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Chapter 2 Transport network

Contents

2.1 Introduction

2.2 Road hierarchy

2.3 Freight network

2.4 Bicycle network

2.5 Streetscape hierarchy

2.1 Introduction

(1) This chapter contains advice about satisfying assessment criteria in the planning scheme that relate to Brisbane’s transport network, which comprises the following:

(a) a road hierarchy;

(b) a freight network;

(c) a bicycle network;

(d) a streetscape network.

(2) The design and construction standards for the transport network are detailed in Chapter 3, Chapter 4, Chapter 5 and Chapter 12 (in relation to Riverwalk facilities) of this planning scheme policy.

(3) The features and the function of the transport network and each element are described.

(4) Roads provide the following functions which are important in the transport network:

(a) roads are the primary routes in which people and goods move around Brisbane;

(b) roads provide the infrastructure to move people including those walking, cycling, travelling in a bus and driving;

Schedule 6 – Planning Scheme Policies (Infrastructure Design – Chapter 2 Movement Network) Effective X

(c) roads are an important part of the public domain providing social, economic and environmental functions;

(d) roads are designed to accommodate all road users, however in some instances the priority may vary depending upon its role in the overall transport network.

2.2 Road hierarchy

2.2.1 General

(1) The purpose of the road network is to:

(a) provide for the safe and efficient movement of goods and people;

(b) provide strong connections between the main economic hubs of the city;

(c) accommodate the needs of all modes of transport that use roads including public transport, pedestrians, cyclists, freight vehicles and motorised vehicles;

(d) find a balance to the often competing requirements for the use of the city’s roads;

(e) contribute to the identity and character of the city by providing public space, streetscape and buffers between traffic and adjacent activities;

(f) provide corridors for utilities such as water, wastewater, electricity, gas and telecommunications.

(2) The road network includes the following classifications, as shown in Figure 2.5.2.a:

(a) motorway;

(b) arterial road;

(c) suburban road;

(d) district road;

(e) neighbourhood road;

(f) local road.

(3) All roads are categorised as major roads or minor roads (see section 2.2.4).

2.2.2 Major roads

(1) A major road provides for through-traffic movements for pedestrians, cyclists, public transport, freight and private vehicles connecting suburbs, major destinations and areas outside of Brisbane.

(2) A major road caters for high traffic volumes and their traffic function is not compromised by parking and access driveways.

(3) Major roads provide:


(a) high-volume, high-speed through-traffic movements for pedestrians, cyclists, public transport, freight and private vehicles;

(b) connections between suburbs, major destinations and areas outside Brisbane;

(c) locations for major utility assets;

(d) the public domain as connectors and places of social and economic activities and buffers that mitigate the air and noise impacts of vehicle traffic on the adjacent activities;

(e) for the separation of transport modes.

(4) The through-traffic function of major roads may need to be balanced with public realm outcomes such as a social and economic pedestrian environment that enables people to access services and businesses if they travel through centres where pedestrian and public transport accessibility is a priority.

2.2.3 Minor roads

(1) A minor road provides for local traffic movements.

(2) A minor road is a low-speed environment that gives priority to pedestrians and cyclists.

(3) Minor roads cater for low traffic volumes and provide for direct property access.

(4) Minor roads provide:

(a) a low-speed environment that caters to low traffic volumes;

(b) connections between local neighbourhoods and major roads;

(c) local transport movements for all transport modes, including for vehicle and pedestrian movements and is a shared space;

(d) places as part of the public realm for pedestrians and cyclists;

(e) direct driveway access to properties.

(5) Mode separation by lane allocation or wider kerb side lanes on minor roads that carry in excess of 3,000 vehicles per day is preferred.

2.2.4 Description of road hierarchy classifications

A description of each classification in the road hierarchy is shown in Table 2.2.4.A, Table 2.2.4.B, Table 2.2.4.C, Table 2.2.4.D, Table 2.2.4.E and Table 2.2.4.F.

Table 2.2.4.A—Motorway

Characteristic Attribute Description

Function Primary function and traffic role

A motorway:

(a) has a major road function;


(b) provides for inter and intra-regional connections and directs longer distance traffic around heavily developed areas;

(c) is a high-speed restricted access environment that is designed for the efficient and safe movement of high volumes of people and goods;

(d) accommodates pedestrians, cyclists and motor vehicles and in some instances public transport on separated carriageways.

Description Cross-section A motorway:

(a) is typically a divided road of 3 to 4 lanes each way for exclusive use by motorised vehicles;

(b) may include parallel service roads for access and separated pathways for pedestrians and cyclists.

Traffic Traffic volume High volume (over 50,000 vehicles per day)

Typical signposted speed

High speed (80 km/h to 110km/h)

Access Intersection A motorway has:

(a) grade-separated intersections provided at speed entry and exit ramps to/from other routes;

(b) grade-separated vehicle crossings.

Individual lot access

Access:

(a) directly to individual lots is not permitted;

(b) from driveways may be provided from parallel service roads.

Freight-dependent development

Vehicle travel Standard vehicle unless identified as a primary freight route on the Road hierarchy overlay map.

Public transport

Vehicle travel High-frequency through-vehicle services

Bus stops Not permitted.

Cycling On road Not permitted on carriageway.

Off road A separated bicycle path within or parallel to the motorway corridor may be provided.

Pedestrian Footpath Not permitted on carriageway.

Other Physical or grade separated pedestrian facilities provide connectivity between adjoining land uses that are isolated by motorways.

Streetscape Streetscape type Project-specific urban design requirements.


Other attributes

Parking Not permitted.

Local area traffic management (LATM)

Not permitted.

Corridor environment

A motorway:

(a) has full physical separation of all modes;

(b) has physical separation of all modes from adjoining urban land uses;

(c) minimises environmental impacts on surrounding land uses.

Special features A motorway has:

(a) emergency breakdown lanes and/or stopping areas;

(b) emergency telephones.

Note—Motorways in Brisbane are controlled by the State Government and Queensland Motorways and must be designed, constructed and operated in accordance with Transport Infrastructure Act 1994.

Table 2.2.4.B—Arterial road



An arterial road:


(b) provides intra-city connections between principal and major regional activity centres and major employment areas both within Brisbane and in the surrounding areas;

(c) caters for high volumes of traffic;

(d) provides bus priority on the road and at intersections;

(e) avoids conflicts between pedestrian, bicycle and motorised traffic by physically separating pedestrian, non-motorised and motorised modes;

(f) contributes to the public domain of the city;

(g) provides one of the city’s subtropical boulevards;

(h) in centres, the public domain and social and economic functions of the road are balanced with the through traffic function.

Description Cross-section An arterial road is typically a divided road of 2 to 3 traffic lanes each way and may include:

(a) a median;

(b) a bicycle lane;

(c) bus priority;


(d) indented bus stops;

(e) pathways on both sides and streetscape treatment.

Traffic Traffic volume Over 30,000 vehicles per day


80km/h

Access Intersection An arterial road has:

(a) grade-separated access to motorways;

(b) signalised intersections to inter-connecting arterial and suburban roads;

(c) signalised or priority-controlled intersections to district roads;

(d) access to minor roads generally restricted to left in left out;

(e) bus priority on some intersections.

Direct lot access Not permitted



Public transport

Vehicle travel High-frequency bus services with bus priority measures

Bus stops Indented bus bay

Bicycle On road Bicycle lane

Off road Provide off-road facilities if identified in the bicycle network on the Bicycle network overlay map.

Pedestrian Footpath Wide verge accommodating footpaths on both sides

Streetscape type Subtropical boulevards or locality streetscapes may be provided if identified on the Streetscape hierarchy overlay map.

Other attributes

Parking On-street parking:

(a) is not permitted;

(b) may be prohibited at peak periods if provided in commercial centres.

LATM Not permitted


An arterial road:

(a) is designed to present attractive landscaped entrances and routes through Brisbane;

(b) incorporates design measures to minimise environmental impacts on surrounding land uses;


(c) does not have its function interfered with by land uses along the road that provide active street frontage.

Table 2.2.4.C—Suburban road



A suburban road:


(b) connects suburbs to arterial roads (sub-arterial);

(c) provides safe and efficient movement of moderate to high volumes of traffic of motor vehicles, including public transport and pedestrians and cyclists;

(d) avoids conflicts between pedestrian, bicycle and motorised traffic by physically segregating different modes.

Description Cross-section A suburban road is typically a divided road with up to 2 lanes each way and may include:

(a) a median;

(b) a bicycle lane;

(c) indented bus stops;

(d) footpaths on both sides and streetscape treatment.

Traffic Traffic volume 15,000 to 30,000 vehicles per day


70km/h

Access Intersection Generally has:

(a) signalised intersections to arterial and suburban roads;

(b) signalised or priority controlled intersections with district and minor roads.



Vehicle travel Standard vehicle unless identified as a primary freight route on the Road hierarchy overlay map

Public transport

Vehicle travel High-frequency services with bus priority measures

Bus stops Indented bus bay

Cycling On road Bicycle lane

Off road Provide for if identified on bicycle hierarchy

Pedestrian Footpath Wide verge with footpaths on both sides

Streetscape type City, neighbourhood or locality streetscapes to be provided if


identified on the Streetscape hierarchy overlay map

Other attributes

Parking On-street parking is inappropriate. If provided it may be prohibited at peak periods.

LATM Not permitted


Suburban road:

(a) is designed to present attractive landscaped routes through Brisbane;

(b) incorporates design measure to minimise environmental impacts on surrounding land uses;

(c) does not have its function interfered with by land uses along the road that provide active street frontage.

Table 2.2.4.D—District road



A district road provides:

(a) for through-traffic including local freight and public transport;

(b) links for minor roads and local centres to suburban and arterial roads.

Description Cross-section A district road is typically an undivided road with 1to 2 lanes each way and may include:

(a) a bicycle lane;

(b) indented bus stops;

(c) footpaths on both sides and streetscape treatment.

Traffic Traffic volume 6,000–15,000 vehicles per day


40km/h–60km/h appropriate to adjoining land uses

Access Intersection Signalised or priority controlled intersections with major roads and minor roads

Direct lot access Generally driveway access is not permitted.

Freight dependant development


Public transport

Vehicle travel High-frequency bus service

Bus stops On-road bus stops where space allows

Cycling On road Bicycle lanes

Off road Provided for if identified on the Bicycle network overlay map


Pedestrian Footpath Wide verge with footpaths on both sides

Streetscape type City, neighbourhood or locality streetscapes be provided if identified on the Streetscape hierarchy overlay map.

Other attributes

Parking On-street parking:

(a) is not appropriate;

(b) may be permitted in centres if a properly designed parking lane is provided for two-lane two-way roads;

(c) may be prohibited within peak periods.

LATM Not appropriate


District road:

(a) minimises environmental impact on surrounding land uses;

(b) does not have its function interfered with by land uses along the road that provide active street frontage.

Table 2.2.4.E—Neighbourhood road


Function Primary function and traffic

A neighbourhood road:

(a) has a minor road function;

(b) carries low volumes of local traffic between local and district roads;

(c) provides priority and a safe environment for pedestrians and cyclists.

Description Cross-section Typically an undivided, two-lane roadway, but may be wider if located on a bus route

Traffic Traffic volume 1,000 to 6,000 vehicles per day


50km/h unless signed otherwise

Access Intersection Priority-controlled intersections to district roads

Direct lot access Appropriate

Commercial Vehicle travel Domestic refuse collection vehicle (refer to standard drawing BSD-3004)

Public Transport

Vehicle travel Local bus services

Bus stops On-road bus stops if on a bus route

Cycling On road It is appropriate to bicycle in the general traffic lanes.

Off road Not required


Pedestrian Footpath A neighbourhood road:

(a) provide a shared pedestrian and cyclist environment;

(b) provide standard verge width and footpaths.

Streetscape type City, neighbourhood or locality streetscapes are provided if identified on the Streetscape hierarchy overlay map.

Other attributes

Parking On-street parking

LATM LATM:

(a) is appropriate if required;

(b) should not be part of new road design.

Note—Designs may be modified to accommodate buses if on a bus route.


Designed to prioritise safe use by pedestrians and cyclists and avoid conflicts between pedestrians, bicycles and motorised traffic.

Table 2.2.4.F—Local road



A local road:

(a) has a minor road function;

(b) provides low-speed local travel and direct property access;

(c) is a safe environment for pedestrians and cyclists;

(d) includes laneways as a type of local road.

Description Cross-section Designed and constructed as an undivided, one or two lane carriageway

Traffic Traffic volume Up to 1,000 vehicles per day


Up to 50km/h

Access Intersection Priority controlled intersections to roads with a high volume of vehicles per day


Freight Vehicle travel Domestic refuse collection vehicle (refer to standard drawing BSD-3004)

Public Transport

Vehicle travel Local bus services

Bus stops On-road bus stops

Cycling On road It is appropriate to bicycle in the general traffic lanes.

Off road Not required

Pedestrian Footpath Laneways All other local roads:


(a) provide a shared pedestrian and cyclist preferred environment;

(b) provide standard verge width.

Other Provide a pedestrian and cyclist preferred environment.

Streetscape Streetscape type Laneways All other local roads, city, neighbourhood or locality streetscapes to be provided if identified on the Streetscape hierarchy overlay map.

Other attributes

Parking On-street parking

LATM LATM:

(a) is appropriate if required;

(b) should not be part of new road design.

Note—Design may be modified to accommodate buses if on a bus route.


Local road:

(a) is designed to prioritise safe use by pedestrians and cyclists and avoid conflicts between pedestrians, bicycles and motor vehicle traffic;

(b) where a laneway, is characterised by buildings built to boundary with no opportunities for widening.

Special features Laneways (require a specific standard)

2.3 Freight network

2.3.1 General

(1) The road network requires appropriate design standards for all aspects of road infrastructure to accommodate heavy vehicles.

(2) The purpose of the freight network is to provide for the safe and efficient movement of heavy vehicles required to support the industrial and commercial land uses that underpin the Brisbane economy.

(3) The freight network identifies roads designed to accommodate heavy vehicles and includes:

(a) primary freight routes;

(b) primary freight access.

Note—The freight network does not identify routes for higher mass limits (HML) vehicles with road-friendly suspensions and the transporting of dangerous goods as this is a State government licensing responsibility. However, the freight network seeks to encourage HML and dangerous good routes to use the primary freight routes.


Note—The freight network includes tunnels that may not be able to be used by vehicles carrying dangerous goods.

2.3.2 Description of freight network classifications

A description of each classification of the Brisbane freight network is shown in Table 2.3.2.A and Table 2.3.2.B.

Table 2.3.2.A—Primary freight routes



A primary freight route:

(a) provides direct high capacity connections for non-standard vehicles between major industrial and freight dependant commercial land uses and inter-regional destinations;

(b) prioritises freight movements of non-standard vehicles.

Access Intersections An intersection is geometrically designed for non-standard vehicles and is:

(a) grade separated to motorways;

(b) signalised to major roads and the primary freight access routes.



Vehicle travel B-double combination vehicles

HML vehicles with road-friendly suspensions

Provide for HML vehicles.

Dangerous goods Provide for vehicles carrying dangerous goods.

Note—Dangerous goods may be excluded from primary freight routes that include tunnels.

Other attributes Corridor environment

Primary freight route:

(a) is prioritised for safe and efficient movement of non-standard vehicles;

(b) has full separation of motorised and non-motorised modes;

(c) resolves potential conflicts between bicycle lanes and primary freight routes through lane width and signage;

(d) uses a larger kerbside lane appropriate to the signposted speed;

(e) places signage, street trees and furniture to accommodate the lateral clearances required by non-standard vehicles;

(f) has a vertical clearance as per Department of Transport and Main Roads requirements.


Table 2.3.2.B—Primary freight access routes



A primary freight access route:

(a) provides links between the primary freight routes and to major industrial and freight dependant commercial land uses for non-standard vehicles;

(b) provides local and direct lot access for non-standard vehicles.

Access Intersection An intersection is geometrically designed for non-standard vehicles and is signalised to major roads and the primary freight access routes.



Vehicle travel B-double combination vehicles

HML for vehicles with road friendly suspensions

Provide for HML vehicles.

Dangerous goods Provide for vehicles carrying dangerous goods.

Other attributes Corridor environment

Prioritised for safe and efficient direct lot access for non-standard vehicles including trucks and vans as per Department of Transport and Main Roads requirements.

2.4 Bicycle network

2.4.1 General

(1) The bicycle network identifies Brisbane’s existing and future bicycle routes and provides a network of connected corridors that allow cyclists to move safely and directly from where they are to where they want to go.

(2) The bicycle network corridors include infrastructure and facilities such as paths, bicycle lanes, intersections, mid-block crossings, bicycle bridges, underpasses and overpasses, signage, lighting, street furniture and bicycle parking.

(3) The bicycle network is shown in the Bicycle network overlay map and includes the following bicycle routes:

(a) primary bicycle route;

(b) secondary bicycle route;

(c) local bicycle route;

(d) Riverwalk.


(4) Chapter 12 of this planning scheme policy provides additional guidance on the design standards for Riverwalk facilities.

(5) The bicycle network does not include footpaths however shared paths may be provided in the road verge.

(6) Although cyclists are able to use footpaths in Queensland, these facilities are primarily designed for pedestrian use.

(7) An off-road bicycle route requires a corridor that provides for the pathway and associated infrastructure and amenities (lighting, signposts, shade trees and clearances from the path edge to these facilities and clearances for sightlines).

2.4.2 Description of bicycle route characteristics

A description of the characteristics of each bicycle route in the bicycle network is shown in Table 2.4.2.A, Table 2.4.2.B and Table 2.4.2.C.

Table 2.4.2.A—Primary bicycle routes



A primary bicycle route:

(a) provides high-capacity inter-suburban cycling routes between centres, major employment areas and key destinations;

(b) provides a safe and direct route for a wide range of cyclists, including high-speed commuting cyclists;

(c) may require a combination of parallel pathway types to cater for different cyclists, e.g. bicycle lanes for experienced cyclists and off-road shared pathways for less experienced cyclists.

Traffic Traffic volume More than 1,000 bicycle movements per day

On-road routes Off-road routes

Cyclists Facility type A primary bicycle route has:

(a) bicycle lanes;

(b) on-road separated bicycle lanes.

A primary bicycle route has:

(a) bicycle paths;

(b) separated paths;

(c) wide shared paths.

Pedestrians Facility type N/A A primary bicycle route has:

(a) separated paths;

(b) wide shared paths;

(c) where bicycle paths are provided, footpaths for pedestrians on an alternative route.



Interaction with other transport modes

N/A A primary bicycle route:

(a) is separated from vehicle traffic through bicycle lanes on major roads;

(b) shares road space on minor roads;

(c) where also on a freight route, has wider bicycle lanes.

Management of cyclist and pedestrian interactions is critical and careful consideration is required to ensure paths are designed to minimise pedestrian–cyclist conflict.

Access Intersections An intersection:

(a) if signalised, requires bicycle lanes and may require bicycle box treatment, bicycle detection devices or push-button activators;

(b) if a roundabout, may require specific treatments for cyclists.

An intersection of a path with a road provides:

(a) grade separation (underpasses or overpasses) or signalised bicycle crossings with bike lanterns where a path crosses a major road;

(b) refuges or other crossing treatments at a minor road.

Supporting Infrastructure

N/A N/A A primary bicycle route provides:

(a) lighting;

(b) way-finding signage;

(c) drinking fountains;

(d) shade trees;

(e) landscaping;

(f) seating;

(g) public art where appropriate.

Surrounding land uses

N/A N/A Surrounding land uses provide active frontages onto pathways outside the road reserve to maximise surveillance opportunities.

Other attributes

Parking Parking comprises:

(a) kerbside lanes on bicycle routes that are 4.5m wide or an off-road alternative;

N/A



(b) parking bays that are delineated by T markers.

LATM Any LATM should be appropriate for cyclists.

N/A

Table 2.4.2.B—Secondary bicycle routes



A secondary bicycle route:

(a) provides intra-suburban bicycle routes linking key residential areas to key land uses and primary routes;

(b) provides for a wide range of users, but may require higher speed users to take care and ride to suit the conditions;

(c) may be required to have parallel on and off-road facilities based on local conditions.

Traffic Traffic volume Between 100 and 1,000 bicycle movements per day

On-road bicycle routes Off-road bicycle routes

Cyclists Facility type A secondary bicycle route has bicycle lanes.

A secondary bicycle route has:


(b) shared paths.

Pedestrians Facility type N/A A secondary bicycle route has:


(b) shared paths.

Interaction with other transport modes

A secondary bicycle route:

(a) is separated from vehicle traffic through bicycle lanes on major roads;

(b) shares road space on minor roads;

(c) where also on a freight route, has wider bicycle lanes.

Management of cyclist and pedestrian interactions is critical and careful consideration is required to ensure paths are designed to minimise pedestrian–cyclist conflict.

Access Intersections An intersection:

(a) where signalised, requires bicycle lanes and may require bicycle box treatment, bicycle detection devices or push-button activators;


(a) grade separation (underpasses or overpasses) or signalised bicycle crossings with bike lanterns where a path


(b) where a roundabout, may require specific treatments for cyclists.

crosses a major road;

(b) refuges or other crossing treatments at a minor road.


N/A N/A A secondary bicycle route provides:

(a) lighting;

(b) way-finding signage;

(c) shade trees;

(d) landscaping.



Other attributes Parking Parking comprises:

(a) kerbside lanes on bicycle routes that are either 4.5m wide or an off-road alternative is provided;


N/A


N/A

Table 2.4.2.C—Local bicycle routes



A local bicycle route:

(a) provides a link from individual properties or destinations to the primary and secondary route networks;

(b) may not be required to have dedicated cycling facilities.

Traffic Traffic volume Fewer than 100 bicycle movements per day

On-road bicycle route Off-road bicycle route

Cyclists Facility type A local bicycle route has bicycle lanes.

Shared paths

Pedestrians Facility type N/A Shared paths

Interaction with other transport

A local bicycle route:

(a) is separated from vehicle traffic through bicycle

Volumes of path users allow safe operation of shared paths by pedestrians and cyclists.


modes lanes on major roads;

(b) shares road space on minor roads.

Access Intersections Roundabouts may require specific treatments for cyclists.


(a) grade separation (underpasses or overpasses) or signalised bicycle crossings with bike lanterns are required where a path crosses a major road;

(b) refuges or other crossing treatments are provided at a minor road.


N/A N/A A local bicycle route provides:

(a) way-finding signage;

(b) shade trees;

(c) landscaping.



Other attributes

Parking Parking comprises:

(a) kerbside lanes on bicycle routes that are either 4.5m wide or an off-road alternative;


N/A


N/A


2.5.1 General

(1) The streetscape hierarchy applies to all verges and paths in road corridors for the purpose of non-vehicle (i.e. pedestrian, bicycles and mobility scooters) access only.

(2) The aim of the streetscape hierarchy is to:


(a) prioritise streets to create more useable public spaces that provide consistent verge treatments, widened where applicable to fit the predominant adjacent land use and volume of pedestrian traffic;

(b) develop verges with an emphasis on enhancing pedestrian connections, providing spaces for meeting and increasing shade, amenity and visual quality;

(c) increase subtropical vegetation to reduce the urban heat island effect and to reinforce Brisbane’s distinct character as a subtropical city;

(d) achieve the consistent use of a simplified, standard palette of materials.

(3) The streetscape hierarchy delivers verges with consistent widths and finishes appropriate to their locality.

(4) Verge appearance will vary and be specific to a locality through the variety of building transitions, built forms and street trees that will characterise different neighbourhoods.

(5) The application of the streetscape hierarchy is determined by the adjoining road hierarchy type and zone, or locality, as detailed in the tables below.

(6) In the event that a new use approved by the Council is not consistent with the outcomes sought with the relevant zone, the zone which best reflects the approved use determines the appropriate streetscape type.

(7) Chapter 3 of this planning scheme policy provides the detailed design requirements, typical layouts and standard materials palette for the streetscape types.

(8) Alternative streetscape outcomes include:

(a) locality streets;

(b) corner land dedications;

(c) laneways.

(9) Where the standard streetscape types are not appropriate due to an existing established character that is to be retained and enhanced, streets may be designated locality streets to allow an alternative verge layout or material selection.

(10) Locality streets also include existing suburban centre improvement projects; in these locations, verges are to be consistent with the relevant provisions detailed in Chapter 5 of this planning scheme policy.

(11) Inverted or truncated corner land dedications are required at some street corners to provide opportunities to plant landmark subtropical trees marking gateways and assisting with way finding.

(12) Design requirements for inverted or truncated corner land dedications are in Chapter 3 of this planning scheme policy.


(13) Laneways are identified in the Streetscape hierarchy overlay map.

(14) Design requirements for laneways are in Chapter 3 of this planning scheme policy.

2.5.2 Description of streetscape hierarchy classifications

(1) The streetscape hierarchy includes the following standard streetscape types:

(a) subtropical boulevard;

(b) city street;

(c) neighbourhood street;

(d) industrial street.

(2) A description of each type of streetscape is shown in the Table 2.5.2.A, Table 2.5.2.B, Table 2.5.2.C and Table 2.5.2.D below.

Table 2.5.2.A—Subtropical boulevards


Function Primary function and role

A subtropical boulevard:

(a) is located on arterial road corridors;

(b) utilises subtropical planting to reinforce city gateways, thresholds and nodes;

(c) has subtropical vegetation, including a mix of iconic tree species which create visual landmarks and make a significant contribution to the tree cover along the major road corridors;

(d) has active frontages abutting where they pass through centres;

(e) is not generally appropriate for passive uses such as footpath dining due to high vehicular use;

(f) has limited pedestrian movement when outside centres.

Description Infrastructure An in centre (SB1) subtropical boulevard has a fully paved verge with subtropical planting in garden beds and tree grates, street furniture and pedestrian lighting.

An out of centre (SB2) subtropical boulevard has a separate paved area with subtropical trees planted in a turf strip.

Application Road hierarchy Arterial roads, excluding State-controlled arterial roads, and arterial roads in the City Centre.

Zone An in centre (SB1) subtropical boulevard may

An out of centre (SB2) subtropical boulevard may be


be in the:

(a) Principal centre zone (Regional centre) precinct;

(b) Major centre zone;

(c) Neighbourhood centre zone;

(d) Specialised centre zone;

(e) District centre zone;

(f) Mixed use zone.

in any zone other than applicable for SB1.

Cycling On verge May be appropriate as shared path where designated on the bicycle network.

Table 2.5.2.B—City streets



A city street:

(a) is located in centres and often on secondary routes with medium to low vehicle use;

(b) has active frontages abutting;

(c) allows for passive uses such as footpath dining where verge width permits;

(d) serves as a pedestrian route, being a key connector between destinations.

Description Infrastructure Fully paved verge with street trees in garden beds and tree grates, street furniture and pedestrian lighting.

Application Road hierarchy Any road type other than arterial

Zone or location A city street major (CS1) is in a location as specified on Streetscape hierarchy overlay map.

A city street minor (CS2) is in the:

(a) Principal centre zone;

(b) Major centre zone;

(c) Neighbourhood centre zone;

(d) Specialised centre zone;

(e) District centre zone;

(f) Mixed use zone.


