maintenance.



The establishment bond is refundable according to Table 7.6. The milestones are the minimum allowed and the reduction amount typical of full compliance with the criteria specified. This schedule is a guide based on best possible outcomes. The decision to reduce the bond and the amount of reduction is at the discretion of the City, taking into consideration the variables described above and the performance of the assets under the maintenance regime applied.

Table 7.6: Refunding of establishment bond

Milestone Criteria % Reduction

3 months Plants exhibit new and existing healthy foliage, have increased in size in line with normal growth habit with no signs of plant stress. Plants have stable root systems.

Soil/mulch interface includes a humus layer with evidence of established activity of soil microorganisms.

25

6 months 25

9 months 25

12 months 25

7.4.6 Compliance

The bond agreement describes the rights and obligations of the parties and the actions the City can take if these obligations are not fulfilled. Where the City believes the applicant to be in breach of the agreement, the City may exercise its rights under the agreement to call up the bond to satisfy the bond conditions. Prior to exercising this right, the City will issue written advice detailing the alleged breach of the agreement specifying the actions required by the applicant for compliance.

In the event the applicant does not comply with orders specified in the timeframe stipulated, the City may exercise its legal rights under the agreement and call up the value of the works/conditions from the monies held in trust.

Should the fair estimated cost of the outstanding works/conditions (including the City’s charges for supervision, interest, administration costs, legal costs, overheads and contingency sum) be greater than the bond, the City will apply the bond as far as it extends and look to recover any shortfall as a liquidated debt, as well as take actions regarding a breach of a development approval condition.

7.5 Plan sealing

This section applies to the City’s approval to a plan(s) of survey and or documents pursuant to the Act, the Regulation, City Plan, the LDG and any other relevant City policy or guideline.

7.5.1 Submission of information with a plan of survey

A plan of survey and accompanying document(s) are to be submitted, where the City has:

(1) issued a development permit;

(2) imposed a condition on a development permit; or

(3) a responsibility under legislation to provide its approval.

A plan of survey submitted in accordance with the above is to be:

(1) accompanied with a notice requesting the City’s approval of the plan of subdivision, the City’s prescribed form and fee of an amount in accordance with the City’s fees and charges current at the time of payment;

(2) accompanied by a concise submission indicating compliance with all conditions of the development permits including (if applicable) relevant operational works approvals;

(3) given to the City for approval before the end of the currency period (if applicable);

(4) prepared in accordance with all development permit conditions;

(5) suitable for lodgement in the office of the relevant registering authority;

(6) 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

(7) accompanied by a copy of the City’s formal on-maintenance or uncompleted works acceptance letter, whichever is applicable.



7.5.2 Prior to lodgement of a plan of survey

Prior to the lodgement and subsequent approval of a plan of survey by the City, the applicant is to:

(1) ensure there are no outstanding rates or charges levied by the City or expenses that are a charge over the land under any Act;

(2) reinstate survey marks and install new survey marks in their correct position in accordance with the plan of survey. Such work must be certified in writing by a licensed surveyor;

(3) if the reconfiguration is authorised under a development permit, the permit must be in effect;

(4) ensure all approvals or satisfactory security has been gained or consented to prior to lodgement.

Upon compliance with the above, the City will 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 will be returned to the applicant (or person authorised by the applicant) for lodgement in the office of the relevant registering authority.

7.5.3 Pre-assessment

The pre-assessment process focuses on providing the applicant with as much up front information as possible for lodging Standard Format Plan Sealing applications and gaining compliance with conditions.

The process involves:

(1) The applicant lodges the pre-assessment request that will be reviewed by the City.

(2) The City officer then creates a Compliance Report and lists all the conditions of approval.

(3) The report is forwarded to the applicant along with any Infrastructure Contributions quote and any other outstanding issues that may hold up compliance with Plan Sealing.

(4) Contact details for the applicant to clarify any technical matter(s) with the City’s internal referrals will also be provided.

(5) The applicant records how they achieve compliance with each applicable condition on the Compliance Report.

(6) Within thirty (30) business days the applicant submits the completed Compliance report with the Standard Format Plan Sealing Application.

(7) If you submit an application with all information identified in the Pre-assessment, the City will decide the application within ten (10) business days.

For further details refer to Council’s plan sealing website: http://www.goldcoast.qld.gov.au/planning-and-building/plan-sealing-30333.html

7.5.4 Construction phase

7.5.4.1 Water supply reticulation

The construction of water supply reticulation is to comply with the SEQ Design and Construction Code and Chapter Section 6 – Water supply and sewerage reticulation.

The City is to be notified with written notice (including a copy of the approved water supply reticulation drawings) of the anticipated date required for live water supply connections when applying for such connections.

The City will not commence works associated with the live water supply connection or disconnections until the City has received the following:

(1) Full payment of a current City quote or third party connection with receipt details.

(2) Certification that the water main passes pressure and water quality testing.

7.5.4.2 Sewerage reticulation

The construction of water supply reticulation is to comply with the SEQ Design and Construction Code and Chapter Section 6 – Water supply and sewerage reticulation.



The City is to be notified with written notice (including a copy of the approved sewerage reticulation drawings) of the anticipated date required for live sewerage connections when applying for such connections.

The City will not commence works associated with the live sewerage connections or disconnections until the City has received the following:

(1) full payment of a current City quote or third party connection with receipt details.

(2) certification that the main passes pressure, ovality and vacuum testing in accordance with Table 7.1: On-maintenance requirements.



PLACEHOLDER FOR APPENDIX A



PLACEHOLDER FOR APPENDIX B (pg 1)



PLACEHOLDER FOR APPENDIX B (pg 2)



8 Engineering drawings, documents and reports

8.1 Application

This chapter section assists with satisfying the assessment benchmarks in City Plan that relate to the submission of engineering drawings, documents and reports to support development applications.

8.2 Engineering drawings

This section of the chapter outlines the minimum standards required for the submission of engineering drawings.

Note: Engineering drawings include drawings for earthworks, roadworks, stormwater drainage (including inter-allotment drainage), water supply, sewerage reticulation and other works associated with the development.

Note: An engineering drawing – application checklist, to assist in the preparation of engineering drawings and should be included when lodging the drawings, is available on the City’s Operational works website. The link for the engineering drawing – application checklist is on the following link: http://www.goldcoast.qld.gov.au/operational-works-1110.html

Note: All engineering drawings and reports must be signed by an RPEQ, who is suitably qualified in the relevant field for the drawings and reports to be received by the City

8.2.1 Survey control

All surveys for the development are based on the Map Grid of Australia (MGA) and Australian Height Datum (AHD).

All reduced levels are to be related to the Permanent Survey Marks (PSM). The value of the PSM should be obtained from the City and/or the relevant state government department.

The coordinate/level system is to be used at the start of the development design process.

8.2.2 Engineering drawings requirements

The information required on engineering drawings is in outlined in Table 8.2: Engineering drawing requirements.



Table 8.1: Engineering drawing requirements

Engineering drawing type Requirements

Earthworks, roadworks and stormwater drainage

(1) Locality plan

(2) Subdivision layout/staging plan and north point

(3) Earthworks plan

(4) Roadworks and drainage plan

(5) Longitudinal section of each road

(6) Typical road cross sections

(7) Cross sections of each road

(8) Details of all intersection gradings

(9) Longitudinal section and HGL of each drain line

(10) Inter-allotment drainage details

(11) Drainage calculations, and catchment plan

(12) Sediment and erosion control plan

(13) Waterways, drainage lines and overland flow paths (where applicable).

Water and sewerage reticulation In accordance with the SEQ Design and Construction Code.

Bridge and major culvert structures

(1) Borehole locations and logs with design parameters

(2) Serviceability flood, velocity and level, existing ground or riverbed profile, allowable excavation or scour depths at each pier and abutment

(3) Serviceability wind speed, design traffic loading and design dead loads on deck

(4) Design bearing pressures and pile capacities

(5) Design maximum and minimum temperatures

(6) Exposure classification of the structure

(7) Replacement or repair procedures for elements, which have theoretical life less than 100 years

(8) Include in the drawings all details required to construct the proposed structure and the following details for the maintenance of the structure

(9) Geomorphic assessment

Note: The above details must include the maintenance requirements of the structure and form part of the drawing submissions.

Street lighting and electrical reticulation (1) Street lighting and electrical reticulation plan

(2) Demonstrate that services (including pillars) do not conflict with other services.

Waterfront development

(1) Locality plan and lot description

(2) Typical cross sections of the waterway profile showing HAT, MHWS, MLWS, LAT and 100 year ARI flood level where appropriate

(3) Plan view of the lot layout showing waterfront building setback line, waterway regulation line and quay line

(4) Plan view, elevations and sectional details for any structural revetment walls (concrete or rock protection)

(5) Plan view of the waterway layout showing existing riparian vegetation and proposed soft foreshore treatments, which were identified in any impact assessment statements

(6) Details associated with maintaining flood conveyance and flood storage within the waterway in accordance with any relevant hydraulic flooding reports

Note: Refer to the Chapter Section 10 – Standard drawings and specifications – standard drawing 04-004 Waterway development cross section, where additional City requirements are shown for waterway development. This standard drawing will also assist in providing guidance for preparation of engineering drawings related to submission of details listed above.



8.2.3 Engineering design calculations

Engineering design calculations are fully documented and include:

(1) stormwater drainage calculations;

(2) any structures associated with the development;

(3) water supply or sewerage pump stations;

(4) water reservoir; and

(5) flood conveyance and storage calculations, where required.

8.2.4 Submission of engineering drawings and job specifications

When submitting engineering drawings and/or job specifications, with an OPW application the following items are to be included:

(1) engineering drawing application checklist form – fully completed. This form can be found on City of Gold Coast – Operational works webpage: http://www.goldcoast.qld.gov.au/operational-works-1110.html;

(2) application for approval of engineering drawings – fully completed. This form can be found on City of Gold Coast – Operational works webpage: http://www.goldcoast.qld.gov.au/operational-works-1110.html;

(3) two (2) copies of each engineering drawing and one (1) copy of the job specification. The engineering drawings must be one (1) A1 size and one (1) A3 size;

(4) any relevant supporting documentation;

(5) details of any non-conforming design element and justifications for its use;

(6) live connection design details for water supply and sewerage reticulation. The details must be sufficient to enable costing of the connection by the City; and

(7) payment of relevant fees.

Note: In accordance with the relevant planning legislation, submit a fully-completed operational works application form with the above.

8.2.5 Resubmission of engineering drawings and job specifications

Where engineering drawings and/or job specifications are not approved, resubmission is required and includes the following items:

(1) Covering letter quoting the City’s file reference and reference to previous submission;

(2) Two (2) copies of each amended engineering drawing and one (1) copy of the amended job specification with amendments clearly identified. The engineering drawings must be one (1) A1 size and one (1) A3 size;

(3) Any relevant supporting documentation;

(4) Details of any non-conforming design and reasons for proposing its use; and

(5) Payment of relevant fees.

8.2.6 Approved engineering drawings and job specifications

Where engineering drawings and/or job specifications are approved, the City will retain one (1) copy and forward one (1) copy to the applicant.

The only engineering drawings to be used for construction are those stamped and approved by the City.

The City will provide a quotation for work associated with water supply and sewerage reticulation live connections as detailed on the approved engineering drawings. This quotation will remain valid for a period of sixty (60) business days from the date of approval.



8.3 Engineering reports

Potential constraints are to be addressed in the form of an engineering report for the City’s approval where development proposals are located in the following:

(1) drainage problem areas;

(2) canals, lakes, tidal waters, creeks rivers and other waterways;

(3) flood plain areas; and/or

(4) steep slopes

These reports are to be submitted either as part of the development application, or in response to a condition of development approval.

Note: Advice regarding these matters can be sought from an experienced RPEQ consulting engineer.

8.3.1 Hydraulic reports

Where proposals involve drainage works, earthworks in floodplains or waterways, and/or construction of canals or marinas, a hydraulic study is to be submitted involving assessment of:

(1) minimum fill and habitable floor levels required within the site;

(2) impacts external to the site of filling on floodplains;

(3) the proposed change in flood storage volume within the site;

(4) increases in peak flow rates downstream of the site; and

(5) other impacts as required by the City.

Hydraulic reports should demonstrate the development does not:

(1) cause ponding on the site or nearby land;

(2) increase flooding which adversely affects the safety or use of any land upstream and downstream; and

(3) Adversely affect the flow of water in any overland flow path, or otherwise.

Hydraulic reports and associated information are to be submitted detailing the proposal, in the form of a hydraulic report, engineering plans, earthworks calculations and certifications provided by a qualified and experienced RPEQ hydraulic engineer.

8.3.2 Erosion and sediment control management plan

Submit an Erosion and sediment control management plan for approval by the City. Prepare the plan in accordance with:

(1) the city’s Healthy waters code and Change to ground level and creation of new waterways code;

(2) Institution of Engineers Australia (QLD) soil erosion and sediment control engineering guidelines;

(3) SEQ Water Guidelines for the control of stormwater pollution from building sites.

8.3.3 Waterways report (canals, lakes, tidal waters, creeks, rivers and other waterways)

Where proposals involve development of waterways, fronting waterways or have the potential to directly impact on the function of a water body, a waterways report is submitted demonstrating the proposed works allow for the ongoing sustainability of the water body over the next 120 years.

The detail is to be presented in the form of a report including sub-plans, calculations and certifications as outlined below and provide certification from a suitably-qualified and experienced consulting hydraulic engineer.

The following components of the development are to be fully described in the report:

(1) depth of waterways;

(2) slope of foreshores;

(3) type and position of foreshore protection (if proposed);



(4) position and dimensions of access channels (where connection to navigation channels is proposed);

(5) position of future pontoons, jetties, boat ramps and other foreshore structures (where proposed);

(6) position of future waterfront dwellings (where proposed);

(7) acceptable types of construction between waterfront dwellings and water (e.g. side fencing, barbeques, pools, podiums, decks, landscaping); and

(8) the position of riparian vegetation (where proposed to be established and/or retained and enhanced).

The report is to demonstrate the sustainability of these components in regards to at least the following considerations:

(1) the conveyance of flood flows;

(2) the conveyance of tidal flows;

(3) the maintenance of water quality;

(4) the stability of foreshores;

(5) navigation along the waterway;

(6) equitable mooring of future vessels within the waterway;

(7) ecology of the waterway and its foreshores;

(8) conservation of physical processes such as littoral drift of sand along foreshores; and

(9) amenity of the waterscape (views, etc.).

In addition, the report should provide detail in relation to the following:

(1) geomorphologic evolution of the water body (meandering, etc.);

(2) sea level rise;

(3) boat wake (consider growth in future boating usage);

(4) changes to tidal prism;

(5) increased runoff from catchment;

(6) wave generation within water body;

(7) changes to water body due to expected floods and tides over next 120 years;

(8) littoral systems (changes to supply and sinks);

(9) midge populations;

(10) rates of sediment entering and leaving the water body;

(11) water quality within the water body;

(12) water levels within the water body;

(13) impact of water body on other water bodies; and

(14) foreshore usage (swimmers, fishers, walkers).

The report is to include the following sub-plans when required to demonstrate the overall sustainability of the water body, the following sub plans are required to be submitted:

(1) Foreshore protection sub-plan;

(2) Riparian vegetation sub-plan;

(3) Waterfront development control sub-plan;

(4) Waterway maintenance sub-plan;

(5) Water quality sub-plan; and

(6) Water quality sub-plan – structures.



8.3.3.1 Foreshore protection sub-plan

The preferred method of ensuring foreshore sustainability is to provide an adequately-sized riparian buffer zone to waterways to allow natural processes to continue over the next 120 years. For many water bodies such a large buffer zone may not be possible and so alternate structural revetment or foreshore protection schemes can be proposed.

The foreshore protection sub-plan is to fully describe the method of foreshore protection proposed for every part of the foreshore. Structural revetment walls are fully described on an engineering drawing and certification of stability is provided. Certification of the revetment wall design and construction is included. Anchor rods are not to form part of structural revetments.

The foreshore protection sub-plan is to clearly demonstrate the sustainability of the proposed foreshore protection including consideration of continued:

(1) flood conveyance;

(2) tidal flushing;

(3) navigation access;

(4) foreshore stability; and

(5) ecological function.

8.3.3.2 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 the position of these areas of riparian vegetation is to be clearly identified.

The riparian vegetation plan is to deal with areas of riparian vegetation on public, private and unallocated lands. The plan is to 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 is to also include information such as a list of the acceptable species that can be established in this zoneand recommendations of the type of maintenance (if any) that must be undertaken along this zone.

8.3.3.3 Waterfront development control sub-plan

The sub-plan is to clearly identify the position of the following:

(1) quay lines;

(2) waterway;

(3) revetment regulation line; and/or

(4) 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 Chapter Section 10 – Standard drawings – standard drawing 04-004 – Waterway development cross section. Where different controls on structures are required to what is shown on Standard drawing 04-004 – Waterway development cross section, the report is to clearly identify what these requirements are.

Care is to be taken to ensure that the waterway development control plan is consistent with the waterways maintenance plan.

The sub-plan must clearly deal with:

(1) habitable structures to be built on the landward side of the waterfront building setback line;

(2) landscaping structures such as pools, side fences and barbeques that may be built within the waterfront setback area; and

(3) foreshore structures to be built between the revetment and the quay line.



8.3.3.4 Waterway maintenance sub-plan

If the development proposed future maintenance for a waterway, then a waterways maintenance sub-plan must be produced.

This sub-plan is to include a description of what future maintenance activities will be necessary to ensure sustainability, e.g. the dredging of an access channel to ensure continuing navigable depth of 2.5m AHD.

The plan must also identify the rate of frequency 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: If it is unlikely future necessary maintenance can be achieved, then it will be considered that the proposed development is not sustainable.

This sub-plan is to also deal with all aspects of sustainability of the waterway including:

(1) flood conveyance;

(2) tidal flushing;

(3) navigation access;

(4) foreshore stability; and

(5) ecological function.

8.3.3.5 Water quality sub-plan

Where pipes or mechanical systems are necessary to achieve a sustainable water quality within the waterway, the function of these elements are described in this sub-plan. The water quality principles and any mechanisms, flow paths or other criteria necessary to achieve the water quality including ongoing maintenance plans for the elements of the water quality control systems (e.g. pumps, pipes, weirs, fountains, chemical treatments, mechanical harvesting, dredging, siltation pond de-silting) are clearly identified. Identify the ongoing costs of any water quality control mechanisms or activities are identified in the sub-plan.

8.3.3.6 Water quality sub-plan – structures

The simplest form of this sub-plan is a quay line distance for the outside edge of all future pontoon and jetty structures.

The waterway allocation area is calculated by projecting the side boundaries of waterfront property out to the quay line. Some waterway development requires more sophisticated foreshore structure planning to ensure sustainability.

Positions for waterway allocation areas should be more fully described, e.g. along a mangrove-lined foreshore typically the positions of future walkways need to be carefully controlled to protect the mangroves along the foreshore or 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 are to be described in this sub-plan.

8.3.4 Stormwater quality/quantity management plan

Where a stormwater quality/quantity management plan is required, it is to include (as a minimum) the information listed in Table 8.3.

Table 8.3: Submission requirements – stormwater quality management plan

Section Contents (minimum)

Cover page

Document information page This page should outline information relevant to the authorship of the SMP provided in tabular form, including document title (reference number, date and version tracking), document ownership (including names of personnel that have written and reviewed the SMP), suitably qualified person details (qualifications and experience), names of the project team and signature and name of client.

Table of contents Structure of the SMP.

Introduction General description of the proposed development/works (address and RP) and




purpose/scope of the SMP.

Previous reports Summary of previous SMP’s (or other) reports which deal with stormwater management that are superseded by this SMP.

Related reports Summary of reports related to the SMP which should be read in combination with the SMP such as waterway assessments and soil investigations.

Previous approvals or request for information (if relevant)

Where approvals or request for information have been issued previously for the development site, details are to be outlined.

Site description General description of the development site including details of topography, geology, relevant hydrological/drainage features, existing natural features, existing imperviousness, etc.

Site survey is to be provided containing spot levels, contours, boundaries, waterways, vegetation (particularly regional ecosystem mapping), easements and other relevant site features.

Pre-development catchments and drainage needs to be shown on plans.

Site constraints should be clearly outlined in this section. Furthermore, where the City requires a waterway, ecological and geomorphic assessment (to be provided in Appendix), the key outcomes of this work must be presented as part of the site description.

Development description Summary of the proposed development including land use, scale, densities, site coverage (per cent impervious) and general urban design.

The lawful point of discharge for the development is to be identified in accordance with QUDM and Chapter Section 4 – Stormwater drainage and water sensitive urban design.

Stormwater management objectives

All of the stormwater management objectives which apply to the development must be listed in the report. These include:

erosion and sediment control;

stormwater quality;

stormwater quantity; and

waterway stability.

Where an objective has not been adopted for the site, a brief justification is to be provided.

Conceptual erosion and sediment control plan

For developments involving multiple stages or disturbance of more than 5 ha of land, a conceptual erosion and sediment control plan is to be included in the SMP. The plan will need to include the following:

area of disturbance and likely stockpiling locations.;

list of erosion control measures.;

location and size of external catchment diversions.;

location of channels which convey site runoff to sediment basins.;

location and size of sediment basins based on type D or F basins and whether they will be located within future stormwater treatment systems (i.e. bioretention basins and wetlands). The basin must be located on appropriate topography (typically <6 per cent slopes);.

sediment basin calculations.;

summary of staging associated with the site and sediment basins.; and

any areas which cannot be drained to the sediment basin and details of compensatory erosion and sediment controls.

Where possible all the above should be presented in A3 drawing format for ease of assessment.

Stormwater management strategy

The selected stormwater management initiatives for the development is described. This should include a scaled figure providing conceptual catchments, location and scale of the stormwater management systems.

The total footprint of the stormwater management systems is to be provided in the form of conceptual earthworks plans (refer Appendix A below for details). The City in some instances accepts conceptual footprints of the stormwater management systems in accordance with Chapter Section 4 – Stormwater management and water sensitive




urban design and the City reserves the right to request conceptual earthworks plans.

Stormwater quality The stormwater quality management sizes and function is described. Sufficient detail is required to show enough area and vertical height is available to allow the systems to function without impact on adjacent land uses.

Stormwater quantity The stormwater quantity management sizes, volume and function is described. Sufficient detail is required to show enough area, volume and vertical height is available to allow the systems to meet the stormwater quantity objectives without impact on adjacent land uses.

Waterway stability The waterway stability management sizes and function is described.

Stormwater quality assessment/ modelling

A summary of the MUSIC modelling in accordance with the MUSIC Modelling Guidelines (Water by Design) is provided. Where other assumptions, tools and calculations have been used to justify performance, these are to be outlined in detail.

Waterway stability assessment/modelling

Summary of the calculations or modelling is provided.

Lifecycle costs Where the stormwater strategy involves proprietary devices or systems other than bioretention, wetland and sediment basins, lifecycle costing information is to be provided including capital cost and on-going maintenance/operating costs (and frequency).

Stormwater quantity assessment/ modelling

Performance assessment in accordance with QUDM, with specific response to:

(1) compliance with permissible flow width, flow depth and depth velocity product;

(7) hydraulic calculations derived from computer modelling that show that post development stormwater flows do not adversely affect downstream properties, increase flood heights or create nuisance of any kind;

(8) calculations must use the ultimate upstream development scenario;

(9) what measures will be proposed to ensure the downstream system is capable of carrying the increased discharge. Such measures should include as a minimum, investigation of upgrading the existing downstream system, onsite detention facilities;

(10) blockage and sensitivity testing;

(11) evidence of a lawful point of discharge;

(12) assessment of potential hazard and risk has been undertaken; and

(13) must be in accordance with the requirements set out in the Flood Overlay Code AO6.2.

Conclusion Summary of stormwater management objectives and outcomes is provided.

References List of reference documents is provided.

Appendix: conceptual earthworks plans

Conceptual design drawings are to be provided in support of applications. Drawings shall be scaled and based on a level of design development which gives confidence in the functional aspects of the design and the corresponding spatial representations. Drawings shall be based on preliminary earthworks modelling which includes works treatment area, stormwater quantity detention, bunds batters, maintenance access, associated bypass channels and all related hydraulic structures. The plans are to contain a plan view and section of the stormwater management systems levels and earthworks as well as a catchment plan showing how stormwater will discharge to the system and out of the system to the receiving drainage. Examples of suitable conceptual earthworks drawings are provided in WSUD Deemed to Comply Solutions for SEQ (Water by Design).

Appendices Other appendices may be required to present geormorphic assessment, waterway condition assessment or other investigations as required by the City.



8.3.5 Constructed lake concept design report – material change of use and reconfiguring a lot

Any proposal for the construction of a lake is to be discussed with the City at the beginning of the design and planning process.

A constructed lake concept design report is to be submitted to the City as part of the MCU or ROL application.

The constructed lake concept design report should be structured to include the sections set out in Table 8.4.

Table 8.4: Content required for a constructed lake concept design report

Section Contents

Design intent The primary intent for the lake is to be identified e.g. visual amenity, recreation. Refer to Chapter Section 4 – Stormwater drainage and water sensitive urban design regarding the City’s position on design intent and approval.

Legislative requirements The legislative requirements for construction of a lake are to be detailed. This should include the approvals required and responses following discussions with relevant authorities.

Lake functional design Information on how the lake will operate addressing the following issues which are critical to the health of a lake:

quality of inflows (i.e. must meet stormwater quality objectives in Chapter Section 4 – Stormwater drainage and water sensitive urban design).);

sustaining water levels;

organic carbon loads;

flushing of lake;

mixing of lake.

Site soil and groundwater assessment

An assessment will be required to characterise local soil and groundwater and demonstrate that the proposed lake will not negatively impact on the local groundwater (considering seasonal fluctuations) and avoids problematic soil areas (e.g. high organic contents, peats, sodic soils, acid sulphate soils). Geotechnical and groundwater assessment is required.

Lake inflows and outflows Typical details that should be defined (where relevant) include:

catchment area draining to the lake, including characteristics (land use, percent impervious);

drainage network connecting to the lake (existing and proposed);

upstream water quality improvements;

source of water, quality and resilience;

pump or gravity diversions to the lake including required rates and necessary controls;

lake recirculation and water quality management;

outflow type including provision for water level manipulation and maintenance draining;

demonstrate catchment inflows meet the stormwater quality objectives in Chapter Section 4 – Stormwater drainage and water sensitive urban design;

demonstrate the water quality requirement for the primary intent (Chapter Section 4 – Stormwater drainage and water sensitive urban design) are achieved.

Lake layout A preliminary layout within the site constraints is developed. The preliminary layout should consider:

soils and groundwater;

topography;

waterways and flood plains;

existing vegetation;

surrounding environment;

flora and fauna;

natural features such as significant trees, exiting aquatic environments (billabongs, wetlands, marine plants);



Section Contents

coastal management and erosion prone zones;

buffer distances; and

easements and service corridors.

Lake bathymetry A lake stage/storage/area curve is to be developed for City review, including allowance for lake batters.

Water balance modelling Water balance modelling is required to review the seasonal water level variation of the lake.

Algal management Details of algal management approach is provided, including:

trigger mechanisms for management (i.e. max 14 day residence time);

methods to remove/manage algal biomass within the lake water body before bloom concentrations occur.

Weed management Details of floating, riparian and terrestrial weed risk and management responses. This is a major maintenance item of the City for lake and proper consideration is required (i.e. access for weed harvesters etc.). Risk associate with upstream weed risk must be outlined in the report.

Hydraulic structures Design of inlets, outlets, maintenance drain and other hydraulic structures is provided.

Edge treatments Design of lake edges and batters including maintenance access for weed harvesting and desilting is provided.

Flood capacity The operation of the lake will have no adverse impact on flood capacity is demonstrated. This includes the capacity of upstream catchments contributing to the lake and regional flooding where lakes are located in floodplain areas.

Maintenance access The location of accesses for lake maintenance is clearly indicated.

Vector control A mosquito baseline survey/audit for all proposed lakes to establish the existing mosquito populations is completed prior to construction.

Bird management Lake designs are to consider actions that discourage the establishment of large waterbird populations.

Public safety risk assessment A risk management assessment of the lake and surrounds is undertaken to identify risks and establish measures to control the risks (as per AS/NZS 4360:2004 Risk Management). The detailed management, maintenance and operation plans required in the detailed design report would address the risks identified in this assessment.

Life cycle costing Life cycle costing of the lake and surrounds (life cycle of 25 years and 50 years) and comparison to similar non-lake recreational areas is provided.

Constructed lake landscape plan

An overall layout plan (A3 size plan minimum) detailing proposed:

lake area;

stormwater catchment area;

stormwater management devices and other water quality management practices;

maintenance access for weed harvesting and desilting;

location and size of recirculation management (i.e. recirculation wetlands);

road and lot layout;

setbacks and landscaping;

car parking;

footpath and cycleway network including connection onto existing or future paths;

proposed buffer to adjacent lots from both normal and maximum water levels (indicative); and

outfall details.

Typical lake cross section detailing:

natural surface levels;

proposed lake water levels (normal and during major storm events) and base levels;

groundwater levels;

edge treatments;



Section Contents

maintenance access for weed harvesting and desilting; and

nearby levels e.g. floors, roads, property boundaries.

Constructed lake recreation plan

How lake design provides enhanced landscape aesthetic and amenity for surrounding residents through the installation of improved passive recreation facilities such as paths, trails, viewing platforms, picnic and playground nodes is provided. Linkages between the lake and recreational master plans for the area are to be detailed e.g. pedestrian pathways, cycle pathways, public open space and structures, play equipment etc.

Constructed lake monitoring plan

The monitoring plan is to set out the testing schedule and frequency for monitoring lake health and documents the activities required to adaptively manage and maintain acceptable lake condition measured against primary design intent and derived water quality indicators in accordance with Queensland Water Quality Guidelines (DEHP).

Constructed lake management plan

The plan is to include all expected monitoring and maintenance activities associated with the constructed lake and associated infrastructure such as:

vegetation/weed management;

water quality;

algal management;

weeds (floating, riparian and terrestrial);

mosquitoes;

litter removal;

sediment/organic matter management and removal;

exotic fish;

bird management (discourage feeding);

inlet and outlet structures;

pumps;

landscape treatments; and

recirculation management approaches.

8.3.6 Constructed lake detailed design report – operational works

A constructed lake detailed design report is to be submitted as part of a development application for operational works that includes a constructed lake. This report is to be structured to include the following sections as set out in Table 8.5.

Table 8.5: Content required for the constructed lake detailed design report

Section Contents

Constructed lake detailed design report

This report provides for the required details of what is contained in the approved constructed lake concept design report.

At the operational works submission stage, the lake edge design is to be considered in an updated water balance, based on the final lake layout to confirm expected water level variations established from preliminary layouts.

A detailed constructed lake landscape plan showing landscape surface treatment plans, landscape details and specifications. This plan is to also include details of:

plant species;

location with respect to lake water level;

planting density and layout; and

planting methods.

This report should also include the following detailed plans:

constructed lake recreation plan;

constructed lake monitoring plan;

lake management plan; and

soil and groundwater management plan.

Construction drawings The OPW application is to be supported by full engineering and landscape drawings.



Section Contents

Constructed lake technical specification

The technical specification is to clearly set out the scope of the works, roles and responsibilities, certification and sign-off and construction hold points.

Soil erosion management plan A soil erosion and sediment control plan shall clearly identify measures to manage erosion and sediment control during construction and be guided by principles set out in this City Plan policy and Best Practice Erosion and Sediment Control (ICEA, 2008).

Acid sulfate management plan When an Acid sulfate management plan is deemed necessary under City Plan, it must clearly identify the risk of contamination to the environment and measures to manage the risk.

8.3.7 Wastewater disposal report

The minimum requirements for a wastewater disposal report are:

(1) Site plan showing dams, creeks, water courses and contours at 5m intervals;

(2) Areas of each block with proposed lot numbers. and property boundaries;

(3) Proposed use of the land to be developed;

(4) Soil survey, including permeability of soil by either a percolation test or textural classification of soil;

(5) Depth of ground water, if any encountered during testing;

(6) Estimated daily flows and site evaluation in accordance with AS1547 Onsite domestic wastewater management;

(7) Method of disposal, e.g. DSTP, split septic system or other;

(8) Calculations to justify nominated size of disposal area to suit system;

(9) Assessment of any additional nutrient loadings of the area caused by on-site waste water disposal; and

(10) Assessment against the relevant sections of the Plumbing and Drainage Act 2002.

8.4 Prior to commencement of any site works

Before site works can commence, the following written approvals from the City are to be obtained:

(1) approval of the engineering drawings/job specifications;

(2) approval of the Erosion and sediment control management plan (if required by the City);

(3) approval of the Vegetation management plan (if required by the City);

(4) landscape plans (if submitted and approved);

(5) acceptance of a construction program to minimise environmental impact and, in particular, environmentally-sensitive areas; and

(6) the requirements of ERA 63 (3) from the Department of Environment and Heritage Protection (DEHP) and, where necessary, responsibility for the submission in the name of the City of a development application for the required DEHP licence for the sewerage pump station and any system overflow points.

8.5 As-constructed requirements

8.5.1 Introduction

The as-constructed information will be used by the City to ensure the completed works satisfy the following:

(1) provide an accurate record of the as-constructed completed works for location, level and attribute information in accordance with the City’s requirements and specifications;

(2) ensure the finished product is in accordance with the approved engineering drawings and City standards and specifications; and

(3) ensure an inventory of contributed assets is handed to the City for asset recognition purposes.



8.5.2 General requirements

All reticulated infrastructure and stormwater drainage systems are to indicate the existing services to which the subdivision is connected.

The as-constructed plans are not to differ from the approved subdivision staging plans. The stage boundary is to include all auxiliary works built as part of the stage, or operationally required for the stage.

Within community title developments or private property, data for any changes in services traversing the property and the section of new services connecting into the existing services that are maintained by the City is provided.

Certification is provided that confirms the as-constructed information is accurate and a true and correct a record of the constructed works. The certification must be completed in accordance with the consulting engineer’s certificate and as-constructed certificate form in Appendix A or such other form subsequently approved by the City for this purpose and published on the City’s forms and applications website, which can be found on the following link: http://www.goldcoast.qld.gov.au/forms-applications.html.

8.5.3 As-constructed data standards and guidelines

The City has adopted a standard that incorporates the ‘Asset Design As Constructed’ (ADAC) specification as well as standards for asset types not currently included within the ADAC specification. The As Constructed Data Standard applies to the following infrastructure asset types:

(1) Roads;

(2) Drainage;

(3) Open space;

(4) Water;

(5) Sewerage;

(6) Cadastre (as a reference feature);

(7) Site improvements*; and

(8) Buildings*.

*Infrastructure asset types developed by Council and not included in the ADAC specification.

The City’s As Constructed Data Capture Guidelines provide information about the as constructed data requirements for each asset type that the City manages.

The requirements for the submission of As Constructed information is provided in the City of Gold Coast As Constructed Data Capture Guidelines.

8.5.3.1 Asset attribute requirements and submission format

The City's requirement for the type of file format to be provided for as constructed drawings is outlined in the City of Gold Coast As Constructed Data Capture Guidelines. The City’s As Constructed Data Capture Guidelines is available on the City’s AS constructed Data Standards and Guidelines website, which can be found on the following link: http://www.goldcoast.qld.gov.au/council/as-constructed-data-standards-guidelines-10637.html.

8.5.3.2 Coordinate datum

All coordinates are based on Geocentric Datum of Australia 1994 (GDA 94) projected to the Map Grid of Australia 1994 (MGA 94) Zone 56. All level data are reduced to the Australian Height Datum (AHD).

8.5.3.3 Survey control

All Permanent Survey Marks (PSMs) with MGA94 horizontal coordinates are submitted in accordance with Intergovernmental Committee of Surveying and Mapping’s (ICSM) documentation of Standard for the Australian Survey Control Network (SP1. All PSM are connected to the cadastral boundaries.

8.5.3.4 Survey control network

(1) Permanent Survey Marks (PSM) are placed within new subdivisions to provide good coverage over the extent of the survey.



(2) For subdivisions of less than ten (10) lots, at least two (2) PSMs are included.

(3) For subdivisions with greater than ten (10) lots, at least three (3) PSMs are included.

(4) For subdivisions with more than one (1) kilometre of measured survey boundary, at least three (3) PSMs are included.

8.5.3.5 Topographic detail

Survey finished surface levels with sufficient measurements are provided to ensure an accurate representation of the new topography and significant topographical features.

The information will consist of a 20m spot height grid of the subject site and include details of break lines and changes in grade.

In rural subdivisions, finished surface level information is required only in areas where earthworks have been undertaken.

As a minimum, collect finished surface levels at:

(a) all cadastral corners;

footpaths, pram ramps and driveway outlines;

10 metre x 10 metre grid intervals over all playing (sports) surfaces;

invert of kerb or edge of bitumen, and crown of the road;

top and bottom banks including along open drains;

top and bottom of retaining walls;

along overland flow paths in roadways, pathways and parks;

detention basin crest levels and spillway levels; and

ground levels.

8.5.3.6 Service location plan requirements

In some instances, the City may agree to approve plans of survey prior to completion of development obligations. As a condition of this approval, the applicant is to provide a Service Location Plan (SLP) describing the location of services and showing all easements contained within the subdivision, or such alternative requirements approved by the City.

Generally, for services located within the road reserve, only basic information is required for a SLP unless otherwise specified. When services are within easements in private property or open space, as-constructed data is to be compliant with the ADAC as-constructed data specification.

8.5.3.7 Sewerage reticulation system

Sewerage reticulation within easements in private property or open space is shown including the following:

(a) sewer line and access structures;

sewerage house connections;

and additional information describing:

(a) offsets from allotment boundaries to sewer house connection points; and

offsets from allotment boundaries to pipes and access structures.

Sewerage reticulation within the road reserve is shown including the following:

(a) built sewer reticulation with access structures and connections to existing services; and

show all invert levels and pipe grades.

8.5.3.8 Potable/recycled water reticulation system

Potable/recycled water reticulation within easements in private property or open space is shown including the following:

(a) compliant as-constructed data describing all potable/recycled water infrastructure; and



cross connections.

Potable/recycled water reticulation within the road reserve is shown including the following:

(a) potable/recycled water reticulation system schematic showing connections to existing services;

under-road pipe work with offset dimensions from the property boundary to pipe;

under-road water service conduits with offset dimensions from the back of kerb and channel to end of conduit;

offset dimensions from boundaries to end cap structures; and

cross connections.

8.5.3.9 Stormwater drainage system

In the case of stormwater drainage within easements in private property or open space, complete as constructed data is provided for:

(a) stormwater drainage line and access structures;

field inlet or property pit (inter-allotment drainage pit);

gully pits; and

WSUD structures.

with additional information describing:

(a) offsets from allotment boundaries for all inter-allotment drainage pits, manholes and end of pipes.

For stormwater drainage within the road reserve, the following are provided:

(a) the built stormwater drainage system showing pipeline, access structures and water sensitive urban design (WSUD) structures; and

all invert levels and pipe grades.

8.5.3.10 Cadastre

As-constructed data is to be compliant with the ADAC as-constructed data specification for cadastre.

8.5.3.11 Service location plan (SLP) certification

The SLP information is certified as accurate and a true and correct record of the constructed works, to date.

The certification must be completed in accordance with the Consulting engineer's certificate and Service location certification form in Appendix B or such other form subsequently approved by the City for this purpose and published on the City’s forms and applications website, which can be found on the following link: http://www.goldcoast.qld.gov.au/forms-applications.html.

A licensed surveyor with an appropriate QA standard is to endorse SLP information.

8.5.3.12 Bridge and major culvert structures

Provide as-constructed information to the City in accordance with the requirements of this City Plan policy.

Any changes to construction drawings, and the reasons for the changes, must be shown on as-constructed drawings and include the following reports or documents:

(1) The completion certificate from the consultant;

(2) 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;

(3) Geotechnical engineer’s report;

(4) Summary of concrete, pile and any other testing reports;

(5) Full set of as-constructed (detailed structural) drawings, with RPEQ certification; and

(6) Level 2 condition inspection report in accordance with the DTMR Bridge Inspection Manual.



9 Specifications

9.1 Application

This section outlines the standard specifications for the following works:

(1) clearing and grubbing;

(2) earthworks;

(3) foreshore seawalls and dune fencing;

(4) irrigation;

(5) play equipment and play nodes;

(6) roadworks and bridges;

(7) sports field construction;

(8) stormwater drainage; and

(9) underground service conduits.

9.2 General

Prior to any works commencing, the City is to be notified of the following:

(1) consultant’s representative;

(2) name of the contractor and its representative;

(3) pursuant to the Workplace Health and Safety Act 2011, the name of the principal contractor;



(4) confirmation that all relevant approvals have been obtained in accordance with the conditions of development;

(5) date of a prestart meeting to be arranged by the consultant in order that the City can indicate its inspection and certification requirements. Prestart meeting cannot be booked unless any applicable bonds have been paid (e.g. performance bond); and

(6) satisfactory public liability insurance is in place.

A project notice board is to be provided in a conspicuous location. This requirement may be waived by the City for small construction projects. The project notice board (1200mm x 900mm minimum) must clearly show the company name and contact phone number for the following:

(1) developer;

(2) consulting engineer;

(3) contractor; and

(4) City of Gold Coast – Contributed Assets (the City’s phone number is to appear).

9.2.1 Works by applicant

For works undertaken by, or on behalf of, the applicant of a development where ownership of the works will transfer to the City as a contributed asset, the following applies.

(1) Principal: This term has no contractual meaning.

(2) Superintendent: This term means as follows:

For any works undertaken by the City – Council acts as the Superintendent;

For any works undertaken by anyone else – a private engineer certifies and supervises the works. Council’s role in this instance is to audit the works before the asset is handed over to Council.

(3) Contractor: This term means the applicant. Unless noted otherwise, all directions are to the applicant.

9.3 Clearing and grubbing

9.3.1 Application

This section of the policy applies when clearing and grubbing the site of all vegetation, logs, stumps, boulders, roots, scrub, debris, dumped or foreign material and miscellaneous items is required.

9.3.2 Responsibilities

Provide clearing and grubbing works as documented prior to commencing earthworks.

9.3.3 Referenced documents

The following documents are referenced in this section of the policy:

AS1744 Forms of letters and numerals for road signs.

AS4373 Pruning of amenity trees.

AS4687 Temporary fencing and hoardings.

AS4970 Protection of trees on construction sites.

9.3.4 Interpretation

9.3.4.1 Abbreviations

DBH: Diameter at Breast Height (measured at 1.4m above ground level).

9.3.4.2 Definitions

(1) Environmental officer: City of Gold Coast appointed person authorised to determine specific environmental matters.



(2) Grubbing: The removal of vegetation below ground (including roots and stumps).

9.3.5 Inspections

Inspections are to comply with the following:

Notice: Give at least three (3) business days notice for inspection of the items listed in Table 9.1: Clearing and grubbing hold points.

ITP’s: Incorporate inspection requirements into the Inspection and Testing Plans.

Inspection frequency: in conformance with Table 9.1: Clearing and grubbing hold points.

Table 9.1: Clearing and grubbing hold points

Clause/subclause Items for inspection/confirmation Inspection frequency

Execution

General/extents Areas marked for protection and for clearing and grubbing.

Prior to commencing clearing and grubbing.

Vegetation protection/tree protection zones

Installed tree protection enclosures/marking. Prior to commencing clearing and grubbing.

Vegetation protection/pruning Trees to be pruned. Prior to pruning.

Completion/final trimming Surfaces after final trimming. Prior to commencing earthworks.

9.3.6 Program

Include the following activities within the construction program as applicable:

(1) prestart vegetation protection meeting;

(2) installation of tree protection measures; and

(3) clearing and grubbing.

9.3.7 Execution

9.3.7.1 Extents

Site extents: Prior to commencing clearing and grubbing works, set out and clearly mark on site areas to be protected and areas to be cleared and grubbed. This is a hold point.

Excluded areas: Do not drive plant or equipment or disturb in any way areas of the site not identified and marked for clearing or grubbing.

9.3.7.2 Tolerances

Surface finish: Grade, shape and finish surfaces on completion of clearing and grubbing to a horizontal tolerance of ± 0.5 metres and a vertical tolerance of ± 0.15 metres of the levels existing prior to clearing and grubbing.

9.3.8 Site and environmental management

Ensure that all necessary site, cultural and environmental management requirements, including the following, have been implemented prior to commencing works:

(1) vegetation and fauna protection;

(2) erosion and sedimentation control;

(3) air quality control;

(4) noise, dust and vibration control;

(5) cultural heritage provisions (Aboriginal and European);

(6) truck contamination precautions;

(7) temporary fencing; and



(8) protection of services and utility plant.

9.3.9 Fauna protection

9.3.9.1 Spotter-catcher

General: Where required by the superintendent, engage the services of a fauna spotter-catcher for all vegetation clearing and tree removal works.

Qualifications: Use only spotter-catchers that are recognised by Queensland Parks and Wildlife Services.

Contact: A list of recognised wildlife spotter-catchers is available from the Queensland Parks and Wildlife Services.

Staging: Perform clearing and grubbing works in stages to allow the progressive movement of fauna away from the development site.

Injured or sick animals: Notify the superintendent immediately if sick, injured or deceased animals are observed.

9.3.10 Vegetation protection

9.3.10.1 Meeting

General: Prior to commencing clearing and grubbing works, arrange a vegetation protection meeting onsite. The meeting is to be attended by the contractor, superintendent, environmental officer and any other party that has the potential to impact on the vegetation.

Objective: The objective of the vegetation protection meeting is to introduce the vegetation protection measures. The minimum required outcomes of this meeting are to:

(1) outline potential impacts on trees (refer to Table 9.2: Potential impact on trees);

(2) tag trees and plants identified for removal and/or retention;

(3) determine locations for temporary tree protection fencing;

(4) nominate trees and plants of significance, with special considerations;

(5) identify suitable sites for stockpiling, storage of plant and machinery and bulk material storage; and

(6) identify a suitable location for the access corridors, site office and other site facilities.

Table 9.2: Potential impact on trees

Activity Risk

Operation of plant and equipment

Mechanical injury to trees such as severance of structural roots by equipment can affect the structural integrity and general health (including disease through increased exposure to pathogens).

Driving or parking plant and equipment within exclusion zones

Soil compaction may occur causing mechanical damage to roots (bruising and splitting) and reducing the availability of essential resources (air, water and nutrients). Roots may die as a result which can affect structural integrity and general health.

Changes to soil profiles as part of operational works

Cutting and filling around trees may cause mechanical damage to roots and reduce the availability of essential resources. Cutting is generally associated with tearing and shearing of roots and drying out of surrounding soil while filling may compact soil or limit the permeation of essential resources to roots.

Stockpiling of spoil and other materials

Stockpiling near trees increases exposure to mechanical damage, compaction and soil contamination. Exposure to chemicals and leachate from building materials can affect the structural integrity and general health of trees.