Table 2.5.2.C—Neighbourhood streets




A neighbourhood street:

(a) is located in residential and other areas with a predominantly local pedestrian environment;

(b) will occasionally provide a pedestrian connection between destinations.

Description Infrastructure A neighbourhood street major (NS1) has a verge with a concrete footpath in turf and street trees.

A neighbourhood street minor (NS2) has a verge with turf and street trees, and a concrete footpath where there is sufficient pedestrian activity.


Zone or location A neighbourhood street major (NS1) is in the:

(a) High density residential zone;

(b) Medium density residential zone;

(c) Tourist accommodation zone;

(d) Community facilities zone.

A neighbourhood street minor (NS2) is in the:

(a) Low density residential zone;

(b) Character residential zone;

(c) Sport and recreation zone;

(d) Open space zone;

(e) Environmental management zone;

(f) Emerging communities zone;

(g) Conservation zone;

(h) Rural zone;

(i) Rural residential zone;

(j) Special purpose zone;

(k) Township zone.


Table 2.5.2.D—Industrial streets


Function Primary function and role An industrial street is located in industrial areas with a predominantly local pedestrian environment.

Description Infrastructure An industrial street has a verge with concrete footpath in turf, and street trees placed to accommodate the lateral


clearances required by non-standard vehicles.

Width Verge width 3.75m (or 4.25m for new roads)


Zone Industry zone



Chapter 3 Road corridor design

Contents

3.1 Introduction

3.2 Major roads

3.3 Minor roads

3.4 Freight routes

3.5 Pavement design

3.6 Bicycle routes


3.8 Heritage kerb

3.9 Wildlife movement solutions

3.10 Traffic management and direction

3.11 Fences and barriers


3.1 Introduction

3.1.1 General

(1) This chapter outlines the following for road and transport infrastructure:

(a) design and construction standards;

(b) advice about satisfying assessment criteria in the planning scheme;

(c) the information that the Council may request to be supplied for a development application.

(2) The purpose of the design standards and specifications identified in this chapter is to ensure that roads and transport infrastructure are designed and constructed to adequately provide for, where appropriate:

(a) safe and convenient travel for pedestrians, cyclists, public transport, freight and private vehicles;

(b) parking for vehicles;

(c) access to properties;

(d) stormwater drainage;

(e) installation of utility services;

(f) accommodation of the largest service vehicle likely to access the site;

(g) aesthetics, improved liveability and economic growth;

(h) amelioration of noise and other pollution;

(i) a low maintenance asset for Council.

(3) This chapter provides the acceptable outcome for development within the road reserve.

(4) Deviations from or modifications to the design standards set out in this chapter may be acceptable, however it is the responsibility of the applicant to demonstrate that the proposal meets the performance outcomes of the applicable code.

(5) All work within the road reserve requires a Council permit.

(6) Some existing parts of the freight network might not comply with all of the current specified design standards.

3.1.2 Application

(1) The design standards stated in this chapter apply to development that requires:

(a) new roads and transport infrastructure;


(b) upgrades to existing roads and infrastructure that are reasonable and relevant to the plans for upgrades and the expected impact of the proposed development.

(2) The design standards identified by the road hierarchy may be modified or augmented by the design requirements of the freight, public transport, bicycle or streetscape networks.

(3) In addition to this planning scheme policy, road corridors are planned, designed and constructed in accordance with the current edition of the following:

(a) Council’s standard drawings;

(b) Road planning and design manual (Queensland Department of Transport and Main Roads);

(c) Manual of uniform traffic control devices (Queensland Department of Transport and Main Roads);

(d) Austroads Guide to road design;

(e) Translink public transport infrastructure design manual;

(f) Australian standards (as specifically referenced in each section).

(g) Queensland Traffic and Road Use Management Manual (TRUM);

(h) Queensland Department of Transport and Main Roads traffic control drawings.

Note—Where there is a conflict in the design standards between these references, the document listed first prevails over the others in descending order.

3.2 Major roads

3.2.1 Design principles

(1) Major roads are designed to allow the movement of through-traffic vehicles, including freight and buses, pedestrians and cyclists.

(2) Major roads form part of the public domain and are designed to accommodate a balance of social and economic functions, especially in centres.

(3) The design of each major road will depend upon their modal priority which may vary for:

(a) each road;

(b) individual sections of a road;

(c) at different times of the day, such as clearway for morning peak and parking during the remainder of the day.

(4) Corner truncations, comprising minimum 6m long by 3 equal chord truncations. For freight-dependent development roads the minimum size corner truncation is to be 10m long by 5 equal chords.


Note—Truncations may be modified by the Streetscape hierarchy overlay.

3.2.2 Standard drawings

Table 3.2.2.A identifies the standard drawings which apply for the design of major roads.

Table 3.2.2.A—Standard drawings for major roads

Drawing number Drawing title

BSD-1022 Road types and road widths (major roads)

BSD-8301 Draft: Water sensitive urban design road types and road widths

BSD-2001 Kerb and channel profiles

BSD-5231 Kerb ramp

BSD-2101 Bus bay slab (standard crossfall)

BSD-2102 Bus bay slab (adverse crossfall)

BSD-3162 Passenger loading zone

BSD-2103 Bus stop premium and CBD requirements

BSD-2104 Bus stop intermediate requirements

BSD-2105 Bus stop standard requirements sheet 1 of 2


BSD-2107 Adshel ‘mini’ bus shelter

BSD-2108 Adshel ‘boulevard’ bus shelter

BSD-2109 Translink standard bus shelter typical layout

BSD-3003 Typical passing lane treatments

BSD-3006 Turning template Volvo 10B bus

BSD-3164 Typical pavement markings – signalised pedestrian crossing

BSD-3165 Typical pavement markings – signalised intersection crossing

BSD-3156 Raised pavement markers, standard install painted islands/medians

BSD-5101 Bike lane pavement markings (on road bike lanes)

BSD-5102 Bike lane widths on carriageway

BSD-5103 Bike lanes - markings at bus stops

BSD-5104 Bike lanes at signalised intersection, through and right turn movement

BSD-5105 Bike lanes - commencement and termination details

BSD-5106 Bike lanes, roundabouts, lanes on all approaches

BSD-5260 Pedestrian refuge general design criteria



BSD-5257 Pedestrian refuge with kerb buildouts

BSD-5259 Pedestrian refuge supplementary details

BSD-2061 Precast traffic island codes and details (sheet 1 of 2)


3.2.3 Design standards

(1) Table 3.2.3.A provides a summary of the design standards for major roads. Pavement design requirements for major roads are detailed in section 3.5.

(2) Parts of the existing road network might not comply with all of the current specified design standards.

Note—The majority of motorways and some arterial roads in the local government area are owned and managed by the State Government and are not covered by these road design requirements. Refer to Chapter 2 of this planning scheme policy.

Table 3.2.3.A—Design standards for major roads

Design standards Motorway Arterial road Suburban road District road

General requirements

Traffic volume (vpd) – guideline

Refer to Queensland DTMR Road Planning and Design Manual

>30,000 15,000–30,000 6,000–15,000

Design speed 90km/h minimum

80km/h minimum

60km/h minimum

Typical sign posted speed (maximum)

80km/h 70km/h 60km/h

Design vehicle ⁽¹⁾ Standard vehicle

Standard vehicle

Standard vehicle

Direct lot access No No No

Cross section ⁽²⁾

Reserve width (minimum) Refer to Queensland DTMR Road Planning and Design Manual

33m–40m 33m-–-40m 19.5m

Minimum carriageway width

— number of traffic lanes 6 ⁽³⁾ 4 ⁽⁴⁾ 2–4

— minimum width of through traffic lanes ⁽⁵⁾

3.5m 3.5m 3.5m ⁽⁵⁾

— number of parking lanes None None None

Road crossfall 2.5% 2.5% 2.5%

Minimum bicycle lane width 2m 1.8m 1.8m


Design standards Motorway Arterial road Suburban road District road

Bus facilities Design for indented bus bay

Design for indented bus bay

On road bus stops within parking lane if already provided

OR

Design for indented bus bays where no parking lane

Verge width (minimum) ⁽⁶⁾ 4.25m 4.25m 4.25m

Geometric requirements for roads

Longitudinal grade

Refe

r to

Que

ensla

nd D

TMR

Road

Pla

nnin

g an

d De

sign

Man

ual

— maximum 5% 6% 6%

— minimum 1% 1% 1%

Length between tangent points (minimum)

80m 50m 50m

Vertical curve length for grade change >1% (minimum)

90m 60m 60m

Horizontal curve radius (minimum)

300m 300m 130m

Vertical curve radius (minimum)

2900m 2900m 2900m

Super-elevation Full Full Full

Notes—

(1) If the road is also identified by the freight network overlay, the design vehicle may be larger.

(2) Refer to BSD-1022 for typical cross sections.

(3) As an interim, an arterial route may have 4 traffic lanes, depending on expected traffic volumes.

(4) As an interim, a suburban route may have 2 traffic lanes, depending on expected traffic volume.

(5) The minimum kerbside lane width is 4.5m if parking is provided.

(6) Unless varied by the Streetscape hierarchy overlay or Bicycle network overlay.

(7) Fixed objects include median barriers and vegetation.


3.2.4 Cross-section for major roads standards

3.2.4.1 General

(1) This section outlines additional design standards for instances where modification of the design standards in Table 3.2.3.A may be appropriate.

(2) The cross-section elements include:

(a) traffic lanes;

(b) verges;

(c) roadside drainage;

(d) medians;

(e) bicycle lanes;

(f) bus provision;

(g) on-street parking;

(h) bus stops;

(i) auxiliary lanes;

(j) pavement taper.

(3) When, as an outcome of development, only part of the ultimate design is constructed (such as one carriageway of a future dual carriageway, or an upgrading of a section of existing road), the interim cross-section provides for all road users. Bicycle, pedestrian and public transport facilities are incorporated into the partial design.

3.2.4.2 Traffic lanes

(1) Minimum traffic lane widths for both vehicles are provided in accordance with Table 3.2.3.A. Additional width may be required to achieve lateral clearances specified in either the Manual of Uniform Traffic Control Devices (Queensland) or Austroads.

(2) Sealed shoulders of 1.5m are required where no kerb exists.

(3) Sealed shoulders are constructed with a smooth surface flush with the vehicular lanes.

3.2.4.3 Roadside drainage

(1) Opportunities for including water sensitive urban design principles into the design of the road network must be maximised.

(2) Water sensitive urban design sections that incorporate swales are shown on BSD-8301.

(3) In already-developed built-up urban areas, kerb and channel, Standard Type E (BSD-2001) is the normal edge treatment for major roads.


(4) Mountable type kerb (BSD-2001) is used in medians and traffic islands.

(5) The existing ultimate alignment of the kerb and channel may not be known until a road survey is undertaken, which should extend a minimum of 50m along the road beyond the frontage of the development site and a minimum of 5m onto the adjacent land to determine the alignment for kerb and channel and the extent of cut and fill batters.

(6) The longitudinal grade of kerb and channel should not be less than 1V: 250H. To reduce the length of possible pondage in the channel, the vertical radii should be limited to a maximum of 3000m for crest curves and 1250m for sag curves.

(7) Underbed edges, which are preferred in non-urban environments, usually require table drains and wider verges than in kerbed/underground drainage situations.

3.2.4.4 Medians

Features of the 2 standard median widths as provided in BSD-1022 are shown in Table 3.2.4.4.A.

Table 3.2.4.4.A—Medians for major roads

Feature Median width

4.8m 6m

Residual median width at signalised intersections ⁽¹⁾ 1.8m 3m

Allows for shelter of vehicles within median opening undertaking staged movement at un-signalised intersections

No Yes

Allows sufficient refuge for staged movement of pedestrians at signalised intersections ⁽²⁾

No Yes

Allows for installation of street lighting within median ⁽³⁾

Yes Yes

Intersection types Signalisation only

Signalisation

priority controlled (non-signalised)

Notes—

(1) Given turn lane width of 3m. A residual median width of 1.8m is the minimum to accommodate a traffic signal.

(2) Medians are very important for the refuge of pedestrians that may otherwise become stranded when attempting to cross a multi-lane road.

(3) Subject to road design, the median may be reduced to 1.2m in areas not located near intersections.

(4) The median width to accommodate street lighting is 2m minimum (source: Energex).


In general, coloured surface, exposed aggregate, broomed concrete, or stencilled concrete treatments are preferred to paver bricks, due to maintenance considerations. Refer to Reference Specification for Civil Engineering Works S150-Roadworks for approved surface colours. Turfed and landscaped medians should have side drains installed under the median kerb (i.e. on both sides of the median). An outlet should be provided for these side drains to an existing maintenance hole, gully or other functional side drain.

3.2.4.5 Bicycle lanes

On-carriageway bicycle lanes are required on all major roads. Further information is provided in section 3.5 of this planning scheme policy.

3.2.4.6 Bus provision

(1) The major road network is designed to accommodate buses, which may include indented bus bays, transit lanes, dedicated bus lanes and priority treatment at intersections.

(2) Bus turn-path templates are provided in BSD-3006.

3.2.4.7 Bus stops

(1) Bus stops on arterial and suburban roads are located in indented bays designed to accommodate a 14.5m bus in all circumstances. The design of indented bus bays is provided in BSD-2103.

(2) Bus stops on district roads that are located within the kerbside parking lane and are to accommodate a 14.5m bus in all circumstances. The design of the bus stop is provided in BSD-2104.

(3) At locations where a parking lane is not provided, the bus stop is to be indented as per BSD-2103.

(4) Bus stops are located in the vicinity of intersections (preferably on the departure side) to enable pedestrians to cross major roads at signalised intersections.

(5) Bus shelters are to be provided in accordance with TRANS1000-NON AD-001 (non-ad box shelter). Design requirements are provided in BSD-2109 and Translink public transport infrastructure design manual.

3.2.4.8 On-street parking

(1) Vehicle parking is not acceptable on major roads.

(2) Consideration may be given to permitting parking in the kerbside lane of a four-lane road or a six-lane road at time periods deemed appropriate by Council.

(3) At locations where parking is permitted out of clearway restriction times, the width of the kerb lane is 4.5m to accommodate parallel parked vehicles and cyclists.


3.2.4.9 Auxiliary lanes

(1) On two-lane roads, typically district roads, turn lanes or passing lanes are required at all intersections except if with minor roads and driveways.

(2) A typical passing lane treatment at an intersection with a neighbourhood road is shown in BSD-3003. This requirement also applies in situations where access is being obtained from an existing two-lane road and the warrants as specified by the Road planning and design manual (Queensland Government’s Department of Transport and Main Roads) for dedicated turn lanes are not met.

3.2.4.10 Pavement taper

(1) If pavement widening is required on the road frontage of a development site and the road is not constructed to the ultimate width, a pavement taper is required.

(2) The pavement taper is to be a minimum of 1V:10H as a transition between the new and existing pavements of differing width.

(3) The pavement taper is to start at the lot boundary and extend away from the lot.

(4) A tapering of pavement is not permitted in tight curves.

(5) A longer taper is required at locations such as intersections and merge lanes to facilitate traffic operations.

3.2.5 Road alignment for major roads

3.2.5.1 Horizontal alignment

(1) In urban areas, constraints may dictate the adoption of adverse crossfall, which would require larger radius curves to compensate.

(2) At intersections, through lane alignments should be straight. If a curve is unavoidable, it must not start within an intersection.

(3) The speed value of a curve, as suggested by its geometry, may not be achieved because of the restriction of stopping sightlines by lateral obstructions. Where the angle of deflection is small, significantly larger radius must be used to achieve an adequate curve length and avoid kinks. It is the radii achieved for the through lanes, not for the design centre-line, which is important.

(4) In reverse curve situations:

(a) a length of the tangent between the curves is used to improve driveability and aesthetics;

(b) curves must be of a similar radius;

(c) broken back or compound curves, the radius of the second curve must not be less than that of the first;


(d) these or higher standards are applied to deviations of through lanes which result from the introduction of turn lanes.

(5) Where a reduction in the number of lanes is proposed:

(a) tapers appropriate for the design speed are to be provided for the terminating lane;

(b) tapers are located to provide merging vehicles with good visibility of the traffic stream that is being entered and facilitate safe and effective merging;

(c) the preferred location for terminating the lane is the outside of a curve;

(d) in a multi-lane situation, the dropping of the right hand lane is not acceptable.

3.2.5.2 Vertical alignment

(1) Sag vertical curves have smaller radii, based on comfort and aesthetic criteria.

(2) It is desirable, if possible, to coordinate vertical curves with horizontal.

(3) Intersection locations are dictated by vertical sightline considerations.

(4) The consideration of intersection-specific sight distance requirements influence the vertical alignment adopted for the major road carriageway.

3.2.6 Intersections for major roads

3.2.6.1 General

(1) To match mid-block capacity, intersection flaring (i.e. by the addition of left and right turn lanes and in some cases, through lanes) is to be used on major roads.

(2) Right turn lanes are offset from through lanes, where possible.

(3) On the major road network, all turning movements are available.

(4) Intersections on bus routes are designed to accommodate bus turning path templates.

3.2.6.2 Signalised intersections

(1) Separate lanes are provided for left turn movements on major roads (i.e. slip lanes).

(2) In the vicinity of uses generating high pedestrian volumes (e.g. shopping centres and schools), slip lanes are not preferred and signalisation of pedestrian movement should be considered.

(3) Single stage pedestrian crosswalks are provided across all legs of a signalised intersection.

(4) Detailed design requirements for signals are provided in the BSD-4000 series.

(5) Further information regarding electrical and communications associated with signalised intersections is provided in Chapter 9 of this planning scheme policy.


3.2.6.3 Priority controlled intersections

(1) T-intersections are preferred instead of cross-junctions or multi-leg treatments.

(2) Roundabouts are only used on roads no more than 1 level apart in the road hierarchy with reasonably balanced traffic flows.

(3) Traffic on major roads approaches should not be unreasonably impeded by minor road approach traffic.

(4) On major roads, roundabouts are only used at the lowest end of the traffic volume range, where single lane operation can suffice. This could be as a staged treatment with single lane approaches before widening to multi-lane standard is required, at which time traffic signals may be installed.

(5) Multi-lane roundabouts (i.e. 2 or more circulating lanes) are not acceptable.

3.2.6.4 Intersection location

(1) Intersections on curves are avoided.

(2) If a T-intersection is located on a curve, the outside of the curve situation is preferred because of better sightlines.

(3) To ensure adequate visibility, intersections are located on a constant grade or in a sag vertical curve.

(4) Intersections near hill crests are avoided.

(5) Major road intersections are not located where longitudinal grades exceed 3%.

3.2.6.5 Intersection spacing

Spacing of intersections on major roads provides for signal coordination between intersections that are planned for signalisation (400–500m), as well as reasonable time intervals between driver decisions for other intersections with lesser roads (150m).

3.2.6.6 Intersection stagger

T-intersections are preferably staggered right–left. This is required to prevent back-to-back turn right lanes and associated sight distance restraints and results in a safer outcome for vehicle operation.

3.3 Minor roads


(1) Minor roads are designed to be a priority pedestrian and bicycle environment with low-speed traffic and provide:

(a) property access;

(b) circulation within a local area;


(c) a connection to major roads.

(2) The layout of minor roads should incorporate the following principles:

(a) good pedestrian and cyclist connectivity;

(b) connections to the surrounding public transport, pedestrian and bicycle hierarchies;

(c) circulation between surrounding neighbourhoods promotes travel on minor roads rather than major roads;

(d) no more than 3 minor roads are traversed from any 1 lot to access the nearest accessible district road;

(e) travel time for a vehicle in a low-speed residential environment from an individual lot to connect to a major road is no greater than 90 seconds;

(f) the temporary storage and collection of refuse and recyclables from each lot is considered when planning the layout of the development and subdivision;

(g) turn lanes and special provisions for passing vehicles are not required on minor roads.

(3) For the design of new subdivisions, traffic catchments for minor roads are:

(a) 300 lots for neighbourhood roads;

(b) 100 lots for local roads (excluding laneways).

(4) If an area is accessed by only 1 road that is likely to carry more than 100 vehicles per day, alternative emergency access is provided.

(5) Development proposals for new urban areas must show the proposed local road layout in a traffic impact report. For more information on the traffic impact report see the Transport access parking and servicing planning scheme policy.

Note—Special passing provision is not required in residential minor roads provided that design conforms to BSD-1021.

3.3.2 Standard drawings

Table 3.3.2.A identifies the standard drawings, which apply for the design of minor roads.

Table 3.3.2.A—Standard drawings for minor roads


BSD-1021 Road types and road widths (minor and freight-dependent development roads)

BSD-8301 Draft: Water sensitive urban design road types and road widths

BSD-2001 Kerb and channel profiles

BSD-2002 Precast kerb blocks


BSD-2104 Bus stop intermediate requirements



BSD-2109 Translink standard bus shelter typical layout

BSD-3001 Typical manoeuvring areas – residential streets (1 of 2)

BSD-3001 Typical manoeuvring areas – residential streets (2 of 2)

BSD-3002 Turning provisions for industrial areas

BSD-3003 Typical passing lane treatments

BSD-3003 Typical configuration single lane angled slow point

BSD-3004 Turning template Acco 2350 split refuse truck

BSD-3005 Turning template Scania L94UB CR22L bus

BSD-3006 Turning template Volvo 10B bus

BSD-3164 Typical pavement markings – signalised pedestrian crossing

BSD-3165 Typical pavement markings – signalised intersection crossing

BSD-3166 Raised pavement markers, standard install painted island/medians

BSD-5101 Bike lane pavement markings (on road bike lanes)

BSD-5102 Bike lane widths on carriageway

BSD-5103 Bike lanes - markings at bus stops

BSD-5104 Bike lanes at signalised intersection, through and right turn movement

BSD-5105 Bike lanes - commencement and termination details

BSD-5106 Bike lanes, roundabouts, lanes on all approaches

BSD-3201 General design criteria

BSD-3166 Coloured pavement – threshold treatment

BSD-3211 Local traffic area roundabout – central island with concrete apron

BSD-3212 Local traffic area roundabout – fully mountable A.C plateau

BSD-5260 Pedestrian refuge general design criteria

BSD-5257 Pedestrian refuge with kerb buildouts

BSD-5259 Pedestrian refuge supplementary details

BSD-3213 Intersection priority change – within local traffic area

BSD-3214 Modified T junction – within local traffic area

BSD-3216 Speed platform – mid block general design criteria


BSD-3217 Speed platform – intersection general design criteria

BSD-3219 Angled slow way single lane – one way – general design criteria

BSD-3220 Angled slow way two lane – two way – general design criteria

BSD-3221 Gateway to local traffic area general design criteria




(1) Table 3.3.3.A provides a summary of the design standards for minor roads. Pavement design requirements for minor roads are detailed in section 3.5.

(2) Parts of the existing road network might not comply with all the current specified design standards.

Table 3.3.3.A—Design standards for minor roads

Design standards Neighbourhood roads Local

Streets Laneways


Traffic volume (vpd) – guideline

1,000–3,000vpd 3,000–6,000vpd 1,000vpd maximum

<750

Design speed 40km/h maximum

50km/h maximum

40km/h maximum

40km/h maximum

Design vehicle ⁽¹⁾ Domestic refuse collection vehicle

Domestic refuse collection vehicle



Direct lot access Yes Yes ⁽⁷⁾ Yes Yes

Cross-section ⁽¹²⁾

Reserve width

(minimum) ⁽²⁾

Bus route: 20m 24m 14m N/A

Non-bus route: 16m

Road carriageway ⁽¹¹⁾ ⁽¹²⁾

— Kerb-to-kerb widths ⁽³⁾

Non-bus route 7.5m

15.5m 5.5m N/A

Bus route 11m

— Number of moving lanes

1–2 ⁽⁸⁾ 2 1 ⁽⁸⁾ 1-2

— Number of 1–2 2 1 N/A


parking lanes

Road crossfall 2.5% 2.5% 2.5% 2.5%

Verge crossfall 2% 2% 2% 2%

Cyclist facilities N/A Bicycle lane N/A N/A

Bus facilities Kerbside stops on bus routes

Kerbside stops on bus routes

Not permitted Not permitted

Verge width (minimum)⁽⁴⁾

4.25m 4.25m 4.25m N/A

Longitudinal grade

— Maximum Bus route: 10% 10% 16.7% N/A

Non-bus route: 16.7%

— Minimum 1% 1% 1% 1%


30m 50m Cul-de-sac: 15m ⁽⁵⁾

N/A

20m ⁽⁵⁾


35m 60m Cul-de-sac: 20m ⁽⁵⁾

N/A

30m ⁽⁵⁾

Horizontal curve radius -

minimum centrelines ⁽⁶⁾

13.75m 80m 12.75m N/A

Kerb and channel profile ⁽⁹⁾

Bus route: standard type E

Standard type E Layback type D ⁽¹⁰⁾

N/A

Non-bus route: layback type D

Notes—

(1) If the road is also identified as part of the freight network on the Road hierarchy overlay map, the design vehicle may be larger.

(2) Refer to BSD-1021.

(3) Kerb-to-kerb width measured from nominal face of kerb, except for kerb type ‘D’ (BSD-2001) measured from kerb invert.

(4) Unless varied by the Streetscape hierarchy overlay code or Bicycle network overlay code.

(5) Where the geometry would allow a higher speed, a higher standard is required.


(6) Tight curves are a preferred speed control feature. Any design needs to ensure that the design vehicle will not cross the centre-line of the road on a horizontal curve.

(7) For neighbourhood roads with design traffic volumes over 3,000 vehicles per day, direct property access is only provided where the carriageway width is 15.5m or wider to provide 2 moving lanes, bicycle lanes and kerbside parking lanes.

(8) Special passing provision is not required (i.e. residential minor road).

(9) Refer to BSD-2001. 200 Type E kerb and channel is required along a park frontage unless an alternative is approved for water sensitive design.

(10) For water sensitive design, refer to BSD-8301. Alternative kerb and channel types may be acceptable to achieve water sensitive design intent in localised areas.

(11) Where a neighbourhood or local road is identified as either a primary freight route or primary freight access road, the pavement design standards relating to freight identified in section 3.5 will be applicable. Similarly, where a minor road is located within an industrial area or provides access to an industrial use (i.e. low impact industry, medium impact industry, high impact industry, or special industry) the pavement design standards relating to freight identified in section 3.5 will also be applicable.

(12) Cross-sections for minor roads within the Centre zone category require increased corridor widths to accommodate indented on-street car parking.

3.3.4 On-street parking

(1) The availability of on-street parking relates to the width of road pavement, the width of the frontage of the allotments and the size of the traffic catchment to the street.

(2) The standard carriageway cross-section is usually adequate in the provision of parallel parking for visitors.

(3) Additional parking bays are required in the vicinity of cul-de-sac heads where sufficient kerb space is not available.

(4) On local roads with a cul-de-sac head, the limited road frontage, measured from the first approach tangent point, is excluded when assessing on-street parking requirements. Instead, a special parking provision, such as indented bays or central island parking, is provided.