Erection of structures Erecting the site office and staff facilities near trees increases exposure to mechanical damage, compaction and soil contamination (from project waste including chemicals, fuel, wash and other general waste).

9.3.10.2 Tree protection zones

General: Provide tree protection zones by either adopting tree protection enclosures, or by tagging individual trees to be protected and observing an exclusion zone.



Tree protection enclosure: Prior to commencing works, provide temporary enclosures in conformance with AS4970 – Protection of trees on construction sites placed at least 12 times the trunk DBH, away from the trunk or as directed by the superintendent. This is a hold point.

Enclosure type: Provide temporary fencing in accordance with AS4687 – Temporary fencing and hoardings, or an alternative enclosure to the satisfaction of the superintendent.

Tagging: Where tagging is adopted, observe an exclusion zone around each tagged tree of at least 12 times the trunk DBH, unless directed otherwise.

Restricted activities: The following activities must not occur within this zone unless prior approval has been received:

(1) erection of structures;

(2) removal or addition of topsoil;

(3) excavation and filling;

(4) compaction;

(5) changes to soil profiles;

(6) stockpiling of spoil;

(7) storage of other materials; and/or

(8) driving or parking of any vehicle or machinery.

9.3.10.2.1 Mulching

Spread a 100mm thick layer of well composed mulch to the entire tree protection zone(s) including around all trees to be retained. The mulch must have a pH similar to the soil to which it is applied, and must be free from weed and foreign matter.

9.3.10.2.2 Watering

Water trees as required by the superintendent, including where possible, thorough watering of tree protection zones immediately after cutting or filling adjacent to protection zones and when expected ambient temperature is greater than 35 degrees Celsius.

9.3.10.2.3 Signage

Signs are provided in prominent locations at all site entrances warning that tree protection zones are in place and remove on completion.

9.3.10.2.4 Trees to be retained

All trees and other vegetation not marked for removal are retained.

9.3.10.2.5 Trees and plants with special considerations

General: Advice in relation to trees and plants with special considerations will be provided at the vegetation protection meeting. The superintendent, in conjunction with the environmental officer, will determine a suitable outcome in relation to trees and plants requiring special considerations.

Requirements: The project arborist or a nominated representative is required to be in attendance to provide guidance for all works within 4m of trees requiring special consideration.

Licence: Where Type A restricted plants (as scheduled in the Queensland Nature Conservation Act 1992) require salvaging or transplanting, parties involved must be appropriately licensed.

Action: During initial excavation works, utilise hand methods or hydro-vacuum excavation methods, with guidance from the project arborist, such that root systems are preserved intact and undamaged. Where it is necessary to cut tree roots, use a means of cutting that will not unduly disturb the remaining root system.

9.3.10.2.6 Trunks and branches

Do not mark or damage tree bark (refer to AS4970 – Protection of trees on construction sites) and do not attach signs, stays or guys to trees.



9.3.10.2.7 Root zones

Tree roots: Do not cut tree roots without prior approval. Where it is necessary to cut tree roots, undertake the following:

(1) roots less than or equal to 50mm in diameter – use means of cutting that do not unduly disturb the remaining root system (e.g. using a clean sharp hand saw or a high pressure water jet).

(2) roots larger than 50mm in diameter – seek advice from the environmental officer.

Exposed roots: Cover exposed roots with a layer of jute matting, mulch or backfill and keep moist.

Work under trees: Do not remove or add topsoil to the area within the dripline of the trees.

Hand methods: Use hand methods to locate, expose and cleanly remove the roots on the line of excavation. If it is necessary to excavate within the drip line, use hand methods such that root systems are preserved intact and undamaged.

Low impact excavation methods: Prior to clearing and grubbing adjacent to trees, utilise high pressure water cutting methods to cleanly cut tree roots along the limit of works to a minimum depth of 1m, including around tree protection fences and within 4m of trees to be retained. Should it be necessary to excavate within tree exclusion zones, seek approval from the superintendent. If approved, utilise hand methods or vacuum excavation methods such that root systems are preserved intact and undamaged.

Backfill: Seek advice from the environmental officer when backfilling around trees. When backfilling around tree roots, use a sterile soil mixture that:

(1) is free from weeds;

(2) has a high sand content; and

(3) has a pH value similar to the surrounding soils.

9.3.10.2.8 Pruning

General: Where retained trees require pruning for safety reasons or to allow the works to proceed, seek advice from the environmental officer before commencing pruning.

Advice: Notify the superintendent before commencing pruning. This is a hold point.

Pruning requirements: All pruning is to be performed by a qualified arborist in conformance with AS4373 – Pruning of amenity trees, and where a habitat tree is concerned, under the guidance of a recognised fauna spotter-catcher and the environmental officer. Carry out all required works in a safe and progressive manner.

9.3.10.2.9 Damage

Rehabilitation: In the event of damage occurring to vegetation, landforms or fauna habitat, immediately rehabilitate the damage in consultation with the environmental officer.

9.3.11 Clearing

Requirements: Minimise the extent of clearing and restrict clearing to be within the site of works extents and limited to areas that will be occupied by:

(1) temporary works;

(2) the completed works;

(3) erosion and sedimentation control measures; and/or

(4) stockpile sites and borrow areas.

Permits: Make sure all statutory vegetation approvals and permits have been obtained, are current and available onsite for inspection.

Planning and programming: Where possible, carry out clearing progressively to minimise the area of disturbed land at any one time.

Protection: Where there is potential for trees to cause damage to persons or property during felling, engage qualified tree felling personnel to ensure that trees are felled safely and do not cause damage.



9.3.11.1 Marking

General: Clearly mark on site the extent of areas and items to be cleared and grubbed prior to commencing works.

Setout: Mark clearance areas by measurement off property boundaries, off site features or site survey as required.

Minor miscellaneous items: Clearly mark items to be cleared.

9.3.11.2 Extent of clearing

Requirement: Clear vegetation (including trees, shrubs and weeds) and minor miscellaneous items such as:

(1) minor structures not specifically itemised for demolition;

(2) concrete slabs;

(3) fences and barriers;

(4) redundant kerb and gutter, bitumen surfacing, footpaths and driveways; and

(5) rubbish, rubble and any other foreign material located within the area to be cleared.

Tree protection zones: Do not clear areas designated as tree protection zones.

Trees outside limits of work: Plan all operations to ensure that there is no damage to any trees outside the limits of clearing specified or approved.

Natural landscape features: Protect against disturbance any natural rock outcrops, natural vegetation, soil and water courses outside the limits of clearing.

9.3.12 Grubbing

9.3.12.1 Extent of grubbing

Requirement: Grub stumps and roots remaining from cleared vegetation.

Depth of grubbing: Carry out grubbing operations to a depth of 0.5m below the natural surface or 1.5m below the finished surface level, whichever is the lower.

9.3.12.2 Backfilling and compaction

Backfill holes: Immediately after grubbing, backfill holes or depressions resulting from grubbing works.

Managing water: Do not allow holes to fill with water. Provide temporary cut off drains to divert surface water if necessary.

Backfill materials: Selected soil or imported material similar in nature to the adjacent ground and that will allow compaction to the density of the adjacent in situ material. Maintain the moisture content at 85 – 115 per cent of the optimum moisture content.

Compaction: Compact the backfill material in layers not exceeding 200mm uncompacted thickness, to the density of the existing material in the adjacent ground.

9.3.13 Completion

9.3.13.1 Final trimming

Trim all cleared and grubbed surfaces on completion to provide a uniform surface that conforms to the documented tolerances. This is a hold point.

9.3.13.2 Reuse

General: Stockpile mulch produced from cleared vegetation for later use or as sediment/erosion control along batters and in other exposed areas.

Benefit: Seed that is viable at the time of vegetation removal and potentially beneficial to the local ecosystem should remain at the site.

Exception: Where cleared vegetation consists of large proportion of introduced species or species listed under the Land Protection (Pest and Stock Route Management) Act 2002, dispose of as below.



9.3.13.3 Disposal

Remove all cleared and grubbed material offsite and reuse for other purposes or dispose of to an appropriately licensed facility.

9.4 Earthworks

9.4.1 Application

This section of the policy applies to earthworks construction for the provision of conventional municipal infrastructure (excluding roads and car parks). It specifies requirements for topsoil stripping, excavation, filling, grading, compaction, topsoiling, supply and delivery of materials and disposal of spoil.



AS1289 Methods of testing soils for engineering purposes.

AS1289.5.1.1 Soil compaction and density tests - determination of dry density/moisture content relation of a soil using standard compactive effort.

AS1289.5.2.1 Soil compaction and density tests - determination of the dry density/moisture content relation of a soil using modified compactive effort.

AS1289.5.4.1 Soil compaction and density tests - compaction control test - Dry density ratio, moisture variation and moisture ratio.

AS1289.5.6.1 Soil compaction and density tests – compaction control test – density index method for a cohesionless material.

AS1289.5.7.1 Soil compaction and density tests – compaction control test – Hilf density ratio and Hilf moisture variation (rapid method).

AS1348 Glossary of terms – roads and traffic engineering.

AS1726 Geotechnical site investigations.

AS2187 Explosives – storage, transport and use.

AS2187.1 Storage.

AS2187.2 Use of explosives.

AS2870 Residential slabs and footings.

AS3705 Geotextiles – identification, marking, and general data.

AS3706.1 Geotextiles – methods of test – general requirements, sampling, conditioning, basic physical properties and statistical analysis.

AS3725 Design for installation of buried concrete pipes.

AS3798 Guidelines on earthworks for commercial and residential developments.

AS4419 Soils for landscaping and garden use.

AS4678 Earth-retaining structures.

AS4970 Protection of trees on development sites.

AS/NZS2566.1 Buried flexible pipelines – Part 1: Structural design.

AS/NZS2566.2 Buried flexible pipelines – Part 2: Installation.



(1) ASSMP: Acid Sulfate Soils Management Plan.

(2) CBR: California Bearing Ratio.

(3) GITA: Geotechnical inspection and testing authority.



(4) GTA: Geotechnical testing authority.

(5) ITP: Inspection and testing plans.

(6) NATA: National Association of Testing Authorities.

(7) QASSIT: Queensland Acid Sulfate Soils Investigation Team.

9.4.3.2 Definitions

(8) Description/classification of soils: In conformance with the definition given in AS1726 – Geotechnical site investigations.

(9) Site classification: In conformance with the definition given in BCA 3.2.4 – Acceptable construction – Site classification.

(10) Bad ground: Ground unsuitable for the purposes of the works, including fill liable to subsidence, ground containing cavities, faults or fissures, ground contaminated by harmful substances and ground which is or becomes soft, wet or unstable.

(11) Base: One or more layers of material usually constituting the uppermost structural element of a pavement and on which the surfacing may be placed, which may be composed of fine crushed rock, natural gravel, broken stone, stabilised material, asphalt or portland cement concrete.

(12) Deterioration: A noticeable change in the physical characteristics of a component of the works from the original condition at the start of the works (or when first constructed/installed) that may render it unsuitable for the purpose intended or may result in failure of required testing/retesting.

(1) Discrepancy: A difference between contract information about the site and conditions encountered on the site, including but not limited to discrepancies concerning the following.

(a) the nature or quantity of the material to be excavated or placed;

(b) existing site levels; and/or

(c) services or other obstructions beneath the site surface.

(2) Proof roll: Has the same meaning as test roll as described in AS3798 – Guidelines on earthworks for commercial and residential developments Clause 5.5.

(3) Rock: In conformance with the definition given in the Department of Transport and Main Roads specification MRTS04 – General Earthworks (01/2013) Clauses 3.3.2 and 3.3.3 as applicable.

(4) Site topsoil: Soil excavated from the site which contains organic matter, supports plant life, conforms generally to the fine to medium texture classification to AS4419 – Soils for landscaping and garden use (loam, silt, clay loam).

(5) Sub-base: The material laid on the subgrade below the base either for the purpose of making up additional pavement thickness required, to prevent intrusion of the subgrade into the base, or to provide a working platform.

(6) Sub-grade: The trimmed or prepared portion of the formation on which the pavement or slab is constructed. Generally taken to relate to the upper line of the formation.

(7) Zone of influence: A foundation zone bounded by planes extending downward and outward from the bottom edge of a footing, slab or pavement and defining the extent of foundation material having influence on the stability or support of the footings, slab or pavement.

9.4.4 Inspections

Inspections are to comply with the following:

Notice: Give at least three (3) business days 48 hours’ notice for inspection of the items listed in Table 9.3: Earthworks hold points.

ITPs: Incorporate inspection requirements into the Inspection and Testing Plans.

Inspection frequency: Inspection frequency is to be in conformance with Table 9.3: Earthworks hold points.



Table 9.3: Earthworks hold points

Clause/subclause Items for inspection Minimum notice required

Execution

Topsoil removal/removal Areas marked on site prior to topsoil stripping Three (3) business days

Removal of topsoil/topsoil stripping

Areas stripped of topsoil prior to excavation Three (3) business days

Excavation/general Excavation completed to documented set out and levels prior to covering

Three (3) business days

Excavation/general Unsuitable material prior to removal Three (3) business days

Placing fill/completion Fill surfaces completed to documented set-out and levels prior to covering


Placing topsoil/finishing Topsoiling completed prior to placing of soft surfaces Three (3) business days

Testing/site acceptance testing

Proof roll of subgrade or subgrade replacement prior to covering


Testing/test results Representation of subgrade or founding surface following failed inspection or testing


9.4.5 Submissions

Requirement: Make submissions as listed in Table 9.4: Summary of submissions.

Default allowance for review: Unless noted otherwise, make allowance in the construction program of three (3) business days for review of submissions.

Table 9.4: Summary of submissions

Subsection/clause/subclause Items for submission Required submission timing

General

Certification/design certification Earthworks design certification At least five (5) business days prior to commencing earthworks

Materials

Topsoil/general Re-used topsoil testing report At least five (5) business days prior to placing topsoil

Execution

General/extent of works, lines and levels

Confirmation of the accuracy of existing surface level information

Prior to the date of issue of the letter of acceptance

Geotechnical/geotechnical site investigation

Geotechnical site investigation reports

Prior to commencing works that are the subject of the report

Geotechnical/inspection and testing Level 1 and/or Level 2 certification reports

Within five (5) business days of site testing

Geotechnical/construction records Geotechnical site visit record and daily geotechnical reports

Within one (1) business day of request

Excavation/borrow material Details of borrowing operations Within ten (10) business days of the proposed date of commencing borrowing

Explosives/execution and monitoring Details of proposed blasting locations and methods

At least five (5) business days prior to commencing blasting works

Testing/test results Site testing test results Prior to concealment or modifications to the areas tested

Testing/material properties testing Certification or test results Prior to placing tested materials




confirming compliance of materials

9.4.6 Program

Include the following activities within the construction program as applicable:

(1) groundwater control and disposal of surplus water;

(2) excavation by methods and stages;

(3) creation of stockpiles and borrow pits; and/or

(4) placing and compaction by methods and stages.

9.4.7 Certification

Submit RPEQ design certification for all proposed earthworks and temporary supports, including where applicable, supports for adjacent structures.

9.4.8 Testing

Testing authority: Use registered testing authorities NATA accredited to undertake all testing.

Audit testing: If deemed necessary, the superintendent may undertake random audit testing by City's NATA Accredited Construction Materials Testing Laboratory, and/or a registered third party testing authority.

9.4.9 Materials

9.4.9.1 Fill material

9.4.9.1.1 Suitable material

Use suitable material as described in AS3798 – Guidelines on earthworks for commercial and residential developments clause 4.4 including inorganic, non-perishable material suitably graded and capable of compaction to the documented density.

9.4.9.1.2 Unsuitable materials

Do not use unsuitable material for fill in conformance with AS3798 – Guidelines on earthworks for commercial and residential developments clause 4.3 and the following:

(1) Organic soils, including materials from swamps, marshes or bogs, or containing peat, logs, stumps and perishable material.

(2) Materials susceptible to spontaneous combustion.

(3) Materials contaminated through past site usage or containing noxious weeds and other matter which may adversely affect the local environment, except where these are treated in an appropriate manner.

(4) Materials that contain substances that can be dissolved or leached out, or which undergo volume change or loss of strength when disturbed and exposed to moisture, unless conforming to the requirements of reuse of excavated material.

(5) Silts or silt-like materials, unless conforming to the requirements of reuse of excavated material.

(6) Materials containing wood, metal, plastic, boulders or other deleterious material.

(7) Building rubble including concrete, asphalt and other materials except where broken down or otherwise treated and proved to be suitable for use.

(8) Abandoned public utility plant and any associated material.

(9) Material which is not capable of being compacted in accordance with the contract.

(10) Material forming the foundation for a structure which has an allowable bearing pressure less than that nominated.

(11) Material forming the foundation for an embankment which has an insitu CBR less than 3.



(12) Material with a sulphur content exceeding 0.5 per cent within 500 millimetre of cement bound elements (for example concrete structures or masonry) unless such elements are protected by impermeable membranes or equivalent means.

9.4.9.2 Site excavated and/or imported fill material

General: When using suitable material excavated from site, or imported material:

(1) the maximum allowable stone size in the top 300mm layer of the formation is 75mm ;

(2) the maximum allowable stone size below the top 300mm of the formation is 2/3 of the allowable layer thickness (layer thickness in conformance with MRTS04 – General Earthworks Table 15.3-A Layer Thickness for Compaction); and

(3) use the best material available to form the upper 500mm of fill embankments.

Certification: Submit compliance test results or certificates for all imported fill material prior to delivering material to site.

9.4.9.3 Geotextile filter fabric

Material: Supply filter fabric that conforms to AS/NZS 2566.2 – Buried flexible pipelines – Part 2 Installation Appendix J.

Identification and marking: Identification and marking is to conform to AS 3705 – Geotextiles – identification, marking and general data.

9.4.9.4 Filter aggregate

Material: Use filter material that conforms to the following:

(1) clean, graded, hard and durable stone or river gravel;

(2) nominal particle sizes between 10 and 50mm;

(3) maximum particle dimension < 50mm; and

(4) minimum particle dimension < 5% by mass passing the 9.5mm AS sieve.

9.4.10 Topsoil

9.4.10.1 Reuse site topsoil

Reused site topsoil: If reusing site topsoil, make sure all foreign material and impurities including the following are removed prior to stockpiling:

(1) stones > 25mm diameter;

(2) clay lumps > 75mm diameter;

(3) weeds and tree roots;

(4) sticks, rubbish and deleterious material; and

(5) material toxic to plants.

Reused site topsoil testing: If directed, submit samples of the topsoil proposed for reuse to an approved soils laboratory to determine requirements for topsoil improvement prior to reuse. Submit a copy of the soil testing report received from the soils laboratory.

Soil type: Adopt soil type classification as specified in Table 9.5: Topsoil type.

Table 9.5: Topsoil type

Soil type Application

Type A Quality turf areas, playing fields and footpaths

Type B Secondary grassed areas or roadside verges

9.4.10.2 Imported topsoil

If imported, supply topsoil that is free of material toxic to plant growth, weeds, seeds and roots, and has the properties specified in Table 9.6: Topsoil properties.



Table 9.6: Topsoil properties

Property Properties/limits

Texture Light – medium friable (i.e. capable of being handled when moist, but lacking cohesion so that it will fall apart easily when dry) sandy loam textured.

Organic matter by mass (minimum) 2%

Chloride content (maximum) 500 mg/kg

Electrical resistivity of a 1 in 5 soil/water mixture (maximum)

1 mS/cm

pH (minimum)

5.5

pH (maximum) 6.5

Linear shrinkage (maximum) 3% – Soil Type A

5% – Soil Type B

9.4.10.3 Particle size distribution

Topsoil must conform to the requirements of the particle size distribution Table 9.7: Particle size distribution.

Table 9.7: Particle size distribution

Australian Standard

Sieve Size (mm)

Percentage Passing by Mass

Soil Type A Soil Type B

2.36 100 100

1.18 90 - 100 90 - 100

0.600 70 - 100 70 - 100

0.300 30 - 85 30 - 95

0.150 16 - 40 16 - 60

0.075 - 30 - 45

9.4.11 Execution

9.4.11.1 Ownership of excavated material

By principal: Unless noted otherwise, the principal retains ownership of all material that is excavated from the site and is required for use on the site.

By contractor: Unless noted otherwise, ownership of all surplus material excavated from the site reverts to the contractor.

9.4.11.2 Extent of works, lines and levels

Accuracy of existing surface levels: submit either:

(1) confirmation that the documented existing surface level information is of sufficient accuracy; or

(2) notification of disagreement regarding existing surface level information shown on the drawings, complete with details fully describing the disputed data.

Failure to confirm or notify: In the event that such confirmation or notification of disagreement is not received by the principal by the date of issue of the letter of acceptance, the existing surface level information contained on the drawings will be deemed accurate and final and not subject to negotiation or variation.

Finished lines and levels: Unless shown otherwise, finished lines and levels are the finished design geometry and include finished surface treatments such as topsoil, paving and surfacing.



9.4.11.3 Construction access

Provide all necessary access roads or ground improvement works suitable for use by construction plant during construction of the works.

9.4.11.4 Survey and setting out

Requirement: Prior to commencing earthworks, establish offset pegs clear of the earthworks. Set and maintain as many pegs as are necessary for adequate survey of earthworks.

Verification: Carry out verification observations and measurements to show compliance of the works required and completion, as directed by the Superintendent.

Reinstatement of survey pegs: Engage a registered surveyor to reinstate all survey pegs or marks that were in place at the time of possession of site on areas not to be cleared, excavated or covered by embankments and which are disturbed, displaced, damaged, or covered over prior to the commencement of the defects liability period.

9.4.11.5 Tolerances

Finish: Finish the surface to the required level, grade and shape within the following tolerances:

(1) Trench foundations, under concrete slabs and load bearing elements: + 0, - 25mm.

(2) Pavement subgrades: Conform to MRTS04 – General Earthworks, Clause 6 - Geometrics. In addition, the subgrade crossfall is to be within 0.5% absolute of the documented crossfalls.

(3) Batters: No steeper than those shown on the drawings. Ensure batters do not impact on boundaries or required clearances to buildings, pavements or landscaping.

(4) Other ground surfaces: ± 100mm, provided the area remains free draining and matches adjacent construction where required. Provide smoothness as normally produced by a scraper blade.

9.4.11.6 Site protection

Site surfaces: Be responsible for maintaining the integrity of all site surfaces including excavations and embankments constructed under the contract until expiry of the defects liability period. Provide support and protection as required.

Erosion and sedimentation control: Install and maintain effective erosion and sedimentation control measures throughout the construction period.

Temporary drainage: Make adequate provisions for temporary drainage to ensure that ponding, flooding, erosion or siltation of the site or areas external to the site does not result from earthworks. Do not impact on drainage paths or volumes into or out of the site.

Damage: Be responsible for repairing/reinstating all site damage or deterioration that occurs until expiry of the defects liability period.

9.4.12 Geotechnical

9.4.12.1 Geotechnical site investigation

Make sure adequate geotechnical site investigation and reporting has been undertaken to allow all design and construction works forming part of the contract. If required, undertake additional geotechnical investigation and testing and submit one copy of all geotechnical investigation reports.

9.4.12.2 Acid sulfate soils and acidic groundwater

Incorporate the requirements of MRTS04 – General Earthworks, Clause 10 – General Earthworks applicable to acid sulfate soils into the Acid Sulfate Soils Management Plan.

ASSMP: Implement the approved Acid Sulfate Soils Management Plan.

9.4.12.3 As found site conditions

If the following are encountered, give notice immediately and obtain instructions before carrying out any further work in the affected area:

(1) bad ground;

(2) discrepancies;



(3) rock;

(4) springs, seepages; and/or

(5) topsoil > 100 mmmillimetres deep.

9.4.12.4 Inspection and testing

Provide geotechnical inspection and testing as documented. Conform to the following:

(1) Level 1 GITA: To AS3798 – Guidelines on earthworks for commercial and residential developments Clause 8.2.

(2) Level 2 GTA: To AS3798 – Guidelines on earthworks for commercial and residential developments Clause 8.3.

(3) Reporting: Submit Level 1 and/or Level 2 certification reports.

9.4.12.5 Construction records

Submit the following to AS3798 – Guidelines on earthworks for commercial and residential developments Clause 3.4 and Appendix B:

(1) geotechnical site visit record; and

(2) earthworks summary report or daily geotechnical reports.

9.4.13 Topsoil removal

9.4.13.1 Removal

Marking: Prior to commencing topsoil removal, set out and clearly mark on site all areas to be stripped of topsoil. This is a hold point.

Stripping: Prior to commencing excavation, remove topsoil from all areas of the site that are required to be excavated (including borrow areas), filled or have works constructed on. This is a hold point.

9.4.13.2 Handling/stockpiling

Stockpile site topsoil intended for reuse and imported topsoil where necessary.

Stockpile heights: Establish stockpiles to maximum height of 1.5 m.

Stockpile embankment slope: maximum embankment slope of 1V:2H.

Marking: Install marking to identify stockpiles of different soil types.

Vegetation: Do not burn off or remove plant growth which may occur during storage.

Protection: Provide measures to protect topsoil stockpiles as follows:

(1) protection from water and wind erosion;

(2) protection from traffic;

(3) if a stockpile is to remain in place for more than 4 weeks, sow with temporary grass; and/or

(4) protect the topsoil stockpiles from contamination by other excavated material, weeds and building debris.

Removal: Remove topsoil that is unsuitable for reuse from the site as detailed in AS3798 – Guidelines on earthworks for commercial and residential developments Clause 6.1.8.

9.4.14 Excavation

Extent: Excavate in all materials complete to the documented set-out levels and tolerances. This is a hold point.

Unsuitable material: Give notice prior to removing unsuitable material below documented subgrade or founding levels. This is a hold point.

Foreign material: Remove foreign material such as abandoned services, structures, rubble and other foreign material encountered.



Foundations: Confirm that the subgrade material at foundation locations meets or exceeds the design bearing capacity.

Boxing dimensions: Unless specified otherwise, the documented pavement boxing dimensions are minimum requirements based on assumed subgrade characteristics. If necessary after subgrade testing and design confirmation, give notice and increase pavement boxing dimensions to suit the actual ground conditions.

Trench dimensions: Unless documented otherwise, excavate trenches to dimensions in conformance with AS/NZS3725 – Design for installation of buried concrete pipes for rigid pipes and/or AS/NZS2566.2 – Buried flexible pipelines – Part 2: Installation for flexible pipes.

Soil properties: Continuously test to confirm that the insitu soil in contact with the embedment zone has strength properties consistent with or better than those documented. If soil properties are found to be worse than documented, give notice.

Unsuitable founding material: If directed, remove and dispose of inadequate founding material in conformance with the Earthworks specification. Replace the unsuitable material with selected fill compacted in conformance with the Compaction table.

9.4.14.1 Tree protection

Conform to AS4970 – Protection of trees on development sites.

9.4.14.2 Drainage structures other than pipes

Excavation: Provide clear width between the structure wall and the face of the excavation as the greater of the following:

(1) 300mm; or

(2) 1/3 of the excavation face height.

9.4.14.3 Borrow material

Requirement: Only borrow or import fill material in the event that there is a shortfall of suitable material from necessary excavations on site. If required and approved, excavate material from designated borrow areas for use on the site.

Submission: Submit the following information for approval:

(1) the proposed extent of borrowing, including the affected plan areas and depths;

(2) details of sedimentation and erosion control and proposals for managing surface water;

(3) details of restoration works to the borrow area; and

(4) details showing the final arrangement of the borrow area, including finished levels and grades.

Location: Be responsible for ensuring that borrowing operations do not affect the stability of areas or infrastructure adjacent to the borrow area. Do not borrow from locations within 3.0m from any fence line, boundary, edge of excavation or embankment.

Stockpiles: If stockpiling excavated material for reuse on site, segregate suitable material and stockpile separately. Limit stockpile heights to 1.5 m. Do not stockpile excavated material in a way that would impact on vegetation, structures, fences, natural drainage paths or cause nuisance in any way to adjacent properties.

Erosion protection and drainage: Provide erosion protection to borrow areas and stockpiles. Make sure the area remains free draining and that normal drainage paths are maintained.

Completion: On completion of borrowing operations, rehabilitate and finish the area as documented. As a minimum requirement, grade abrupt changes of slope, reinstate topsoil and apply and maintain hydroseeded grassing.

Where depth of filling exceeds 5m, a special geotechnical report prepared by a suitably qualified Geotechnical Engineer, is to be provided addressing long term settlement and differential settlement potential. The report is to include, but not limited to:

(1) provide detail on fill amounts, levels and fill areas for each individual lot being created;



(2) recommended types of footing systems that could be used for each lot and footing systems that should not be used for each lot; and

(3) any further site specific geotechnical investigations recommended to be undertaken prior to building construction.

9.4.14.4 Rock excavation

Classification: If necessary for the purpose of demonstrating the existence of rock as defined herein, provide the excavator and bucket at no additional cost. The superintendent shall have the right to nominate an operator for the machine.

Alternative definition: In the event of disagreement with any decision made by the superintendent in accordance with the rock definition, rock shall be defined as material geologically in place of a hardness when first exposed of three or greater in the Mohr scale of material hardness. Test material to determine classification as rock (by the Mohr scale) using an approved laboratory.

Rock batters: In rock excavations the specified batter means the average rate of batter of the face of the excavation which, unless specified otherwise, need not be accurately trimmed. Remove all rock that projects beyond the vertical line through the toe of the batter.

Safety: Remove rock or material disturbed by earthwork operations that is unsafe in the superintendent’s opinion.

9.4.14.5 Obstructions

Clear trenches of sharp projections and cut back any roots encountered in trenches to at least 600mm clear of services. Remove other obstructions including stumps and boulders which may interfere with services or bedding.

9.4.14.6 Existing footings

Requirement: If excavation is required within the zone of influence of the foundation of an existing structure, use methods including (temporary) shoring or underpinning which maintain the support of the structure.

9.4.14.7 Disposal of excess excavated material

General: Remove excess excavated material from site not required or unsuitable for fill.

Standard: To AS3798 – Guidelines on earthworks for commercial and residential developments Clause 6.1.8.

9.4.15 Explosives

Application: The use of explosives will only be considered where excavation and rock breaking using conventional equipment is ineffective.

Approval: If blasting is necessary, obtain approval from the superintendent prior to commencing with making arrangements.

Qualifications: Use only personnel or subcontractors that are suitably qualified and experienced in all aspects of blasting design and execution.

Allowable times: Blasting may be constrained to certain times during the day. Comply with requirements as directed.

Obtain permits: In the event that blasting is not permitted, be prepared to adopt alternative less disruptive rock breaking techniques such as chemical cracking, CARDOX gas and the like.

Obtain permits: Prior to commencing blasting operations, make application for and obtain all required blasting permits in conformance with statutory requirements.

Permit conditions: comply with all approval and permit conditions.

Statutory requirements: Handle, store and use explosives in conformance with the requirements of all state and local authority laws and bylaws, AS2187 – Explosives – storage, transport and use and the SAA Explosives Code.

Dilapidation survey: Determine the required survey extents and undertake dilapidation surveys of all structures within the survey area.



9.4.15.1 Execution and monitoring

Notice: Give at least three (3) business days notice to the superintendent prior to undertaking blasting and submit full details of the proposed locations and methods.

Signage and barricades: Install all necessary signage and barricades around the blasting area to warn people of blasting operations and to restrict access to the areas.

Protection: Provide screens, barriers, mats and/or other protective devices as required to satisfactorily limit the effects of blasting.

Warnings: Do not blast until the required warnings have been sounded immediately prior to the blast and all persons within the radius of danger removed. The warning device shall give an audible warning clearly different from any other sound normally heard on the site.

Monitoring: Use a vibograph or similar instrument to monitor and record the effects of all blasts, including trial blasts if required.

Trial blasting: If directed, carry out, monitor and record the effects of trial blasting to confirm the adequacy of the blast design or required changes to the blast design.

Results: Submit the measured results to the superintendent prior to commencing work on subsequent blasts.

Non-conformance: If measurements indicate that the actual blasting intensity does not conform to specified requirements, reduce the blasting intensity as required to ensure that subsequent blasts conform to the specified requirements.

Damages: Be responsible for any and all damages, loss or injury caused directly or indirectly by blasting and/or related activities.

Installation: Install all explosives on the day of the blast. Do not leave installed explosives overnight.

Displaced material: Make sure blasting operations do not displace material outside of the limits of excavation shown on the drawings.

Disturbance to surrounding ground: If blasting disturbs the ground surrounding the intended zone of excavation to an extent that may in the opinion of the superintendent be detrimental to the works or surrounding areas, stabilise or remove and replace material as necessary to ensure stability.

9.4.16 Subgrades affected by moisture

9.4.16.1 Subgrade improvement

If the subgrade is unable to support construction equipment, or it is not possible to compact the overlying pavement only because of a high moisture content, or it does not pass the proof roll test, perform one or more of the following:

(1) allow the subgrade to dry until it will support equipment and allow compaction;

(2) scarify the subgrade to a depth of 300mm, work as necessary to accelerate drying, and recompact when the moisture content is satisfactory; or

(3) excavate the unsuitable material, remove to spoil, and backfill and compact excavated areas with selected or imported material.

9.4.17 Bearing surfaces

9.4.17.1 Preparation

General: Provide even plane bearing surfaces for load-bearing elements including footings. Step to accommodate level changes. Make the steps to the appropriate courses if supporting masonry.

Grades: Grade finished road subgrade profiles evenly to the levels and profiles on the drawings.

9.4.17.2 Deterioration

If the bearing surface deteriorates because of water or other cause, excavate further to a sound surface before placing the load-bearing element.



9.4.18 Supporting excavations

Requirements: Provide shoring, sheet piling, stabilisation or other temporary support of excavations necessary to conform to statutory requirements.

9.4.18.1 Removal of supports

Remove temporary supports progressively as backfilling proceeds.

9.4.18.2 Voids

Guard against the formation of voids outside sheeting or sheet piling, if used. Fill and compact voids to a dry density similar to that of the surrounding material.

9.4.19 Adjacent structures

9.4.19.1 Protection of structures

General: Take proper precautions to ensure that the method of operation in embankment and/or excavation does not cause movement of or undue strain in any structure.

Zone of influence: Determine the applicable zones of influence as part of the geotechnical investigation and testing. Within the zone of influence of footings, beams, or other structural elements, backfill with concrete of strength at least equal to the structural element, minimum 15 MPa. Ensure that remedial concrete does not create differential bearing conditions.

Embankments: Place and compact only imported or selected materials complying with the specification for filling over and/or around structures.

9.4.19.2 Temporary supports

Provide lateral or vertical supports to adjacent structures where necessary, sufficient to prevent damage arising from the works.

9.4.19.3 Permanent supports

If permanent supports for adjacent structures are necessary and are not described, give notice and obtain instructions.

9.4.19.4 Encroachments

If encroachments from adjacent structures are encountered and are not shown on the drawings, give notice to the City and obtain instructions.

9.4.20 Rock bolting

Requirement: If required, provide proprietary high strength steel bars or tubes anchored into holes drilled in the rock and tensioned against plates bearing on the rock face to provide temporary or permanent support for the rock face. Schedule the installation to conform to systematic bolting or calculated relief, as documented.

Standard: Rock bolting is to conform to AS4678 – Earth retaining structures.

9.4.20.1 Protection

Protect permanent rock bolts by grouting the drilled hole with cement grout after tensioning the rock bolt. Protect the bearing plate and the exposed portion of rock bolt and anchorage with a protective coating or by embedment in concrete.

9.4.21 Preparation for filling

9.4.21.1 Preparation

Foundation preparation: is to comply with AS3798 – Guidelines on earthworks for commercial and residential developments Clause 6.1.7.

Stripping: Prepare the ground surface before placing fill (including topsoil fill), ground slabs or load bearing elements to AS3798 – Guidelines on earthworks for commercial and residential developments Clause 6.1.5. Remove materials which will inhibit or prevent satisfactory placement of fill layers.



Slope preparation: If fill is placed on a surface which slopes steeper than 4H:1V, bench the surface to form a key for the fill. As each layer of fill is placed, cut the existing ground surface progressively to form a series of horizontal steps >1m in width and > 300mm deep. Recompact the excavated material as part of the filling. Shape to provide free drainage.

Under earth mounds: Cultivate the ground to a depth of 200mm before mound formation.

Under slabs, paving and embankments: Compact the ground to achieve the densities specified in Table 9.8: Compaction table. If necessary loosen the ground to a depth of > 300mm and adjust the moisture content before compaction to a density consistent with subsequent filling.

Under garden areas: Cultivate the subgrade to a depth of 300mm before placing imported topsoil.

Under turf areas: Cultivate the subgrade to a depth of 100mm before placing imported topsoil.

Rock ledges: Remove overhanging rock ledges.

9.4.21.2 Compaction

General: Compact the ground exposed after stripping or excavation to the minimum relative compaction in AS3798 – Guidelines on earthworks for commercial and residential developments Section 5 and Table 9.8: Compaction table.

Compaction by scarify method: Loosen exposed excavation by scarifying to a minimum of 300mm, moisture condition and compact to AS3798 – Guidelines on earthworks for commercial and residential developments Section 5 and Table 9.8: Compaction table.

9.4.22 Geotextile

Geotextile: Provide geotextile where necessary for drainage, filtration, separation and strengthening.

Preparation: trim the ground to a smooth surface free from cavities and projecting rocks.

Placing: lay the fabric flat, but not stretched tight, and secure it with anchor pins. Overlap joints 300 mm minimum.

9.4.23 Placing fill

Extent: Place and compact fill to the designated dimensions, levels, grades, and cross sections so that the surface is always self-draining. If necessary, construct approved retaining structures to contain fill material to within the embankment limits.

Layers: Place fill in near-horizontal layers of uniform thickness, deposited systematically across the fill area. Conform to MRTS04 – General Earthworks Table 15.3-A Layer Thickness for Compaction.

Mix: Place fill in a uniform mixture.

Moisture content: Adjust the moisture content of fill during compaction within the range of 85 – 115% of the standard optimum moisture content determined by the following:

(1) AS1289.5.1.1 – Soil compaction and density tests - determination of dry density/moisture content relation of a soil using standard compactive effort; or

(2) AS1289.5.2.1 – Soil compaction and density tests - determination of dry density/moisture content relation of a soil using modified compactive effort as appropriate, in order to achieve the required density.

Maintain moisture content of the compacted material within the specified range until covered with subsequent layers.

Compaction: Compact reinstated material in conformance with Table 9.8: Compaction table.

Layer thickness: Do not exceed 300mm uncompacted layer thickness. Where the uncompacted thickness of a layer would otherwise be less than the minimum thickness specified, loosen the underlying material to give a total depth equal to the minimum thickness.

Fill batter faces: Either compact separately, or overfill and cut back. Trim batters neatly to the shapes specified and remove loose material. Form roughened surfaces to the faces.

Edges: At junctions of fill and existing surfaces, do not feather the edges.



Previous fill: Before placing subsequent fill layers, ensure that previously accepted layers still conform to requirements, including moisture content.

Rock depressions and subsoil drains: Backfill rock depressions and over-excavation of subsoil drains using coarse subsoil filter material complying with MRTS04 General Earthworks clause 19.2.7 Filter Material.

9.4.23.1 Protection

General: Protect the works from damage due to compaction operations. Where necessary, limit the size of compaction equipment or compact by hand. Commence compacting each layer at the structure and proceed away from it. Prevent fill material from escaping beyond the embankment slope limits by erecting approved barriers of rock, boulder or earth.

Above pipes: Do not use equipment larger than an 80kg plate compactor for compacting material above pipelines until a minimum of 600mm compacted cover is in place.

Protective covering: Do not disturb or damage protective coverings or membranes during backfilling.

9.4.23.2 Over-excavation

Replace any over-excavated areas with selected fill compacted in conformance with Table 9.8: Compaction table.

Cut subgrades: Where the over-excavation is less than 100mm, do not backfill. Make good by increasing the thickness of the layer above.

9.4.23.3 Placing at structures

General: Comply with MRTS04 – General Earthworks clause 19.4.5 Backfill to Soil Retaining Structures and Clause 19.2.4 Free Draining Granular Material. Place and compact fill in layers simultaneously on both sides of structures, culverts and pipelines to avoid differential loading. Carefully place first layers of fill over the top of structures.

Concrete: Do not place fill against cast insitu concrete structures until the concrete has reached its design strength unless the structure is supported by struts.

9.4.23.4 Completion

On completion of filling, trim all finished surfaces to the documented set out, levels and tolerances. This is a hold point.

9.4.24 Placing topsoil

Surface preparation: Prior to placing topsoil, rip and loosen to a minimum depth of 100mm, all areas due to be topsoiled that have been compacted by construction activities.

Cultivation: Rip to a depth of 100mm or to the depth of rippable subgrade if less. Cultivate around services and tree roots by hand. Trim to allow for the required topsoil depth.

Herbicide: Apply an approved herbicide before placing topsoil.

Placing: Spread and grade topsoil evenly to the extents and levels documented.

Compaction: Lightly compact topsoil so that the finished surface is smooth, free from lumps of soil, at the required level, ready for cultivation, planting and turfing.

9.4.24.1 Finishing

Edges: Finish topsoil at abutting kerbs, mowing strips and other hard surfaces to allow for the placement of turf, mulch and other soft surfaces. Feather edges into adjoining undisturbed ground. Make sure finished levels do not have steps that may create trip hazards or ponding. This is a hold point.

9.4.24.2 Completion

9.4.24.2.1 Grading

External areas: Grade to give falls away from buildings is 1:100.

Subfloor areas: Under suspended floors, grade the ground to drain water away from buildings without ponding.



9.4.24.2.2 Temporary works

Tree enclosures: Remove temporary tree enclosures at completion.

Tree marking: Remove temporary marks and tags at completion.

Temporary supports: Remove temporary supports to adjacent structures at completion.

9.4.24.2.3 Disposal of excess material

Remove all excess material from the site and dispose of legally.

9.4.24.2.4 Site restoration

Requirement: Where variation of existing ground surfaces is not required as part of the works, restore surfaces to the condition existing at the commencement of the contract.

9.4.25 Testing

Testing authority: Use NATA accredited registered testing authorities to undertake all testing.

9.4.25.1 Site acceptance testing

General: Undertake site testing in conformance with the requirements of AS3798 Guidelines on earthworks for commercial and residential developments.

Compaction control tests: Test compacted materials as described below.

Dry density ratio (cohesive materials): Comply with AS1289.5.4.1 Method of testing soils for engineering purposes - Soil compaction and density tests - Compaction control tests - Dry density ratio, moisture variation and moisture ratio.

Hilf density ratio and Hilf moisture variation (rapid method): Comply with AS1289.5.7.1 Method of testing soils for engineering purposes – Socila compaction and density tests – Compaction control test – Hilf density ratio and Hilf moisture variation (rapid method).

Density index (cohesionless materials): Comply with AS1289.5.6.1 Methods of testing soils for engineering purposes – Soil compaction and density test – Compaction control tests – Density index method for a cohesionless material.

Alternative test methods: For noncohesive material, each compaction test may be replaced by 3 Perth sand penetrometer tests provided that a correlation between the penetrometer test and the compaction test is established by the NATA accredited testing authority and approved by the superintendent.

Proof rolling: Proof roll excavations and filled areas that will support pavements and nonspanning slabs on ground to determine the presence of bad ground in conformance with the requirements of AS3798 Guidelines on earthworks for commercial and residential developments Clause 5.5. This is a hold point. If excessive settlement, rebound or heaving is encountered, provide test pits or trenching to determine the extent of bad ground.

9.4.25.1.1 Compaction requirements:

General: Other than rolled fill to AS2870 Residential slabs and footings Clause 6.4.2(b), compact the subgrade and each layer of fill to the required depth and density, as a systematic construction operation and conform to Table 9.8: Compaction table. Shape surfaces to provide drainage and prevent ponding.

The earthworks are to be carried out in accordance with AS3798 Guidelines on Earthworks for commercial and residential development.

Supervision of bulk earthworks is to be in accordance with Level 1 and the frequency of field density testing must be in accordance with Table 8.1 of AS3798 Guidelines on earthworks for commercial and residential developments.

Materials are to be placed in layers, watered and compacted to achieve the specified density ratio as monitored in AS3798 Guidelines on earthworks for commercial and residential developments Table 5.1-Guidelines for Minimum Relative Compaction.



Table 9.8: Compaction table

Area of work Minimum relative compaction required

Minimum test frequency

Cohesive material

Cohesionless material

Cut/fill platforms (excluding below pavements)

Residential developments ≥ 95% Std density ratio

≥ 70% Density index

AS 3798 Guidelines on earthworks for commercial and residential developments Table 8.1.

Commercial and industrial developments

≥ 98% Std density ratio


Pavement subgrade (to a depth of 0.3 m)

Roads (up to 2 lanes) ≥ 98% Std density ratio


1 test per 50 lineal metres or 3 tests per visit (whichever requires the most tests).

Car parks ≥ 98% Std density ratio


1 test per 1000 m2 or 3 tests per visit (whichever requires the most tests).

Trench backfill

Under roads to a depth 0.3m below subgrade level



1 test per 2 layers per 40 lineal metres.

Commercial developments areas



Elsewhere (including under roads)



9.4.25.2 Test results

General: Obtain test results from testing authorities for all testing undertaken. Submit to the City one (1) copy of each test result.

Failed test: In the event of failed inspection or tests, undertake inspection and further testing to determine the extent of the bad ground. Remove, reconstruct and retest the affected area as required until compliance is achieved. This is a hold point.

9.4.25.3 Material properties testing

General: Submit to the City certification and/or test results by a registered testing authority confirming the compliance of all imported material with the specification.

Topsoil: Conduct ongoing compliance testing of imported topsoil at a frequency of not less than one complete suite of tests per 1,000m3 supplied or per change in source or, for soil blends, per change in source of any of the soil's component parts, whichever occurs sooner.

9.4.25.4 Measurement and payment

Measurement and payment are detailed in Table 9.9: Pay items.

Table 9.9: Pay items

Pay items Unit of measurement Schedule rate scope

Rock excavation

Cubic metres, measured in place to the lines and levels shown on the drawings with no allowance for bulking, overbreak, temporary working areas or working space.

All costs associated with:

excavation of rock material

handling, stockpiling and disposal.



9.5 Stormwater drainage

9.5.1 Application

This section of the policy applies to the construction of municipal drainage assets including piped stormwater drainage, stormwater pipelines, drainage structures and miscellaneous drainage works.


Provide stormwater drainage as a complete system for collecting and conveying stormwater from roadways, open spaces and built-up areas as documented.

9.5.2.1 Reference documents

The following documents are referenced in this section of the policy.