(5) If provided, parking lanes of 2.5m wide are indented excluding adjacent bicycle and through traffic lanes.

(6) A separation of 0.25m is required between parking bays and the bicycle lane to mitigate effects of door opening.

3.3.5 Lot access

For neighbourhood roads with design traffic volumes of over 3,000 vehicles per day, direct lot access is only provided if the carriageway width provides for separation of parking, bicycle and traffic lanes.

3.3.6 Intersections for minor roads

3.3.6.1 General

(1) Intersections on minor roads are generally priority controlled.


(2) Design of intersections should include a kerb return radius of 6m at street intersections. For freight-dependent development roads, minimum kerb return radius is to be 14m at intersection.

3.3.6.2 Priority-controlled intersections

(1) Priority to the through road is provided at T-intersections while traffic on the terminating road must give way.

(2) Types of treatments for T-intersections are shown on BSD-3213 and BSD-3214.

(3) Roundabouts in local and neighbourhood roads are designed with a minimum radius of 9m with a 1.5m wide concrete backing strip.

(4) Stop signage is appropriate for four-way cross street intersections on minor roads where traffic volumes in both roads is less than 3,000 vehicles per day.

(5) Traffic lights or other controls are required for minor road to major road connections or where traffic flows exceed 3,000 vehicles per day in any road.

(6) Pavement surface treatment is provided on the 50km/h minor road at the 60km/h major road interface. Threshold treatment may be provided on the minor road at intersections where the minor road is intersecting with a higher sign posted speed. The treatment is to be as per BSD-3166.


(1) Intersections within the minor road network are located sufficiently far apart to separate the traffic movements at each intersection and to provide a reasonable time interval between driver decisions.

(2) The desirable minimum intersection spacing’s (centre-line to centre-line distance) are for:

(a) local roads:

(i) 60m if intersections are located on the same side of through street;

(ii) 40m if intersections are located on opposite sides of through street.

(b) neighbourhood roads:

(i) 100m if intersections are located on the same side of through street;

(ii) 60m if intersections are located on opposite sides of through street.

(c) roundabouts, 80m, and maximum spacing of 120m.

3.3.6.4 Signalised intersections

(1) Separate lanes are provided for left turn movements on major roads (i.e. slip lanes).


(2) In the vicinity of uses generating high pedestrian volumes (e.g. shopping centres and schools), slip lanes are not preferred and signalisation of pedestrian movement should be considered.

(3) Single stage pedestrian crosswalks are provided across all legs of a signalised intersection.

(4) Detailed design requirements for signals are provided in the BSD-4000 series.

(5) Further information regarding electrical and communications associated with signalised intersections is provided in Chapter 9 of this planning scheme policy.

3.3.7 Speed control

3.3.7.1 Geometric design

(1) Control of vehicle speed in residential streets should be achieved through:

(a) horizontal curves spaced at a minimum of 80m and a maximum of 120m;

(b) speed control devices (e.g. one-way slow or roundabouts at intersections) spaced at a minimum of 80m and a maximum of 120m.

(2) Night-time legibility of speed control devices is enhanced by appropriate means including street lighting, raised retro-reflective pavement markers and white reflective road markings including white painted kerb faces.

3.3.7.2 Cul-de-sac design

(1) In residential areas, the length of a cul-de-sac is to be a maximum of 180m.

(2) In residential areas, cul-de-sac head and/or turning areas are to be designed in compliance with BSD-3001.

(3) In industrial areas, the cul-de-sac head is to be designed in compliance with BSD-3002.

3.3.7.3 Signage

(1) Signage should be kept to a minimum and only used for safety purposes.

(2) Locations of signage must comply with the Manual of Uniform Traffic Control Devices.

3.3.7.4 Mountable kerbs

(1) The standard mountable kerbs (finished height of 150mm above the adjoining road surface) are generally used in conjunction with speed control devices on minor roads.

(2) Where traffic is intended to regularly mount islands (e.g. apron of speed control devices), the standard mountable kerb should be lowered such that the finished height is 75mm above the adjoining road surface.


3.4 Freight routes


(1) Roads that are identified in the freight network are designed for larger design vehicles such as B-doubles and Higher Mass Limit (HML) vehicles. The design and construction of these roads for the freight network must align with the:

(a) structural performance standards for roads that are identified to carry freight vehicles (pavement and structures) and requirements of section 5.3.5;

(b) bridge heights;

(c) lane widths.

(2) This section outlines the standards for the design and construction of all freight routes intended to be owned or maintained by Council including:

(a) primary freight routes;

(b) primary freight access.


Table 3.4.2.A lists a summary of the design standards that are applicable for the freight network.

Pavement design requirements for major roads are detailed in section 3.5.

Where a neighbourhood or local road is identified as either a primary freight route or primary freight access road, the pavement design standards relating to freight identified in section 3.5 will be applicable. Similarly, where a minor road is located within an industrial area or provides access to an industrial use (i.e. low impact industry, medium impact industry, high Impact industry, or special industry) the pavement design standards relating to freight identified in section 3.5 will also be applicable.

Table 3.4.2.A—Design standards for freight network

Design criteria Primary freight routes Primary freight access


Design vehicles 25m B-double combination vehicle

HML vehicles

Vehicle carrying commercial quantities

25m B-double combination vehicle

HML vehicles

Vehicle carrying commercial quantities


of dangerous goods ⁽¹⁾ of dangerous goods ⁽¹⁾

Individual lot access No Yes

Cross-section

Reserve width (minimum)

N/A If on minor road:

22.5m

Road carriageway

— kerb-to-kerb width N/A 14m

— number of traffic lanes

N/A 2

— width of kerbside traffic lanes on multi-lane roads

3.5m 3.5m

— width of traffic lanes of two-lane roads

4m 4m

— number of parking lanes

N/A 2

Cyclists facilities

— minimum width of bicycle lane

2m N/A

Verge width (minimum) 4.25m 4.25m

Geometric requirements

Longitudinal grade

— maximum 5% 5%

— minimum 1% 1%



30m



35m

Horizontal curve radius (minimum)


40m

Superelevation N/A If on minor road:

full


Note—(1) Under the provisions of the Transport Operations (Road Use Management—Dangerous Goods) Regulation 2008 dangerous good routes may exclude tunnels.

3.4.3 Cross-section for roads in freight network

3.4.3.1 General

(1) This section outlines additional design standards for modifying the design standards set out in Table 3.4.2.A.


(a) traffic lanes;

(b) roadside drainage;

(c) on-street parking;

(d) bicycle lanes.

3.4.3.2 Traffic lanes

(1) Widths for:

(a) kerbside traffic lanes on multi-lane roads are 3.5m;

(b) traffic lanes on two-way roads are 4m.

3.4.3.3 Roadside drainage

Vertical profile kerb and channel, (Standard Type E, as per BSD-2001), is used on freight routes unless otherwise approved.


Parking lanes are provided on primary freight routes.


The minimum width of bicycle lanes on primary freight routes is 2m.

3.4.4 Intersections


(1) Intersection spacing on primary freight routes are:

(a) 100m if intersections are located on the same side of through street;

(b) 60m if intersections are located on opposite sides of through street;

(c) 70m for roundabouts.


3.4.4.2 Intersection design

(1) The design of intersections located on the primary freight network includes:

(a) corner truncations, comprising a minimum 10m long by 5 equal chord truncations;

(b) a kerb return radius of 15m at intersections.

3.5 Pavement design


The underlying principle of pavement design is to achieve a pavement that is functional, structurally sound, has good ride quality, adequate skid resistance, and requires minimal maintenance under the anticipated traffic loading adopted for the design period. The selection process involves adoption of material types, thicknesses and configurations of the pavement layers to meet the design objectives. The design criteria specified in this section are based on the following publications:

(a) Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads, 2012);

(b) Reference Specifications for Civil Engineering Work (Brisbane City Council), in particular:

(i) S140 Earthworks;

(ii) S150 Roadworks;

(iii) S180 Unit Paving;

(iv) S300 Quarry Products;

(v) S310 Supply of Dense Graded Asphalt;

(vi) S320 Laying of Asphalt;

(vii) S330 Sprayed Bituminous Surfacing.

(c) Pavement Rehabilitation Design Manual (Brisbane City Council);

(d) Pavement Design Manual – Supplement to Part 2: Pavement Structural Design of the Austroads’ Guide to Pavement Technology (Department of Transport and Main Roads, 2013);

(e) Guide to Pavement Technology – Part 4D: Stabilised Materials (Austroads, 2006);

(f) Guide to Pavement Technology – Part 4L: Stabilising Binders (Austroads, 2009);

(g) Guide to Industrial Floors and Pavements – Design, Construction and Specification (Cement, Concrete and Aggregates Australia, 2009);

(h) Guide to Residential Streets and Paths (Cement & Concrete Association of Australia, C&CAA T51, February 2004;

(i) Pavement Recycling and Stabilisation Guide (Auststab Ltd, 2015).


3.5.2 Design life

(1) The design life for flexible pavements is 20 years.

(2) When the 20-year design traffic loading (TL20) for flexible pavements exceeds 1 x 107 ESAs, a 40-year design life is required. Council approval may be granted for a shorter design life, where considered appropriate. In these circumstances, the design should include intervention strategies to extend the pavement life to 40 years.

(3) The design life for rigid pavements is 40 years.

3.5.3 Design traffic

(1) The appropriate assessment of the design traffic loading is essential in the production of an acceptable pavement design to cater for the existing traffic and remain serviceable under projected increases in traffic loading throughout the design life of the pavement.

(2) Design traffic shall be calculated in equivalent standard axles (ESAs) for the applicable design life of the pavement.

(3) In addition to published/predicted traffic generation as per the Traffic Impact Assessment Report, actual traffic counts should be used for all roads, so that traffic loading (ESAs) can be calculated and used in the pavement design. The designer should consider present and predicted heavy vehicle traffic volumes, axle loadings and configurations, heavy vehicle growth and street capacity based on the Traffic Impact Assessment Report, or Council information to determine the Design Traffic Loading. The design traffic shall take account of:

(a) the construction traffic associated with the development;

(b) the in-service traffic including any potential industries in the development;

(c) any future developments linked to that development;

(d) the projected loading from external catchments.

(4) The method used to calculate design traffic depends on the type of traffic data available. The selection of the appropriate level of traffic data which are to be obtained should be based on a combination of factors such as:

(a) availability of historical data;

(b) accuracy required;

(c) presence in the traffic spectrum of specialised loadings;

(d) typical axle group or loading distribution.

(5) Where historical data is limited, the designer will need to give consideration to the following design variables:

(a) present traffic volumes;


(b) percentage of heavy vehicles;

(c) road function class;

(d) number of ESAs per heavy vehicle;

(e) growth rate;

(f) design period.

(6) In industrial areas, where specific future uses are known. (e.g. a freight-dependent development such as a particular large manufacturing plant or distribution centre), appropriate generation rates for that future use or uses should be used. However, in cases where the future industrial uses will not be known, and given the potentially wide variation in traffic generation, depending on location, industry type, number of employees, amount of retailing etc. generation rates assumed for pavement design must necessarily be conservative.

(7) For preparing traffic studies, evidence indicates that heavy vehicles avoid peak periods where possible, therefore 6-hour peak period counts may not give an accurate indication of pavement loading caused by heavy vehicles. For upgrading and widening of existing roads and/or extensions of the existing network, 7-day classified counts are to be used where vehicles are separated into Austroads vehicle classifications. Twelve-hour traffic counts may be used to interpret historical trends and growth rates.

(8) The pavement design report shall include all traffic data and/or assumptions made in the calculation of the design traffic.

(9) Where reliable traffic data is not available, presumptive traffic loading is allowed for local and neighbourhood roads without bus services as detailed in Table 3.5.3.A.

Table 3.5.3.A—Minimum design traffic loadings by functional road class

Class of road Minimum traffic loading (TL20) (ESA)

Local road (cul-de-sac) 4.0 x 104

Local road 1.5 x 105

Neighbourhood road(without bus services)

9.0 x 105

3.5.3.1 Traffic counts

Manual and automated intersection counts have been regularly performed throughout Brisbane. The older counts provide a historical record and may be used to predict trends in growth rates.

3.5.3.1.1 12-hour intersection counts

(1) Typically, the 12-hour counts represent approximately 80% of the daily traffic. The 12-hour count is multiplied by 1.25 to calculate daily traffic.


(2) Twelve-hour intersection counts provide the number of heavy vehicles without the Austroads classifications. The ESA per heavy vehicle can be ascertained using Table 3.5.3.1.1.A.

(3) The annual traffic can be estimated by multiplying the weekday traffic by the number of days/year taken as 310 days/year. However, on some roads, such as those adjoining major retail centres and sporting venues, a factor of 365 is appropriate.

Table 3.5.3.1.1.A—ESA/HV equivalencies according to road classification (not used for automated classified counts)

Road classification ESA/HV

Range Typical

Local N/A 0.9

Local 0.9–1.8 1.2

Neighbourhood road 1.2–2.3 1.5

District road 0.8–2.0 1.4

Suburban road 0.8–2.0 1.4

Freight network – freight-dependent development 1.0–2.6 1.6

Arterial road 1.2–2.1 1.7

3.5.3.1.2 Automated classified counts

(1) Automated traffic count reports identify the axle configuration, vehicle speeds, and vehicle classification according to Austroads classifications. Automated counts should be undertaken for at least 7 continuous days. Table 3.5.3.1.2.A shows typical ESA/HV equivalencies for automated counts for Brisbane.

Table 3.5.3.1.2.A—Typical ESA/HV equivalencies - Austroads vehicle classifications

Austroads class Description ESA/HV

1 Short vehicle 0.0

2 Short vehicle towing 0.0

3 Two-axle truck or bus 0.8

4 Three-axle truck or bus 2.0

5 Four-axle truck 3.0

6 Three-axle articulated vehicle 1.5

7 Four-axle articulated vehicle 3.0

8 Five-axle articulated vehicle 2.5

9 Six-axle articulated vehicle 3.0

10 B-double 4.1


11 Double road train 6.5

12 Triple road train n/a

(2) This data is based on the typical traffic spectrum containing a mixture of loaded and unloaded vehicles. Where the traffic spectrum is not typical e.g. haul routes with all loaded vehicles in the same direction and bus routes, higher ESA/HV equivalencies should be derived and used. If site-specific design traffic standards for ESA/HV are available, these should be used in place of the representative data shown in Table 3.5.3.1.2.A.

3.5.3.2 Traffic loading calculation

(1) Selecting the appropriate traffic loading is essential for achieving the desired service life. There are 2 main classes considered for pavement design:

(a) light-traffic roads are all roads with estimated traffic TL20 ≤ 1 x 106 ESAs over a 20-year period;

(b) heavy-traffic roads are all roads with estimated traffic TL20 > 1 x 106 ESAs over a 20-year period. They also include freight-dependent development roads.

(2) Design traffic loadings are adjusted to cater for the introduction of new generation heavy vehicles (HV) (including buses) and higher mass limits (HML) vehicles.

(3) The traffic loading (TLDES), in cumulative ESAs, traversing the design lane during the specified period is:

(1)

where:

TLDES = number of ESAs over the design period

Ndays = number of days in every year over the design period – according to Table 3.5.3.2.A.

NHV,i = number of heavy vehicles, type i, per day derived from traffic counts or

weigh-in-motion (WIM) counts

= number of ESAs per heavy vehicles, type i – according to Table 3.5.3.2.A.

DF(1) = direction factor – the proportion of two-way heavy vehicles travelling in the direction of the design lane

LDF = lane distribution factor – proportion of heavy vehicles in design lane

CGF = cumulative growth factor


IDE = increased damaging effect – according to Table 3.5.3.3.A

HML = higher mass limit – according to Table 3.5.3.4.A

Note—(1) Where the actual traffic count is for 1 direction only, DF = 1.0. Where AADT is used and no other information on the directional split of traffic is available, use DF = 0.5.

Table 3.5.3.2.A—Design standards for traffic loading

Measure12-hour intersection counts

Automated classified counts

WIM counts (if applicable)

Ndays Minimum value 310⁽¹⁾ 365 365

According to Table 3.5.3.1.1.A

According to Table 3.5.3.1.2.A

According to Appendix H of Austroads (2012)

Note—(1) The annual traffic can be estimated by multiplying the weekday count by the number of days/year. The minimum value is 310 days/year. However, on some roads, such as those adjoining major retail centres and sporting venues, a factor of 365 is appropriate.

(4) Part of the task of estimating the cumulative traffic loading (in the design lane) over the design period is to estimate the likely changes in daily traffic loading during this period. The compound growth of traffic is usually defined as a percentage increase in annual traffic volume – a typical statement being ‘the annual growth rate is R%’. The cumulative growth factor over the design period is calculated as follows (Austroads 2010):

for R>0 (2)

for R=0

where:

CGF = cumulative growth factor (-)

R = annual growth rate (%)

P = design period (years)

(5) A range of annual growth rates are presented in Table 3.5.3.2.B for design periods of 20, 25 and 40 years. For other design periods, Equation (2) can be used to calculate the cumulative growth factor (CGF).

Table 3.5.3.2.B—Cumulative growth factor (CGF) values

Design period (P) (years)

Annual growth rate (R) (%)

0 1 2 3 4 6 8 10


20 20 22 24.3 26.9 29.8 36.8 45.8 57.3

25 25 28.2 32 36.5 41.6 54.9 73.1 98.3

40 40 48.9 60.4 75.4 95 154.8 259.1 442.6

(6) The cumulative growth factor (CGF) values in Table 3.5.3.2.B assume that the traffic volumes are below the saturation capacity for the entire design period. The designer should check whether the saturation capacity is likely to be exceeded during the design period and whether any upgrading of road capacity is planned.

3.5.3.3 Increased damage effect (IDE) on steep grades, intersections and roundabouts

Increased pavement damage occurs when vehicles are turning at intersections and roundabouts. Uneven load distribution causes higher loads on one wheel path compared to the other and load transfer induces horizontal shear forces which can increase pavement damage significantly. Additional stresses are also generated on long, steep grades (greater than 10%) and at intersections (e.g. due to braking). At these locations, the load-induced damage may be compounded by the slowly moving load, which has a detrimental effect on the visco-elastic performance of asphalts. To allow for these effects, the traffic loading (ESA) must be increased by a factor of 1.3 in these locations. The designer need not adjust the asphalt modulus in the Mechanistic Design Procedure for low-speed environments, since this effect is considered by the increased damage effect (IDE) factor.

Table 3.5.3.3.A—Increased damage effect (IDE) values

Location IDE value

On grades >10%, intersections, roundabouts and bus stops 1.3

Any other road section 1.0

3.5.3.4 Higher mass limit (HML) vehicles and B-double routes

(1) Higher mass limits (HML) allow for increased mass limits (axle loads) on approved routes for specific vehicles fitted with road-friendly suspension systems and operated in accordance with the Intelligent Access Program (IAP). Due to the low operating speeds of much of the Council road network, when assessing the implications of HML vehicles in pavement designs, no road wear reduction factors are to be applied to the design loads when using road-friendly suspensions.

(2) The Department of Transport and Main Roads (DTMR) is the regulating authority for higher mass limit (HML) and multi-combination (B-doubles) vehicles in Queensland and maintains the maps of approved routes for these classes of vehicles. Where a pavement forms part of an approved or proposed route, the calculated design traffic shall be multiplied by a factor of 2 to allow for the effects on the pavement caused by rapid loading of subsequent axle groups and reduced slow speed of travel. On roads within 200m of approved B-double and/or HML routes (except local residential access streets), on designated or proposed freight routes, in all industrial areas and freight-dependent development, this factor must be applied.

Table 3.5.3.4.A—Higher mass limit (HML) values

Location HML value


On routes designated for specific vehicles HML vehicles and B-double vehicles)

Roads within 200m of designated HML and B-double routes other than local roads

Designated or proposed freight routes

All freight-dependent development access roads

2

Any other road section 1

(3) Where a freight-dependent development is proposed to have access available to HML and/or B-double vehicles, the route from the development to an existing 'approved' HML and/or B-double route shall be assessed and, where there is inadequate pavement strength, be upgraded to the standard suitable for HML and/or B-double vehicles.

3.5.3.5 Design traffic at intersections

Design traffic at an intersection must be calculated by adding the design traffic applicable to one road to the design traffic applicable to the crossroad. Selection of the pavement structure should be based on minimum maintenance requirements.

3.5.3.6 Deemed to comply design traffic loading for small areas

For road widening and extensions to roads subject to heavy traffic loading, the design traffic loading should be based on the results of the traffic study using actual traffic counts. However, for small areas of pavement construction (typically less than 200m²), the nominal/minimum traffic loadings for the various road classifications given in Table 3.5.3.6.A can be used. Allowances for increased damage effect (IDE) and HML values are incorporated in the nominal design traffic in Table 3.5.3.6.A.

Table 3.5.3.6.A—Design traffic by road type for flexible pavements

Road classification Design Life Nominal design traffic (ESA)

District 20 years Minimum 6.0 x 106

Suburban 20 years Minimum 6.0 x 106

Freight-dependent development 20 years Minimum 1.0 x 107

Arterial 40 years Minimum 3.8 x 107

3.5.4 Subgrade evaluation

3.5.4.1 General

(1) The design parameter for the subgrade is the California Bearing Ratio (CBR). The pavement design must be based on the soaked CBR tests being representative of the subgrade over the various lengths of road at the box depth.

(2) A design CBR must be determined for each unique section of road defined on the basis of topographic, geological and drainage conditions at the site. In determining the design CBR,


account should also be taken of the variation of the subgrade strength with depth below subgrade level. The critical layer of material should be established to ensure each layer has adequate cover.

3.5.4.2 Sampling frequency

(1) Subgrade must be evaluated at the following frequencies:

(a) road length 120m: not less than 2 tests for each subgrade type.

(b) road length 120m: 1 test for every 60m or part thereof, but not less than 3 tests for each subgrade type.

(2) Spacing of test sites must be selected to suit subgrade, topographic and drainage characteristics.

3.5.4.3 Laboratory determination of design Californian Bearing Ratio

(1) The design CBR must be based on the soaked condition in the subgrade at a compaction of 100% standard, that is, the design CBR is the four-day soaked CBR as determined by testing in accordance with AS 1289.6.1.1 (single point test).

(2) When the subgrade CBR is particularly sensitive to changes in moisture content, adequate testing of the CBR over a range of moisture contents and densities must be provided and CBR interpolated at the design moisture content and density conditions, that is, 4-point test using DTMR Test Method Q113A.

3.5.4.4 Maximum design CBR

A maximum subgrade CBR of 10 is to be used for design purposes. Granular subgrade with CBR values greater than 10 and which have a known in-situ service life may be accepted if accompanied by a certified geotechnical report.

3.5.4.5 Soft subgrades

(1) If the CBR determined for the subgrade is less than CBR 3 for flexible (granular, full depth asphalt or stabilised) pavement and CBR 5 for concrete pavement, then one of the following subgrade treatment options is required:

(a) remove unsuitable subgrade material and replace with Class 3 gravel or select material that meets the requirements for select fill as specified in Reference Specifications for Civil Engineering Work S140 Earthworks. The minimum depth of subgrade replacement is shown in Table 3.5.4.5.A;

(b) carry out lime stabilisation treatment in accordance with the methodologies set out in section 3.5.6.4;

(c) use other techniques such as rock spalls on geotextile, geogrids together with correctly sized gravel blanket course etc.


Table 3.5.4.5.A—Minimum depth of subgrade replacement

In-situ subgrade design CBR Minimum depth of subgrade replacement (mm)

2.5% 150

2.0% 200

1.5% 300

1.0% 400

<1.0% Specific assessment required

(2) The proposal for subgrade treatment needs to be submitted to Council for approval. After subgrade improvement, the pavement design should be based on subgrade CBR 3 for flexible pavement and CBR 5 for concrete pavement.

3.5.5 Design procedure

There is a distinction between the design principles that are applied to roads subject to light-traffic and heavy-traffic loadings. Light-traffic loading is considered to be a 20-year design traffic loading of up to and including 1 x 106 ESA with heavy traffic loading being greater than 1 x 106 ESA.

3.5.5.1 Roads subject to light traffic loadings – TL20 ≤ 1 x 106 ESAs

Roads subject to light traffic loadings have design traffic up to TL20 of 1 x 106 ESA. It is expected that cul-de-sacs, local roads and neighbourhood roads without bus services fall within this classification.

3.5.5.1.1 Granular pavement

(1) Granular pavements with thin asphalt surfaces are likely to be suitable for these roads. Above TL20 of 1 x 106 ESA, for granular pavements with relatively thin asphalt surfacing, the fatigue life of the asphalt is likely to be significantly less than the design life of the granular pavement. In such cases, the asphalt has to be regularly replaced, rejuvenated and/or overlaid, which is unacceptable to Council.

(2) The granular pavement comprises the majority of Council’s lightly trafficked road network. Council prefers this pavement type as it provides the lowest whole-of-life costs, enables ready access for installing and maintaining utilities, the best opportunities for rehabilitation in urban residential situations and acceptable ride quality. This pavement is also the most cost-effective pavement to construct.

(3) All granular pavements must be sealed with a prime coat or a primer seal prior to surfacing with asphalt.

(4) Designs must be based on Figure 3.5.5.1.1a. The thickness of the unbound layers in Figure 3.5.5.1.1a includes the allowance for the construction and design tolerances.

(5) Using Figure 12.2 of Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads, 2012) is not acceptable.


(6) Notwithstanding that Figure 3.5.5.1.1a may indicate a lesser pavement depth, the minimum pavement and individual course thicknesses for roads subject to light traffic loading are given in Figure 3.5.5.1.1a.

(7) Continue pavement at least 75mm past the back of the concrete kerb and channel (CKC) to ensure stability of the pavement edge. Provide minimum 75mm crushed rock bedding under the concrete kerb and channel as shown on BSD-2041.

Table 3.5.5.1.1.A—Minimum thickness for roads subject to light traffic

Traffic load – TL20 (ESA) Up to 1.5 x 105 ESA Up to 5.0 x 105 ESA Up to 1.0 x 106 ESA

Composition Minimum course thickness (mm)

Asphalt ⁽¹⁾⁽²⁾ 30 C170 AC 50 C320 / MG AC 50 MG AC

Prime coat/seal ⁽³⁾ Yes Yes Yes

Base Class 1 ⁽⁴⁾ 100 100 100

Sub-base Class 2 ⁽⁴⁾ 100 100 100

Sub-base Class 3 ⁽⁴⁾ As required to obtain the minimum design thickness

Minimum total pavement thickness including AC

230 250 250

Notes—

(1) Refer Reference Specification S310 Supply of Dense Graded Asphalt for material properties.

(2) Refer Reference Specification S320 Laying of Asphalt for layer thickness requirements.

(3) Refer Reference Specification S330 Sprayed Bituminous Surfacing for material properties.

(4) Refer Reference Specification S300 Quarry Products for material properties.


Figure 3.5.5.1.1a—Design chart for roads subject to light traffic

3.5.5.1.2 Full depth asphalt pavement

(1) This pavement is not generally used for local roads. However, it is may be used in areas where the speed of construction is critical or for narrow pavement widening. The full depth asphalt pavement shall be designed in accordance with section 3.5.5.2.2.

(2) Where full-depth asphalt pavements are to be constructed alongside existing granular pavements, the design must consider the possible effect on subsoil drainage of the pavement, and the need for additional subsoil drainage to prevent ‘tanking’.

3.5.5.1.3 Concrete pavement

(1) Full-depth concrete roads are generally used only for roads subject to heavy traffic loading (i.e. all roads with 20 year design traffic > 1.0 x 106 ESA). However, a full-depth concrete road can be designed for roads subject to light traffic loadings, subject to the following requirements:

(a) the design life is 40 years;

(b) the pavement must have a minimum 100mm thick unbound granular sub-base consisting of Class 1 granular material;

(c) the concrete shall have a 28-day compressive strength of not less than 40MPa;

(d) the flexural strength of the concrete must be a minimum 4.0MPa;

(e) the load safety factor (LSF) must be 1.3;


(f) integral or structural concrete shoulders are not required;

(g) special attention should be paid to the jointing details in regard to ride quality and the provision of additional conduits for future services;

(h) the design, detailing and construction of concrete pavements for residential streets should be in accordance with the publication Guide to Residential Streets and Paths (Cement & Concrete Association of Australia, C&CAA T51, February 2004).

(2) The minimum thickness for roads subject to light traffic loadings are given in Table 3.5.5.1.3.A.

Table 3.5.5.1.3.A—Pavement design – Minimum concrete thickness

Minimum concrete thickness ⁽²⁾⁽³⁾ (mm)

Class of road Local access

(cul-de-sac)

Local access Neighbourhood access (without bus services)

Traffic load – TL40 (ESA) ⁽¹⁾

Up to 1 x 105 Up to 3.7 x 105 Up to 2.5 x 106

SUB-

GRAD

E CB

R ⁽⁴⁾

10 200 210 230

5 210 220 240

4 Subgrade replacement or treatment where required.

Then treat as CBR 5.3

2

1

Notes—

(1) Calculated from TL20 for class of road from Table 3.5.3.A assuming 2% p.a. growth.

(2) Based on 28-day design characteristic flexural strength of 4.0MPa, concrete grade N40.

(3) Provide minimum 75mm crushed rock bedding under the concrete kerb and channel. Extend pavement edge 75mm past the back of the CKC to ensure stability of the pavement edge.

(4) Based on the four-day soaked values.

3.5.5.2 Roads subject to heavy traffic loadings – TL20 > 1.0 x 106 ESAs

(1) Roads subject to heavy traffic loading are all roads with estimated traffic TL20 of greater than 1.0 x 106 ESAs over a 20-year period. They also include freight-dependent development roads as a subset. The design traffic loadings are adjusted to account for the effects on the pavement of the introduction of new generation heavy vehicles (HV) (including buses) and Higher Mass Limits (HML).


(2) It is expected that neighbourhood roads with bus services, district, suburban, freight-dependent development, and arterial roads will fall within this category.

3.5.5.2.1 Granular pavement

Granular pavements with thin asphalt surfacing are NOT acceptable for roads with TL20 greater than 1.0 x 106 ESAs.

3.5.5.2.2 Full-depth asphalt

(1) Designs for full-depth asphalt pavements may be based on Figure 3.5.5.2.2a for asphalt containing Class M1000 multigrade bitumen. The thickness of the asphalt layers in this figure includes the allowance for the construction and design tolerances.

(2) Full-depth asphalt shall be placed on a minimum of 150mm thick granular working platform except for roads where TL20 > 1.0 x 107 ESAs over a 20-year period where a minimum of 300-mm thick granular working platform is required. However, the actual thickness required is a function of the subgrade strength and working platform over 300mm thick may be required for low strength subgrade. The granular working platform should comprise the following layers in accordance with Reference Specifications for Civil Engineering Work S300 Quarry Products:

(a) minimum 150mm-thick top layer of Class 1 material;

(b) for arterial roads, an additional 150mm thick sub-base courses of Class 2 material (or alternatively Class 1 material);

(c) subsequent sub-base courses of Class 3 material (or alternatively Class 1 or 2 material) as required for subgrade improvement.

(3) The granular working platform shall not be considered as a structural layer.

(4) Notwithstanding that Figure 3.5.5.2.2a or the mechanistic pavement design method may indicate a lesser pavement depth, the minimum pavement and individual course thicknesses for roads subject to heavy traffic loading are given in Table 3.5.5.2.2.A.

(5) Where full-depth asphalt pavements are to be constructed alongside existing granular pavements, the design must consider the possible effect on subsoil drainage of the pavement, and the need for additional subsoil drainage to prevent ‘tanking’.

Table 3.5.5.2.2.A—Minimum thickness for roads subject to heavy traffic

Design traffic TLDES ≤ 1.0 x 107 ESA⁽¹⁾ TLDES > 1.0 x 107 ESA⁽¹⁾

Composition Minimum course thickness (mm)

Asphalt ⁽¹⁾⁽²⁾⁽³⁾ 100 150

Prime coat/seal Yes Yes

Base Class 1 ⁽⁴⁾ 150 150

Sub-base Class 2 ⁽⁴⁾⁽⁵⁾ - 150


Sub-base Class 3 ⁽⁴⁾⁽⁶⁾ If required, for subgrade improvement.

Minimum total pavement thickness

250 450

Notes—

(1) TLDES = number of ESAs over the design period

(2) Refer to Reference Specification S310 Supply of Dense Graded Asphalt for material properties.

(3) Refer to Reference Specification S320 Laying of Asphalt for individual layer thickness requirements.

(4) Refer to Reference Specification S300 Quarry Products for material properties.

(5) Class 2 sub-base may be replaced by the same depth of class 1 base.

(6) Class 3 sub-base may be replaced by class 2 sub-base or class 1 base.

(6) Alternatively, the pavement may be designed by a mechanistic approach based on a mathematical model of the response of the pavement to traffic loads. This is described in detail in the Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads 2012). The salient features are:

(a) Damage functions are of the form:


where N = traffic load repetitions

RF = reliability factor

με = microstrains i.e. 10-6m

b, m = empirically derived constants for each response type

Note—Reliability factors (RF) are applied to cemented material fatigue and asphalt fatigue. The required project reliability is set at 95% and, therefore, the RF is 1.

(b) Wheel loadings are to be full standard axle load, which is a dual-wheel single axle, applying a load of 80kN, with tyre pressures set at 750kPa

(c) Designs must be carried out using the CIRCLY5 (or subsequent versions) computer program.

(d) Asphalt modulus is a function of temperature, speed, binder type, and mix design. Refer to figures 6.6, 6.7, and 6.8 in the Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads 2012). As a guide, the following typical design values are applicable for the Brisbane region:

(i) Asphalt Modulus 1000–1500MPa for Class 170 bitumen binder;

(ii) Asphalt Modulus 1900–2200MPa for Class 320 bitumen binder;

(iii) Asphalt Modulus 3468MPa for multigrade (Class M1000) bitumen binder.

Note—Modulus is also a function of the way it is measured (i.e. the specific laboratory procedure used to measure the stiffness of a sample of material). Hence, caution should be used when quoting a modulus value from a reference source. A detailed discussion is outside the scope of this guideline.

3.5.5.2.2.1 Pavement damage in terms of standard axle repetitions (SAR)

(1) The design traffic loading is calculated in terms of the number of Standard Axle Repetitions (SAR) as described in section 7 of Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads 2012).

(2) The difficulties with this approach is its complexity and the lack of available data on the actual traffic spectra. Presumptive traffic load distribution (TLD) values in Table 3.5.5.2.2.1.A may be used to simplify the design process by converting SAR back to ESA.

Table 3.5.5.2.2.1.A—Load damage exponents and traffic load distribution

Damage type k m Damage index Presumptive urban traffic load distribution (SARm/ESA)

Granular (with thin bituminous surface) e 4

ESA/HVAG 0.7

ESA/HV 1.8


Asphalt – normal bitumen a 5 SARan/ESA 1.1

Asphalt – multigrade bitumen a 3.52 SARam/ESA 1.1

Subgrade s 7 SARs/ESA 1.6

Cemented materials c 12 SARc/ESA 12

Note—For urban areas the presumptive value of HVAG per heavy vehicle is 2.5 HVAG/HV.

Note—SAR: standard axle repetitions

3.5.5.2.2.2 Damage function for subgrade and granular layers

(1) The non-linear behaviour of granular materials is modelled by sub-layering. Sub-layering of the select subgrade and granular materials must be in accordance with sections 8.2.2 and 8.2.3 of Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads 2012).

(2) The maximum modulus of the granular base material shall be in accordance with tables 6.4 and 6.5 of Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads 2012).

(3) The subgrade performance is based on the Austroads (2012) compressive strain relationship.

3.5.5.2.2.3 Damage functions for conventional asphalt fatigue:

The fatigue performance for asphalt containing conventional bitumen is based on the Shell relationship:

where:

N = allowable number of repetitions of the load for asphalt produced using conventional bitumen

= tensile strain produced by the load (microstrain)

Vb = percentage by volume of bitumen in the asphalt (%)

Smix = Asphalt modulus (MPa)

RF = reliability factor for asphalt fatigue

(on Council projects RF = 1)

3.5.5.2.2.4 Damage functions for multigrade asphalt fatigue:

The fatigue performance for asphalt containing multigrade bitumen is based on Council research:


Where:

NMultigrade

= allowable number of repetitions of the load for asphalt produced using multigrade bitumen

= tensile strain produced by the load (microstrain)

RF = reliability factor for asphalt fatigue (on Council projects RF = 1)

Note—Asphalt modulus = 3468MPa

3.5.5.2.2.5 Construction and design tolerances in pavement design

(1) Construction and design tolerances are taken into account in the pavement design process by increasing the thickness of the critical structural asphalt layer and the critical unbound layer:

(a) for rehabilitation projects which are likely to be constructed under traffic with limited survey control, increase the thickness of the structural asphalt layer by 20mm;

(b) for new construction with good survey control, increase the thickness of the structural asphalt layer by 10mm and the thickness of the upper most unbound layer by 20mm.

(2) The added tolerances reflect the uncertainty and variability of the materials and technology. If the CIRCLY design, plus the added tolerance, is less than the minimum layer thickness specified by Council, then the minimum requirement must be adopted. The layer thickness limits for individual asphalt layers are outlined in Reference Specifications for Civil Engineering Work S320 Laying of Asphalt.

3.5.5.2.3 Concrete pavement

Full-depth concrete roads must be designed in accordance with the Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads 2012) considering the 2 distress types: fatigue of the base and erosion of the sub-base/subgrade. The concrete shall have a 28-day compressive strength of not less than 40MPa. A bond breaker such as bituminous seal, wax or other approved material must be included between the lean mix sub-base and concrete base. The proposed design must be submitted to Council for approval.

3.5.6 Treated pavements

3.5.6.1 General

(1) ‘Upside down’ pavements (i.e. pavements which have an unstabilised upper granular base layer placed over a stabilised granular sub-base layer) will not be approved. The stabilised granular layer must extend to the underside of the asphalt layer.

(2) The selection of stabilising agents and mix design for stabilised pavements is to be undertaken in accordance with Auststab Ltd’s Pavement Recycling and Stabilisation Guide (2015). The


structural design must be undertaken in accordance with the Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads, 2012). The fatigue performance for cemented materials shall be based on the Austroads (2012) tensile strain relationship.

(3) The proposed design, together with the results of tests undertaken to determine the design and to prove the adequacy of the material to satisfy design requirements, must be submitted to Council at least 2 weeks prior to commencement of the work. A NATA-registered laboratory shall undertake all the required testing.

(4) Treated pavements that may be acceptable to Council include:

(a) in-situ cementitious blend stabilisation of base material in existing roads;

(b) cementitious blend stabilisation of imported base course material for new roads;

(c) foamed bitumen stabilisation of imported base course material for new roads;

(d) lime stabilisation of subgrades.

3.5.6.2 Cementitious blend treated materials

(1) Council will permit cementitious blend stabilisation of granular pavement with thin asphalt surfacing on lightly trafficked roads, where the 20 year design traffic loading is below 1.5 x 106 ESA. Cemented materials will inevitably crack due to thermal and shrinkage stresses, resulting in reflective cracking of the asphalt surface. While this may be tolerable on lightly trafficked roads, it is not acceptable on heavily trafficked roads and the Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads, 2012) indicates that 175mm of asphalt is required to inhibit this reflective cracking. This renders such pavements uneconomic. However, cracking due to thermal and shrinkage stresses can be limited by good design and construction methods.

Note—Although not mandatory, the maximum cement content should be limited to 4.5% by weight to limit reflective cracking of shrinkage cracks in the treated layer and asphalt surfacing.

(2) After construction, the cement treated pavement must be immediately sealed with a primer seal for a minimum 4-week curing period prior to surfacing with asphalt. The pavement must be tested using a falling weight deflectometer (FWD) after the minimum curing period and prior to placing of the asphalt. Test results must be submitted to Council for approval.

3.5.6.3 Bitumen stabilisation

Any proposal for foamed bitumen or bitumen emulsion stabilisation of granular pavement material will require the design to be prepared by experienced personnel according to Queensland Department of Transport and Main Roads specifications. The proposed design must be submitted to Council for approval.

3.5.6.4 Lime stabilisation

(1) Lime stabilisation of the base or sub-base is generally not acceptable as a pavement treatment. Lime stabilisation of the subgrade may be acceptable.


(2) Testing will need to be carried out in accordance with Pavement Recycling and Stabilisation Guide (2015). Specifically, lime demand tests and UCS testing of prepared samples must be carried out to determine the amount of lime required and the strength gains achieved.

3.5.7 Subsoil drainage

Refer to Standard Drawing BSD-2041 for details. Sub-surface drains should be used to protect the road structure from moisture ingress. Typical cross-section pavement details should show side drains. Unless otherwise approved by Council, side drains should be provided at the following locations:

(a) both sides of all streets and roads under the kerb and channel, except where Council determines that such drains are unnecessary or disadvantageous;

(b) under the kerb around all landscaping areas, depending on location. Landscaping in footpaths should not be placed immediately behind the kerb. Landscaping adjacent to pavements must not have irrigation systems;

(c) across the end of the road at the stage boundary. This must be removed when the next stage is built;

(d) along the line of fill when subsoil water is affected by the compaction of the fill;

(e) where springs are located;

(f) where moisture can ingress;

(g) under the invert of flat grassed overland flow paths in areas that are usually subject to pedestrian or vehicle traffic;

(h) at the toe of cuttings greater than 2m high;

(i) blanket courses should be limited to areas with grades <5% and should not be used where they may affect the structural integrity of the pavement.

3.5.7.1 Other special purpose drainage systems

(1) Other locations/situations that should be considered for sub-surface drainage include:

(a) bridge abutments and approach slabs or other impermeable barriers which require transverse drains;

(b) soft areas, whether excavated and backfilled or not, provided a drainage outlet can be obtained;

(c) large pipe trenches, underground water courses, service conduits, water supply pipes and existing or abandoned utility trenches backfilled with permeable material;

(d) along the high side of a pavement where seepage is evident, or where water may enter from batters, full-width pavement, service trenches, permeable medians or abutting properties;


(e) along both sides of the pavement where the cross-slope is flatter than 2% (e.g. in transitions to superelevation).

(2) There is no exact method of preventing the harmful effects of water. Often the problems could require several of the typical drain types being combined with the use of mitre drains for a satisfactory solution.

3.5.7.2 Widening of existing pavements

(1) A common problem associated with the widening of an old gravel pavement is the accumulation of moisture at the join between the new and old pavement resulting from the use of materials of different permeability (and boxed-out construction).

(2) For patches and new pavement construction where the new pavement material is likely to trap water within the adjacent existing materials, sub-surface drainage should be installed on the high side of the new pavement. If the bottom of the new pavement is located within the subgrade such that it creates a sump, sub-surface drainage should also be installed on the low side of the pavement. If the drain pipe or prefabricated geo-composite strip drain is located within a fine silt or clay subgrade, then filter sand should be placed around the drain prior to backfilling with no-fines concrete (NFC) to prevent fine silty particles from entering and blocking the drains. For significant works, drainage design should be undertaken.

3.5.8 Road surfacing

3.5.8.1 Performance requirements

(1) Selection of the pavement surfacing must be based on the performance criteria, the 2 most important being deformation resistance and skid resistance. Rutting and shoving problems should be catered for by the selection of appropriate material types and properties. Consistent with achieving these requirements, the surfacing should provide minimum maintenance requirements.

(2) The absolute minimum skid resistance to be provided by the pavement surfacing shall be BPN of 45 when measured using the portable pendulum tester. However, individual locations may require higher skid resistance as defined in the Reference Specifications for Civil Engineering Work – S150 Roadworks.

(3) Edge restraints must be provided along the perimeter of all paved areas. They should be able to support traffic loads and to prevent the escape of the pavement material, where required, from beneath the paved surface. An edge restraint may be in the form of a kerb, combined kerb and channel, established structure or rigid flush abutment.

3.5.8.2 Asphalt

(1) Asphalt is the preferred surfacing material for all roads within the road hierarchy. For coloured treatments on asphalt surfaces, refer to section 3.5.8.4 for specific requirements. The following asphalt types may be used in Brisbane:

(a) dense-graded asphalt (DG);


(b) stone mastic asphalt (SMA) may be used subject to Council approval;

(c) proprietary products such as micro-surfacing, SAMI Fricseal etc. need to be submitted for approval.

(2) The following asphalt types will generally not be approved for use:

(a) open-graded asphalt (OGA);

(b) asphalts containing polymer-modified binders.

(3) Asphalt surfacing shall comply with Reference Specifications for Civil Engineering Work:

(a) S120 Quality;

(b) S310 Supply of Dense Graded Asphalt;

(c) S320 Laying of Asphalt.

3.5.8.3 Concrete

(4) A wide variety of surface finishes are available for concrete pavements. There is no restriction on the use of tyned- or broomed-surface finish. The concrete shall have a 28-day compressive strength of not less than 40MPa. For coloured treatments on concrete surfaces, refer to section 3.5.8.4 and Reference Specifications for S155 Traffic Signs and Pavement Marking for specific requirements.

(5) Exposed aggregate surface is permitted in local traffic area threshold treatments provided that the crushed aggregate finish:

(a) achieves a minimum polished aggregate friction value (PAFV) of 45;

(b) complies with the skid resistance requirements of Reference Specifications for Civil Engineering Work – S150 Roadworks.

(6) Stamped concrete is not permitted as the surface texture can cause a potential hazard for cyclists.

3.5.8.4 Coloured surface treatments

Coloured surface treatment must serve a traffic management function such as thresholds at local traffic areas and to visually enhance school zones. The use of coloured surface treatment as an aesthetic enhancement to the streetscape is not permitted.

3.5.8.5 Segmental pavers

3.5.8.5.1 General

Segmental pavers may be used, although future maintenance considerations should be taken into account when approval is sought for their use on road pavements. Pavers must be laid to the herringbone or stretcher bond pattern and are only permitted on roads subject to light traffic loadings (TL20 ≤ 1.0 x 106 ESA).


3.5.8.5.2 Limitation of use

Pavers should be restricted for use in local traffic area threshold treatments, landscaping features in speed control devices, traffic medians and traffic islands. As a guide, the areas of pavers should not make up more than 10% of the total road pavement area. Types of paver, colour, manufacturer, product number etc. should be shown on the engineering drawings. Slip and skid resistance values and permitted colours should comply with Reference Specifications for Civil Engineering Work – S150 Roadworks.

3.5.8.5.3 Treatment around obstructions

The preferred method for treatment of pavers around gullies, maintenance holes, service pits and similar obstacles is to use specifically manufactured pavers, designed to be placed around these obstructions. Pavers adjacent to these obstructions or the lip of the kerb and channel should have the arris reduced to a 5mm radius to narrow the gap between the pavers and the adjacent structures.

3.5.8.5.4 Pavement design

The pavers should not be considered as contributing to the structural strength of the pavement. The detail of the pavement design should be shown on the engineering drawings. A typical entrance threshold treatment is shown on Standard Drawing BSD-2041. The acceptable standard of pavement composition for residential streets should comprise a minimum 60-mm thick pavers laid on 25-mm thick cement mortar bed, and founded on a reinforced concrete base not less than 210mm thick.

3.5.8.5.5 Drainage

Particular attention needs to be paid to the design and construction of road drainage for paved roads, in particular sub-surface drainage. Refer to Standard Drawing BSD-2041. No-fines concrete blocks or PVC tubes placed over side drains to drain the pavement are not an acceptable design. Full details of the sub-surface drainage should be shown on the engineering drawings.

3.5.8.5.6 Edge treatment

Edge restraints should be provided along the perimeter of all paved areas. The minimum standard for edge restraint is 230mm x 230mm with one Y12 reinforcing bar (refer Standard Drawing BSD-2001). An isolation joint is required at the junction of the channel. A header course (full size pavers laid side by side) should be used along the edge of the road pavement abutting a kerb or channel or any footpath or median edge or edge restraint.

3.5.8.5.7 Transverse restraints

Cross beams and/or restraints are required for inclined areas and roadways, and also for surfaces where heavy vehicular braking may cause shoving of pavers. Details should be included in the engineering drawings.


3.6 Bicycle routes


(1) The bicycle network provides safe, convenient and continuous cycle routes that encourage cyclists of all ages and abilities to ride for transport and recreation.

(2) The on-road bicycle routes of the bicycle network provide:

(a) bicycle lanes;

(b) priority intersections and road crossings;

(c) regulatory and way-finding signage;

(d) bicycle facilities such as bicycle parking.

(3) The on-road bicycle routes of the bicycle network intended to be owned or maintained by Council include:

(a) primary bicycle routes;

(b) secondary bicycle routes;

(c) local bicycle routes.

(4) The design standards for off-road bicycle routes are stated in Chapter 4 of this planning scheme policy.

(5) The design standards for Riverwalk are stated in Chapter 12 of this planning scheme policy.

3.6.2 Design standards and standards for bicycle routes on roads

(1) A summary of the design standards that are applicable to the bicycle network that is located in the road reserve, are as follows.

(a) some parts of the bicycle network might not comply with all the current specified standards;

(b) bicycle lanes are provided on all major roads

(2) Guidance on provision for cyclists on the carriageway is provided in BSD-5102.

3.6.3 Cross-section

3.6.3.1 General

(1) This section outlines additional design standards for bicycle works on roads in addition to those outlined in section 3.6.2.


(a) bicycle lanes;


(b) verges;

(c) on-street parking;

(d) intersections.


(1) The width of a bicycle lane is dependent on the speed of the traffic and is shown in Table 3.6.3.2.A. The width of a bicycle lane is measured from the nominal face of kerb. The minimum width of a bicycle lane is 1.5m.

(2) Bicycle lanes are constructed with full depth pavement and a smooth surface flush with the vehicular lanes and gutters.

(3) Wide kerb lanes of 4.5m are required to accommodate a bicycle lane where off-peak kerbside parking is permitted, or as part of a parking lane.

(4) A minimum sealed carriageway width of 5.5m is required on all one lane major roads identified as part of the bicycle network.

(5) The minimum sealed carriageway width cannot be relaxed if the lane is adjacent to a median.

(6) It is recommended that car parking is prohibited adjacent to bicycle lanes by using yellow edge line and/or regulatory signage.

(7) Neighbourhood roads identified as primary or secondary routes in the bicycle network, and carrying over 3,000 vehicles per day provide:

(a) bicycle lanes; or

(b) 4.5m wide kerbside lanes, where kerbside parking is required.

(8) Where an on-road bicycle route is also a freight route, bicycle lanes must be 2m wide.

Table 3.6.3.2.A—Width of bicycle lane

Sign-posted speed Bicycle lane width

60km/h 1.8m

80km/h 2.0m

3.6.3.3 Verges

(1) Where the bicycle network proposes to provide off-road paths on the verge, the verge width should be increased accordingly.

(2) Verge widths to be increased to a minimum 6m where an off-road path greater than or equal to 3m is identified by the bicycle network.


(3) On-verge bicycle paths of 3m to 3.5m width in addition to the on-road bicycle lanes and crossings are typically provided in the vicinity of schools for use by children, where it is preferred that they not ride on the carriageway.

(4) Bicycle, shared or separated paths along roads that front Council managed natural assets and parkland should be aligned to protect significant vegetation in accordance with the Natural Assets Local Law.


(1) Wide kerb lanes of 4.5m are required where off peak kerbside parking is permitted on roads that are identified by the bicycle network.

(2) Where a bicycle lane is provided adjacent to a parking lane, the potential conflicts and safety issues for cyclists need to be resolved.

(3) In some instances, parking may not be appropriate adjacent to a primary route.

3.6.3.5 Intersections

(1) Bicycle lanes are required on the approach and departure of all legs of signalised intersections on all major roads, as well as minor roads identified as bicycle routes in the bicycle network.

(2) Signalised bike crossings are provided where an off-road pathway on the verge crosses a road or in locations where separation of high volumes of pedestrians and cyclists is required at a signalised intersection.

(3) For guidance on bicycle lanes at four-way intersections, T-intersections and roundabouts, refer to BSD-5102, BSD-5103, BSD-5105, BSD-5106.



(1) This section outlines the design standards for the design and construction of all verges to be owned or maintained by Council.

(2) All verge dimensions are measured from the nominal face of kerb.

(3) Verges:

(a) reflect the adjacent land use and the anticipated pedestrian traffic, whether it be local or providing a connection between destinations or access to public transport;

(b) provide trees for shade and landscape treatment that contribute to the city’s subtropical image;

(c) provide appropriate infrastructure (such as street furniture) to support anticipated pedestrian needs;

(d) are constructed to a consistent standard to enable efficient maintenance.


(4) The land in the verge may accommodate:

(a) pedestrian routes and footpaths;

(b) access to public transport;

(c) streetscape elements such as street furniture including seating, bins, and bus shelters;

(d) street trees;

(e) significant vegetation;

(f) signage;

(g) drainage;

(h) utility services;

(i) bus stops on minor roads;

(j) road safety infrastructure such as guardrails.

(5) Commercial activities such as footpath dining may be permitted in the verge subject to Council’s local laws. Refer to the database for further guidance in this regard.

(6) The following additional standards also apply for streetscape design:

(a) AS 1428 (Set)-2010 Design for access and mobility;

(b) AS/NZS 3661.2:1994 Slip resistance of pedestrian surfaces - Guide to the reduction of slip hazards;

(c) AS 3996-2006 Access covers and grates;

(d) AS/NZS 4586:2004 Slip resistance classification of new pedestrian surface materials;

(e) AS/NZS 4663:2004 Slip resistance measurement of existing pedestrian surfaces.

3.7.2 Design specifications and standard drawings

(1) Table 3.7.2.A lists the standard specifications for the streetscape hierarchy.

(2) Table 3.7.2.B lists the standard drawings for the streetscape hierarchy.