9.5.2.1.1 Australian standards

AS1012 Methods of testing concrete

AS1141 Methods for sampling and testing aggregates

AS1289 Methods of testing soils for engineering purposes

AS1289.3.2.1 Soil classification tests – Determination of the plastic limit of a soil – Standard method

AS1289.3.3.1 Soil classification tests – Calculation of the plasticity index of a soil

AS1289.4.2.1 Methods of testing soils for engineering purposes – Soil chemical tests – Determination of the sulfate content of a natural soil and the sulfate content of the groundwater – Normal method

AS1289 4.3.1 Soil chemical tests – Determination of the pH value of a soil – Electrometric method

AS1289 4.4.1 Soil chemical tests – Determination of the electrical resistivity of a soil – Method for sands and granular materials

AS1289.5.4.1 Soil compaction and density tests –Compaction control test – Dry density ratio, moisture variation and moisture ratio

AS1289.5.7.1 Soil compaction and density tests – Compaction control test – Hilf density ratio and Hilf moisture variation (Rapid method)

AS1379 Specification and supply of concrete

AS1478 Chemical admixtures for concrete, mortar and grout

AS1597.1 Precast reinforced concrete box culverts – Part 1: Small culverts (not exceeding 1200 mmmillimetres span and 1200 mmmillimetres height)

AS1597.2 Precast reinforced concrete box culverts – Part 2: Large culverts (from 1500 millimetres mm span and up to and including 4200 millimetres mm span and 4200 millimetres mm height)

AS1646 Elastomeric seals for waterworks purposes

AS1657 Fixed platforms, walkways, stairways and ladders – Design, construction and installation

AS1726 Geotechnical site investigations

AS1830 Iron castings – Grey cast iron

AS2032 Installation of PVC pipe systems

AS2758 Aggregates and rock for engineering purposes

AS3571.1 Plastics piping systems – Glass-reinforced thermoplastics (GRP) systems based on unsaturated polyester (UP) resin Part 1: Pressure and non-pressure drainage and sewerage (ISO 10467:2004, MOD)

AS3600 Concrete structures

AS3610 Formwork for concrete

AS3678 Structural steel – Hot-rolled plates, floor-plates and slabs

AS3705 Geotextiles – Identification, marking and general data

AS3725 Design for installation of buried concrete pipes



AS3735 Concrete structures retaining liquids

AS3972 Portland and blended cements

AS3996 Metal access covers, road grates and frames

AS4058 Precast concrete pipes

AS4139 Fibre reinforced concrete pipes and fittings

AS4680 Hot-dipped galvanised coatings on ferrous articles

AS4744.1 Steel shoring and trench lining equipment – Part 1: Design

AS5047 Hydraulic shoring and trench lining equipment

AS/NZS1254 PVC-U pipes and fittings for stormwater and surface water applications

AS/NZS1260 PVC-U pipes and fittings for drain, waste and vent application

AS/NZS1477 PVC pipes and fittings for pressure applications

AS/NZS1554 Structural steel welding

AS/NZS2041 Buried corrugated metal structures

AS/NZS2566.1 Buried flexible pipelines – Part 1: Structural design

AS/NZS2566.2 Buried flexible pipelines – Part 2: Installation

AS/NZS2648.1 Underground marking tape – Non-detectable tape

AS/NZS4058 Precast concrete pipes (pressure and non-pressure)

AS/NZS4671 Steel reinforcing materials

AS/NZS4680 Hot-dip galvanized (zinc) coatings on fabricated ferrous articles

AS/NZS ISO9001 Quality management systems – Requirements

AASHTOM190 Standard specification for bituminous coated corrugated metal culvert pipe and pipe arches

AASHTOM196 Standard specification for corrugated aluminium pipe for sewers and drains

AASHTOM197 Standard specification for aluminium alloy sheet for corrugated aluminium pipe

9.5.2.1.2 Other publications

AGPT04G/09 Guide to Pavement Technology Part 4G – Geotextiles and Geogrids

AUSTROADS

Concrete Pipe Association of Australasia

CPAA Concrete pipe website and pipeclass software

Managing urban stormwater – Harvesting and reuse

National Precast Concrete Association Australia

NP:PCH 2009 Precast Concrete Handbook

NSW Department of Environment and Climate Change

NSW Department of Environment and Conservation

Plastics Industry Pipe Association of Australia PIPA

POP001-2005 Electrofusion jointing of PE pipe and fittings for pressure applications

POP003-2009 Butt fusion jointing of PE pipes and fittings – recommended parameters

POP102-2009 Solvent cement jointing of PVC pipe

Resource NSW 2003 Specification for the supply of recycled materials for pavements, earthworks and drainage





(1) CCTV: Closed circuit television.

(2) D: Pipe outside diameter.

(3) DN: Pipe nominal diameter.

(4) FRC: Fibre-reinforced concrete.

(5) GPT: Gross pollutant trap.

(6) GRP: Glass reinforced plastic.

(7) NATA: National Association of Testing Authorities.

(8) PVC: Polyvinyl chloride.

(9) PVC-U: Unplasticised polyvinyl chloride.

(10) SRC: Steel-reinforced concrete.

(11) WSUD: Water Sensitive Urban Design.

9.5.3.2 Definitions

General: For the purposes of this specification, definitions given in AS/NZS2566.2 - Buried flexible pipelines – Part 2: Installation apply to flexible pipes, definitions given in AS3725 – Design for installation of buried concrete pipes apply to rigid pipes, as well as the following:

Drainage structures: Devices to control stormwater flowing into and through a stormwater drainage system including culverts, inlet and outlet structures, junction boxes, gully pits, drop structures, headwalls, wingwalls, energy dissipaters and ancillary hardware such as grates, frames and step irons as well as subsurface drainage pipes at pits, headwalls and wingwalls.

Effective pipe length: The centre-line length dimension specified by the manufacturer and subject to permissible tolerances.

Fines: Particles finer than 75 µm.

Flexible pipe: A pipe that relies primarily upon side support to resist vertical loads without excessive deformation. PVC, PE and PP pipes are classified as flexible pipes.

Imported fill: Imported fill material with a particle size not greater than 75mm, which conforms with the soil classes defined in AS1726, the requirements of AS3798 Clause 4.4, and is capable of compaction to the documented density.

Manhole: Has the same meaning as maintenance hole.

Unsuitable founding material: Material beneath or adjacent to the proposed pipeline or drainage structure which is of insufficient strength to support the imposed loads, or material whose characteristics would adversely affect the performance or construction of the drainage structure.

Large culvert unit: Culvert unit with a span from 1500mm up to 4200mm and a height up to 4200mm.

Rigid pipe: A pipe that supports vertical loads primarily by virtue of its resistance to bending or deformation. Reinforced concrete pipes are classified as rigid pipes.

Small culvert unit: Culvert unit with a span up to 1200mm and a height up to 1200mm.

Water sensitive urban design: Design principles aimed at improving the sustainable management of the urban water cycle. It integrates the planning and design of urban water cycle, water supply, waste water, stormwater and groundwater management, urban design and environmental protection.

9.5.4 Inspections

Notice: Give at least three (3) business days notice for inspection of the items listed in Table 9.10: Stormwater drainage hold points.

ITP’s: Incorporate inspection requirements into the Inspection and Testing Plans.

Inspection frequency: Inspection frequency is to be in conformance with Table 9.10: Stormwater drainage hold points.



Table 9.10: Stormwater drainage hold points


Materials

General/supply Pipes, box culverts and major items delivered to site

Each delivery

Execution

Establishment/setout Drainage works set out and ready for construction

Progressive with setout

Excavation/topsoil removal Topsoil removed One inspection per 100m of pipeline

Excavation/trench excavation Trenches excavated to foundation level

One inspection per 100m of pipeline

Embedment zone construction/construction

Foundation prepared and tested prior to embedment construction



Bed zone placed, compacted and tested



Haunch zone placed, compacted and tested

One inspection per 100m of pipeline/swale


Overlay zone placed, compacted and tested


Pipe installation/general Pipes laid and joined One inspection per 100m of pipeline

Backfilling/compaction Backfill placed, compacted and tested One inspection per 100m of pipeline

9.5.5 Submissions

Requirement: Make submissions to the superintendent as listed in Table 9.11: Summary of submissions.

Default allowance for review: Unless noted otherwise, ensure there is a three (3) business days allowance in the construction program for review of submissions.


Clause/subclause Items for submission Required submission timing

General

Certification/design certification Temporary support design certification Five (5) business days prior to constructing temporary support works

Materials

General/certificate of conformance Manufacturers compliance certificates Two (2) business days prior to commencing construction using the product subject to certification

Drainage structures/access covers and grates

Casting inspection certificates for grates, covers and frames

Two (2) business days prior to commencing construction using the product subject to certification

Drainage structures/stormwater quality improvement devices

Proprietary details Five (5) business days prior to ordering

Execution

Establishment/soil chemical tests Test results Prior to commencing dewatering or earthworks

Completion/CCTV inspection CCTV inspection report Prior to request for issue of the Certificate of Practical Completion

Completion/ovality testing Ovality test report Prior to request for issue of the Certificate of Practical Completion



9.5.6 Program

Program: Include the following activities within the construction program as applicable:

(1) pipe and culvert supply;

(2) groundwater control and disposal of surplus water; and/or

(3) excavation, pipe laying, bedding and compaction.

9.5.7 Design certification

Submit to the City design certification by a professional engineer certifying that all proposed excavations and temporary supports, including where applicable, supports for adjacent structures, will be stable and safe.

9.5.7.1 Testing

Testing authority: Use registered testing authorities to undertake all testing.

9.5.8 Materials

Pipes: Supply pipes and fittings with diameters, classes and jointing systems as documented.

Culverts: Supply culvert components as documented.

Components: Supply precast concrete components, access covers, grates, frames and other components as documented.

Handling: Load, transport, unload and store pipes, box culverts and other precast drainage structures in conformance with manufacturer’s recommendations. This is a hold point.

9.5.9 Acceptance

Approval: All supplied materials are subject to inspection and approval by the superintendent.

Rejection: If supplied materials do not conform to the requirements of this specification, do not incorporate them into the works. Immediately remove all nonconforming materials from the site and replace with conforming materials.

9.5.9.1 Certificate of conformance

Verification: Submit manufacturers’ certificates of compliance to the specification for all supplied materials including pipes, culverts, precast concrete units, access covers, road grates or frames.

9.5.9.2 Ground conditions

Ground condition: If the chemical composition of the soil is unknown or not tested, use the default condition Aggressive to AS/NZS2041 – Buried corrugated metal structures, AS/NZS4058 – Precast concrete pipes or AS4139 – Fibre reinforced concrete pipes and fittings.

9.5.10 Rigid pipes

9.5.10.1 Steel reinforced concrete pipes

Conform to the supply of steel reinforced concrete pipes specifications.

9.5.10.2 Fibre reinforced concrete pipes

Conform to the supply of fibre reinforced concrete pipes specification.

9.5.11 Flexible pipes

9.5.11.1 Glass reinforced plastic pipes

Conform to the supply of glass reinforced plastic pipes specification.

9.5.11.2 uPVC pipes

Supply uPVC pipes and fittings in conformance with the following:

(4) manufactured to AS/NZS 1260 PVC pipes and fittings for drain, waste and vent application; and



(5) stiffness class SN8 minimum.

9.5.12 Rubber ring joints

Supply: Supply in conformance with AS1646 – Elastomeric seals for waterworks purposes.

9.5.13 Reinforced concrete box culverts

Requirement: Reinforced concrete pipes and box culverts shall conform to the following standards:

(1) AS4058 – Precast concrete drainage pipe (pressure and non-pressure);

(2) AS1597.1 – Precast reinforced concrete box culverts small culverts (not exceeding 1200mm span and 1200mm height); and

(3) AS1597.2 – Precast reinforced concrete box culverts large culverts (exceeding 1200mm span or 1200mm height and up to and including 4200mm span and 4200mm height).

9.5.14 Embedment material – rigid pipes

9.5.14.1 Type U support

Bed zone: Select fill.

Haunch, side and overlay zones: Ordinary fill.

9.5.14.2 Type H support

Bed zone and haunch zones: Provide one of the following:

(1) select fill complying with the grading limits given in AS/NZS3725 – Design for installation of buried concrete pipes Clause 9.2.2.2;

(2) cement-stabilized select fill; or

(3) CLSM in conformance with AS/NZS3725 – Design for installation of buried concrete pipes Appendix A.

Overlay zone: Ordinary fill.

9.5.14.3 Type HS support

Bed zone and haunch zones: Provide one of the following:

(1) select fill complying with the grading limits given in AS/NZS3725 – Design for installation of buried concrete pipes Clause 9.2.2.2;

(2) cement-stabilized select fill; or

(3) CLSM in conformance with AS/NZS3725 – Design for installation of buried concrete pipes Appendix A.

Side zones: Select fill complying with the grading limits given in AS/NZS3725 – Design for installation of buried concrete pipes Clause 9.2.3.2.

Overlay zone: Ordinary fill.

9.5.15 Embedment material – flexible pipes

9.5.15.1 Embedment zone

Supply embedment material in conformance with the requirements of AS/NZS2566.2 – Buried Flexible Pipelines - Part 2: Installation Appendix G.

9.5.16 Backfill material

9.5.16.1 Load-bearing areas

Material: Use either selected fill or imported fill within the embedment zone (to the top of subgrade level) beneath load-bearing elements such as roads, footpaths, paved areas and/or structures.



9.5.16.2 Non load-bearing areas

Material: Use either ordinary fill, selected fill or imported fill within the embedment zone (to the top of subgrade level) beneath non load-bearing areas.

9.5.16.3 Flexible pipes in embankment

Embankment material: If using flexible pipes and the embankment method, provide embankment material to AS/NZS2566.1 – Buried flexible pipelines – Part 1: Structural Design Clause 3.3 or AS/NZS2566.2 – Buried Flexible Pipelines - Part 2: Installation Appendix G.

9.5.17 Geotextile filter fabric

Material: Supply filter fabric that conforms to AS/NZS2566.2 – Buried Flexible Pipelines - Part 2: Installation Appendix J.

Identification and marking: AS3705 – Geotextiles – Identification, Marking and General Data.

9.5.18 Filter aggregate

Material: Use filter material that conforms to the following:

(1) clean, graded, hard and durable stone or river gravel;

(2) nominal particle sizes between 10 and 50mm;

(3) maximum particle dimension < 50mm ; and/or

(4) minimum particle dimension < 5% by mass passing the 9.5mm AS sieve.

9.5.19 Drainage structures

9.5.19.1 Reinforced concrete structures

Concrete grade: Reinforced concrete structures are to comply with the following:

Concrete supply: AS1379 – Specification and supply of concrete.

Steel reinforced bars and welded wire reinforcing fabric: AS/NZS4671 – Steel reinforcing materials.

Formwork: AS3610 – Formwork for concrete.

Reinforcing: AS1303 – Steel reinforcing wire for concrete and AS3600 – Concrete structures.

Benching: Minimum 15 MPa concrete.

9.5.19.2 Access to covers and grates

Manufacture: To the specifications set out in AS3996 – Metal access covers, road grates and frames.

Hinges: If side or end hinged grates are used, ensure the grate can be installed to the dimensions shown in the City’s standard drawings.

Certification: Submit a copy of all casting inspection certificates for cast and ductile iron grates, covers and frames incorporated in the Works.

Marking: In addition to the markings specified in AS3996 – Metal access covers, road grates and frames, permanently mark the manufacturer’s product name, mass and reference code in a location that is visible from above when the grate is in its installed position.

9.5.19.3 Proprietary items

Submit proprietary details including materials, dimensions for approval prior to placing orders.

9.5.19.4 Corrosion protection

Mild steel: Hot dip galvanize to the standards set out in AS/NZS4680 – Hot-dip galvanized (zinc) coatings on fabricated ferrous articles.

Cast and ductile iron: Bitumen dip.



9.5.20 Stone pitching

Stone material: Supply sound igneous, metamorphic or approved sedimentary rocks that will not disintegrate in water and that have the following dimensions:

Volume: A volume of at least 0.015m3.

Dimensions: Minimum dimension of 250mm in any direction unless the face area is 0.1m2 or greater, in which case the depth may be reduced to 150mm .

Mortar: Composition of 1 part portland cement to 3 parts fine sand. Use mortar within 1 hour of mixing.

9.5.21 Rubble masonry

Stone material: Supply sound igneous, metamorphic or approved sedimentary rocks that will not disintegrate in water, and that have the following dimensions.

Volume: At least 0.015m3, except spalls for wedging.

Mortar: Part portland cement to 3 parts fine sand. Hydrated lime may be incorporated into the cement mortar to the extent of 1 part hydrated lime to 10 parts cement (loose volume). Use mortar within 1 hour of mixing.

9.5.22 Execution

9.5.22.1 Australian standards

Rigid pipelines: AS/NZS3725 – Design for installation of buried concrete pipes.

Flexible Pipelines: AS/NZS2566.2 – Buried Flexible Pipelines - Part 2: Installation.

Small culverts: AS1597.1 – Precast reinforced concrete box culverts – Part 1: Small culverts.

Large culverts: AS1597.2 – Precast reinforced concrete box culverts – Part 2: Large culverts.

9.5.22.2 Soil chemical tests

General: Undertake testing to determine soil and groundwater properties.

Standard: Test in conformance with the following:

pH and resistivity testing: AS1289.4.3.1 – Soil chemical tests – Determination of the pH value of a soil – Electrometric method and AS1289.4.4.1 – Soil chemical tests – Determination of the electrical resistivity of a soil – Method for sands and granular methods.

Chloride, sulfate and aggressive CO2 testing: AS1289.4.2.1 – Methods of testing soils for engineering purposes – Soil chemical tests – Determination of the sulphate content of a natural soil and the sulphate content of the groundwater – Normal method.

Test results: Submit test results prior to commencing dewatering or earthworks.

9.5.22.3 Temporary drainage

General: For each part of the drainage system, complete the erosion and sedimentation control measures before commencing the drainage works (except those parts of the drainage system forming part of the control measures).

Dams and diversions: Do not obstruct, divert or alter existing watercourses in any way (either temporarily or permanently).

Material and equipment: Locate material stockpiles and equipment clear of watercourses.

Swales and buffer strips: Protect swales and buffer strips during construction or make use of the swale as a temporary drainage measure.

Topsoiled areas: Immediately following topsoiling, stabilise topsoiled areas by establishing soft surfacing as documented.

9.5.22.4 Setout

Requirement: Set out all stormwater drainage works as documented. This is a hold point.

Change by contractor: The contractor must submit for approval the details of any proposed changes to the documented locations of drainage system components.



9.5.22.5 Existing redundant drainage structures

Existing redundant drainage structures: Demolish and remove existing redundant pipe culverts, head walls and pits as shown on the drawings.

9.5.23 Embankment construction

Requirement: Provide embankments in conformance with the requirements of Section 9.5 – Earthworks.

Embankment condition: When installing pipework in embankments, complete embankment construction to the following extents prior to excavating trenches through the embankment.

Height: At least 0.7 times the pipe external diameter measured above the top of the embedment zone at the pipe centreline.

Lateral distance: Continue the embankment at the height given above for a lateral distance of at least 2.5 times the pipe external diameter, measured from the outside face of each trench wall.

9.5.24 Excavation

9.5.24.1 Trench and embankment condition

Remove topsoil and excavate to the documented lines and levels in conformance with the Earthworks specification.

9.5.25 Embedment zone construction

Compact layer thickness: Compact all material in layers not exceeding 150mm compacted thickness and to the required relative compaction before the next layer is commenced.

Moisture content range: At the time of compaction, adjust the moisture content of the material to permit attainment of the required compaction (within the range 60% to 95% of the optimum moisture content), as determined by AS1289.5.7.1 – Soil compaction and density tests - compaction control test - Hilf density ratio and Hilf moisture variation (rapid method).

Marker tape: Install an underground marking tape as described in AS/NZS2648.1 – Underground marking tape – Non-detectable tape.

9.5.25.1 Rigid pipes

Construction: Unless documented otherwise, construct the embedment zone in conformance with AS/NZS3725 – Design for installation of buried concrete pipes Section 8 – Compaction and AS/NZS3725 – Design for installation of buried concrete pipes Section 9 – Pipe Support and Bedding Factors.

Foundation preparation: Trim, compact and test foundations prior to installing bedding. This is a hold point.

Bedding zone: Place, compact and test the bed zone. This is a hold point.

Haunch zone: Place, compact and test the haunch zone. This is a hold point.

Side zone: Place, compact and test the side zone. This is a hold point.

Overlay zone: Place, compact and test the overlay zone. This is a hold point.

9.5.25.2 Flexible pipes

Construction: Unless documented otherwise, construct the embedment zone in conformance with AS/NZS2566.2 – Buried Flexible Pipelines - Part 2: Installation Section 5 – Installation.


Bedding zone: Place, compact and test the bedding zone. This is a hold point.

Side support zone: Place, compact and test the side support zone. This is a hold point.

Overlay zone: Place, compact and test the overlay zone. This is a hold point.

9.5.25.3 Compaction testing

General: Undertake compaction control testing of all embedment layers.

Test frequency: At a rate of at least one (1) test per two (2) layers per 40 linear metres.



Test methods: Carry out testing in conformance with the appropriate test methods, sourced from either AS 1289 - Methods of testing soils for engineering purposes or the Department of Transport and Main Roads Materials Testing Manual. Make the selection and application of test methods on a consistent basis. Perform interrelated tests using methods from the same standard or testing manual.

Noncohesive material: For noncohesive material, each compaction test may be replaced by three Perth sand penetrometer tests provided that a correlation between the penetrometer test and the compaction test is established by the NATA accredited testing authority and approved by the superintendent.

9.5.26 Pipeline installation

Dewatering: Dewater trenches to facilitate joint making and inspection. Do not make joints in contact with water.

Installation: Lay and join pipes in conformance with manufacturer’s recommendations. This is a hold point.

Joint orientation: Commence pipe laying at the downstream end of the pipeline and ensure correct joint orientation with the socket ends facing upstream.

Contact with bedding: Make sure each pipe is evenly and uniformly supported by the bedding material along the length of the pipe barrel. Where joint diameters exceed the diameter of the pipe barrel, locally remove bedding material below each joint to ensure that the pipes do not span between joints. Reinstate locally removed bedding prior to constructing the haunch zones.

Flotation: Secure pipes against floatation.

9.5.26.1 Reinforced concrete pipes

Cut surfaces: Coat all cut surfaces to protect steel reinforcement in conformance with the manufacturer's recommendations.

Elliptical reinforcement: If circular pipes with elliptical reinforcement are used, lay pipes in such a position that the manufacturer's marks, designating the top or bottom of the pipe are not more than 5 degrees from a vertical plane through the longitudinal axis of the pipe.

Lifting holes: Plug lifting holes in pipes with mortar, precast tapered plugs or other approved means prior to placing backfill material.

9.5.26.1.1 uPVC pipes

Solvent cement jointing: Conform to POP102.

9.5.26.1.2 Bulkheads

Requirement: Provide bulkheads in conformance with Chapter Section 10 - Standard drawings – 03-2003 Scour protection bulkhead.

9.5.26.1.3 Manholes

Installation: Provide manholes in accordance with Section 10 Standard drawings. IPWEA Standard drawing DS-015, DS-018, DS-019, DS-020, DS-021.

9.5.27 Box culvert installation

Foundation preparation: Trim, compact and test the subgrade. This is a hold point.

Minimum trench widths: Unless documented otherwise, the minimum trench widths are the width of the base slab plus 150mm either side.

Joints: joint culvert segments to provide a joint as thin as possible. Bandage external faces of the units with self-adhesive PVC tape 200mm wide overlapped at least 100mm.

Lifting holes: Plug lifting holes culverts with mortar, precast tapered plugs or other approved means prior to placing backfill material.

Cut surfaces: Coat all cut surfaces to protect steel reinforcement in conformance with the manufacturer's recommendations.

Joint curing: Keep cement mortar joints damp and protected from direct sunlight until backfilling takes place.



9.5.28 Backfill zone construction

Requirement: Place compact and test backfill in conformance with the requirements of the Section 9.5 – Earthworks. This is a hold point.

9.5.29 Concrete work

Requirement: Supply and place normal class concrete, sprayed concrete, steel reinforcement, formwork and provide tolerances, construction joints, curing and protection as shown on the drawings.

9.5.30 Stone pitching

9.5.30.1 Construction

Bedding: Bed stones to even planes on approved loam or sand, and wedge together with broken rock.

Mortar: Apply mortar with a trowel, and work between the stones so that the interstices are completely filled as far down as practicable, but to a depth of at least 75mm.

Cleaning: Progressively cleaned exposed stone surfaces to be free of cement mortar.

Curing: Make sure stone pitching is kept shaded and damp for at least 48 hours after installation.

9.5.30.2 Rectification

Once the mortar has set, check that all stones are firmly embedded in the mortar. Remove and reinstall any loose stones.

9.5.31 Rubble masonry


Bedding: Place spalls in cement mortar beds in horizontal layers. Thoroughly wet all spalls before placing. Fill all voids with cement mortar and/or smaller spalls.

9.5.32 Subsurface, mitre drains and seepage drains

Filter media: Use clean 5-10mm aggregate for subsurface and mitre drain filter media (in accordance with IPWEA Standard Drawing RS-140.

Flushing: Provide flushing points and subsurface inlets as documented.

Testing: Test all subsurface and mitre drains by flushing to the satisfaction of the superintendent.

9.5.33 Concrete kerb, kerb and channel, kerb crossings

9.5.33.1 Surface preparation

Prior to placing concrete:

(1) thoroughly compact the foundation to a density equivalent to that of the adjacent pavement; and

(2) remove all loose material and apply water to the foundation surface to produce a damp surface.

Unsuitable material: Should the foundation material be incapable of effective compaction, remove and replace with suitable material.

Placing: Compact and finish kerb, kerb and channel or channels so that they are dense, uniform, and have exposed surfaces free from voids. Cast kerbs and channels simultaneously.

9.5.33.2 Extruded kerbs and channels

Extrusion equipment: Where kerb or kerb and channel is constructed by an extrusion process, only use an extrusion machine fitted with a tamper and an automatic control, which allows adjustment of the position of the forming mould while the machine is in operation.

Alignment control: Control the horizontal and vertical alignments of kerb, kerb and channel and channel by means of sensor working to a control line.

Connections: Make connections from extruded kerbs and channels to existing kerbs and channels or gully pits using manual methods to give a smooth transition.



9.5.33.3 Testing

Water test: Test concrete kerb and channel within 24 hours of placing by continuously pouring water at the high point at a minimum rate of 5 L/s litres per second to create uniform flow conditions within the channel to the point of discharge.

Criteria for acceptance: No more than 6mm of water ponds in any part of the channel twenty (20) minutes after the flow ceases.

9.5.34 Placing topsoil

Requirement: Place topsoil in the areas shown on the drawings in conformance with Section 9.5 – Earthworks. This is a hold point.

9.5.35 Completion

Flush prior to requesting the certificate of practical completion.

9.5.35.1 Flushing

Requirement: Prior to undertaking the CCTV inspection, flush all pipes and drainage structures and leave empty and completely clean of debris.

9.5.35.2 Colour CCTV Inspection

Inspection: Undertake colour CCTV inspection and recording of all new pipes and drainage structures in sufficient visual clarity to allow assessment by the Principal of the installed internal condition of the pipes and structures.

Reporting: Submit a colour CCTV inspection report prior to requesting issue of the certificate of practical completion. Include the following information in the report:

(1) manhole numbers at start and end of inspection length;

(2) pipe chainage (set measured chainages to coincide with the documented chainages);

(3) pipe diameter and material; and

(4) details and locations of all observed defects.

Rectification: In the event that the colour CCTV report shows evidence of defects, investigate further and rectify all defects. If required, remove, reconstruct and retest pipes.

9.5.35.3 Ovality testing

Testing: On completion of backfilling and compaction, test all flexible pipes in conformance with the requirements of AS/NZS2566.2 – Buried Flexible Pipelines - Part 2: Installation Clause 6.5 – Deflection Testing, by using either a prover or by laser profiling.

Testing by prover: Test in conformance with AS/NZS2566.2 – Buried Flexible Pipelines - Part 2: Installation Appendix O.

Reporting: If testing by laser profiling, use equipment fitted with laser profile technology to record the inside pipe dimensions.

Acceptance criteria: Submit an ovality test report prior to requesting issue of the certificate of practical completion. Flexible pipes must meet the deflection criteria given in AS/NZS2566.2 – Buried Flexible Pipelines – Part 2: Installation Clause 5.7 – Deflection Criteria.

Rectification: Remove, reconstruct and retest all pipes that do not conform to the specified acceptance criteria.

9.5.35.4 Temporary works

Supports: Remove all temporary works on completion.

9.5.35.5 Disposal of excess material

Remove all excess material from the site and dispose of legally.

9.5.35.6 Site restoration



Requirement: Where variation of existing ground surfaces is not required as part of the works, restore surfaces to the condition existing at the commencement of the contract.

9.6 Underground service conduits

9.6.1 Application

This section of the policy applies to the provision of underground conduits, pits and associated infrastructure for subsequent installation of services including electrical, communications, water supply (including drinking water, recycled water and irrigation water) and gas.

9.6.2 Service authorities

Use this specification for City underground service conduit works. For works that are under the jurisdiction of service authorities other than the City, use this specification in conjunction with service authority requirements. In this event, service authority requirements take precedence over this specification.


General: Provide underground service conduits, pits and associated infrastructure as documented. Comply with authority requirements (including transportation authorities) for works on existing services and/or works through authority property.

Consultation: Prior to commencing works, consult with affected authorities to confirm their particular requirements.

Approval: Obtain approval from affected authorities and comply with the approval conditions.

Coordination: Coordinate all works with affected authorities, observe the required authority notification requirements and make necessary allowances in the construction program.


9.6.4.1 Australia standards


AS3996 Access covers and grates

AS4702 Polymeric cable protection covers

AS4744.1 Steel shoring and trench lining equipment – Part 1: Design

AS5047 Hydraulic shoring and trench lining equipment

AS60529 Degrees of protection provided by enclosures (IP Code)

AS/NZS1477 PVC pipes and fittings for pressure applications

AS/NZS2053 (various) Conduits and fittings for electrical installations

AS/NZS2566.1 Buried flexible pipelines – Part 1: Structural design

AS/NZS2566.2 Buried flexible pipelines – Part 2: Installation

AS/NZS2648.1 Underground marking tape – Non-detectable tape

AS/NZS3000 Electrical installations – Wiring rules

AS/NZS3012 Electrical installations – Construction and demolition sites

AS/NZS3879 Solvent cements and priming fluids for PVC (PVC-U and PVC-M) and ABS and ASA pipes and fittings

9.6.4.2 Other publications

(1) Electrical Safety Act 2002;

(2) Electricity Act 1994.

9.6.5 Inspections



Notice: Give at least three (3) business days’ notice for inspection of the items listed in Table 9.12.

ITP's: Incorporate inspection requirements into the inspection and testing plans.

Inspection frequency: In conformance with Table 9.12.

Table 9.12: Summary of hold points


Execution

Existing services/setout Marked extent of trenching Prior to removing existing surfaces

Embedment zone construction/general

Trench foundations Prior to installing bedding


Bedding zone Prior to installing conduits


Side support and overlay zones Prior to placing backfill

Conduit installation/general Conduits installed Prior to placing side support and overlay zones

Backfill zone construction/general Backfill completed to subgrade level Prior to reinstating road pavement or surface finishing

Trenchless construction/general Trenchless works design Prior to installation

9.6.6 Submissions

Requirement: Make submissions to the superintendent as listed in Table 9.13 – Summary of submissions.



Clause/subclause Items for submission Required submission timing

General

Design/certification Temporary works certification Prior to constructing temporary works

9.6.7 Program

Program: Include the following activities within the construction program as applicable:

(1) conduit and pit supply:;

(2) conduit laying, bedding and compaction; and/or

(3) restoration.

9.6.7.1 Design

Standards: Design trench shoring to AS 4744.1 Steel shoring and trench lining equipment – Part 1: Design and/or AS 5047 Hydraulic shoring and trench lining equipment as applicable.

9.6.7.1.1 Certification

Temporary works: Prior to constructing temporary works, submit design certification by a professional engineer certifying that all proposed excavations and temporary supports, including where applicable, supports for adjacent structures, will be stable and safe.

9.6.7.2 Testing

Testing authority: Use registered testing authorities to undertake all testing.

9.6.8 Products



9.6.8.1 Materials supplied by service authorities

When materials are supplied by service authorities:

(1) make sure that materials are delivered to the site at a time that suits the works program;

(2) ownership of the materials remains with the applicable service authority;

(3) the service authority is responsible for storage and protection of these materials;

(4) if after delivery by the service authorities, materials are stolen, wasted or damaged, the service authority arranges for supply of replacement materials and pay all associated costs; and

(5) on completion of the works the contractors return surplus materials to service authorities in an undamaged condition and pay for replacement of all materials considered damaged and unusable by service authorities.

9.6.8.2 Conduits

Conduit size and class: As documented or to suit service authority requirements.

Draw cord: 2mm diameter (minimum) polypropylene cord.

Conduit colour: Conform to service authority requirements.

Marker tape: To AS/NZS 2648.1 Underground marking tape – Non-detectable tape.

Joints: Provide solvent cemented joints.

UPVC priming fluid and solvent cement: To AS3879 Solvent cement and priming fluids for PVC (PVC-U and PVC-M) and ABS and ASA pipes and fittings.

9.6.8.2.1 Standards

Electrical and communications:

(1) Rigid conduit: To AS/NZS 2053.2 Conduits and fittings for electrical installations.

(2) Flexible conduit: To AS 2053.4 Conduits and fittings for electrical installations.

Water supply: Series 1 PN12 PVC to AS/NZS 1477 PVC pipes and fittings for pressure applications.

Communications: To suit authority requirements.

Gas: To suit authority requirements.

9.6.8.3 Pits

Pits: Provide cable draw-in pits as shown on the drawings.

Proprietary products: To the manufacturer’s recommendations.

Plastic materials: Must be UV stabilised.

9.6.8.3.1 Pit covers

Access covers and frames: Conform to AS3996 Metal access covers, road grates and frames.

Marking: Mark all covers permanently on the inside of the pit and on the cover by casting, engraving or moulding in bold letters 30mm high for pit use e.g. electrical, telecommunications.

9.6.8.4 Trench construction materials

Requirement: Supply or select fill material, geotextile filter fabric, filter aggregate and topsoil in conformance with materials in the earthworks section of this policy.

9.6.9 Execution

9.6.9.1.1 Service separation and protection

Authority requirements: Conform to service authority requirements regarding required separation between services and requirements for working around and protection of existing services.

9.6.9.1.2 Trench dimensions



Works outside of the control of service authorities: As documented.

Works under the control of service authorities: In conformance with service authority requirements.

Minimum cover to conduits: 600mm.

9.6.9.1.3 New works

For services installed at the same time as other new surface works, construct trenches to the new surface work subgrade level prior to constructing new surface works.

9.6.9.1.4 Pit drainage

Provide pit drainage to ensure that water can drain freely from all pits.

9.6.9.2 Existing surfaces

9.6.9.2.1 Setout

General: Setout and accurately mark the extents of excavations prior to removing existing surfaces. Make sure marking does not remain permanently. This is a hold point.

Property boundaries: Set out adjacent property boundaries and confirm that services are on the correct alignments relative to property boundaries.

9.6.9.2.2 Concrete and asphalt pavements

Cutting: Sawcut trench setout lines for the full depths of the bound pavement layers except where the setout line is located along expansion joints.

Removal of concrete and asphalt: Break out concrete or asphalt pavement material between the trench setout lines, remove and dispose of offsite.

9.6.9.2.3 Segmental paving units

Removal: Take up segmental paving units both full and cut by hand, between the trench setout lines, and neatly stack on wooden pallets.

Concrete edging: Break out, remove and dispose of offsite.

Concrete subbase: If present, sawcut along the trench setout lines.

9.6.9.2.4 Turf

If proposing to reuse existing turf, cut turf into manageable sized squares, store and maintain for later reuse. Otherwise, remove and dispose of offsite.

9.6.9.2.5 Small plants, shrubs and trees

Storage: If required for replanting, take up small plants and store. Wrap the root ball in a hessian or plastic bag with drain holes and water during the storage period.

9.6.9.2.6 Undeveloped areas

Clear and grub required extents in conformance with the Clearing and Grubbing Specification.

9.6.9.3 Excavation

9.6.9.3.1 Trenches

Remove topsoil and excavate to the documented lines and levels in conformance with the Earthworks specification.

9.6.9.4 Embedment zone construction

Construction: Unless documented otherwise, construct the embedment zone in conformance with AS/NZS 2566.2 Buried Flexible Pipelines - Part 2: Installation Section 5 – Installation.

Compaction layers thickness: Compact all material in layers not exceeding 150mm compacted thickness and to the required relative compaction before the next layer is commenced.



Moisture content range: At the time of compaction, adjust the moisture content of the material to permit attainment of the required compaction (within the range 60 to 95% of the optimum moisture content), as determined by AS1289.5.7.1 Soil compaction and density tests - compaction control test - Hilf density ratio and Hilf moisture variation (rapid method).

Marker tape: Install marker tape in conformance with the Chapter Section 10 – Standard Drawings and Specifications.


Bedding zone: Place, compact and test. This is a hold point.

Side support and overlay zones: Place, compact and test. This is a hold point.

9.6.9.4.1 Compaction testing

General: Undertake compaction control testing of all embedment layers.

Test frequency: At least one (1) test per two (2) layers per 40 linear metres.

Test methods: Carry out testing in conformance with the appropriate test methods, sourced from either AS1289 Methods of testing soils for engineering purposes or the Department of Transport and Main Roads Materials Testing Manual. Make the selection and application of test methods on a consistent basis. Perform interrelated tests using methods from the same standard or testing manual.

Noncohesive material: For noncohesive material, each compaction test may be replaced by three (3) perth sand penetrometer tests provided that a correlation between the penetrometer test and the compaction test is established by the NATA accredited testing authority and approved by the superintendent.

9.6.9.5 Conduit installation

Dewatering: If water is present in trenches, dewater trenches to facilitate joint making and inspection. Do not make joints in contact with water.

Installation: Lay and join conduits in conformance with manufacturer’s recommendations. This is a hold point.

Contact with bedding: Make sure each pipe is evenly and uniformly supported by the bedding material along the length of its barrel. Where joint diameters exceed the diameter of the conduit barrel, locally remove bedding material below each joint to ensure that the pipes do not span between joints. Reinstate locally-removed bedding prior to constructing the haunch zones.

Flotation: Secure conduits against floatation.

Draw cord: Install draw cord in all conduits with at least two2 metres of extra cord at each end of the conduit left coiled up in the pit.

9.6.9.6 Pit installation

Products: Unless approved otherwise, utilise approved proprietary products.

Draw box spacing: Provide approved lockable draw boxes between conduit runs to limit the maximum distance between draw points to 100 metres.

9.6.9.7 Backfill zone construction

Requirement: Place, compact and test backfill in conformance with the requirements of the earthworks section of this policy. This is a hold point.

9.6.9.8 Trenchless construction

Subcontractor: If trenchless conduit installation is required, engage a suitably qualified trenchless subcontractor to design and install the conduit(s).

Approval: Prior to commencing work, submit the subcontractor design (alignment and conduit details) to the superintendent and the service authority (if applicable) for approval.

9.6.9.9 New surfaces or surface restoration

General: Construct new surfaces or reinstate existing surfaces such roads, footpaths, driveways, and kerbs and channels to match the pre-existing surfaces in conformance with the standard drawings.



Service conduit markers: Supply and install service conduit markers in conformance with the standard drawings and/or service authority requirements.

Lippage at patches: Match the surface level at any point along the patch’s edge with the adjoining footpath surface within ± 5mm.

9.6.9.9.1 Segmental paving units

Laying: Relay to match the pattern and surface levels of the existing paving.

Damaged paving units: Replace paving units which are unsuitable for relaying with new units of the same material, type, size and colour as the existing.

9.6.9.9.2 Landscaped areas

In topsoil areas: Complete the backfilling with topsoil for at least the top 100mm.

Turf: Import new turf or reuse stockpiled turf as applicable. If stockpiled turf is no longer suitable for use in the superintendent’s opinion, dispose of offsite and import new turf.

Planted areas: Overfill to allow for settlement.

9.7 Roadworks and bridges

9.7.1 Application

This section of the policy applies to provision of municipal roads and bridges infrastructure.

9.7.2 Subgrade testing and pavement thickness

The nominal sub-grade is to be prepared, tested and inspected by geotechnical consultants (NATA registered laboratory) to determine a zoning of CBR results. These results are then to be used to design a pavement thickness in accordance with this chaptersection. This information is to be submitted to the City for approval.

Pavement material is to be supplied and placed in accordance with this specification.

The minimum pavement and course thickness is to be in accordance with Table 2.6 of Chapter Section 2 – Transport network standards.

Pavement course is not to be commenced until the previous pavement course has been inspected and/or approved by the City (unless otherwise advised by the City). Compaction tests are to be provided of each layer and ensure that all tests are satisfactory.

When the sub-grade is in sand or loam material, the pavement material is to be placed in a manner which avoids contamination of the pavement material by disturbance of the sub-grade.

9.7.3 Quality System

Requirement: Establish and maintain a Quality System in accordance with MRTS50 and provide a Quality Plan for approval by the City prior to commencing construction. Provide all quality records and as-constructed data to the City in accordance with MRTS50 upon completion of construction.

9.7.4 Precedence

Unless specified otherwise, the following precedence applies to the drawings and specifications:

(1) Requirements of the Chapter Section 10 – Standard drawings take precedence over conflicting requirements of the DTMR standard drawings.

(2) Requirements of City construction specification take precedence over conflicting requirements of the DTMR construction specifications.

(3) Requirements within this specification take precedence over the referenced DTMR construction specifications and standard drawings.


The following documents are incorporated into this specification by reference.



9.7.5.1.1 Standard drawings

(1) Chapter Section 10 – Standard drawings; and

(2) Queensland Department of Transport and Main Roads Standard Drawings Roads Manual.

9.7.5.1.2 Construction specifications

General: Conform to the latest Main Roads Technical Standards (MRTS) or as listed in Table 9.14: DTMR construction specifications.

Annexes: Ensure all applicable annexes have been completed and signed by the responsible RPEQ.

Table 9.14: DTMR construction specifications

Number Title

MRTS01 Introduction to technical standards

MRTS01.1 Introduction to technical standards annexure

MRTS03 Drainage, retaining structures and protective treatments

MRTS03.1 Drainage, retaining structures and protective treatments annexure

MRTS04 General earthworks

MRTS04.1 General earthworks annexure

MRTS05 Unbound pavements

MRTS05.1 Unbound pavements annexure

MRTS06 Reinforced soil structures

MRTS06 Reinforced soil structures appendix

MRTS07A Insitu stabilised subgrades using quicklime or hydrated lime

MRTS07A.1 Insitu stabilised subgrades using quicklime or hydrated lime

Annexure

MRTS07B Insitu stabilised pavements using cement or cementitious blends

MRTS07B.1 Insitu stabilised pavements using cement or cementitious blends

Annexure

MRTS07C Insitu stabilised pavements using foam bitumen

MRTS07C.1 Insitu stabilised pavements using foam bitumen annexure

MRTS08 Plant-mixed stabilised pavements using cement

MRTS08.1 Plant-mixed stabilised pavements using cement annexure

MRTS11 Sprayed bituminous surfacing (excluding emulsion)

MRTS11.1 Sprayed bituminous surfacing (excluding emulsion) annexure

MRTS12 Sprayed bituminous emulsion surfacing

MRTS12.1 Sprayed bituminous emulsion surfacing annexure

MRTS13 Bituminous slurry surfacing

MRTS13.1 Bituminous slurry surfacing annexure

MRTS14 Road furniture

MRTS14.1 Road furniture annexure

MRTS14A Road furniture (steel work)

MRTS14A.1 Road furniture (steel work) annexure

MRTS15 Noise fences

MRTS15.1 Noise fences annexure

MRTS17 Bitumen



Number Title

MRTS18 Polymer modified binder

MRTS19 Cutter and flux oil

MRTS20 Cutback bitumen

MRTS21 Bituminous emulsion

MRTS22 Supply of cover aggregate

MRTS22.1 Supply of cover aggregate annexure

MRTS23 Supply and delivery of quicklime and hydrated lime for road stabilisation

MRTS27 Geotextiles (separation and filtration)

MRTS29 Polyethylene pipes

MRTS30 Dense graded and open graded asphalt

MRTS30.1 Dense graded and open graded asphalt annexure

MRTS31 Heavy duty asphalt

MRTS31.1 Heavy duty asphalt annexure

MRTS35 Recycled materials for pavements

MRTS35.1 Recycled materials for pavements annexure

MRTS38 Pavement drains

MRTS39 Lean mix concrete subbase for pavements

MRTS40 Concrete base in pavements jointed unreinforced, jointed reinforced, continuously reinforced and steel fibre reinforced pavements

MRTS42 Supply of wax emulsion curing compound for concrete

MRTS45 Road surface delineation

MRTS45.1 Road surface delineation annexure

MRTS46 Skid resistant friction coating for steel road plates

MRTS50 Specific quality system requirements

MRTS55 Use of explosives in roadworks

MRTS57 Geotextiles for paving applications

MRTS61 Mounting structures for its devices

MRTS62 Bridge substructure

MRTS62.1 Bridge substructure annexure

MRTS63 Cast-in-place piles

MRTS63.1 Cast-in-place piles annexure

MRTS63A Piles for high moment low axial load applications

MRTS65 Precast prestressed concrete piles

MRTS65.1 Precast prestressed concrete piles annexure

MRTS66 Driven steel piles

MRTS66.1 Driven steel piles annexure

MRTS67 Bitumen slip layer on piles

MRTS68 Dynamic testing of piles

MRTS68.1 Dynamic testing of piles annexure

MRTS70 Concrete

MRTS71 Reinforcing steel



Number Title

MRTS71.1 Reinforcing steel annexure

MRTS71A Stainless steel reinforcing

MRTS72 Manufacture of precast concrete elements

MRTS73 Manufacture of prestressed concrete members and stressing units

MRTS74 Supply and erection of prestressed concrete deck and kerb units

MRTS74.1 Supply and erection of prestressed concrete deck and kerb units annexure

MRTS75 Supply and erection of prestressed concrete girders

MRTS76 Supply and erection of steel girders

MRTS77 Bridge deck

MRTS77.1 Bridge deck annexure

MRTS78 Fabrication of structural steelwork

MRTS78 Fabrication of structural steelwork appendix

MRTS79 Fabrication of aluminium components

MRTS80 Supply and erection of bridge barrier

MRTS81 Bridge bearings

MRTS81.1 Bridge bearings annexure

MRTS81A Stainless steel bridge bearings

MRTS81A.1 Stainless steel bridge bearings annexure

MRTS82 Bridge deck expansion joints

MRTS82.1 Bridge deck expansion joints annexure

MRTS83 Anti-graffiti protection

MRTS83.1 Anti-graffiti protection annexure

MRTS84 Deck wearing surface

MRTS84.1 Deck wearing surface annexure

MRTS84A Cold milling bridge deck wearing surface

MRTS85 Repainting steel bridges

MRTS85.1 Repainting steel bridges annexure

MRTS85A Repainting existing steel bridges and new steel bridges zinc

Metal systems

MRTS85A.1 Repainting existing steel bridges and new steel bridges zinc

Metal systems annexure

MRTS86 Preparation for bridge widening

MRTS86.1 Preparation for bridge widening annexure

MRTS87 Supply of timber bridge materials and components

MRTS87 Supply of timber bridge materials and components appendix a

MRTS87 Supply of timber bridge materials and components appendix b

MRTS87 Supply of timber bridge materials and components appendix c

MRTS87 Supply of timber bridge materials and components appendix d

MRTS87 Supply of timber bridge materials and components appendix e(a)

MRTS87 Supply of timber bridge materials and components appendix e(b)

MRTS87 Supply of timber bridge materials and components appendix f



Number Title

MRTS87 Supply of timber bridge materials and components appendix g

MRTS88 Painting new work

MRTS88.1 Painting new work annexure

MRTS89 Post-tensioned concrete

MRTS90 Modular bridge expansion joints

MRTS90.1 Modular bridge expansion joints annexure

MRTS90 Modular bridge expansion joints appendix a

MRTS90 Modular bridge expansion joints appendix b

MRTS90 Modular bridge expansion joints appendix c

MRTS90 Modular bridge expansion joints - notes for designers

MRTS91 Conduits and pits

MRTS91.1 Conduits and pits annexure

MRTS91 Conduits and pits appendix

MRTS92 Traffic signal and road lighting footings

MRTS93 Traffic signals

MRTS93.1 Traffic signals annexure

MRTS94 Road lighting

MRTS94.1 Road lighting annexure

MRTS94 Road lighting appendix

MRTS95 Switchboards and cables

MRTS201 General equipment requirements

MRTS202 Provision of variable message signs

MRTS204 Provision of vehicle loop detectors

MRTS206 Provision of variable speed limit and lane control signs

MRTS210 Provision of mains power

MRTS221 Provision of help telephones

MRTS225 Imaging equipment

MRTS226 Telecommunication field cabinets

MRTS227 Provision of changeable message signs

MRTS228 Provision of electrical switchboards

MRTS232 Provision of field processors

MRTS234 Provision of telecommunications cables

MRTS245 Principal's telecommunications network

MRTS250 Provision of automatic number plate recognition system

MRTS251 Provision of traffic counter/classifier

9.7.5.2 Interpretation

9.7.5.2.1 Abbreviations

For the purposes of this specification the following abbreviations apply.