Table 3.7.2.A—Standard specifications for the streetscape hierarchy

Speciation number Specification title

S110 General

S120 Quality

S140 Earthworks

S150 Roadworks


Speciation number Specification title

S160 Drainage

S180 Unit paving

S190 Landscaping

S200 Concrete work

S205 Centres honed concrete path

S320 Laying of asphalt

Table 3.7.2.B—Standard drawings for the streetscape hierarchy

BSD Drawing series BSD Drawing series title

BSD 1000 series General

BSD 2000 series Road corridor

BSD 3000 series Traffic management

BSD 4000 series Traffic signals and intelligent transport systems

BSD 5000 series Pedestrian and cyclist facilities

BSD 7000 series Fences, barriers and public furniture

BSD 8000 series Stormwater drainage and water quality

BSD 9000 series Streetscape and landscape

3.7.3 General design standards

This section provides a summary of the general design standards for streetscapes.

3.7.3.1 Verge layout

(1) The verge layout must be designed in accordance with the relevant streetscape hierarchy designation.

(2) The typical verge layouts allow for planting and elements to be laid out to suit the kerbside allocation, adjacent building layout and verge constraints.

3.7.3.2 Minimum verge width

(1) The minimum standard width for verges when constructing a new road is 4.25m.

(2) The minimum standard verge width for existing established areas is 3.75m.

(3) The standard verge widths may be varied by the public transport, bicycle or streetscape hierarchies.

(4) The standard verge width is maintained where indented bus bays are located.


(5) The minimum standard width of a verge may be relaxed to no less than 2.5m in the following circumstances:

(a) where the existing verge width is consistently narrower than the standard width for the length of the street block, or to accommodate constrained pinch points for a short distance only;

(b) where the streetscape type is not a subtropical boulevard in a centre (SB1), city street (CS1 or CS2) or neighbourhood street major (NS1).

(6) In such exceptional circumstances it must be demonstrated that pedestrian facilities and service utilities can be accommodated within the reduced width. Each case will be assessed on its merits.

3.7.3.3 Verges – bikeway

(1) Where the bicycle network is proposed to provide paths on the verge, the verge width should be increased accordingly.

(2) The standard verge width is to be increased where on-verge bicycle and pedestrian separated or shared path is greater than or equal to 3m as identified by the bicycle network.

(3) If on-verge bikeways of 3m to 3.5m width in addition to the on-road bicycle lanes are provided, crossings are typically provided in the vicinity of schools for use by children.

3.7.3.4 Existing significant vegetation

Verge design avoids the clearing or disturbance of significant vegetation in the verge where identified by the Natural Assets Local Law and where roads front existing or proposed Council-managed natural areas and parkland. In these situations, walkways, bikeways and drainage features should be aligned to protect significant vegetation.

3.7.3.5 Verge crossfall

(1) Council will not allow the resolution of levels for access to buildings or flood mitigation in the verge.

(2) The verge is to be free of steps, ramps and trip hazards.

(3) A crossfall of 1V:50H is to be provided on the verge.

(4) If constraints limit the formation of the verge to the correct profile across the full width, a section of verge with a minimum width of 2.5m at the ultimate level with maximum 1V:40H crossfall may be appropriate.

(5) The crossfall of the verge may be varied where significant trees are to be retained.

(6) A 0.3m offset is required from the property boundary to the commencement of a batter on private land that adjoins a road reserve where the batter is steeper than 1V:6H.

(7) All cut and fill batters are located outside the road reserve or access restriction strip.


3.7.3.6 Verge longitudinal grade

(1) Verge design achieves a uniform longitudinal gradient along the full length of the verge and ties in with the existing line and level of adjacent verges and kerb.

(2) The maximum longitudinal grade on any verge corresponds to the maximum grade of the road.

(3) The preferred option is to accommodate people using mobile devices such as wheelchairs and prams, in compliance with AS 1428 Design for Access and Mobility.

3.7.3.7 Scope of paving works

All verge works provide new pavement finishes, new or reinstated kerb and channel, driveways, pedestrian kerb crossings, tactile paving, roof-water drainage line connections and service pit lids.

3.7.3.8 Corners—intersection of verges

Where 2 streets with different streetscape hierarchy classifications meet, the higher order street type will take precedence and its layout will wrap around the corner into the minor order street. The extent and detail of the treatment wrapping around the corner will vary.

3.7.3.9 Tactile ground surface indicators (TGSI)

(1) Tactile ground surface indicators (TGSIs) are installed to provide guidance and/or warning of an obstruction or hazard in any location where insufficient alternative or ‘natural’ tactile cues exist.

(2) TGSIs must not be proliferated unnecessarily.

(3) TGSIs must be used where the obstruction, hazard or change of direction of travel is less likely to be expected or anticipated and could be encountered, perhaps injuriously, in the absence of a suitably placed TGSI.

(4) Where required, TGSIs are installed as per the requirements of AS 1428.4 Design for access and mobility - Means to assist the orientation of people with vision impairment – Tactile ground surface indicators, and:

(a) Tactile Ground Surface Indicator Detail: BSD-5233;

(b) kerb ramps: BSD-5231 and BSD-5233;

(c) medians and traffic islands: BSD-5232;

(d) bus stops – BSD-2103 to BSD-2108.

(5) Tactile markers are inlay pavers or approved equivalent, depending on the streetscape type or locality. Section 3.7.4 or Chapter 5 of this planning scheme policy provides material specifications.


3.7.3.10 Kerb ramps

(1) Kerb ramps are required:

(a) where a concrete footpath leads to a street intersection;

(b) at a pedestrian crossing.

(2) In order to maximise visibility, kerb ramps are constructed of plain broom-finished concrete.

(3) Kerb ramps are to:

(a) face the direction of travel;

(b) be located to suit the line of pedestrian flow and position of the signal button (where existing).

(4) Kerb ramps must be avoided at median islands, as the island must be modified to ensure that pedestrians and cyclists can pass through at road pavement level.

(5) The back of the kerb ramp must be perpendicular (90º) to the direction of travel of a pedestrian.

(6) Tactile pavers are installed at the back of kerb ramps at all signalised intersections.

(7) Kerb ramps should be clear of obstacles such as stormwater gullies, street signs, posts and trees.

(8) Kerb ramps, including the installation of TGSIs if required, are constructed as per BSD-5231, BSD-5233, and BSD-5234

3.7.3.11 Vehicular property access (driveways)

(1) Maintenance of vehicle crossovers (driveways) is the responsibility of the property owner.

(2) In order to reflect pedestrian priority over vehicles, the adjoining verge paving must extend across the driveway/vehicle crossover.

(3) The only exception to sub-section (2) is where the verge surfacing is asphalt, in which case the driveway and vehicle crossover must be constructed of plain broom-finished concrete.

3.7.3.12 Service pit lids

(1) If service pit lids are located in the verge, they are of black cast iron construction, manufactured to AS 3996-2006 Access covers and grates ‘Class B’ specifications (suitable for occasional vehicle use), with slip resistance qualities as specified in AS/NZS 4586-2004 Slip resistance classification of new pedestrian surface materials and AS/NZS 4663-2004 Slip resistance measurement of existing pedestrian surfaces.

(2) In relation to load rating, pit lids are manufactured to AS 3996-2006 Access covers and grates, Class C (suitable for driveways and roadway use).


3.7.3.13 Water sensitive urban design measures

(1) Kerb inlets are to comply with the requirements of the Healthy Water’s water sensitive urban design policy.

(2) Rain gardens may be appropriate in verges with low pedestrian traffic volumes where it can be demonstrated that the rain garden will not impact on pedestrian movement, kerbside allocation, access to public transport, services location or access, or provision of street trees.

(3) Applications for proposed rain gardens will be assessed case by case.

(4) Swales are as per Chapter 7 of this planning scheme policy.

3.7.3.14 Entrance features to new subdivisions

Sales marketing features such as walls, waterfalls, fountains, flagpoles, ornate entrance structures, non-standard landscaping and the like must not protrude onto the verge (road reserve) or any access restriction strip.

3.7.3.15 Landscaping to speed control devices

(1) Refer to BSD-9005, BSD-9006, BSD-3216, BSD-3218, BSD-3219, and BSD-3220

(2) The general treatment of traffic islands should comprise a mixture of landscaping and hard surface infill.

(3) The selection of plants must take into account the following traffic design criteria:

(a) sightlines and distances at intersections and speed control devices;

(b) tree form, shape and location within the road reserve must not encroach into the space required for a vehicle to pass through a speed control device.

(4) Plant species should be selected on hardiness, suitability of soil type, micro-environment and landscape character, and are to be selected from the general species tables for the relevant street type.

3.7.3.16 Landscaping to medians

(1) Refer to BSD-9005 and BSD-9006.

(2) For medians less than 1.5m in width, landscaping or turf is not provided. In these areas a concrete infill, usually stencilled or exposed aggregate concrete or concrete pavers, is necessary.

(3) Where surfaces are steeper than 1V:4H, hard surface treatment is provided.

(4) Medians and islands that are planted rather than concrete infilled are designed to accommodate landscape works by providing:

(a) a median kerb keyed 135mm into the pavement;


(b) a 300mm concrete backing strip behind the kerb;

(c) adequate site preparation and soil depths;

(d) root barriers where needed;

(e) conduit for future tap connection;

(f) subsoil drainage discharging to an enclosed pipe system.

3.7.3.17 Structures

Non-standard elements and structures such as planters, walls, shade structures and decks are not permitted in the verge.

3.7.3.18 Roof drainage connections

(1) Outlet for roof water drains on the high side of one-way crossfall paved streets are not permitted in the kerb. Roof water reticulation is required in this situation with the outlet into the main underground drainage stormwater system.

(2) More technical details are included in the Reference Specification S150 Roadworks and standard drawings BSD-8114 and.BSD-8115.

3.7.4 Design standards for specific street types

3.7.4.1 General

(1) The Streetscape hierarchy overlay map identifies the streetscape hierarchy for each street/type.

(2) The following provides details of the design detail for each street type.

(3) Additional detail for locality streets can also be found in Chapter 5 of this planning scheme policy and in neighbourhood plans.

3.7.4.2 Subtropical boulevards

3.7.4.2.1 Typical layout–in centres (SB1)

The principles in Table 3.7.4.2.1.A must be applied when designing a subtropical boulevard in centre verge layout. Refer to Figure 3.7.4.2.1a.

Table 3.7.4.2.1.A—Subtropical boulevards – in centre

Design requirement

Verge width 6m 5m 3.75m (4.25m for new roads)

Description Full width pavement Full width pavement Full width pavement


Unobstructed pavement width

3.05m 2.05m 2.4m

Street trees All trees are a minimum of 950mm from the nominal face of kerb and 600mm from edges of pavement.

1.6m x 1.6m tree grates are used where adjacent to the kerb.

All trees are a minimum of 950mm from the nominal face of kerb and 600mm from edges of pavement.


All trees are a minimum of 750mm from the nominal face of kerb and 600mm from edges of pavement.


A mix of tree species is laid out in an informal manner with clusters of trees

Medium- and small-crown trees are to be planted at 2m to 6m centres

Large-crown feature trees are to be planted at minimum 10m centres

Second row of trees – in tree grate at minimum 6m centres

1.2m x 1.6m tree grate

1.2m x 1.6m tree grate

N/A

Garden beds – located adjacent to kerb

1.5m minimum spacing between garden beds

Maximum 10m long

Layout and length of garden beds to accommodate car parking and other kerbside allocation

Garden beds –minimum widths

1.6m 1.6m 1.2m

Furniture All furniture to be located outside of the unobstructed pavement area


3.7.4.2.2 Typical layout – out of centres (SB2)

The principles in Table 3.7.4.2.2.A must be applied when designing a subtropical boulevard out of centre verge layout as shown in Figure 3.7.4.2.2a.

Table 3.7.4.2.2.A—Subtropical boulevards – out of centre

Design requirement

Verge width 6m 5m 3.75m (4.25m new


roads)

Description Concrete footpath in turf

Concrete footpath in turf

Concrete footpath in turf

Footpath width 1.8m 1.8m 1.8m

Street trees All trees are a minimum of 950mm from the nominal face of the kerb and 600mm from the edges of the pavement.

All trees are a minimum of 950mm from the nominal face of the kerb and 600mm from the edges of the pavement.

All trees are a minimum of 750mm from the nominal face of the kerb and 600mm from the edges of the pavement.

Mix of tree species laid out in an informal manner with clusters of trees

Medium- and small-crown trees to be planted at 2m to 6m centres

Large-crown feature trees to be planted at minimum 10m centres

Turf strip adjacent kerb – minimum width

3.3m 2.3m 1.3m

Turf strip at rear of verge – minimum width

0.75m 0.75m 0.5m

(1m for new roads)

Furniture No furniture


3.7.4.2.3 Standard palette

The standard palette in Table 3.7.4.2.3.A is applied in the design and construction of all subtropical boulevards.

Table 3.7.4.2.3.A—Standard palette

Design requirement

Subtropical boulevard In centres (SB1) Out of centre (SB2)

Pavement materials

Footpath Exposed aggregate is:

(a) finish: standard Portland

Broom finished: Standard Portland Grey concrete.


Grey concrete;

(b) colour: Victoria Falls (90% Blue Heeler and 10% Winter Brown);

(c) supplier: Hanson Code 10014463, Boral or approved equivalent.

Driveways Exposed aggregate to match footpath.

Broom finished is Portland Grey concrete.

Tactile paving

(consistent with BSD-5218)

Concrete tactile paver:

(a) supplier: Chelmstone, Urbanstone or approved equivalent;

(b) colour: CCS 'Voodoo.'

Concrete tactile uses:

(a) supplier: Chelmstone, Urbanstone or approved equivalent;

(b) colour: CCS 'Voodoo.'

Street trees

Layout Mix of species, laid out in an informal manner with clusters of trees, closely spaced in some locations and with a second row where verge width permits.

Mix of species, laid out in an informal manner with clusters of trees, closely spaced in some locations and with a second row where verge width permits.

Trees planted in: Garden beds or tree grates, with the second row of trees always in tree grates

Mulched tree planting area in turf

Street furniture Yes None

3.7.4.2.4 Street tree selection

Where not identified in Chapter 5 of this planning scheme policy, trees and groundcovers are to be selected from the list in Table 3.7.4.2.4.A and Table 3.7.4.2.4.B for subtropical boulevard planting.

Table 3.7.4.2.4.A—Street trees

Scientific name Common name

Subtropical boulevard street trees – medium and small crown

Backhousia citriodora Lemon scented myrtle

Buckinghamia celsissima ⁽¹⁾ Ivory curl flower

Cupaniopsis anacardioides Tuckeroo

Flindersia australis Crows ash

Flindersia bennettiana Bennett’s ash


Harpullia pendula ⁽¹⁾ Tulipwood

Livistona decipiens Weeping cabbage palm

Lophostemon confertus Brush box

Melaleuca viridiflora Broad leaved paperbark

Peltophorum pterocarpum Yellow poinciana

Syzygium francisii Francis water gum

Waterhousea floribunda Weeping lilly pilly

Subtropical boulevard – large-crown feature trees

Delonix regia ⁽¹⁾ Poinciana

Ficus microcarpa var. Hillii Hill’s fig

Ficus obliqua Small-leaved fig

Cassia javanica x fistula Cassia rainbow showers

Flindersia schottiana Bumpy ash

Subtropical boulevard – upright feature trees

Agathis robusta Kauri pine

Alloxylon flammeum Tree waratah

Araucaria cunninghamii Hoop pine

Brachychiton acerifolius Illawarra flame tree

Grevillea robusta Silky oak

Rhodosphaera rhodanthema Deep yellowwood

Hymenosporum flavum Native frangipani

Eleocarpus eumundii Eumundi quandong

Flindersia brayleana Queensland maple

Flindersia australis Crows ash

Note—(1) Trees suitable to be planted under powerlines.

Table 3.7.4.2.4.B—Shrubs and groundcovers for garden beds


Shrubs and groundcovers

Dianella spp. Flax lily

Liriope ‘Evergreen Giant’ Liriope

Liriope ‘Stripey White’ Variegated liriope


Myoporum parvifolium Creeping boobialla

Philodendron ‘Xanadu’ Xanadu

Strelitzia reginae Bird of paradise

Trachelospermum ‘Variegated’ Star jasmine

3.7.4.3 City streets

3.7.4.3.1 Typical layout

The principles in Table 3.7.4.3.1.A must be applied when designing a city street verge layout, as shown in Figure 3.7.4.3.1a.

Table 3.7.4.3.1.A—City street

Design requirement

City street major—CS1 City street minor—CS2

Verge width 5m 3.75m (4.25m new roads)

Description Full width pavement Full width pavement


3.25m 2.4m

Street trees All tree centre-lines are 950mm from the nominal face of the kerb and a minimum of 600mm from the edges of the pavement.

All tree centre-lines are 750mm from the nominal face of the kerb and a minimum of 600mm from the edges of the pavement.

A city street has:

(a) a mix of tree species laid out in an informal manner with clusters of trees;

(b) medium- and small-crown trees to be planted at minimum 2m spacing, if within garden beds, or minimum 6m spacing outside of garden beds;

(c) large-crown feature trees to be planted at minimum 10m centres.

Garden beds – located adjacent kerb

A garden bed located adjacent to the kerb has a:

(a) 1.5m minimum spacing between garden beds;

(b) maximum length of 10m;

(c) layout and length to accommodate car parking and other kerbside allocation.

Garden beds – minimum widths

1.6m 1.2m

Tree grates 1.6m x 1.6m 1.6m x 1.2m


Furniture All furniture is to be located outside of the unobstructed pavement area.


The standard palette in Table 3.7.4.3.2.A is to be applied in the design and construction of all city streets.



Design requirement

City street major – CS1 City street minor – CS2

Pavement materials

Footpath within 5km radius of the City Centre (excluding the City centre)

Exposed aggregate uses:

(a) type: Standard Portland Grey concrete;

(b) supplier: Hanson Code 10014463, Boral or approved equivalent;

(c) colour: Victoria Falls (90% 'Blue Heeler' and 10% 'Winter Brown').

Tactile paving uses (consistent with BSD-5218):

(d) type: concrete tactile paver;

(e) supplier: Chelmstone, Urbanstone or approved equivalent;

(f) colour: CCS 'Voodoo'.

Footpath outside 5km radius of the City Centre

Exposed aggregate uses:

(a) type: Standard Portland Grey concrete;

(b) supplier: Boral or approved equivalent;

(c) colour: Hanson 100% 'Exposemasta Blue Gold' 10032911.

Tactile paving uses (consistent with BSD-5218):

(d) type: concrete tactile paver;

(e) supplier: Chelmstone, Urbanstone or approved equivalent;

(f) colour: CCS 'Voodoo'.

Driveways Exposed aggregate to match footpath

Street trees

Layout Street trees are:

(a) a mix of species, in a single row at the rear of kerb;

(b) to be planted as singles and in pairs or clusters.

Planting Trees are planted in garden beds or tree grates.

Street furniture Yes


Where not identified in Chapter 5 of this planning scheme policy, street tree species are to be chosen from those listed in section 3.7.5.


3.7.4.4 Neighbourhood streets


(1) The principles in Table 3.7.4.4.1.A must be applied when designing a neighbourhood street verge layout. Refer to Figure 3.7.4.4.1a.

(2) Note that for neighbourhood streets minor (NS2), a concrete footpath is only constructed in instances where pedestrian traffic volumes require it. Such instances will be determined on a site-by-site basis.

Table 3.7.4.4.1.A—Neighbourhood streets

Design requirement

Neighbourhood street major—NS1

Neighbourhood street minor—NS2

Verge width 3.75m (4.25m new roads)



1.8m 1.2 m⁽¹⁾

Street trees Street trees:

(a) all trees minimum of 750mm from nominal face of kerb and 600mm from edges of pavement;

(b) mix of tree species laid out in an informal manner with clusters of trees;

(c) medium- and small-crown trees to be planted at minimum 2m spacing, if within garden beds, or minimum 6m spacing outside of garden beds;

(d) large-crown feature trees to be planted at minimum 10m centres.


1.3m minimum 1.3m minimum

Turf strip at rear of verge 0.5m

(1m for new roads) ⁽²⁾

1.1m

(1.6m for new roads) ⁽²⁾

Tree planting beds – minimum widths

1.2m


Notes—

(1) Where required.

(2) Where concrete footpath is required.



The standard palette in Table 3.7.4.4.2.A is to be applied in the design and construction of all neighbourhood streets.


Design requirements

Neighbourhood street major—NS1

Neighbourhood street minor—NS2


Pavement materials

Footpath Broom finished: Standard Portland Grey concrete

Driveways Broom finished: Standard Portland Grey concrete

Tactile paving


Type: concrete tactile paver

Supplier: Chelmstone, Urbanstone or approved equivalent

Colour: CCS 'Voodoo'

Street trees

Layout Street trees are a mix of species, in a single row at the rear of kerb. Trees to be planted as singles and in pairs or clusters.

Trees planted in Mulched tree planting area in turf


Where not identified in Chapter 5 of this planning scheme policy, street tree species are to be chosen from those listed in the general species tables in section 3.7.5.

3.7.4.5 Industrial streets


The principles in Table 3.7.4.5.1.A must be applied when designing an industrial street verge layout. Refer to Figure 3.7.4.5.1a.

Table 3.7.4.5.1.A—Industrial streets

Design requirement

Specification

Verge width 3.75m (4.25m new roads)


Footpath width 1.2m

Street trees Street trees:

(a) all trees minimum of 1.45m from nominal face of kerb and 600mm from edges of pavement;

(b) mix of tree species laid out in an informal manner with clusters of trees;

(c) medium- and small-crown trees to be planted at minimum 2m spacing, if within garden beds, or minimum 6m spacing outside of garden beds;

(d) large-crown feature trees to be planted at minimum 10m centres.



1.9m

Turf strip at rear of verge 0.5m (1m for new roads)

Tree planting beds – minimum widths

1.2m




The standard palette in Table 3.6.4.5.2.A is to be applied in the design and construction of all industrial streets.


Design requirement

Pavement materials Specification

Footpath Broom finished: Standard Portland Grey concrete

Driveways Broom finished: Portland Grey concrete

Tactile paving


Type: concrete tactile paver

Supplier: Chelmstone, Urbanstone or approved equivalent

Colour: CCS 'Voodoo'

Street trees

Layout Street trees are a mix of species, in a single row at the rear of kerb. Trees to be planted as singles and in pairs or clusters.

Trees planted in: Mulched tree planting area in turf


Where not identified in Chapter 5 of this planning scheme policy, street tree species are to be chosen from those listed in the general species tables in section 3.7.5.

3.7.4.6 Locality streets

(1) Locality streets are only required where identified in the Streetscape hierarchy overlay map.

(2) Additional advice for certain locations can be found in neighbourhood plans or in Chapter 5 of this planning scheme policy.

3.7.4.7 Corner land dedications

3.7.4.7.1 General

(1) Corner land dedications are only required where identified in the Streetscape hierarchy overlay map.

(2) Additional advice for some locations can be found in neighbourhood plans or in Chapter 5 of this planning scheme policy.


(1) A corner land dedication is either truncated or inverted.


(2) A typical layout of the paving, furniture, pedestrian lighting, large feature tree planting and garden beds is shown for each option in Figure 3.7.4.7.4a and Figure 3.7.4.7.4b.

3.7.4.7.3 Typical size

Dimensions of corner land dedications are as shown in Figure 3.7.4.7.4c and Figure 3.7.4.7.4d, except where specified in Chapter 5 of this planning scheme policy or a neighbourhood plan.

3.7.4.7.4 Palette

(1) Acceptable paving materials, furniture, lighting and planting for corner land dedications are to match the adjoining streetscape type.

(2) Tree species are as specified in the relevant locality within Chapter 5 of this planning scheme policy.


3.7.4.8 Laneways

3.7.4.8.1 General

(1) Lanes are only required in locations where specified in the Streetscape hierarchy overlay map.

(2) Additional advice can be found for specific locations in a neighbourhood plan or Chapter 5 of this planning scheme policy.


(1) Lanes provide for shared zones in their design through integrating or reconfiguring any required service, access function and transport modes of the space to maximise pedestrian amenity.

(2) A minimum of 1 pedestrian strip is included to allow pedestrians to step back when in conflict with other transport modes.

(3) The design and embellishment of lanes must include a pedestrian clearance zone, which must be kept clear of any obstruction to traffic.

(4) Refer to the typical layout diagrams for laneways in and out of centres, as shown in Figure 3.7.4.8.2a and Figure 3.7.4.8.2b.


3.7.5 Design standards for street tree planting

3.7.5.1 Set out from kerb

(1) Street trees are planted 750mm from nominal face of kerb for verges up to 4.25m wide, and 950mm from nominal face of kerb for verges greater than 4.25m wide in accordance with BSD-1013, BSD-1014, BSD-1015 and BSD-1016.

(2) Street tree setback from kerb is greater for industrial streets, to accommodate the prevalence of larger vehicles along the kerbside.

(3) The location must accommodate the ultimate size and shape of the tree.

3.7.5.2 Existing and replacement street trees

(1) Existing street trees are to be retained and protected unless removal is negotiated and approved by Council.

(2) Replacement street tree planting achieves Council’s policy of no net canopy areas loss.

(3) Applicants must make arrangements with Council to accommodate hoardings, gantries and any other construction works proposed around existing street trees.

3.7.5.3 Planting locations

(1) Planting techniques incorporate containment of root growth where necessary.

(2) Consideration must be given to the location of underground services, street lights, and traffic signs. BSD-9001, BSD-9002, BSD-9003, BSD-9004, BSD-9005 and BSD-9006 provide details for tree planting under different conditions.

(3) Single street trees are planted at a spacing no less than one for every 6m of allotment frontage. Clusters and pairs of trees are at minimum 2m centres.

(4) Large-crown feature trees are planted in areas no smaller than 7m x 6m, at minimum 10m spacing.

(5) Where planted in corner land dedications, large-crown feature trees have a minimum setback from kerb of 3.75m, and minimum branch height clearance of 4.5m within 1.5m of the kerb, to ensure sightlines at intersections are maintained for motorists.

(6) Upright feature trees are planted in areas no smaller than 5m x 5m.

(7) Individual trees are planted at minimum 10m centres.

(8) Where space permits, trees may be planted in feature groups at minimum 5m centres.

(9) Tree planting must be avoided within:

(a) un-signalised intersection sightlines, unless using semi-advanced stock sizes that provide visual clearance under tree canopies;


(b) 3m of a power pole (<110 kV), pad mounted transformer, driveway, invert crossing, inspection boxes, fire hydrants or water valves;

(c) 15m of the approach side of a pedestrian crossing and within 5m from the departure side of a pedestrian crossing;

(d) 7m of a street light or traffic signals or 110kV concrete power pole (contact Energex to locate earth cable or for appropriate planting clearance distances from substations);

(e) 20m from the approach to a bus stop and 6m from the departure side – excluding at the bus stop itself, or on alignments that do not inhibit sightlines from the bus stop;

(f) the verge where adjoining parkland;

(g) 1.5m of a property service connection (i.e. such as roof water, gas, sewer, water, telecommunications or electricity);

(h) narrow verges and medians less than 2.5m wide.

3.7.5.4 Deep planting

(1) All tree planting must be in natural or improved soil profiles containing subsoil layers.

(2) Trees must have adequate soil quality and quantity to grow to their optimum within the particular location.

(3) Adequate soil volumes also help restrict root growth elsewhere.

Note—Planting on the verge does not contribute to the calculation of deep planting required on private property.

3.7.5.5 Irrigation

Reticulated irrigation is discouraged unless provided for the tree establishment period only, and sourced from non-potable water.

3.7.5.6 Root barriers

(1) Root barriers are not used as a response to bad species choice or inadequate root zone space.

(2) Root barriers deflect roots, and do not work unless the top side of the deflective is above the surface.

(3) Where root barriers are required, they are to be installed in accordance with BSD-9082.

3.7.5.7 Tree trenches

(1) Tree trenches may be required for some full-width pavement verges.

(2) Where required, tree trenches are designed and constructed in accordance with, BSD-9010, BSD-9011 and BSD-9012.


3.7.5.8 Tree planting surrounds

The streetscape type determines whether trees are to be planted in mulch, garden beds, tree grates, or permeable and porous paving.

3.7.5.9 Species

Where not identified in Chapter 5 of this planning scheme policy, plantings within entire streets may include a mix of species allowing for some consistency of individual feature trees at focal points such as roundabouts, ends of local access streets, and medians of main collector roads. Street tree species for these streets are listed in the general species tables.

3.7.5.10 Plant stock

(1) The selection and quality of plant stock must conform to Council’s ‘Nursery Stock Quality for Landscape Trees’; or ‘NATSPEC Specifying Trees – Ross Clark’.

(2) For new street tree planting in subtropical boulevards in centre (SB1), city streets (CS1 and CS2) and locality streets, all trees are to be advanced stock material, with:

(i) street trees a minimum stock size of 200L and a minimum height of 3.5m;

(j) feature trees a minimum stock size of 200L and a minimum height of 5m when planted.

(3) All trees to have a minimum clear trunk of 1.8m measured from the top of the tree grate, porous paving or finished soil level where planted in garden beds or turf, to the lowest branch.

(4) For new street tree planting to all other streetscape types, the minimum stock size is 25L.

3.7.5.11 Implementation

(1) For all streetscape works tree planting other than tree planting for new roads, developers must undertake planting and maintenance.

(2) Where for new street tree planting on newly constructed roads, developers can either:

(a) contribute to the cost of planting and establishing street trees, with the amount calculated by a rate per 6m of allotment frontage that provides for 1 tree per allotment, planted by Council when the development is substantially built; or

(b) undertake their own tree planting and a 12-month maintenance period for stock sizes less than 45L, and 24-month maintenance period for stock sizes greater than 45L.

(3) A road reserve landscaping plan for newly constructed roads showing existing and proposed trees, location of street lights, driveways, services etc., should be submitted and approved (prior to planting) by Council. The minimum stock size, quality of plants, planting and after care should conform to Council requirements. Trees damaged or declined during the maintenance period or the duration of development, whichever is the longer, must be replaced.


(4) The following tables are a guide to species of trees, shrubs and ground covers that generally perform well and require minimal maintenance in roadside landscaping. These lists are deliberately not comprehensive as final species choices should be based on professional site condition analysis and advice from a suitably qualified landscape architect or horticulturist.

(5) Street tree species are generally small–medium crowned, upright or feature tree species from these tables.

(6) Outside of Locality Advice areas, street tree species must comply with the most up-to-date lists of Types of street trees on Council’s website.

3.7.5.12 Large-crown trees

(1) Large-crown width, spreading canopy trees (centrally planted) are suitable for verges and medians exceeding 7m in width.

(2) The minimum unpaved area should be 6m² (this area can be grated or companion planted) and the available root zone should not be less than 10m.

(3) The tree species in Table 3.7.5.12.A are acceptable.

Table 3.7.5.12.A—General species table for large-crown trees


Ficus macrocarpa var. hillii Hill’s fig

Ficus obliqua Small-leaved fig

Ficus benjamina Weeping fig

Delonix regia Poinciana

Jacaranda mimosaefolia Jacaranda

3.7.5.13 Medium crown trees

(1) Medium crown width spreading canopy trees are suitable for 2.5m–7m wide verges.

(2) The minimum unpaved area should be 1.5m² (this area can be grated or companion planted) and the available root zone should not be less than 5m3.


Table 3.7.5.13.A—General species table for medium-crown trees


Caesalpinea ferrea ⁽¹⁾ Leopard tree

Waterhousea floribunda Weeping lilly pilly

Harpullia pendula Tulipwood

Cassia siamea Cassod tree

Peltophorum pterocarpum Yellow poinciana


Tamarindus indica Tamarind

Schotia brachypetala Kaffir bean

Flindersia schottiana Bumpy ash

Note—(1) Leopard trees can only be planted as new and replacement plantings in specified streets within the City Centre and Fortitude Valley, as per Chapter 5 in this planning scheme policy.

3.7.5.14 Upright/columnar/elliptical trees

(1) Upright/columnar/elliptical trees with small crown width are suitable for planting within median strips, and verges where spreading tree canopies are inappropriate.


Table 3.7.5.14.A—General species table for upright columnar elliptical trees


Lophostemon confertus Brush box

Eleocarpus eumundii Eumundi quandong

Melaleuca quinquenervia Paperbark tea tree

Melaleuca viridiflora Broad leafed paperback

Grevillea baileyana White oak

Flindersia australis Crow’s ash

Casuarina cunninghamiana ⁽¹⁾ River sheoak

Casuarina glauca ⁽¹⁾ Swamp sheoak

Mellicope elleryana Butterfly tree

Pittosporum rhombifolium Queensland pittosporum

Syzygium luehmannii Lilly pilly

Syzygium francissii Water gum

Backhousia citriodora Lemon scented ironwood

Note—(1) Acceptable for median strips only, not verges.

3.7.5.15 Small–medium crown trees

(1) Small–medium crown trees with rounded canopies are suitable for planting within traffic islands and speed control devices, and on verges with overhead power lines.



Table 3.7.5.15.A—General species table for small–medium crown trees


Buckinghamia celsissima Ivory curl flower

Callistemon salignus White bottle brush

Callistemon eureka Pink bottle brush

Cupaniopsis anacardioides Tuckeroo

Handroanthus impetignosis Pink trumpet tree

Tabebuia argentea Silver trumpet tree

Tabebuia pallida Cuban pink trumpet tree

Xanthostermon chrysanthus Golden penda

3.7.5.16 Upright feature trees

(1) Feature trees (centrally planted) are suitable for planting inside roundabouts.

(2) The minimum planting space should not be less than 5m wide.


Table 3.7.5.16.A—General species table for upright feature trees


Araucaria cunninghamii Hoop pine

Araucaria heterophylla Norfolk Island pine

Grevillia robusta Silky oak

Brachychiton acerifolius Flame tree

Agathis robusta Kauri pine

Flindersia brailyeana Queensland maple

3.7.5.17 Small trees or large shrubs

Small trees and large shrubs listed in Table 3.7.5.17.A are suitable for planting inside roundabouts and roadside build outs outside of the sightline-constrained parts of those sites.

Table 3.7.5.17.A—General species table for small trees and large shrubs


Syzygium “Aussie Compact” Aussie compact

Syzygium “Aussie boomer” Aussie boomer

Syzygium “Elite” Elite

Melaleuca tamariscina var. irbyana Broombrush


Callistemon sp. Bottlebrush

Tristaniopsis laurina Water gum

3.7.5.18 Low shrubs and other plants with sculptural forms

Low shrubs and other plants with sculptural forms listed in Table 3.7.5.18.A are suitable for planting as understorey plantings within garden areas of verges, roundabouts, medians or roadside build outs outside of sightline-constrained parts of those sites.

Table 3.7.5.18.A—General species table for low shrubs and other plants with sculptured form


Syzygium “Tiny Trev” Tiny Trev

Doryanthes excelsa Spear lily (setbacks required for flower spear maintenance)

Crinum pedunculatum Swamp lily

Agave attenuatum Agave

Dietes grandiflora Wild iris

Strelitzia reginae Bird of paradise

Agapanthus africanus African lily

Cordyline rubra Red palm lily

3.7.5.19 Small–medium shrubs

Small–medium shrubs listed in Table 3.7.5.19.A are suitable for planting as understorey in gardens within verges, inside roundabouts and roadside build outs outside of the sightline-constrained parts of all of those sites.

Table 3.7.5.19.A—General species table for small-medium shrubs


Baeckea virgata Baekea

Callistemon pachyphyllus Swamp bottle brush/red, green bottlebrush

Callistemon “Wildfire” Wildfire bottlebrush

Abelia grandiflora Glossy abelia

Melaleuca “Claret Tops” Claret tops

Schefflera arboricola Dwarf umbrella plant

3.7.5.20 Groundcovers

Groundcovers listed in Table 3.7.5.20.A are suitable as understorey plantings within garden areas of verges, roundabouts, medians or roadside build outs within sightline-constrained parts of those sites.


Table 3.7.5.20.A—General species table for ground covers


Cissus antarctica Native grape

Myoporum ellipticum Myoporum

Lomandra sp. Lomandra (small growing species preferred)

Dianella sp. Blue flax lily (use in mix with other tufting ground covers for longevity)

Gazania rigens Gazania

Nandina domestica “Nana” Scarlet bamboo

Juniperus confertus Juniper or blue pine

Liriope “muscari” “Evergreen Giant” Liriope

Liriope “Stripey White” Liriope stripey white

Grevillea sp. (prostrate forms) Prostrate grevillea

3.7.6 Design standards for street furniture

3.7.6.1 General

(1) Council’s furniture suite is to be used in all instances where street furniture is required in the verge.

(2) Council’s furniture suite is to be used to ensure that all furniture installed in the verge meets all relevant standards for accessibility and safety, is easy to clean and maintain, and is able to be sourced for replacement.

3.7.6.2 Locations

(1) Where required, furniture is located to minimise clutter and provided in locations that are conducive to use.

(2) Furniture is located in the zone at the rear of kerb, allowing for clear pedestrian flow.

(3) To avoid conflict with traffic, all furniture must be located a minimum of 750mm from the nominal face of the kerb. Additionally, adjacent items must be appropriately spaced, to allow for ease of movement between them, as shown in Figure 3.7.6.2a.


3.7.6.3 Colour and finish

(1) All non-stainless steel metal furniture or furniture components must be powder-coated in Dulux ‘Metropolis Storm Pearl’ (Code 84684) Satin or approved alternative, except for tree grates, which are texture powder-coated in Interpon D1000 Sable Bass Texture GN297A or approved alternative.

(2) Exceptions also include those localities within the streetscape locality advice section of this planning scheme policy, where furniture colour is already established. In these locations new furniture is required to match the existing.

(3) All stainless steel furniture is manufactured in 316 grade stainless steel, and finished with a No.4 finish, with surface roughness (Ra) to be less than 0.5 µm.

3.7.6.4 Fixing

(1) All items must be surface-mounted to allow for flexibility in the locations of furniture, ease of replacement and installation after completion of other civil works.

(2) Surface mounting bolts must penetrate directly through the concrete slab or through the unit paving and mortar bed (where relevant) into the concrete slab.

3.7.6.5 Furniture elements

Table 3.7.6.5.A lists furniture elements.

Table 3.7.6.5.A—Furniture elements

Design requirement Specifications

Seat

As per BSD-7201

Design The seat:


(a) is a robust, familiar and physically comfortable item with a contoured timber surface;

(b) includes a flexible leg detail that allows for a moderate height adjustment to cater for uneven surfaces (125mm maximum);

(c) foot location is laterally adjustable to suit different paving modules or subsurface conditions;

(d) is located parallel with the kerb, facing away from traffic and adjacent to street trees.

Materials and finishes A seat has:

(a) a galvanised and powder-coated mild steel frame;

(b) hardwood timber slats sourced from plantation or sustainably harvested sources;

(c) timber finished in ‘Bunnings Jarrah’ stain or approved alternative.

Fixing Surface mounted – fixed with 10mm diameter x 150mm long expansion bolts and acorn nuts

Bench

As per BSD-7203

Design The bench:

(a) is an alternative to the seat, suitable for situations where supplementary seating to the standard seat is desired;

(b) includes a flexible leg detail that allows for a moderate height adjustment to cater for uneven surfaces (125mm max.);

(c) foot location is laterally adjustable to suit different paving modules or subsurface conditions.

Materials and finishes A bench has:

(a) a galvanised and powder-coated mild steel frame;


(c) timber finished in ‘Bunnings Jarrah’ stain or approved alternative.

Fixing Surface mounted – fixed with 10mm diameter x 150mm long expansion bolts and acorn nuts

Urban stool

As per BSD-7204

Design An urban stool is:


(a) a small precast concrete stool suitable for installation in a number of configurations on the pavement;

(b) suitable for installation in centres, and is typically installed in small groups of 2 to 4.

Materials and finishes An urban stool uses precast concrete, and its finish is Kolormasts ‘Raven’ honed or approved alternative.

Fixing 20mm diameter galvanised threaded rod fixed into stool and chemset into concrete pavement

Tree grate

As per BSD-9071

Design Tree grates:

(a) are designed to allow the penetration of air and water to the soil, while minimising trip and slip hazards and rubbish trapping properties;

(b) require a metal support frame to be installed in the verge at the time of construction, and include laser cut ‘T’ sections to accommodate tree guards;

(c) must be tailored to cater for existing ‘off centre’ tree trunks as required.

Materials and finishes Tree grates are:

(a) laser cut and have powder-coated galvanised steel;

(b) tree grates are available in two sizes: 1.615m x 1.615m and 1.615m x 1.21m. Preference is given to the 1.615m x 1.615m tree grate where space permits.

Fixing Tree grates are fixed into the verge surface and are fixed to the frame by camlocks in all corners.

Tree guard

As per BSD-9072

Design Tree guards are:

(a) designed for compatibility with tree grates;

(b) an adjustable foot fixing allows the guard to be set vertically on sloping terrain;

(c) only required in association with tree grates, and normally in locations where there are high pedestrian traffic flows.

Materials and finishes Galvanised and powder-coated mild steel frame, with stainless steel logo panel

Fixing Tree guards are fixed to tree grates with stainless steel bolts, lock nuts and screws.


Rubbish bin – 240L dual bin

Design The 240L dual bin is:

(a) designed to provide large capacity rubbish disposal and recycling facilities in a single unit;

(b) provided with 2 butt-bin attachments to create an all-purpose public waste disposal facility;

(c) is required in locations that cater for larger pedestrian traffic volumes, and is to be located parallel with the kerb, facing away from vehicular traffic;

(d) installed in new developments within the City Centre;

(e) is located within 25m of intersections on all street frontages.

Materials and finishes The 240L dual bin has a powder-coated aluminium body, an aluminium butt-bin, and metal bin liner.

Fixing Surface mounted – fixed with 4mm x 10mm diameter x 150mm long expansion bolts and acorn nuts

Drinking fountain

As per BSD-7331

Design A drinking fountain:

(a) is placed at convenient locations throughout Brisbane, typically in centres and along major pedestrian and cyclists routes in the verge;

(b) has a simple, robust and accessible design to match the other components of the furniture range.

Materials and finishes A drinking fountain is:

(a) 316 stainless steel natural colour;

(b) 600 grit polish/garnet blasted; or

(c) highly polished as specified.

Fixing Surface mounted to rag bolt cage cast into concrete pavement

Bollard

As per BSD-7331

Design A bollard:

(a) is of simple cylindrical form with flat top to 1m high;

(b) has a maximum spacing between another bollard of 1.4m;

(c) can be either fixed or removable.

Materials and finishes A bollard is natural colour 316 grade stainless steel, and its finish is 600 grit polish/garnet blasted.


Fixing Fixed bollard – surface mounted to rag bolt cage cast into concrete pavement

Removable bollard – surface mounted to removable bollard case set in concrete pavement

Bike rack

As per BSD-5051, BSD-5052

Design A bike rack:

(a) can be either a single or a multi-bike rack, depending on site specific requirements;

(b) is typically mounted parallel to the kerb.

Materials and finishes A bike rack is natural colour 316 grade stainless steel, and its finish is to be 600 grit polish/garnet blasted.

Fixing Surface mounted – stainless steel base plate fixed with 4mm x 10mm diameter x 150mm long expansion bolts and acorn nuts

Public transport seat

As per BSD-7202

Design The Public Transport Seat:

(a) is an alternative to the seat for public transport stops where compliance with AS1428.2:1992, clause 27.2 is required;

(b) includes a flexible leg detail that allows for a moderate height adjustment to cater for uneven surfaces (125mm max);

(c) foot location is laterally adjustable to suit different paving modules or subsurface conditions.

Materials and finishes (a) a galvanised and powder-coated mild steel frame;


(c) timber finished in 'Bunnings Jarrah' stain or approved alternative.

Fixing Surface mounted - fixed with 10mm diameter x 150mm long expansion bolts and acorn nuts

Mini bin

As per BSD-7303

Design The Mini bin is:

(a) designed to provide a 140L capacity rubbish disposal in a single unit;

(b) is required in locations that cater for low pedestrian traffic


volumes, and is to be located parallel with the kerb, facing away from vehicular traffic;

(c) installed in select locations as part of new developments.

Materials and finishes The Mini bin has a stainless steel frame and powder-coated aluminium panels, an aluminium butt-bin, and metal bin liner.

Fixing Surface mounted - fixed with 4 x 10mm diameter x 150mm long expansion bolts and acorn nuts

Light pole

As per BSD-11004

Design The light pole is:

(a) galvanised and powder-coated mild steel tapered pole and luminaire;

(b) designed for use in centres where an awning and associated under awning lighting is not provided;

(c) to be installed city wide as part of new developments, typically in centres.

Materials and finishes The light pole has a powder-coated galvanised mild steel pole and luminaire and a stainless steel logo badge.

Fixing M16 rag-bolt cage and hex nut assembly in a concrete slab

3.7.7 Design standards for lighting

3.7.7.1 Pedestrian lighting

(1) Preference is given to under awning lighting.

(2) Where there are no awnings, pole top pedestrian lights are provided.

(3) Refer to BSD-11001, BSD-11002 and BSD-11003.

3.7.7.2 Up-lighting in verge

Up-lighting will not be permitted in the verge, except where it is required to illuminate public art located in the verge.

3.8 Heritage kerb

(1) Heritage kerb in Brisbane includes kerbs, crossovers, channel stones, margin stones or other stone features that are made from either Brisbane Tuff or granite.

(2) Where heritage kerbs exist they are to be retained as follows:

(a) retained in situ as part of any redevelopment;


(b) a conservation management plan is to be prepared and submitted to Council's City Architecture and Heritage Team;

(c) where works are being undertaken in close proximity to heritage stone kerbs, care is to be taken to ensure that new asphalt road surfaces are neatly finished beside adjoining stone surfaces;

(d) where they cannot be retained in their existing location due to changes through redevelopment proposals, they are to be removed, stored during construction and reinstated to the new kerb alignment.

(3) On the rare occasion where Council approves the permanent removal of heritage kerb, the heritage material is to be surrendered to Council for stockpiling for future use in key locations.

(4) Infill stone kerb may be required as follows:

(a) where a frontage has gaps in the stone kerbing, consult with Council's City Architecture and Heritage Team to agree if infill stone kerbs or pre-cast concrete kerbs are required;

(b) where infill stone kerbs are required, they are to match as closely as possible with the existing kerbs, in terms of colour, finish and proportions.

(5) For stone kerb joints:

(a) plain concrete mortar or concrete is to be used for repairs or infill work to stone kerbs;

(b) do not allow mortar or other adjoining materials to cover exposed faces of stone kerb;

(c) kerbstones are to be a minimum of 150mm above the adjoining channel.

(6) The supply of Brisbane Tuff is scarce and can be sourced as follows:

(a) the developer is to locate their own source of kerbs;

(b) in special circumstances, Council has very limited supplies, which may be made available for particular development;

(c) this infill work and supply of Brisbane Tuff is to be undertaken in consultation with Council's City Architecture and Heritage Team and the relevant regional Field Services Group;

(d) the cost of supply and installation will be the responsibility of the developer.

(7) New kerbs are as follows:

(a) all new works adjacent to stone kerbs are to be pre-cast concrete kerb units, 'vertical' 300mmx150mmx450mm unit lengths;

(b) Council does not require the use of concrete imitation stone kerb blocks.

(8) Stone kerbs are not to be used where they have not previously existed.


3.9 Wildlife movement solutions

Wildlife movement solutions are provided where identified in the Streetscape hierarchy overlay map. Table 3.9.4.A lists options for delivering wildlife movement solutions. These are applicable for minor and major roads as identified in the table.

3.9.1 Wildlife movement solutions infrastructure

(1) Wildlife movement solutions will be required to facilitate safe wildlife movement of terrestrial and aquatic species in the following circumstances:

(a) where development includes opening a new road within a Biodiversity area sub-category as shown on the Biodiversity areas overlay map; or

(b) where development requires road widening to an existing road and the site is adjacent to a location requiring wildlife solution infrastructure.

(2) To be effective, the types of wildlife movement solutions infrastructure provided is to be based on a solid, evidence-based understanding of the ecological connectivity requirements for native fauna occurring, or likely to occur, in that part of the Biodiversity areas overlay. This is to be achieved through a comprehensive ecological assessment and a whole-of-development approach to the planning, design and implementation of wildlife movement solutions. Guidance on undertaking an ecological assessment is provided in the Biodiversity areas planning scheme policy.

3.9.2 Locating wildlife movement solutions

(1) Wildlife movement solutions are to be located at sites that directly connect or re-connect components of the Biodiversity areas overlay.

(2) Where specific locations are not shown on the Streetscape hierarchy overlay map, any opening of a new road on land in the High ecological significance sub-category of the Biodiversity areas overlay map, the selection of suitable types of wildlife movement solutions infrastructure will be required to:

(a) be the most direct point of connection between lands included in the High ecological significance sub-category;

(b) enable the physical separation of wildlife and the road/transport corridor;

(c) deliver unimpeded physical and visual access for wildlife.

3.9.3 Selecting wildlife movement solutions

The types of wildlife movement solutions infrastructure selected for particular locations will achieve effective, safe wildlife movement when adequate consideration is given to:

(a) the daily and seasonal movement needs of native wildlife (e.g. for foraging, breeding, escaping predators or natural disaster avoidance);


(b) achieving physical separation of native wildlife and the road;

(c) adopting designs known to be used by native fauna groups or particular fauna species, especially significant fauna species.

3.9.3.1 Major roads

Wildlife movement solution infrastructure for a major road will generally include a range of measures provided within a clustered location. It is expected that a major road in a biodiversity area will also incorporate a broad suite of wildlife movement infrastructure to cater for a range of fauna groups or species, as this maximises the effectiveness of the infrastructure provision in a cost-effective manner.

3.9.3.2 Minor roads

(1) A wildlife movement solution for a minor road will be designed for specific fauna species. It is not expected that a minor road would incorporate large-scale wildlife movement solutions infrastructure such as land bridges. A minor road requires smaller scale wildlife movement solutions such as culverts and maintaining canopy connectivity.

(2) Table 3.9.4.A provides a list of potential wildlife movement solutions including a description and illustration of the measure. This table also provides guidance on which options are suited to use on a major road, a minor road, or both. Further guidance on wildlife movement solution options can be sourced from the Queensland Government's two-volume manual 'Fauna sensitive road design' on the Department of Transport and Main Roads website.

(3) For road exclusion fencing and other safe movement solutions for the koala, guidance should be sought in the first instance from the Queensland Government's Koala-sensitive Design Guideline: A guide to koala-sensitive design measures for planning and development activities, available under Koala legislation and policy.

(4) A number of wildlife movement infrastructure solutions within Brisbane have been subject to monitoring by independent research bodies from Australian universities. The findings of these studies are being progressively published and provide an invaluable insight into the effectiveness of a range of measures for local native wildlife and should be considered, where available.

(5) In addition, the science of safe fauna movement using wildlife movement solutions infrastructure is an evolving field of study. A literature review to identify contemporary findings on newly trialled and effective wildlife movement solutions infrastructure could also prove worthwhile.

3.9.4 Identifying target species

(1) The Queensland Government and Brisbane City Council hold wildlife records and these should be accessed to identify fauna known to occur, or likely to occur in a particular locality. The significant fauna species listed in Table 8.2.4.3.D of the Biodiversity areas overlay code should also be reviewed to identify or 'shortlist' the possible species to inform the nature and location of wildlife movement solutions infrastructure. Significant fauna species that move


predominantly along the ground, glide or swim should be considered important target species.

(2) A roadkill survey conducted as part of the ecological assessment may also assist in identifying target species.

Table 3.9.4.A—Wildlife movement solutions

Title Description Indicative suitability for road type:

Overpass

Land bridge A land bridge is:

(a) a bridge extending over a road;

(b) covered in soil, planted with locally occurring native vegetation and enhanced with other habitat features (e.g. logs, rocks);

(c) also known as a wildlife bridge;

(d) may also support poles and other wildlife movement solutions.

Major roads

Cut- and-cover tunnel

A cut-and-cover tunnel occurs where the road passes below ground level through a tunnel with the area above available for revegetation and other wildlife movement solutions such as those adapted on land bridges.

Major roads

Canopy bridge A canopy bridge is:

(a) a single rope crossing, rope tunnel, rope ladder or pole suspended above the traffic either from vertical poles or from trees;

(b) used by arboreal and climbing fauna species such as

Major and minor roads


gliders and possums.

Pole A pole is vertical and may be placed in the centre median, on the road verge or on a land bridge to provide species that glide with intermediate landing and multiple launch opportunities.


Underpass

Culvert A culvert:

(a) is a square, rectangular or half circle shape and may be purpose built for fauna passage or water drainage, or a combination of both;

(b) is typically pre-cast concrete cells or arches made of steel;

(c) varies in size depending on the target species;

(d) where water conveyance is involved, it includes bridges and furniture such as logs, rocks, shelving, ledges, ramps and railings that remain dry.


Tunnel A dry tunnel is a typically round pipe of relatively small diameter (e.g. less than 1.5m in diameter)



Passage below bridge

A passage below bridge:

(a) is a structure that maintains the grade of the road or elevates the traffic above the surrounding land, allowing fauna to pass under the road; facilitates water drainage or movement of local human traffic and secondarily facilitates fauna passage;

(b) has minimal vegetation clearing (clearing only required for bridge piers or pylons) and allows natural vegetation to grow under infrastructure.


Non-structural mitigation

Canopy connectivity

Canopy connectivity is achieved by the linear clearing being kept sufficiently narrow to allow the tree canopy to remain continuous above the road, or sufficiently narrow where discontinuous to allow fauna species such as gliders to safely traverse.

Minor roads

Local traffic management

Local traffic management involves devices to reduce the speed or volume of traffic or increase driver awareness of fauna (e.g. road closures, chicanes, crosswalks and signage).

Note—The red arrow in the illustration below indicates fauna movement.