DTMR: Department of Transport and Main Roads (Queensland).

ITS: Intelligent Transport Systems.



LDG: Land development guidelines.

LED: Light emitting diode.

MRS: Main Roads Specification.

MRTS: Main Roads Technical Specification.

9.7.5.3 Inspections

Notice: Give at least three (3) business days’ notice for attendance by a City officer at inspections.

ITP's: Incorporate inspection requirements into the Inspection and Testing Plans in accordance with MRTS50.

Inspection frequency: In conformance with the requirements of the MRTS specifications.

9.7.6 Unbound pavements

9.7.6.1 Application

Unbound pavements shall be constructed in accordance with MRTS05 and MRTS05.1.

9.7.6.2 Base

9.7.6.2.1 Materials

Base shall be constructed using Type 2.1 material as shown in MRTS05.1.

Base shall be covered with bituminous prime coat in accordance with MRTS11 and MRTS11.01 where two coat bituminous surfacing is used (double/double seal).

Base shall be covered with bituminous primerseal in accordance with MRTS11 and MRTS11.01 or bituminous emulsion primerseal in accordance with MRTS12 and MRTS12.01 where asphalt surfacing is used.

9.7.6.3 Sub-base

9.7.6.3.1 Materials

Sub-base shall be constructed using Type 2.3 material as shown in MRTS05.1.

9.7.7 Subgrade replacement (or under sub-base)

9.7.7.1 Materials

Subgrade replacement (or under subbase) shall be constructed using Type 2.5 material as shown in MRTS05.1.

9.7.8 Plant Mixed Stabilised Pavements

9.7.8.1 Application

Plant Mixed Stabilised Pavements shall be constructed in accordance with MRTS08 and MRTS08.1 using unbound pavement materials Type 2.1 or Type 2.3 combined with stabilising agent.

9.7.9 Sprayed Bituminous Surfacing

9.7.9.1 Application

Sprayed Bituminous Surfacing shall be designed and constructed in accordance with MRTS11 and MRTS11.1.

9.7.9.2 Seal Design

Seal design shall be undertaken by the contractor and the outputs of the project/contract specific design shall be recorded on MRTS11.1 for submission to and approval by the City.

9.7.10 Sprayed Bitumous Emulsion Surfacing



9.7.10.1 Application

Sprayed Bituminous Emulsion Surfacing shall be designed and constructed in accordance with MRTS12 and MRTS12.1.

9.7.10.2 Seal Design

Seal design shall be undertaken by the contractor and the outputs of the project/contract specific design shall be recorded on MRTS12.1 for submission to and approval by the City.

9.7.11 Asphalt

9.7.11.1 Application

Asphalt supply and lay shall be in accordance with MRTS30. Specific contract requirements proposed by the contractor shall be advised for approval by the City using MRTS30.1.

Where required and approved by the City, MRTS30 specification for AC10M asphalt may be substituted with Council Type 2 asphalt and AC14M asphalt may be substituted with Council Type 3 asphalt in accordance with Table 2.5.

9.7.11.2 Council Types 1, 2 and 3 Asphalt

9.7.11.2.1 Aggregates

Coarse aggregates

Suitable material: Clean, hard, angular, durable crushed stone particles retained on the 4.75mm sieve having two crushed faces and properties in conformance with Table 9.15. Material is to be free from laminated particles, clay or clay balls or aggregations of fine materials, soil and vegetable matter.

Table 9.15: Coarse aggregate properties

Property Acceptance limits Test

Flakiness index 35% maximum Test AS1141-15

Wet strength (10% fines) 150 kN minimum Test AS1141-22

Los Angeles abrasion 30% maximum Test AS1141-23

Polished aggregate friction value (wearing courses) 45 minimum Test AS1141-40 and AS1141-42

Fine aggregate

Suitable material: Clean, hard, durable, moderately sharp natural sand and/or material manufactured from crushed stone passing the 4.75mm sieve. Material is to be free from clay soil, organic or vegetable matter or aggregations of fine material.

Mineral filler

Suitable material: Natural sand particles and/or crushed rock or crushed gravel particles and/or mineral filler (added filler) of particle size smaller than 0.075mm. The voids in dry compacted filler are to be not less than 38%.

Grading

Conform to the requirements of Table 9.16 – Aggregate grading.

Table 9.16: Aggregate grading

Sieve size Grading – Per Cent by Weight Passing

Type 1 Type 2 Type 3

37.5mm - - -

19.0mm - - 100

13.2mm - 100 75-100

9.5mm 100 90-100 60-85

4.75mm 85-100 60-80 35-55



Notes:

Type 1 is a surface course which may be used for footpaths and bike paths.

Type 2 and 3 are surfacing courses for minor and major roads respectively.

9.7.11.3 Binder

Material: Bitumen shall comply with DTMR MRTS17 Bitumen Specifications. Class 320 is the preferred bitumen binder for local minor roads and Multigrade / Polymer Modified binders for major roads. Bitumen Class 170 could be used for Council Type 1 asphalt mix.

9.7.11.4 Colour

The use of colouring agents in asphalt surfacing is not encouraged and any intended use must be approved in writing by the superintendent.

9.7.11.5 Bitumen content

Use the Marshall Design Method to determine the bitumen content for each type of mixture. Make sure the bitumen content is within the limits shown in Table 9.17.

Table 9.17: Bitumen content

Description Council Type 1 Council Type 2 Council Type 3

Bitumen content 5.0% - 7.0% 4.5% – 6.5% 4.0% – 6.0%

9.7.11.6 Asphalt mix design

9.7.11.6.1 Design and control method

Design method: Use the Marshall method of design and testing for quality and compaction control of the mixture.

Acceptance standards: When compacted by 50 blows each end of the specimen, the mixture is to satisfy the requirements Table 9.18: Acceptance testing requirements.

Table 9.18: Acceptance testing requirements

Marshall test parameter Types 1 & 2 mixes Type 3 & 4 mixes

Min. Max. Min. Max.

Stability of mixes AS2891 4 kN - 5 kN -

Flow of mixes AS2891 2 mm 4 mm 2 mm 4 mm

Air voids in laboratory compacted mix 2 % 5 % 3 % 7 %

9.7.11.6.2 Job mix formula

If directed, submit mix formulas at least seven (7) business days prior to laying asphalt.

9.7.11.6.3 Compacted asphalt layer thickness

Conform to the requirements of Table 9.19.

Table 9.19: Asphalt layer thickness

Asphalt layer thicknesses Type 1 mix Type 2 mix Type 3 mix

Min. Max. Min. Max. Min. Max.

Thickness 15mm 25mm 25mm 40mm 40mm 60mm

2.36mm 55-75 38-55 20-35

0.6mm 26-43 23-32 10-22

0.3mm 15-28 15-23 6-16

0.075mm 4-11 3-8 2-8



9.7.11.6.4 Acceptance/ Rejection Criteria – Compaction

Acceptance of compaction shall be based on a statistical analysis of density testing of the work in lots. Provided the mix is homogenous and placed in one layer under essentially uniform conditions, a test lot shall consist of all asphalt placed and compacted in one day.

Density testing will be carried out as soon as possible after final rolling and, where possible, prior to trafficking. Sites for density testing will be selected on an essentially random basis provided no site is selected within 150mm of a joint or free edge. Should it be necessary to conduct density testing later than two days after trafficking, the sites for testing shall be outside the trafficked wheel paths.

For each lot, the density of the compacted mix will be determined by nuclear gauge in accordance with relevant DTMR standards.

The compaction of the asphalt surfacing shall be assumed from the following characteristics:

(1) for compliance testing a designated lot eight (8) positions are to be selected at random as directed by the Superintendent.

the required relative compaction for the various types of asphalt is:

Type 1, 2: 90%; and

Type 3: 92%.

Relative compaction is defined as the compacted density of asphalt in the field (AS2891.9.1 Methods of sampling and testing asphalt or DTMR Q306A or Q306C) divided by the maximum density of the asphalt (AS2891.7.1 Methods of sampling and testing asphalt or DTMR Q307A).

(1) The lot will be accepted if of the eight (8) results, two (2) or less fall below the required relative compaction.

or

The Contractor may elect to carry out an additional five (5) tests and combine those results with the initial eight (8) tests. The designated lot will be rejected if four (4) or more of the combined thirteen (13) tests fall below the required relative compaction.

9.7.11.6.5 Priming

A primer or primer seal coat shall be applied to new work before any asphalt surfacing is carried out.

Priming shall be carried out at least 48 hours before the asphalt is applied.

The selection of the type, rate and temperature of application of the primer or primer seal shall take into consideration:

(1) the permeability and absorption characteristics of the pavement;

the type of material used in the pavement;

the condition of the pavement surface;

whether or not the pavement will be open to traffic after priming; and

the period of time before application of asphalt surfacing.

The primer used shall satisfy the requirements of AS2157 Cutback bitumen.

Application rates for primer shall be applied to suit field conditions at the time of construction.

9.7.11.7 Drainage

9.7.11.7.1 Circular culverts

Embedment: Delete all clauses in MRTS03 Drainage, Retaining Structures and Protective Treatments relating to construction of the embedment zone for circular culverts and replace with the requirements of Section 9.6 Stormwater drainage specifications.

9.7.11.7.2 Concrete access chambers

Delete all clauses in MRTS03 Drainage, Retaining Structures and Protective Treatments relating to construction of insitu and precast access chambers and replace with the requirements of Section 9.6 Stormwater drainage specifications.



9.7.11.8 Traffic signals, rate 3 lighting and intelligent transport systems

Design and install all traffic signal, rate 3 street lighting and intelligent transport systems modifications or installations, in the first instance, in accordance with the appropriate Department of Transport and Main Roads (DTMR) specifications and standard drawings.

In addition to the DTMR standard drawings and specifications, follow the City supplementary specification. The City supplementary specification lists items that vary from the DTMR standard specifications and standard drawings for City installations.

Obtain written confirmation of the current version of this specification through the Traffic Management Team (City Transport Branch) prior to the design and/or construction of traffic signals, rate 3 street lighting and ITS installations.

Contact the Traffic Management Team on (07) 5667 3620.

9.8 Foreshore seawalls and dune fencing

9.8.1 Application

This section of the policy applies to the provision of foreshore seawalls and dune fencing. It includes requirements for supply, delivery and installation of material including boulders, clay/shale, geotextile and fencing materials. It includes requirements for wall construction, filling and restoration.


In line with the requirements of Section 7.4 – Bonding Requirements, a bond is required for works associated with the construction of a foreshore seawall and/or dune fencing.


The following documents are referenced in this section of the policy.

9.8.3.1 Australian Standards

AS3705 Geotextiles - Identification, marking, and general data

AS3706.1 Geotextiles – Methods of test – General requirements, sampling, conditioning, basic physical properties and statistical analysis

AS2001.2.3.2 Methods of test for textiles - Physical tests - Determination of maximum force using the grab method

9.8.3.2 Standard drawings

Chapter Section 10 – Standard drawings – Beaches and waterways.

9.8.4 Inspections

Notice: Give at least three (3) business days’ notice for inspection of the items listed in Table 9.20 – Summary of hold points.

RPEQ inspections: Make sure the RPEQ responsible for certification of the construction works is present at all hold point inspections.

ITP's: Incorporate inspection requirements into the Inspection and Testing Plans.

Inspection frequency: In conformance with Table 9.20: Summary of hold points.

Table 9.20: Summary of hold points


Materials

General/clay and shale Clay/shale material delivered to site First delivery

General/rocks and boulders Rocks delivered to site First delivery

General/rocks and boulders Boulders delivered to site First delivery




Execution

General/setout Setout of walls On completion of setout

Construction/clay and shale layer Installed clay/shale layer On completion of installation

Construction/geotextile Installed geotextile On completion of installation

Construction/rock layer Installed rock layer On completion of installation

Construction/boulder layer Installed boulder layer On completion of installation

Construction/flooded sand Installed flooded sand fill On completion of installation

Restoration/vegetation Revegetation On completion of revegetation

Completion/general Final site cleaning On completion of site cleaning

9.8.5 Submissions

Requirement: Make submissions to the superintendent as listed in Table 9.21: Summary of submissions.




Materials

General/geotextile Geotextile sample Prior to delivering material to site

General/clay and shale Clay and shale sample Prior to delivering material to site

General/rocks and boulders Rocks and boulders sample Prior to delivering material to site

9.8.6 Program

Program: Include the following activities within the construction program as applicable.

(1) construction of rock and boulder layers;

(2) final trimming/filling; and/or

(3) restoration.

9.8.7 Materials

9.8.7.1 Geotextile

Supply geotextile that conforms with the following.

(1) Unit weight to AS3706.1 Geotextiles – Methods of test – General requirements, sampling, conditioning, basic physical properties and statistical analysis: 1000 g/m2 (minimum).

(2) Grab tensile strength to AS2001.2.3 – Methods of test for textiles: 1000 N (minimum) in any direction in plain of geotextile.

(3) Trapezoidal tear resistance to ASTM D1117: 600 N (minimum) in any direction.

(4) Water permeability (10 cm) head: 30 L/m2/s.

Sample: Submit a representative sample for approval prior to delivering the material to site.

9.8.7.2 Clay and shale

General: Supply a uniform mixture of 50% clay and 50% shale that is free of organic matter.

Sample: Submit a representative sample for approval prior to delivering the material to site.

9.8.7.3 Rocks and boulders



General: Supply sound igneous or metamorphic rocks that will not break down in water and are free of contaminants such as soil, fines or organic matter.

Rock size: 90 – 360 kg with 50% by weight greater than 270kg.

Boulder size: 1.5 – 4.0t with 50% by weight greater than 3.0t.

Sample: Submit a representative sample of rocks and boulders for approval prior to delivering the material to site.

9.8.7.3.1 Sand

Clean dune sand excavated from site and sieved through a 50mm sieve or imported clean river sand.

9.8.7.3.2 Dune fencing

For dune fencing refer to Chapter Section 10 – Standard drawings – 04-003 Dune protection fence.

9.8.8 Execution

9.8.8.1 Setout

Extent: Setout seawalls to the documented extents, lines and levels.

9.8.8.1.1 Excavation

General: Remove topsoil and excavate to the documented lines and levels in conformance with the Earthworks specification.

Existing seawalls: Where proposing to reuse rocks from an existing seawall, remove and stockpile rocks for inspection. Remove all noncompliant material and dispose of legally offsite. This is a hold point.

Use of explosives: Not permitted.


9.8.8.2.1 General

Extents: Construct seawalls to the extents documented.

Pattern: Place rocks and boulders such that differing sizes are arranged in a random and interlocking pattern. Do not group similar sized elements together.

9.8.8.2.2 Type 1 and type 2 walls

Subgrade preparation: Trim and prepare the subgrade to be suitable for construction of the clay/shale fill layer or placement of the geotextile as applicable.

Clay and shale layer: For Type 1 walls, construct the clay/shale layer from RL 0.6m to RL 4.9m (minimum) as a single layer and compact. This is a hold point.

Geotextile: For Type 2 walls, install geotextile and provide 300mm minimum overlap on the joints. This is a hold point.

Rock layer: Construct the rock fill layer from RL 0.0 metres to RL 4.9m (minimum) as a single layer. Lay rocks in a configuration that ensures maximum interlock. This is a hold point.

Boulder layer: Construct the boulder armour layer from RL 0.0m to RL 4.9m (minimum) as a single layer. Lay boulders in a configuration that ensures maximum interlock and that all rocks have at least three (3) points of contact with rocks of the same layer. This is a hold point.

Flooded sand: Completely fill the voids between the rocks and boulders with flooded sand. This is a hold point.

9.8.8.3 Restoration

9.8.8.3.1 General



Setback: An 8.1m setback from the Seawall A Line to development is required as per the Coastal hazard erosion overlay code. The construction of any built structures and landscape works are to comply with the City Plan and other relevant Council requirements. Large trees shall not be planted in the 8.1m setback area landward of the Seawall A Line as these species restrict emergency works associated with the maintenance of the seawall.

The restoration works are to adhere to the requirements of Zone A, Zone B and Zone C requirements outlined in SC6.4 City Plan policy – Coastal dune management (Urban dune areas). Encroachment of turf and inappropriate vegetation into public land and actively forming dune areas is not to be undertaken.

9.8.8.4 Completion

9.8.8.4.1 Guidelines for front dune

For revegetation works following dune excavation such as seawall construction, refer to SC6.4 City Plan policy – Coastal dune management.

9.8.8.4.2 Plants

(1) Native tubestock is recommended. Plant stock is to be healthy with sufficiently developed roots. Viro cells or fresh cuttings may be acceptable where adequate stock cannot be sourced.

(2) Vegetative material is to be locally endemic with local provenance (seeds / cuttings gathered within the Gold Coast area).

(3) Refer to Table 9.22. Other additional coastal species may be appropriate depending on the site characteristics.

9.8.8.4.3 Planting

(1) Minimum density 1m spacing (1 plant per m²). Higher densities (up to 2 plants per m²) can improve rate of establishment.

(2) Plants should be 1m away from infrastructure (fences, access ways, signs and existing trees).

(3) Ensure plants are planted deeply enough (down to the wet layer) to prevent drying out and being uncovered by the wind.

(4) Hydrated water crystals and slow release native fertiliser is to be mixed into the hole during planting at recommended rate.

(5) Planting to imitate pre-existing vegetation and blend into surrounding healthy vegetation as much as possible. Ensure a good mix of species (i.e. small patches of same species are desirable provided each species is distributed throughout the zone).

(6) Spinifex is to be the dominant species in the seaward half of the dune. Any trees and shrubs should be planted in the landward quarter of the dune. Views and vantage points are to be considered during placement.

9.8.8.4.4 Mulching /watering

(1) Plants require watering-in at time of planting (tertiary recycled water can be used). As a minimum, plants should be watered twice weekly in the first 2 weeks then once per week for 4 weeks or until established.

(2) Dune groundcovers do not require mulch. Trees and shrubs should be mulched to improve survival with either jute squares (no pins) or bush/forest mulch. Jute mesh may be used to help stabilise steep dune profiles.

9.8.8.4.5 Follow-up and Maintenance

(1) Regular weed control will be required during the establishment phase to prevent colonisation by exotic species. Allow any native groundcover species to germinate.

(2) Plant survival rate at 6 months should be at least 75% with adequate dune coverage (i.e. no large bare patches).



Table 9.22: Preferred species list

Botanical name Common name Habit Composition

Spinifex sericeus Beach Spinifex Groundcover 70 %

Carpobrotus glaucescens Coastal Pigface Groundcover 8 %

Ipomoea pes-caprae subsp. brasiliensis Goats Foot Groundcover 8 %

Vigna marina Yellow Beach Bean Groundcover 7 %

Canavalia rosea Beach Bean Groundcover 4 %

Other coastal groundcovers e.g. Dianella congesta, Lomandra longifolia, Ficinia nodosa

Groundcover 2 %

Casuarina equisetifolia subsp. incana

Banksia integrifolia

Acacia sophorae

Pandanus tectorius

Horsetail Sheoak

Coastal Banksia

Coastal Wattle

Pandanus

Tree

Tree

Shrub

Tree

1 %

9.9 Irrigation

9.9.1 Application

Supply and install irrigation systems in conformance with this specification, project drawings (if provided), Chapter Section 10 – Standard drawings (RPZ Device for Park Irrigation Systems Installation Detail) as applicable in Chapter Section 5 – Public open space.


Provide all necessary resources, equipment, materials and labour for the design, installation and commissioning of irrigation systems.

Use only experienced and qualified (RPEQ or BSA-licensed) designers to undertake design work.

Carry out verification tests and measurements to show compliance with the documented requirements.

9.9.3 Standards

The following Australian standards apply:

(1) AS/NZS 1477 PVC pipes and fittings for pressure applications.

(2) AS/NZS 2032 Installation of PVC pipe systems.

(3) AS/NZS 2845 Water Supply - Backflow Prevention Devices.

(4) AS/NZS 2977 Unplasticized PVC (UPVC) Pipes for Pressure Applications.

(5) AS/NZS 3000 Electrical installations (known as the Wiring Rules).


9.9.4.1 The following definitions apply:

(1) BSA: Queensland Building Services Authority.

(2) LDG: Land development guidelines.

(3) PVC: Polyvinylchloride.

(4) RPEQ: Registered Professional Engineer of Queensland.

(5) RPZ: Reduced Pressure Zone.

9.9.4.2 Submissions

Prior to commencing installation, submit for approval the following:

(1) detailed Irrigation Plan (including plan layout, design criteria, materials to be used, system tolerances);



(2) existing water quality test results; and

(3) plumbing and other approvals (if required).

Prior to completion, submit for approval the following:

(1) post-installation checklist;

(2) operations and maintenance manual (including all manufacturers’ warranties, as-constructed drawings); and

(3) all test results (including post-installation water quality test).

9.9.5 Material and installation

All the materials supplied must be new, and must conform to the relevant Australian Standards, as follows:

(1) install PVC pipes to AS2032 Installation of PVC pipe systems; and

(2) install cables to AS3000 Electrical installations (known as Wiring Rules).

Take into consideration all site specific issues and requirements. Confirm with superintendent if necessary.