Minor roads


Barriers

Exclusion fencing Exclusion fencing stops fauna crossing the road surface, and is used as an integral component in encouraging fauna towards safe crossing passage (such as an overpass or culvert).


Fauna-friendly fencing

Fauna-friendly fencing allows fauna (e.g. kangaroos, wallabies, koalas) to easily move through or under a fence, and may be appropriate in some cases to allow fauna movement at key locations on low volume traffic roads. It can be used in conjunction with exclusion fencing to direct fauna through the landscape.

Minor roads

Habitat enhancement

Frog pond Frog ponds are aimed at re-creating frog breeding and refugia opportunities.



Nest box Nest boxes provide replacement refugia, nesting and roosting opportunities for fauna when tree hollows are removed. The type of nest box design selected is dependent on the fauna species being catered for.


Shelter site Shelter sites have natural or non-natural materials placed within the road corridor or adjacent areas to restore or replace lost habitat (e.g. logs, local rocks or recycled terracotta roof tiles).


3.10 Traffic management and direction

3.10.1 General

3.10.1.1 Pavement marking

(1) Pavement marking designs should be prepared in accordance with the Queensland Manual of Uniform Traffic Control Devices (MUTCD, Queensland Department of Transport and Main Roads) and the specific requirements of Brisbane City Council Standard Drawings and Reference Specification for Civil Engineering Works S155 Road Pavement Marking. This specification details the acceptable materials and defines the requirements for the installation of longitudinal and transverse pavement markings including retroreflective glass beads and anti-skid material.


(2) Council’s requirements for pavement marking dimensions and placement are detailed in BSD-3151, BSD-3152, BSD-3153, BSD-3154, BSD-3155, BSD-3157, BSD-3158, BSD-3159, BSD-3160, BSD-3161, BSD-3162, BSD-3163\\ad\groups\CPS\CPED\CPBranch\C_PConf\IC_LGIP_Sandbox\2016_07_06 ePlan documents for IC\Schedule 6 - Planning scheme policies\Infrastructure Design PSP\ Ch1Introduction.docx - Section114.

3.10.1.2 Traffic signs

(1) Traffic signs should be provided in accordance with the Queensland Manual of Uniform Traffic Control Devices (MUTCD, Queensland Department of Transport and Main Roads) and the specific requirements of Reference Specification for Civil Engineering Works S154 Traffic Signs and Roadside Furniture.

(2) Specific requirements are detailed on.BSD-7122, BSD-5251, 3102, BSD-3103, BSD-3104, BSD-3105, BSD-3106, BSD-3107, BSD-3108, BSD-3109, BSD-3110, BSD-3111, BSD-3112, BSD-3113.

3.10.1.3 Guide posts

Guide posts should be installed in accordance with BSD-7121 and Reference Specification for Civil Engineering Works S154 Traffic Signs and Roadside Furniture.

3.10.2 Pathway signage and pavement marking

(1) Regulatory signage and pavement marking designs are to be prepared in accordance with the Queensland Manual of Uniform Traffic Control Devices (MUTCD, Queensland Department of Transport and Main Roads) and the specific requirements of Standard Drawings and Reference Specifications for Civil Engineering Works S154 Traffic Signs and Roadside Furniture and S155 Road Pavement Marking.

(2) Requirements for pavement marking dimensions and placement for bicycle facilities are detailed in BSD-5001, BSD-5002, BSD-5003, BSD-5004, BSD-5005, BSD-5006, and BSD-5102 to BSD-5115.

Editor’s note—Guidance on directional and way-finding signage and pavement marking design can be found in Brisbane City Council Bikeway & Greenway Signage Manual.

Editor’s note—Guidance on directional and way-finding signage and pavement marking designs for pathways associated with the Moreton Bay Cycleway can be found in the Moreton Bay Cycleway Signage Manual.

3.10.3 Coloured pavement treatment

3.10.3.1 General

(1) Coloured or decorative pavement surface treatments and markings are used to alert road users to a different or modified driving environment or the presence of other traffic control measures requiring extra caution.

(2) These treatments and markings are normally a screeded or sprayed surface treatment applied over the existing road surface, stencilled/patterned or coloured concrete or pavers/bricks.


(3) There are many uses for these treatments or markings, including:

(a) entry thresholds on areas with Local Area Traffic Management Schemes (traffic calmed area);

(b) guidance/delineation through traffic-calming devices within areas with Local Area Traffic Management Schemes;

(c) bicycle lanes;

(d) bus and transit lanes;

(e) contrasting/highlighting other pavement markings – e.g. speed limit legends and pedestrian crossings;

(f) high ‘anti-skid’ treatments (not a coloured treatment, but often appears very similar).

3.10.3.2 Specifications

(1) These coloured pavement surface treatments are covered in Reference Specification for Civil Engineering Works S155 Road Pavement Marking. Coloured surface treatments are broken into 2 types as described below:

(a) Type 1: Coating systems generally for traffic delineation and guidance, typically in a light traffic environment (e.g. threshold treatments in residential areas or bicycle and bus lanes);

(b) Type 2: Specialised (resin) bonded aggregate systems for locations where a high skid resistance surfacing is required (e.g. locations of wet weather skidding, accident black spots).

Note—Aggregates used in coloured treatments are to be clean, dry, hard, tough, durable, moderately sharp grains of either natural stone or calcined bauxite. Other aggregate materials (e.g. crushed glass) are not included in the material specification for use by Council and are not to be used on Council-controlled roads or infrastructure.

3.10.3.3 Local area traffic management (LATM) schemes (traffic calming)

(1) The correct usage of threshold treatments is to designate a changed road environment where arterial or sub-arterial roads (typically 60km/h or greater) intersect neighbourhood or local access roads (50km/h or less). The intent is to highlight a change of speed limit or road function, that is, movement vs. access. The treatment for the entrance to a LATM consists of a threshold treatment (typically full width of road) of red with a yellow border.

(2) Coloured pavement treatments are also used to delineate the path through a traffic management or calming device. These treatments are the same as used for a threshold treatment, namely red with a yellow border.


3.10.3.4 Bus lanes and transit lanes

There are special requirements for the installation of bus and transit lanes which use/require a coloured pavement surface marking and normal longitudinal markings. For the installation of bus lanes, refer to Queensland Department of Transport and Main Roads drawings TC1427.


(1) Coloured bicycle lanes are typically used to delineate specialist bicycle facilities and lanes on the road pavement. They serve to restrict access where there are high levels of interaction between bicycles and other road users, typically at intersections. Coloured bicycle lanes are green.

(2) Associated longitudinal and transverse pavement marking types and dimensions are shown in the Queensland Manual of Uniform Traffic Control Devices (MUTCD, Queensland Department of Transport and Main Roads) and the specific requirements of Council’s Standard Drawings

(3) For typical longitudinal traffic markings, waterborne paint is preferred if the thickness tolerance for long-life material cannot be achieved.

(4) A long-life material (other than hot applied thermoplastic) may be used on high volume roads where excessive wear may occur. Any markings in a long-life material are not to exceed 3mm in thickness. Hot applied thermoplastic markings are to be avoided in areas with high bicycle use, particularly when used for bicycle lanes.

(5) Testing has shown that hot applied thermoplastic can be hazardous to bicycles (and motorcycles) due to the potential for water build-up or ponding behind the line which has the potential to contribute to aquaplaning and lower skid-resistance on the surface of the material if an anti-skid material is not applied at installation.

(6) Refer to Reference Specification for Civil Engineering Works S155 Road Pavement Marking for material details.

3.10.3.6 School zone enhancements

School Zone Enhancements (SEZ) markings are installed to alert motorist that they are entering a specialist traffic zone. The SEZ consists of a threshold treatment (either part or full width of road) of red with a yellow border with the legend ‘SCHOOL ZONE’ written in white across the red section of the threshold.

3.10.3.7 Pedestrian facilities

(1) A coloured pavement surface marking maybe used at pedestrian facilities to show a clear path or delineation for users. These facilities include pedestrian refuges and pedestrian buildouts at crossings.

(2) Coloured pavement markings may also be installed to highlight or provide a contrast for pedestrian facilities, for example, a zebra crossing.


3.10.3.8 High friction surface treatments

This treatment is applied to areas or sections of a road that has a history of accidents and/or considered to have a surface with an unacceptable skid level.

While not technically a coloured pavement treatment and not performing a traffic function, these treatments are normally a different colour to the existing road surface and are often very noticeable. They are covered by the same specification as coloured pavement treatments and are often applied by the same suppliers using very similar techniques.

Care has to be taken when considering work on or near these treatments as their installation is considered a safety issue. When maintenance is required on these treatments, they must be replaced with a high fiction surface treatment that has a minimum skid resistance value of 65 BPN. Refer to Reference Specification for Civil Engineering Works S155 Road Pavement Marking for material details.

3.11 Fences and barriers

3.11.1 General

(1) Fences and roadside and safety barriers systems are planned, designed and constructed in accordance with the current edition of the following standards:

(a) Australian Standard AS/NZS 3845:1999 Road Safety Barrier Systems;

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

(c) Queensland Department of Transport and Main Road Planning and Design Manual (2nd edition) – Volume 3;

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

(e) Queensland Department of Transport and Main Roads Standard Drawings;

(f) Queensland Department of Transport and Main Roads – Road Safety Barrier Systems, End Treatments and Other Related Road Safety Devices (Assessed as Accepted For Use on State-Controlled Roads in Queensland);

(g) Brisbane City Council Standard Drawings.

(2) Fences and roadside and safety barriers are provided for:

(a) Protection of vehicles and occupants from roadside hazards such as embankments, rigid objects, etc.;

(b) Traffic delineation and demarcation – an alerting element to provide warning for drivers travelling along split level roadways and substandard corners etc.;

(c) Pedestrian protection and delineation from static hazards (embankments, cliffs, waterway crossings etc.);


(d) Pedestrian protection from vehicular traffic by:

(i) Constraining pedestrian movement to defined pathways intended for such use;

(ii) Providing a physical barrier to errant vehicles which might otherwise enter pedestrian areas (low speed environments only);

(iii) Demarcation of areas not to be accessed by vehicle traffic (e.g. parklands).


(1) Roadside barriers or fences are provided as a treatment for hazards as per Part 6: Roadside Design, Safety and Barriers of the QTMR Road Planning and Design Manual

(2) In choosing the type of fences and barriers for each location consideration should be given to:

(a) Nature of the hazard;

(b) Probability of accident/incident occurring;

(c) Traffic volume and speed;

(d) Road geometry, surface and alignment;

(e) Consequences of an accident/incident occurring (e.g. physical injury and/or property damage);

(f) Accidents/incident history of site.

Editors note—For additional information on design, planning and installation of fences and barriers refer to the Infrastructure Installation and Construction Requirements Manual.

3.11.2.1 Fences

(1) Fences are lightweight structures whose primary purpose is to confine or guide pedestrians to safe areas or alert pedestrians and vehicle traffic to potential hazards.

(2) Fences may also be used to define a boundary, for example, along the frontage of a park to discourage vehicle access.

(3) Fences, if properly installed and positioned, may be used in a traffic delineation mode with an example being a pedestrian safety or welded mesh fence along an embankment.

3.11.2.2 Acoustic barriers

(1) Landscaped acoustic fences are generally required along all suburban and arterial roads.

(2) The proposed noise attenuation measures should comply with the Noise Impact Assessment Planning Scheme Policy.

3.11.2.3 Road safety barriers

(1) Structures designed to withstand or absorb the impact of vehicles.


(2) These barriers prevent the deviation of errant vehicles from the carriageway where such deviation has the potential to cause:

(a) damage/injury to the vehicle and/or it’s occupants;

(b) injury to pedestrians and other roadside users (e.g. street dining);

(c) significant damage to roadside property or infrastructure.

(3) These barriers provide traffic delineation and guidance, particularly where adverse road conditions exist (adverse cambers, tight corners etc.).

(4) Road Safety Barriers work on one of two principles – they will either deflect or redirect vehicles away from the hazard or will stop the vehicle outright. Where a system is designed to stop a vehicle outright, energy absorption capability characteristics should be included in the design to minimise or reduce the potential injury that maybe suffered by the occupants of the vehicle.

3.11.2.4 Other barriers

(1) These barrier systems are generally used for vehicle and pedestrian hazard identification and delineation and are utilised as a visual barrier, rather than a physical barrier.

(2) These outcomes maybe provided utilising alternative solutions such as landscaping or signage and road pavement marking.

(3) These systems may restrain or stop vehicle and/or pedestrian movement, but not both.

(4) Systems are typically installed as a low-impact solution and will often minimise the visual impact at a location.

3.11.2.5 Temporary barrier systems

Temporary barrier systems are used to provide positive protection for workers and the public. These barrier systems are installed on a site by site basis and are designed to comply with the requirements in the MUTCD for work sites.


3.11.3.1 Fences

(1) The minimum standard of pedestrian safety fence is the galvanised tubular handrail as shown on Standard Drawing BSD-7001

(2) The preferred barrier installation at traffic islands, signalised crossing, and refuge islands is powder coated galvanised steel or aluminium pool fencing as per AS 1926 of minimum 1.2 m height.

(3) A galvanised tubular handrail with chainwire (Standard Drawing BSD-7001) or a galvanised weld mesh fencing (Standard Drawing BSD-7002) should be provided where there is a danger of children gaining access to high risk areas or where the drop height exceeds 1 m.


(4) A powder coated steel fence (hunter rod top or approved equivalent, capable of sustaining the imposed actions specified in AS 1170) should be installed. where the drop height exceeds 1.5 m.

(5) Where required, a log barrier fence including a lock rail for access should be provided in accordance with Standard Drawings BSD-7012, BSD-7051 and BSD-7054.

(6) The fencing should not hinder general maintenance, otherwise the fencing should incorporate vehicular access gates or the fencing panels are designed for easy removal. Pedestrian gates should be provided along road frontages.

(7) A concrete (extruded or cast in situ) mowing strip should be provided under all fences (including acoustic barriers) which interface with lawn and landscaped areas. A minimum 140 mm wide x 100 mm deep strip, flush with the surrounding ground, will need to be installed under timber fences/walls or galvanised steel fences. Mowing strips are generally not required under masonry or concrete fences/walls as the footings are usually sufficient for this purpose.

3.11.3.1.1 Hydraulic constraints

(1) It is desirable that fencing is not erected inside any drainage easement or overland flow path or flood regulation line or waterway corridor. Council recommends against the construction of debris retaining or solid fences, as these structures will inhibit the conveyance of floodwaters. However in instances where the overland flow between private allotments is shallow, generally less than 200 mm deep, solid fences can be constructed provided that openings are installed at ground level to accommodate overland flows.

(2) Council approval is required where fencing is proposed inside any drainage easement or overland flow path or flood regulation line or waterway corridor. Some suggested fencing styles include:

(a) Open post and rail, where no panels of fencing are incorporated between the post and rail structure to provide minimum resistance to flood flows. Examples include log barrier fencing and galvanised tubular handrail;

(b) Collapsible fencing are designed to collapse under flood loading so not to increase flood levels, but are also anchored to avoid being washed away. Low strength ties may be used to hold the fence in place during non-flood times;

(c) Swing fencing are designed to yield under the pressure of flood flows so as not to increase flood levels, but are also anchored to avoid being washed away. Usually fence panels are fitted with hinges or pivot points to allow opening during floods. Low strength ties may be used to hold the fence in place during non-flood times;

(d) Lifting fencing are designed to be temporarily raised to not to obstruct flood flows.

3.11.3.1.2 Fence types and typical applications

Table 3.11.3.1.2.A—Fence types and typical applications

Fence Type Application Benefits Design


considerations

Two Rail, Post and Rail Fence

Pedestrian Protection from slopes etc.

Highly visible (with appropriate delineators);

Low visual impact

Hazard to users if installed too close to roadway.

Easily climbed.

Traffic delineation along split level roadways – not preferred use.

Highly visible;

Cost effective to construct.

End treatment is spear hazard to vehicles

Will not restrain errant vehicle

Galvanised Tubular Handrail

Pedestrian protection / guidance on footpaths etc.

Strong fence, not easily damaged;

Good use for function, especially fences with mesh.

Hazard to users if installed too close to roadway.

Can be climbed over/through (no mesh).

Traffic delineation along split level roadways

None End treatment is spear hazard to vehicles

Low visibility

Welded Mesh Fencing

Pedestrian protection / guidance on footpaths, traffic islands etc.

Good use for function.

Can have low visibility – requires appropriate colour and delineators;

Easily damaged by vehicle strike.

Pedestrian Safety Fencing

Pedestrian protection / guidance on footpaths, traffic islands etc.

Strong fence, not easily damaged by pedestrian activity;

Good use for function.

Risk of spear hazard from top rail;

Can have low visibility – requires appropriate colour and delineators

Easily damaged by vehicle strike.


3.11.3.2 Acoustic fences

(1) The construction standards of typical 2 m high timber acoustic fence are shown on Standard Drawings BSD-7021 and BSD-7021. These drawings do not represent suitable noise attenuation solutions for all developments.

(2) A site specific attenuation solution for each development should be determined in accordance with the attenuation criteria and methodologies set out in the Noise Impact Assessment Planning Scheme Policy.

3.11.3.3 Road safety barriers

(1) Road Safety Barriers solutions or products must have sufficient technical/safety approvals demonstrating that the product has been tested to appropriate levels/standards (e.g. American NCHRP Test Level 2 or Test Level 3) or the product conforms to QTMR or Australian Standards.

Table 3.11.3.3.A—Road safety barrier types and applications

Barrier Type Application Benefits Design considerations

Concrete Barrier# Typically highway and high-speed areas, where total vehicle restraint is required

Very effective in stopping errant vehicles

Expensive to construct;

Visually unappealing.

Guardrail As for concrete barriers, especially in unkerbed areas where angle of impact is likely to be acute (<10⁰)

Very effective in stopping errant vehicles;

Lower cost than concrete barrier;

Can be used back to back.

Requires large clear space behind barrier;

Inappropriate terminal ends pose spearing hazards;

Ineffective if used in short lengths (<30m).

Bridge Barrier As per concrete barrier

Very effective in stopping errant vehicles;

Often only solution in locations with limited space or on bridges and other structures.

Expensive to install and maintain;

Inappropriate terminal ends pose severe crash hazard

Wire Rope Barriers As per guardrail Very effective in Requires large


stopping errant vehicles;

Lower maintenance cost than guardrail;

Low visual impact;

Suitable for use on embankments as ramping does not occur.

clear space behind barrier;

Requires a minimum radius to be effective (i.e. not suitable on small radii);

Ineffective on narrow medians;

May be ineffective restraining motorcycles

Energy Absorbing Bollards

Low speed urban environments, typically to protect dining or pedestrian areas.

Effective at stopping errant vehicles at speeds ≤60kph;

Visually appealing.

Expensive to install and maintain.

Non-energy Absorbing Bollards

Low speed urban environments, typically to protect dining or pedestrian areas.

Security

Can be effective at stopping errant vehicles at speeds ≤60kph;

Visually appealing.


Provide severe crash risk to users;

Installed outside of clear zone

#Type-F concrete barriers are only acceptable for use on roads with speed limits of 80 km/h or less

3.11.3.3.1 Flexible guardrail – general requirements

(1) Flexible guardrails are not generally suited to urban situations.

(2) Flexible guardrails should be designed as per Reference Specification for Civil Engineering S154 Traffic Signs and Roadside Furniture and QTMR Standard Drawings

(3) Flexible guardrails should be provided at locations where the consequences of a vehicle leaving the road pavement would be worse than the vehicle hitting the guardrail. These locations would generally include:

(a) At steep (>1:4) road embankments.

(b) At roadside obstacles.

(c) At structures, i.e. bridges and culverts.


(d) At sudden narrowing of road pavement in addition to the use of hazard markers.

(e) Where pedestrians are vulnerable.

(f) Median barriers.

(g) Adjacent to water features.

3.11.3.3.2 Road safety barrier end terminal solutions for urban locations

(1) Road Safety Barrier End Terminals are required to conform to the requirements as set out in the QTMR Standard Drawings and Road Planning and Design Manual.

(2) Generally the guardrail section will be installed to the appropriate QTMR standard, with appropriate end terminal treatments used.

(3) End terminals must be used on the approach and departure end of the guardrail system and are dependent upon factors such road speed, geometry, road function and environment space.

(4) Under no circumstances are ‘fishtail’ terminals to be installed.

Table 3.11.3.3.2.A—Road safety barrier end terminal types and applications


QTMR MELT Approach end terminal on guardrail.

Effective at preventing egress through the guardrail end.

Standard non-proprietary end terminal.

A flared gating terminal that may requires large clear space;

Generally will not fit in an urban environment

QTMR Standard Departure Terminal

Used on the departure end of the guardrail with minimal flare from the straight and is ‘tied down’ using a tensioned steel cable.

Effective at preventing egress through the guardrail end.

Standard end terminal type

Requires large clear space;

Only a departure terminal.

Gating Re-directive Guardrail End Terminals

Approach and departure end terminal on guardrail.

Tangential guardrail end treatment where there is insufficient space for a flared terminal;

Proprietary products;

Gating terminal that may require large clear space;

Expensive when compared to


Designed for installation on a straight alignment;

Available in TL-2 (<70kph) and TL-3 (<100kph) design speeds.

MELT

Non-gating end terminals

Approach and departure end terminal on guardrail.

A non-gating guardrail end terminal in an urban environment,

Suitable for short lengths of guardrail;

May be used back-to-back in medians;

Suited to sites where available space for conventional barriers is limited.


Only suitable for roads with a maximum 60kph speed limit

Crash Attenuation Terminals

Approach and departure end terminal on rigid barriers such as concrete barriers.

Are a fully re-directive, non-gating bi-directional end terminal;

Systems are tested to both either TL-2 (<70km/h) or TL-3 (100km/h) design speeds



Require large amount of space.

Thrie-beam Bullnose A wide arc type terminal made from Thrie-beam barrier

Suitable for high speed environments

Require a large amount of space


3.11.3.4 Other barriers

Table 3.11.3.4.A—Other barriers types and applications


Frangible Timber Bollards

Typically in LATM and WSUD schemes, delineation of landscaped areas

Decorative

Can provide good delineation

Will not restrain errant vehicle;

Can become hazard itself if struck.

Removable and Fixed Steel Post Bollards

As for Timber Bollards, Removable Bollard used for access point restriction.

Removable bollard useful a access point in place of gate;

Can be decorative

Will not restrain errant vehicle

Concrete Bollards Typically in LATM and WSUD schemes, delineation of landscaped areas

Decorative;

Can provide good delineation.


Can become hazard itself if struck.

Log Barrier Fence Park boundary delineation

Decorative;

Provides good delineation


Easily damaged

Guide Posts Road edge or hazard delineation

Low cost solution;

Easily replaced;

Low impact on visual amenity.


Requires regular maintenance.


Chapter 7 Stormwater drainage

Contents

7.1 Introduction

7.2 Property drainage systems

7.3 Hydrology and hydraulics

7.4 Drainage infrastructure

7.5 Stormwater detention and retention systems

7.6 Disposal of property run-off

7.7 Road drainage and open channels

7.8 Stormwater outlets and scour protection

7.9 Water cycle management

7.10 Title encumbrances

7.11 Erosion and sediment control

7.1 Introduction

(1) The planning, design and implementation of stormwater drainage must integrate the 2 distinct components of stormwater management, that is, water quantity and water quality. The stormwater drainage system must:


(a) prevent or minimise adverse social, environmental, and flooding impacts on the city’s waterways, overland flow paths and constructed drainage network;

(b) ensure that the design of channel works as part of development maximises the use of natural channel design principles where possible;

(c) achieve acceptable levels of stormwater run-off quantity and quality by applying total water cycle management and water sensitive urban design principles.

(2) In addition to this planning scheme policy, urban stormwater drainage systems are planned, designed and constructed in accordance with the current edition of the following:

(a) Queensland Urban Drainage Manual (QUDM);

(b) Australian Rainfall and Run-off;

(c) Waterway Design: A guide to the hydraulic design of Bridges, Culverts and Floodways (AustRoads 1994);

(d) AustRoads – ‘Guide to Road Design Part 5: Drainage design’;

(e) Brisbane City Council Department of Works Supplement to the Queensland Urban Drainage Manual;

(f) Integrated Maintenance Manual for Waterways, Wetlands and Open Drains;

(g) Local stormwater management plans and stormwater management plans;

(h) Technical guidelines for assessing energy efficiency;

(i) Urban creek erosion – Guidelines for selecting remedial works 1996;

(j) Urban stormwater management strategy;

(k) Water sensitive urban design: Streetscape planning & design package.

(3) This chapter identifies the following for stormwater drainage:




7.2 Property drainage systems

7.2.1 General

The purpose of a drainage system may include the following:

(a) reduce the level and frequency of ponded rainwater on a property that may constitute a health problem;


(b) reduce surface or sub-surface stormwater that could cause nuisance, damage or hazard on the property;

(c) mitigate effects of improvement on a property that could result in increased nuisance, damage or hazard on other properties;

(d) reduce erosion and resulting environmental impacts.


7.2.2.1 General

(1) Stormwater drainage systems are to be designed for minor and major design parameters.

(2) The major drainage system is that part of a drainage system in a catchment that is designed to safely convey rare design storms, and may comprise open space floodway channels, road reserves, pavement expanses, overland flow paths, natural or constructed waterways, detention/retention basins and other major water bodies.

(3) Piping of major flows (e.g. 2% AEP flows for overland flow) cannot be relied upon for managing major flows as it is unlikely that all flows could be captured by inlets and blockage of the minor system can occur. In all instances, a major flow path would still need to be provided.

(4) The minor drainage system is that part of a drainage system in a catchment that conveys flows from the minor design storm such as the 2 and 10 year ARI events (39% and 10% AEP events) and usually comprises kerb and channel, roadside channels, gully inlet pits, underground pipes, maintenance holes and outlets.

7.2.2.2 Design average recurrence intervals

(1) The rainfall intensities used for flow estimation in Brisbane for the 1 year ARI to 100 year ARI (63% to 1% AEP) events are shown in Table 7.2.2.2.A.

Table 7.2.2.2.A—Rainfall intensity-frequency-duration (IFD) for Brisbane

Duration (minutes)

Probability (AEP and ARI) and intensity (mm/h)

63% 39% 18% 10% 5% 2% 1%

1 year 2 year 5 year 10 year 20 year 50 year 100 year

5 117 151 191 215 248 291 325

6 110 141 179 202 232 273 304

7 103 133 169 190 219 258 288

8 98 126 161 181 209 246 274

9 94 121 154 173 200 236 263

10 90 116 147 167 192 227 253

11 86 111 142 161 185 219 244


12 83 107 137 155 179 212 237

13 80 104 133 150 174 205 229

14 78 100 129 146 169 199 223

15 75 97 125 142 164 194 217

16 73 95 122 138 160 189 211

17 71 92 118 134 156 184 206

18 69 90 115 131 152 180 201

19 68 87 113 128 148 176 197

20 66 85 110 125 145 172 193

21 64 83 108 122 142 168 189

22 63 81 105 120 139 165 185

23 62 80 103 117 136 161 181

24 60 78 101 115 133 158 178

25 59 76 99 113 131 155 174

30 54 70 90 103 120 142 160

35 49 64 83 95 111 131 148

40 46 59 77 88 103 123 138

45 43 56 72 83 97 115 129

50 40 52 68 78 91 108 122

55 38 49 64 74 86 103 115

60 36 47 61 70 82 97 110

90 28 36 47 54 63 76 85

120 23 29 39 45 52 62 71

180 17 22 29 34 39 47 53

210 15 20 26 30 35 42 48

240 14 18 24 27 32 39 44

Based on coefficients issued by the Bureau of Meteorology (Ref FN2615) for 27.475S 153.025E.