9.9.5.1 Irrigation set out

Do not install the irrigation main line within the field of play. Install at least 5m from the field of play boundary line.

Use a qualified surveyor to set out the irrigation system, including the following:

(1) locate and mark the proposed fields of play;

(2) mark the proposed main line route;

(3) mark the sprinkler locations;

(4) mark the remote control locations; and

(5) confirm controller location.

9.9.5.2 Remote control valves

Conform to Toro P220 50 mm with EZ-REG, pressure regulation set at 550kPa (or approved equivalent).

9.9.5.3 Isolating valves for remote control valves

Conform to Advanced Industrial Products (AIP) Tested Gate Valve (or approved equivalent).

Comply with the following:

(1) bronze tested gate valve;

(2) cast iron handle; and

(3) pressure rated to 2500 kPa.

The connection to the mainline must consist of bronze tapping saddle with a female BSP threaded outlet. The assembly must be assembled with the following items:

(1) 50mm brass M & F elbow;

(2) 50mm brass nipple;

(3) 50mm isolation valve (type as specified);

(4) 50mm brass nipple (reducing if required); and

(5) Remote control valve (as specified).

9.9.5.4 Isolating valves for mainline

Conform to Tyco Figure 500 (or approved equivalent).

9.9.5.5 Valve boxes

Valve boxes to house remote control valves must be manufactured from HDPE structural foam. Size must be no smaller then specified. Selection and use must be as per Table 9.23.



Table 9.23

Remote control and isolating valve assemblies, 50 and 80 mm isolating gate valves D1419-12VB

Isolating valve assemblies for 100 and 150 mm valves D1420-12VB

Wire joins D910-12B

Air release valves D910-12B

Stencil suitable identification on valve box lids regarding individual contents.

9.9.5.6 Control cable

Active wires must be multi core 1.5 mm.

The common wire must be single core 2.5 mm.

9.9.5.7 Mainline and lateral pipes

PVC pipes must be class 12 PVC manufactured in accordance with AS1477 PVC pipes and fittings for pressure applications or AS2977 Unplasticized (PVC (UPVC) Pipes for Pressure Applications.

9.9.5.8 Pipe installation

Install pipes in accordance with the manufacturer’s recommendations, AS1477 PVC pipes and fittings for pressure applications or AS2977 Unplasticized (PVC (UPVC) Pipes for Pressure Applications and industry best practice.

All pipes installed under pavements and roadways must be in class 12 PVC irrigation sleeves, at least double the size of the total irrigation pipe it is to house.

Install marker tapes as documented.

9.9.5.8.1 Pipe fittings

PVC pipe fittings sized 50mm or less are to be manufactured to AS1477 PVC pipes and fittings for pressure applications. Larger sizes of fittings must be ductile iron or gun metal.

All pipe cutting and fittings connection are to be made in a workman like manner. The cuts are to be square, the burrs removed, and the inside of the pipe left as free of debris as possible.

9.9.5.8.2 Excavation and back-filling


(1) trench bottom is to be level, free of rocks and sharp objects and able to support the whole length of the pipe without bridging;

(2) trench widths are to be equivalent to 3 times the nominal pipe diameters to provide working room and to ensure ample sand bedding all round the pipes;

(3) mainline pipe depths are to be sufficient to allow 50mm of sand bedding under and 100mm of sand bedding over pipes. Total cover over mainline pipes must be a minimum of 450mm;

(4) Lateral depths are to be sufficient to allow 50mm of bedding sand under and 100mm of sand bedding over pipes. Total cover over lateral pipes must be a minimum of 400mm; and

(5) When the sand bedding is in place, the rest of the mainline trench and the lateral trenches are to be completely backfilled with suitable spoil (free of rocks) and compacted to the same standard as the surrounding soil.

9.9.5.8.3 Marker tape

Two (2) layers of virgin grade, rot resistant polyethylene enclosing a stainless steel wire. The tape is to be 100mm wide, coloured lilac and labelled ‘Danger Recycled Water Main Below’.

Install 150mm above mainline pipes and loop in each valve box for access.

Use Vinidex # 84620 (or approved equivalent).

9.9.5.8.4 Rotor sprinklers



The rotor sprinkler features must include:

(1) commercial grade sprinkler;

(2) stainless steel internal hardware;

(3) pop-up stroke 127mm;

(4) exposed diameter of 50mm;

(5) integral rubber cover;

(6) water lubricated gear drive;

(7) Seal-A-Matic (SAM);

(8) self-adjusting stators;

(9) operating pressure 550 kPa; and

(10) non-potable rubber cover (lilac).

Sprinkler risers are to be black poly articulated assemblies incorporating three Marlex M & F elbows and a 300mm riser arm. The assembly is to be sized to match the sprinkler inlet.

Use Rainbird 8005 Stainless Steel (or approved equivalent).

9.9.5.8.5 Non-potable colour coding

Unless noted otherwise, the irrigation system must be distributing water from a non-potable source. All sprinklers, valves, valve box lids, pipes and fittings are to be lilac coloured or have prominent lilac markings. Do not connect taps or hose cocks to the system.

9.9.5.8.6 Automatic irrigation controller


(1) irrinet M;

(2) supply of new Scorpio controller and radio telemetry unit to suit the number of automatic valves shown on the drawing;

(3) hardware for connections between pump controller, irrigation controller and instruments are to be supplied and installed by the contractor; and

(4) programming the Human Machine Interface (HMI) to incorporate the alarms, status and flow information is to be included in the scope to be carried out by the principal’s Irrinet provider.

9.9.5.8.7 Irrigation pump set (where applicable)


(1) variable speed drive controlled based on pressure;

(2) low level probe signal must shut down the pump using the pump controller;

(3) variable flow rates and pressures to meet minimum and maximum needs;

(4) operating flexibility;

(5) the pump set is to include a fully integrated control panel supplied by the pump manufacturer. The panel must include the following features;

(6) full alarm log with general alarm output capacity to the City’s Supervisory Control and Data Acquisition (SCADA) system – Irrinet;

(7) run and status screens;

(8) run and fault lights;

(9) touch screen manual pressure adjustment capability; and

(10) mains isolation.

For remote system inputs, the pump set controller are to allow for remotely applied 24 vac signals to provide:

(1) low water level fault;



(2) remote system start;

(3) flow rate;

(4) overflow sensor; and

(5) use Lowara (or approved equivalent).

9.9.5.8.8 Automatic filter

Use Filtomat M103C-HV (or approved equivalent).

9.9.5.8.9 Flow meter/ master valve


(1) electromagnetic operation;

(2) no internal restrictions to water flow;

(3) totalising and flow rate signals;

(4) 100 L/min output; and

(5) use Bermad series 910 pulse metre master valve combo (or approved equivalent).

9.9.5.8.10 Butterfly isolation valve

Use Tyco figure 631 c/w F640 type A extension spindle for buried valves (or approved equivalent).

9.9.5.8.11 Suction screen (foot valve assembly)

Use Triangle filtration, self cleaning CW200SS (or approved equivalent).

9.9.5.8.12 Air valves

Use Bermad ARI (or approved equivalent).

9.9.6 Other requirements

9.9.6.1 Irrigation system requirements

The proposed system design is to comply with:

(1) environmental considerations;

(2) irrigation system requirements;

(3) minimum design life expectancy of 10 years; and

(4) practical and economical to operate and maintain.

Reticulated, recycled or captured rain water are highly preferable sources of water for use in irrigation.

A bore-fed or recycled water (where acceptable water standards can be sustained) irrigation system and associated tanks and pumps must be established for all areas of play on multi-purpose pitches. The use of potable water for irrigation purposes is undesirable.

9.9.6.2 Irrigation plan

A detailed irrigation plan is to:

(1) show the layout;

(2) be site specific and detail complete design, layout and specifications as well as providing Coefficient Uniformity (CU), Distribution Uniformity (DU) and Scheduling Coefficient (SC) details for the proposed irrigation system. The distribution uniformity test must indicate a DU ≥ 75%, CU ≥75%, and SC ≤ 1.2;

(3) include all details regarding the proposed water supply and associated tanks and pumps, for all areas subject to irrigation on the sports field and associated kick about area; and

(4) provide an irrigation system that:

(a) is compatible with the City’s operational system at the time of establishment (currently the Motorola ICC central system);



(b) is designed and installed to meet Australian best industry practice to the satisfaction of the Superintendent;

(c) is designed and installed by suitably qualified professionals with experience in sports field design and installation;

(d) is constructed using infrastructure that is compatible with current the city’s systems;

(e) is compatible with, and inevitably connected to and controlled by, the City’s Motorola Irrinet control system;

(f) meets the irrigation audit requirements (CU, DU and SC indicated above);

(g) includes the location of water meter, backflow prevention device and isolation valve and incorporates water sensitive design practices (if relevant);

(h) meets minimum standard sprinkler head to sprinkler head coverage; and

(i) can be approved if the irrigation system is outside of road reserve or on federal land. Confirm with Superintendent before commencement of work.

9.9.6.3 Pressure and other testing

Give three (3) business days’ notice to the Superintendent for all testing. Unless noted otherwise, the Superintendent or delegate must be present on site for all testings. This is a hold point.

Pressure-test the mainline 1000 kPa for a period of 30 minutes without loss.

Carry out all other tests as directed by the Superintendent, including provision of labour, pumps, engines, temporary valves, plugs, flanges and all other equipment as may be necessary. Such plant are to remain as property of the contractor and at no cost to the Principal for the use, installation and dismantling thereof.

9.9.6.4 Independent audit

As part of the commissioning process, allow for an independent audit of the irrigation system by a certified landscape auditor engaged by the Contractor. This certification will require verification of the following, but may not be limited to:

(1) operation pressures of the sprinklers;

(2) spacing of the sprinklers;

(3) sprinkler nozzles; and

(4) distribution uniformity test of four full circle sprinklers (to achieve 75% or greater).

9.9.6.5 Operations and maintenance manual

Submit one (1) hard copy of operations and maintenance manuals, including the following information:

(1) manufacturers’ brochures and service information for all equipment installed as part of this contract;

(2) parts breakout sheets and service instructions;

(3) copies of all manufacturers’ warranties on equipment installed;

(4) as-constructed drawings; and

(5) contact information including name, address and phone numbers of the Contractor and local supply/service agents for all equipment installed.

9.9.6.6 As-constructed drawings

If requested, provide a set of interim as-constructed drawings to show changes in equipment locations and other deviations from the original irrigation design. These interim as-constructed information must be located at time of installation and/or near practical completion.

Please refer to the Data Capture Guidelines and the SEQ D&C Asset Information Specification for final as-constructed requirements which includes all spatial requirements such as datum and coordinate system. The As-Constructed Data Capture Guidelines can be found on the following City webpage: http://www.goldcoast.qld.gov.au/documents/bf/as-constructed-guidelines.pdf.

9.10 Sports field construction



9.10.1 Application

Design and construct sports field in conformance with this specification and project-specific drawings (if provided).


Provide all necessary resources, equipment, materials and labour for the design, construction and commissioning of sports field and associated works.

9.10.3 Qualification

Use only experienced and qualified designer/s to undertake design work.

9.10.4 Performance



9.10.5.1 Definitions

The following definitions apply:

(1) AFL: Australian Football League.

(2) LDG: Land Development Guidelines.

(3) ppm: parts per million.

(4) USGA: United States Golf Association.

9.10.5.2 Submissions

Submit the following to the City for approval:

(1) prior to commencing construction, a detailed irrigation plan in accordance with the irrigation section of this policy;

(2) ten (10) business days prior to the commencement of any turfing, submit a soil test report; and

(3) prior to completion, submit all approvals, test results, checklists, operations and maintenance manual, and as-constructed drawings (as documented or as directed).

9.10.5.3 Design and construction

9.10.5.3.1 Civil and landscaping works

Prior to commencing construction, submit a detailed irrigation plan.

The sports field finished playing surface is to have a 0.5% to 1% camber from either: (1) a dome camber from the centre of the outwards in a domed configuration for AFL and cricket fields; or

(2) a rooftop camber running the longest section of the field from the centre outwards.

The camber is to be created beneath the required growing media.

Base and surface camber is to be parallel.

Prior to installation of the growing media, give three (3) days notice to the Superintendent to inspect and approve the leveling and camber of the subgrade. This is a hold point.

Growing media profile is to be a minimum of 250mm with a consistent camber as detailed above.

Growing media is to have the following properties:

(1) a drainage rate of 10 mm/hr (minimum) to 200 mm/hr (maximum);

(2) a pH of between 6 and 7;

(3) an even range of friable soil particle size that limits compaction and loss off drainage capabilities and encourages root development;

(4) an organic carbon content of between 2% and 4%;



(5) a calcium base saturation of between 65% and 75%(1100ppm - 1300ppm);

(6) a magnesium base saturation of between 10% and 16%(150ppm - 180ppm);

(7) a potassium base saturation of between 3% and 5% (180ppm - 216ppm); and

(8) a sodium base saturation less than 3% (less than 70ppm).

Ten (10) business days prior to turfing, submit to the City a dated soil test report in accordance with the superintendent’s instruction.

Turf is to be certified Grand Prix Couch (AFL or rugby fields) or OZ Tuff Green Couch (cricket or soccer fields) in jumbo rolls.

Turf is to be heavy-rolled (more than 2 tonnes) in two directions as part of the laying process, unless approved otherwise.

Apply Ronstar Plus Starter (18:10:9) fertilizer (pre emergent) at 400 kg/ha within three (3) days of the completion of each individual surface. Irrigate with 15mm of water before allowing to dry completely for 8 hours and then water in accordance with the establishment program (as approved by the Superintendent in the irrigation plan).

Scarify the playing surfaces at 15 to 20mm, all clippings removed and top-dressed with 10 mm cover of a certified USGA sand 6 to 8 weeks after the completion of the turfing process and any deficiencies in the base saturation requirements amended appropriately. Any bare areas will be replaced and subsidence or undulations rectified at this point.

The playing surface must be handed over in a 100% weed-free condition. Weed is defined as anything outside the monoculture couch species stated previously.

The playing surface must be handed over with a sward height of 30mm and with no visible clippings.

Drainage pits are to be spaced at 25m centres around the perimeter.

All hard surfaces are to achieve a minimum separation distance of 5m from the edge of the finished playing surface, as measured outwards from the playing field.

9.10.5.3.2 Electrical works

Electrical supply is to provide suitable capacity to cater for 200 lux lighting for sports fields at a later date (i.e. installation of conduits and underground infrastructure to accommodate lighting in an appropriate locale). Confirm with the superintendent before commencement of work.

9.11 Play equipment and play nodes

9.11.1 Application

Supply and install play equipment and play nodes in conformance with this specification, project drawings (if provided), Chapter Section 5 – Public open space standards and Chapter Section 10 – Standard drawings.

9.11.1.1 Responsibilities

Provide all necessary resources, equipment, materials and labour for the design, installation and commissioning of play equipment.

Use only experienced and qualified (RPEQ or BSA-licensed) designers to undertake design work.


9.11.1.2 Submissions

Prior to the removal of construction fencing and the public gaining access to play equipment and play nodes, submit for approval the following:

(1) manufacturer compliance certificates;

(2) structural design compliance certificates;

(3) impact attenuation surface compliance certification;

(4) as-constructed plans detailing fall zones and fall heights;



(5) as-constructed data for the play node in accordance with Council’s As-constructed Data Capture Guideline;

(6) warranty/guarantees for each item;

(7) manufacturer contact details;

(8) serial/model numbers for each item;

(9) operation and maintenance manuals;

(10) parts manual;

(11) any special tools; and

(12) post construction certification by a qualified private certifier with valid and current Professional Indemnity Insurance.

9.11.2 Material and installation

Play equipment is designed, manufactured, installed and certified to comply with Australian Standard AS4685:2004 – Playground Equipment Safety AS4685 SET:2014 Playground equipment and surfacing set and AS/NZS 4486 Playgrounds and Playground Equipment – development, installation, inspection, maintenance and operationAS4685.0:2017 Playground Equipment and surfacing – Development Installation, Inspection, Maintenance and Operation.



10 Standard drawings



11 Glossary

These definitions assist with the interpretation of this City Plan policy but do not have a specific land use meaning.

A term listed in Table 11.2 column 1 has the meaning set out beside that term in column 2 under the heading.

Table 11.3 includes acronyms found in this City Plan policy.

Table 11.1: Index of definitions

Bad ground

Base

Deterioration

Discrepancy

Drainage structures

Effective pipe length

Endemic species

Exotic species

Fines

Flexible pipe

Grubbing

Indigenous species

Large culvert unit

Mature

Native species

Play nodes

Proprietary devices

Rigid pipe

Rootball

Small culvert unit

Spread

Sub-base

Sub-grade

Sun grown

Sun hardened

Unsuitable founding material

Zone of influence



Table 11.2: Definitions

Column 1

Term

Column 2

Definitions

Bad ground Ground unsuitable for the purposes of the works, including fill liable to subsidence, ground containing cavities, faults or fissures, ground contaminated by harmful substances and ground which is or becomes soft, wet or unstable.

Base One or more layers of material usually constituting the uppermost structural element of a pavement and on which the surfacing may be placed, which may be composed of fine crushed rock, natural gravel, broken stone, stabilised material, asphalt or portland cement concrete.

Deterioration A noticeable change in the physical characteristics of a component of the works from the original condition at the start of the works (or when first constructed/installed) that may render it unsuitable for the purpose intended or may result in failure of required testing/retesting.

Discrepancy A difference between contract information about the site and conditions encountered on the site, including but not limited to discrepancies concerning the following.

(3) the nature or quantity of the material to be excavated or placed.

(4) existing site levels.

(5) services or other obstructions beneath the site surface.

Drainage structures

Devices to control stormwater flowing into and through a stormwater drainage system including culverts, inlet and outlet structures, junction boxes, gully pits, drop structures, headwalls, wingwalls, energy dissipaters and ancillary hardware such as grates, frames and step irons as well as subsurface drainage pipes at pits, headwalls and wingwalls.

Effective pipe length

The centre-line length dimension specified by the manufacturer and subject to permissible tolerances.

Endemic species Endemic species are plant species that are peculiar to a particular area or locality.

Exotic species Plant species that are not native to Australia.

Fines Particles finer than 75 µm.

Flexible pipe

A pipe that relies primarily upon side support to resist vertical loads without excessive deformation. PVC, PE and PP pipes are classified as flexible pipes.

Grubbing Removal of vegetation below ground including roots and stumps.

Indigenous species Native species occurring naturally in a general area and/or region.

Large culvert unit

Culvert unit with a span from 1500 mmmillimetres up to 4200 mm millimetres and a height up to 4200 mm millimetres.

Mature Species that have been grown in natural ground for a minimum period of three (3) growing seasons. Size generally 200 litres or larger.

Native species Plant species that are peculiar to the Australian Continent.

Play nodes Points of activity focus within public open space; they may include elements such as natural play; community gardens; a market space or picnic area supplied with lots of natural shade. These nodes must be located at path intersections, with provision of seating for guardians.

Proprietary devices Include all devices which are intended to provide improvements in stormwater quality through enclosed/package units or off-the-shelf products. These are typically supplied and installed as stand-alone devices which can be specified and constructed (or installed as precast units) within the stormwater network as part of the treatment train.

Rigid pipe A pipe that supports vertical loads primarily by virtue of its resistance to bending or deformation. Reinforced concrete pipes are classified as rigid pipes.

Rootball Root mass of individual species.

Small culvert unit Culvert unit with a span up to 1200 mmmillimetres and a height up to 1200 mm millimetres.

Spread Mean diameter of the horizontal measurements of the natural foliage projection in any three directions.



Column 1

Term

Column 2

Definitions

Sub-base The material laid on the subgrade below the base either for the purpose of making up additional pavement thickness required, to prevent intrusion of the subgrade into the base, or to provide a working platform.

Sub-grade The trimmed or prepared portion of the formation on which the pavement or slab is constructed. Generally taken to relate to the upper line of the formation.

Sun grown Species continually grown in the sun from a juvenile stage.

Sun hardened Species has grown in a shaded environment for more than two (2) growing seasons and has then been acclimatised in the sun for a given period of time to enable transplanting into sunlight.

Unsuitable founding material

Material beneath or adjacent to the proposed pipeline or drainage structure which is of insufficient strength to support the imposed loads, or material whose characteristics would adversely affect the performance or construction of the drainage structure.

Zone of influence A foundation zone bounded by planes extending downward and outward from the bottom edge of a footing, slab or pavement and defining the extent of foundation material having influence on the stability or support of the footings, slab or pavement.

Table 11.3: Acronyms

Acronym Meaning

ADAC Asset Design As Constructed

AEP Annual Exceedance Probability

AHD Australian Height Datum

AFL Australian Football League

AIP Advanced Industrial Products

AMG Australian Map Grid

ARI Average Recurrence Interval

ARR Australian Rainfall and Runoff

AS Australian Standard

ASSMP Acid Sulfate Soils Management Plan

BSA Queensland Building Services Authority

BSP British Standard Pipe

CBR California Bearing Ratio

CIRCLY Software used as part of the Austroads Pavement Design Guide

CCTV Closed Circuit Television

CMB Cement Modified Base

CPP City Plan Policy

CPTED Crime Prevention Through Environmental Design

CU Coefficient Uniformity

D Pipe Outside Diameter

DBH Diameter at Breast Height

DN Pipe Nominal Diameter

DOTARS Department of Transport and Regional Services

TMR Department of Transport and Main Roads

DU Distribution Uniformity

E&SCP Erosion and Sediment Control Plan



Acronym Meaning

ESA Equivalent Standard Axle

FRC Fibre Reinforced Concrete

GITA Geotechnical Inspection and Testing Authority

GPT Gross Pollutant Trap

GRP Glass Reinforced Plastic

GTA Geotechnical Testing Authority

HGL Hydraulic Grade Lines

HRV Heavy Rigid Vehicle

IECA International Erosion Control Association Australasia

IFD Intensity Frequency Duration

IPWEAQ Institute of Public Works Engineering Australasia

ITP Inspection and testing plans

ITS Intelligent Transport Systems

kN Kilonewton

kPa Kilopascal

LDG Land Development Guidelines

LED Light Emitting Diode

LGIP Local Government Infrastructure Plan

M Metre

MDP Master Drainage Plan

MGA Map Grid of Australia

MLWS Mean Low Water Spring

MRS Main Roads Specification

MRTS Main Roads Technical specifications

MUTCD Manual for Uniform Traffic Control Devices

MUSIC Model for Urban Stormwater Improvement Conceptualisation

NATA National Association of Testing Authorities

PPM Parts Per Million

PSM Permanent Survey Mark

PVC Polyvinyl Chloride

PVC-U Unplasticised Polyvinyl Chloride

QASSIT Queensland Acid Sulfate Soils Investigation Team

QUDM Queensland Urban Drainage Manual

RISC Roadside Impact Severity Calculator

RPEQ Registered Professional Engineer of Queensland

RPZ Reduced Pressure Zone

SC Scheduling Coefficient

SCADA Supervisory Control and Data Acquisition

SDS Stormwater Drainage Study

SEQ South East Queensland

SLP Service Location Plan



Acronym Meaning

SMP Stormwater Management Plan

SPP State Planning Policy

SRC Steel Reinforced Concrete

TSS Total Suspended Solids

USGA United States Golf Association

VPD Vehicles Per Day

WSUD Water Sensitive Urban Design

SC6.911 City Plan policy – Land development guidelines 1 … · 2019-06-23 · Attachment C: City...

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Transcript of SC6.911 City Plan policy – Land development guidelines 1 … · 2019-06-23 · Attachment C: City...