Calculated in accordance with Australian Rainfall and Run-off (1987 Edition).

Refer to Queensland Urban Drainage Manual for application of intensity-frequency-duration to flow estimation.

(2) Longer recurrence interval design storms need to be considered in instances where the level of danger to persons or risk of significant property damage warrants such an approach. Where critical infrastructure or vulnerable uses are proposed, the 0.2% AEP storm or probable


maximum flood (PMF) may need to be estimated (refer to the Flood overlay code for applicability). The PMF may need to be considered where flood evacuation is a critical consideration.

7.2.2.3 Drainage

(1) Council’s design standards for stormwater infrastructure vary for different types of land uses. The design standards for roof water, drainage in private roads/driveways and for drainage in roads fronting those types of development are set out in Table 7.2.2.3.A.

(2) Pipe drainage of on-site roof water and surface water from paved and unpaved areas must comply with AS/NZS 3500.3:2003 Plumbing and drainage - Stormwater drainage, QUDM for Level III, IV and V drainage standards.

(3) The design of the major system must ensure flows can be conveyed safely. Where the major system is part of a road, this may require increasing the capacity of the minor system above that shown in this table to ensure flow depths and hazard are acceptable (refer to QUDM).

Table 7.2.2.3.A—Design standards for drainage systems

Development category Design parameter Minimum design standard

AEP ARI (years)

Rural areas (typically 2–5 dwellings per hectare)

Minor drainage system

Major drainage system

39%

2%

2

50

Residential developments (Low density residential)



39%

2%

2

50

Roof water drainage Level II QUDM

Residential developments (Low–medium density to High density)



10%

2%

10

50

Roof water drainage Level III and Level IV QUDM

Industrial uses Minor drainage system


39%

2%

2

50

Roof water and lot drainage

Level IV QUDM

Commercial land uses (centre zones)



10%

2%

10

50

Roof water and lot drainage

Level IV and V QUDM

Notes—


The design standard of major drainage system is to safely manage the difference between the minor and major flows where a minor system is provided in accordance with QUDM.

A severe storm impact assessment is to be provided where development may interfere with the passage of stormwater during the major flow event. Refer to QUDM for applicability and design considerations.

7.2.3 Collection of roof water run-off

(1) Refer to QUDM 7.13 and AS/NZS 3500.3:2003 Plumbing and drainage - Stormwater drainage.

(2) Gutters and downpipes are to be designed to ensure no overflows for up to the 5% AEP storm of 5-minute duration.

(3) Roof-water collection for low density residential subdivisions is to be in accordance with BSD-8111.

(4) Pipes must be located clear of any driveways and must not cross footpaths in front of adjoining properties.

(5) Minimum pipe sizes for roof-water lines applicable to low density residential development are shown in Table 7.2.3.A.

(6) The pipes at each property must be sized in accordance with QUDM Level II drainage system, assuming a minimum of 15L/s for each 250m² of roof. For larger roof areas, the flow rate may need to be determined and an appropriately sized pipe provided accordingly.

Table 7.2.3.A— Minimum size of roof-water lines for low density residential development

No. of lots (nominal 250m² roof area at each lot)

Minimum pipe diameter

Easement width Minimum pipe slope

1–2 150mm Not required 1%

3–4 225mm 1.5m 0.5%

5–6 300mm 1.5m 0.5%

Notes—

(1) The design flow shown for sizing roof-water lines is greater than QUDM due to the fat that the majority of new housing products in Brisbane achieve roof areas consistently greater than 180 m².

7.2.3.1 Run-off from existing property improvements

If the efficiency of any existing drainage system on the property will be compromised by proposed additional site improvements, the existing system is to be suitably modified to offset any adverse impacts and meet the requirements of AS/NZS 3500.3:2003 Plumbing and drainage - Stormwater drainage.

7.2.3.2 Private subsoil drainage system

Private subsoil drainage systems are to be designed and constructed in accordance with section 6 in AS/NZS 3500.3:2003 Plumbing and drainage - Stormwater drainage.


7.3 Hydrology and hydraulics

7.3.1 General

The following factors must be considered in the design and selection of the final drainage treatment:

(a) design discharges based on the ultimate development in the catchment;

(b) future maintenance requirements to ensure the drainage facility continues to meet its design performance;

(c) safety of persons, particularly children;

(d) erosion and siltation both within and on adjoining properties not increased as a result of the development;

(e) the existing treatments of other sections of the drainage system;

(f) the general amenity of the area and particular use of parkland;

(g) environmental issues, including vegetation protection orders, maintenance of natural channels and buffer vegetation, preservation and rehabilitation of flora and fauna habitats, riparian vegetation, archaeological values, heritage values, water quality and existing features such as wetlands;

(h) integration of total water cycle management.

7.3.2 Flow estimation methods

(1) For guidance to the design of urban drainage systems Council refers the designer to QUDM and Australian Rainfall and Run-off. Council will accept flow estimations using the rational method or from run-off or storage routing models (e.g. DRAINS, ILSAX, XP-RAFTS, WBNM, RORB).

(2) For complex drainage situations (particularly as part of a flood study for setting building development levels) or for sizing stormwater detention systems, a run-off storage routing model must be used to estimate flows and/or analyse the hydraulics of an urban drainage system.

7.3.3 Rational method assumptions

Where the rational method for flow estimation is suitable for flow estimation, the design is to be in accordance with QUDM and the following sections.

7.3.3.1 Fraction impervious

(1) Designers are to refer to QUDM section 4.5 for methodology in determining the run-off coefficients.

(2) The C10 coefficients of discharge shown in Table 7.3.3.1.A are to be used for rational method calculations.


Table 7.3.3.1.A—Coefficient of discharge C10 for development

Development category C10

Central business areas (including in the Principal centre zone and Major centre zone)

0.90

Industrial uses and other commercial uses (including in the District centre zone and Neighbourhood centre zone)

0.88

Significant paved areas (e.g. roads and car parks) 0.88

Medium density and high density residential land uses 0.88

Low–medium density residential land uses 0.87

Low density residential area (including roads)

Average lot 750m²

Average lot 600m² < 750m²



0.82

0.85

0.86

0.87

Low density residential area (infill subdivision excluding roads)

Average lot 750m²




0.81

0.82

0.83

0.85

Rural/environmental protection areas (2–5 dwellings per ha) 0.74

Open space areas (e.g. parks with predominately vegetated surfaces) 0.70

7.3.3.2 Time of concentration

Refer to QUDM section 4.6 for calculation of time of concentration (rational method).

7.3.3.3 Creek flow times

(1) For open creek catchments (< 100ha), minor channel or creek flow times may be initially determined by assuming an average stream velocity of 1.5m/s.

(2) For medium-sized open creek catchments (100–500ha), the stream velocity method (QUDM Table 4.6.6) or the modified Friend’s equation (QUDM Section 4.6.11) must be used.

(3) For large open creek catchments (>500ha), the rational method should be used. However, detailed hydrological modelling of Brisbane’s major creeks indicates that the rational method provides a reasonable estimate of peak discharge if an average flow velocity of 0.9m/s is assumed.

7.3.4 Hydraulic calculations

Refer to QUDM section 7.16 for information regarding hydraulic calculations.


7.3.5 Pipe capacity assumptions

(1) Pipe capacity for trunk stormwater systems is to be estimated using hydraulic grade line analysis of the drainage system for the relevant design storm or using a suitable computer model.

(2) Where estimating the capacity of existing small pipelines (1,050mm reinforced concrete pipe or less) for planning purposes for a development site <1,000m², the minor flow capacity can be estimated using pipe flowing full at grade assumptions. The adopted pipe velocity when using this method must not be greater than 3m/s, because various hydraulic losses in the drainage system at pits and bends will limit the allowable velocity.

(3) Where the pipe capacity is being estimated to determine the proportion of overland flow through a site as part of a flood study, the hydraulic grade line analysis must use a starting water level that is relevant to the major storm event (e.g. 2% or 1% AEP storm event).

7.3.6 Tailwater level assumptions

(1) Designers are referred to QUDM section 7.16 and QUDM section 8.0 for advice regarding the correct tailwater level requirements for drainage design of stormwater outlets.

(2) An allowance of 300mm for climate change must be assumed for the minor system design, where stormwater drainage discharges into tidal waterways or the Brisbane River.

(3) If tailwater is critical for managing major flows and setting flood immunity, a sensitivity check must be undertaken to examine impacts of higher sea level in accordance with best climate change predictions at the time.

(4) In areas situated beside Moreton Bay and lower parts of the Brisbane River near the river mouth, storm surge may occur at times of the most intense rainfall as a result of cyclones or significant low-pressure systems. In small catchments, this may result in concurrent flooding whereby the peak flow off the catchment will coincide with peak storm-tide levels. Drainage design should choose appropriate tail-water levels in the situation carefully if it influences flood immunity for development.

7.3.7 Hazard estimation

The hazard associated with stormwater flows is determined by the product of depth and velocity, and or maximum total depth of flow (refer to QUDM section 7.4). For pedestrian safety the following criteria will apply:

(a) The velocity by depth product in a roadway in the major storm is to be limited to 0.6m²/s in the kerb and channel.

(b) Where there is an obvious danger of pedestrians being swept away where the velocity by depth product is to be limited to 0.4m²/s.

(c) For areas involving small children (e.g. child care centres) the velocity by depth product should be limited to <0.2m²/s in all cases.


7.4 Drainage infrastructure

7.4.1 Surface run-off

7.4.1.1 Table drains

(1) Table drains are generally only permitted in the road reserve for rural locations and when a new half road is constructed. In these instances, table drains are required to manage the road run-off in the absence of kerb and channel.

(2) Table drains must be separated from the carriageway by regularly spaced delineator posts.

(3) To prevent erosion and to minimise maintenance, table drains must be free draining.

(4) Where a table drain is relatively flat (minimum velocity <0.6m/s) the provision of a concrete invert and access to facilitate the removal of sediment must be considered. A further consideration is the provision of silt traps at the head of the drain to minimise the environmental effect of silt removal along the full drain lengths.

7.4.1.2 Swales

(1) Swales are not permitted on a local road where residential lots have frontage and access.

(2) Swales are ideally located in the road median of major roads, or along the frontage of parks in a local access or neighbourhood access road. They will typically require a minimum 16m-wide road reserve to accommodate if proposed on the road verge.

(3) Where used for water quality treatment the design of the swale is to consider the Water Sensitive Urban Technical Design Guidelines for South East Queensland (Healthy Waterways).

(4) Swales cannot replace conventional stormwater drainage as their intent is to treat the water quality of small frequent rainfall events (<3 month ARI) and their design must ensure that they can convey the 2 year ARI (39% AEP) flow while meeting the roadway flow limits and capacity in QUDM section 7.4, while also ensuring the hazard in the swale is safe for pedestrians.

7.4.1.3 Cut-off drains

(1) Cut-off drains may be provided to prevent sheet flow from adjacent properties entering the developed land.

(2) These drains must be connected to stormwater infrastructure and directed to a lawful point of discharge.

7.4.1.4 Overland flow paths

(1) All developments must provide an overland flow path for the major design storm less the piped flow. Blockage of inlets and culverts should also be taken into account as required by a severe storm impact assessment (refer QUDM section 7.4).


(2) Overland flow paths are to be provided by the proposed road/driveway system for internal drainage or small external catchments. However, larger flow paths may require swales or channels.

(3) Design Manning's roughness values for a grassed open channel or swale is determined by a number of factors including vegetal retardance and hydraulic radius. QUDM Section 9.03 provides sufficient correlation to determine design Manning’s roughness values.

(4) A design Manning’s roughness value of 0.10 is to be used for estimating flood immunity or determining easement extents in overland flow paths.

7.4.2 Subsoil drainage system

(1) Subsoil drainage systems are to be designed and constructed in accordance with BSD-2041.

(2) Subsoil drains shall be connected to stormwater inlet pits (gully, field inlet or roof water pit) and disposed of in a manner that will not adversely impact on adjacent properties.

7.4.3 Stormwater pipelines

7.4.3.1 Pipe size and type

(1) The pipe sizes are to be designed for a minimum capacity in accordance with minor drainage requirement in Table 7.2.2.3.B and Table 7.7.1.A. In all cases, the minimum size for a reinforced concrete pipe that will be contributed as a Council asset is 375mm diameter.

(2) The pipe types and classes must comply with the following requirements:

(a) Pre-cast concrete pipes to meet AS 4058 – 1992 Precast concrete pipes;

(b) domestic applications (low density residential) must be in accordance with Standard 1254: 2010 – PVC-U Pipes and fittings for stormwater and surface water applications;

(c) commercial, industrial, medium and high density residential applications must be in accordance with AS 1260: 2009 – PVC-U pipes and fittings for drain, waste and vent application.

(3) The minimum pipe class is:

(a) steel reinforced concrete pipe – Class 2;

(b) fibre reinforced concrete pipe – Class 1;

(c) unplasticised polyvinyl chloride (UPVC) for roof water drainage – sewer class SN6;

(d) flexible stormwater pipe – class SN8.

(4) The minimum pipe size for any development, other than a dwelling house, is 150mm nominal diameter for internal underground site drainage. Where the pipe also conveys stormwater from an adjoining upstream property (now or in future), the minimum pipe size is 225mm nominal diameter.


7.4.3.2 Pipe grade

The minimum pipe grade is to be designed in accordance with Reference Specifications for Civil Engineering Work S160 Drainage section 3.2.1.

7.4.3.3 Depth of cover to pipes

(1) Depth of cover to pipes to be engineered to meet whole-of-life design requirements, including construction and pavement reconstruction loads. Refer to Reference Specifications for Civil Engineering Works S145 Installation and Maintenance of Utility Services and Standard Drawings BSD-2042 and BSD-2043 for minimum design requirements.

(2) Minimum pipe cover for polyvinyl chloride (PVC) pipelines varies for different locations and loadings and is set out in the technical manual and in Australian Standard 2032: 2006 Installation of PVC pipes.

(3) Minimum cover for construction loads is to comply with BSD-8001 and BSD-8002.

7.4.3.4 Connections to private stormwater drainage under buildings

A connection to stormwater drainage under a building is to be carried out in accordance with section 7.2.9 of AS/NZS 3500.3:2003 Plumbing and drainage - Stormwater drainage.

7.4.3.5 Above ground pipe work

Above ground pipe work is to be carried out in accordance with section 6 of AS/NZS 3500.3:2003 Plumbing and drainage - Stormwater drainage.

7.4.3.6 Pipe bedding

Pipe bedding requirements are to comply with BSD-8011.

7.4.4 Access chambers and maintenance holes

(1) Refer to QUDM section 7.6 for design criteria, including guidance on pipeline location.

(2) Maintenance holes and chambers must be provided in accordance with BSD-8021 to BSD-8035.

7.4.5 Gullies and field inlets

(1) Refer to QUDM section 7.5 for blockage assumptions for inlets, location of inlets in roads and safety issues.

(2) Standard gullies must not be located on sharp horizontal kerbs (<10 m kerb radius).

(3) All new gullies are to be constructed in accordance with BSD-8051 (i.e. “lip-in-line”).

(4) ‘Kerb in line’ gullies may be acceptable where an existing gully is either being replaced or upgraded and the existing verge width is less than 2m wide, or in areas where high pedestrian activity is expected or cannot be effectively controlled.


(5) Anti-ponding gullies (refer to BSD-8056) are only permitted in special circumstances at intersections when the road geometry does not allow the kerb and channel to drain to the standard gully at the tangent points. The inlet capacities of these gullies must be excluded from the calculations.

7.4.6 Gully inlet capacities

Refer to BSD-8071 to BSD-8082 for the relevant hydraulic capture charts for gully inlets.

7.4.7 Building near or over underground stormwater infrastructure

(1) For underground stormwater facilities with or without drainage easements and where pipes or conduits are greater than or equal to 225mm in diameter or width, building over/near stormwater requirements will be applicable if the site is subject to any 1 or more of the following conditions:

(a) any proposed works contravening the drainage easement terms;

(b) any earthworks (filling or excavation) proposed directly over or adjacent to the stormwater drainage or maintenance holes that will result in changes to surface levels or loading conditions over these stormwater facilities;

(c) any building work proposed over the stormwater drainage or maintenance holes;

(d) any proposed works that will affect the structural integrity of the drainage or its trench;

(e) proposed changes to the loading conditions on an existing maintenance hole cover, for example, changing the use of a non-vehicular trafficable area to a vehicular trafficable area;

(f) proposed use of rock bolts or ground anchors within 2m of the stormwater drainage;

(g) proposed property access width of less than 2m from the front entrance or access road to any maintenance hole or property connection located on site;

(h) proposed driveways or concrete pavements over maintenance holes or property connections;

(i) clashing of services or utilities (other than sewers) with the stormwater drain line that may affect the structural integrity of the stormwater drainline or its trench, or sewers larger than 150mm diameter crossing any stormwater drainline.

(2) When building over stormwater an adequate buffer zone is required between the edge of foundation system and the edge of the stormwater infrastructure to minimise structural damage during excavation, boring or piling operations.

(3) The following minimum horizontal clearances are required where undertaking such works near stormwater infrastructure and may need to be increased if it is anticipated that the pipe bedding will be affected:


(a) 1m clearance applies to an excavated footing system such as beams and pad footings excavated by backhoe or similar;

(b) 1m clearance applies to bored piers;

(c) 6m clearance applies to driven, vibrated or jacked piles.

(4) Works shall be carried out in accordance with section 7.2.9 of AS/NZS 3500.3:2003 Plumbing and drainage - Stormwater drainage. Typically, where a drain is laid near to a footing, the trench shall be located beyond a 45° angle from the base of the footing, as shown by Figure 7.4.7.A.

(5) When determining the minimum setback from existing stormwater infrastructure, allowance needs to be made for future upgrading of the pipeline to meet Council’s design standards where this pipeline is undersized.

7.4.8 Building near or over aboveground stormwater infrastructure

Where building over overland flow paths or channels refer to the undercroft clearance requirements of the Flood planning scheme policy.

7.5 Stormwater detention and retention systems

7.5.1 General

(1) Stormwater detention systems are used to reduce the peak discharge from a development to mitigate flood impacts on downstream development or maintain the capacity of existing


infrastructure. They are complex systems that have limited suitability to many sites, particularly areas with limited grade into downstream areas.

(2) The detention can be in either free draining systems (detention basin or tank) or wet systems (retention basin that integrates with a water quality treatment system such as a wetland or pond).

(3) Locating basins off-line to external catchments is preferred as it reduces detention storage volumes, reduces the risk of failure due to excessive flows and in the case of basins flowing into each other, it can lessen the risk of a sequential overtopping and associated risk of failure.

(4) Both types may have multiple uses (e.g. pollution control, environmental wetland, recreational) as well as hydraulic functions.

7.5.2 When to provide stormwater detention

(1) As a general rule, stormwater detention is less likely to be required at the bottom one-third of the catchment.

(2) The majority of infill development should not require stormwater detention, although stormwater detention may be required under 3 specific conditions, being:

(a) when a development is likely to increase run-off to such an extent that the downstream drainage (both piped and overland) cannot cater for the additional capacity or adverse impacts are created;

(b) where there is no practical way to increase the downstream system capacity;

(c) if the increase in flows from the development would cause adverse flooding impacts to adjacent or downstream properties.

(3) Stormwater detention requirements may be waived where:

(a) The development will not cause adverse impacts or actionable nuisance to surrounding properties;

(b) the site discharges directly into the Brisbane River or Moreton Bay where flooding is controlled by river flooding or storm tide;

(c) the site discharges directly into the lower catchments of creeks or major drains where it would generally be undesirable to have detention where it may allow peak flows from the site to coincide with the wider catchment flood peak;

(d) the proposal is for residential development where stormwater is disposed to Council’s kerb and channel or piped stormwater system and major flows from the site would drain to Councils road reserve;

(e) for infill development only, the development site has an existing actual impervious fraction greater than 60%;


(f) the applicant can demonstrate to Council's satisfaction that, if the total catchment containing the site were developed to its full potential while maintaining the existing infrastructure, stormwater detention on the subject site would not be of benefit in reducing adverse flooding impacts on downstream roads, properties and open watercourses, which may be the case at the lower end of major catchments;

(g) the downstream drainage system has been upgraded, or is proposed to be upgraded by the development to cater for fully developed peak flows from the catchment to the Council’s standard of service;

(h) the development site is located entirely within the 1% AEP floodplain (waterway/creek or river flooding sources).

7.5.3 General requirements

(1) The design of stormwater detention and retention systems is to refer to QUDM section 5.0 for all design elements including but not limited to embankments, spillways, low and high flow outlets, freeboard, basin grade and scour control.

(2) Stormwater detention is offline to existing creeks/flow paths and external catchments.

(3) Where an online system is proposed, it must provide regional benefits to flow reduction and be designed for ultimate catchment development. These basins will require incorporation of natural low flow channels, riparian vegetation and use of weir outlets (no piped low flow outlet) to promote fauna movement and reduce likelihood of outlet blockages.

(4) Where stormwater from any public asset such as a road reserve is directed into a stormwater detention system, these detention systems must be located within public land such as a park or drainage reserve, but not within road reserves. Only above-ground detention storages will be permitted in Council-owned lands. Tanks in public roads will not be accepted.

(5) Above-ground detention basins should be integrated with water quality treatments by locating the detention storage requirement above the water quality extended detention depth.

(6) Council will not support the installation of on-site (lot-based) stormwater detention facilities in a residential subdivision on each freehold lot as there is no provision to adequately ensure these facilities are protected or maintained into the future.

(7) Using stormwater detention tanks in commercial or industrial developments will be permitted where located on lots or within privately owned roads/driveways. Similarly, tanks could be used within roads/driveways owned by community title for residential developments.

7.5.4 General design objectives

(1) Sufficient detention storage must be provided to ensure peak flow rates and/or flood levels at any point within the downstream drainage system do not increase as a result of the development from the 2 year ARI (39% AEP) storm to the 100 year ARI (1% AEP) storm events (for all relevant storm durations).


(2) Where stormwater detention is considered necessary, sizing of detention storage for sites less than 2ha may use the simplified sizing method.

(3) Where alternative detention storage requirements for smaller sites are proposed and/or where a site area exceeds 2ha, sizing of detention storage must be justified using a suitable run-off or storage routing model (e.g. DRAINS (ILSAX), RAFTS, RORB, WBNM).

7.5.5 Simplified detention storage sizing method

(1) For development sites less than 2ha, avoid complex hydrological modelling. In every case, the sizing would require confirmation at the detailed design stage by a Registered Professional Engineer Queensland.

(2) Sites with greater than 60% existing sealed impervious surfaces will generally not require stormwater detention because there is little change in peak flow, and redevelopment will often improve and augment older roof-water and stormwater drainage systems. Larger developments must confirm this is the case.

(3) The proposed impervious percentage must be estimated from only the areas affected by the development and must exclude park areas or drainage reserves that may lie within the site catchment as these areas must not drain to a detention system. (This may significantly bias the average imperviousness and does not reflect the intensification of land use and resulting increase in peak flows).

(4) Sites larger than 2ha will need to model the hydrology and estimate stormwater detention requirements and permissible site discharges as required.

(5) The applicable site storage requirements (SSR) and permissible site discharges (PSD) for development are shown in Table 7.5.5.A and Table 7.5.5.B and the relevant categories used for estimating the site storage requirements and permissible site discharges are:

(a) Category D1 – sites where the existing impervious surfaces are less than 10% of the proposed developed area, this is generally applicable to greenfield sites;

(b) Category D2 – sites where the existing impervious area is greater than 10% but less than 40% of the proposed developed area, this is generally applicable to greenfield sites and some infill development;

(c) Category D3 – sites where the existing impervious area is greater than 40% but less than 60% of the proposed developed area, this is generally applicable to infill development.

Table 7.5.5.A—Site storage requirements (SSR) – Deemed-to-comply solution

Proposed impervious percentage ⁽¹⁾

Development site storage requirement ⁽²⁾

Category D1

(m³/ha)

Category D2

(m³/ha)

Category D3 ⁽³⁾

(m³/ha)

70 or less 320 150 n/a

82 335 165 110


86 340 170 115

88 345 170 115

90 345 175 120

95 or greater 350 180 125

Notes—

(1) The proposed impervious percentage shall exclude park areas, drainage reserves etc. that may lie within the site catchment.

(2) These site storage requirements volumes are to be increased by 15% where a non-high early discharge (HED) detention system is used OR where an above-ground basin (even with a high early discharge outlet) is used OR where the detention basin additionally provides a water quality treatment or ecological function.

(3) Existing impervious area is defined as 'sealed impervious surfaces' (driveways, roofs, pavement etc.) that would readily generate stormwater run-off.

(4) Site with an impervious area greater than 60% do not typically require stormwater detention where it is demonstrated that no adverse impact will occur on neighbouring properties.

Table 7.5.5.B—Permissible site discharge (PSD) – Deemed-to-comply solution

Existing site Permissible site discharges (L/s/ha)

2 year ARI (39% AEP) 100 year ARI (1% AEP)

Category D1 180 535

Category D2 300 710

Category D3 370 790

> 60% sealed impervious surfaces

N/A⁽¹⁾ N/A⁽¹⁾

Note—

(1) No stormwater detention is required if the development is shown to have no adverse impact on any existing properties.

7.5.6 Detention sizing – general considerations

7.5.6.1 General

The following issues must be considered when undertaking the sizing of the detention storage.

7.5.6.2 External catchments

(1) Overland flows that enter the site from surrounding properties must be collected and conveyed through or around the development, but kept isolated from any stormwater detention systems for all storm events.

(2) Run-off from parks and other large pervious areas must also bypass the detention system.

(3) Where bypass is not possible, the detention system must account for this additional inflow.


7.5.6.3 Hydraulic control at outlet

(1) On-site detention must be gravity drained. Pumped systems are not permitted for detention.

(2) An important element in preserving the integrity of an on-site detention system is ensuring that the system functions independently of the drainage network.

(3) The stormwater detention facility is not intended to handle surcharge flow from the street drainage network; therefore the starting hydraulic grade line level of the detention system must be set at the top of the kerb and channel at the discharge point to the street system.

(4) The outlet control device must be set above this level regardless of whether the detention system is connected to the underground drainage system or to the kerb and channel, to ensure that the outlet control is unaffected by downstream hydraulic grade line or water surface levels.

7.5.6.4 Distributed detention storage

(1) Distributed detention storages that drain into each other will not perform in the same way as a single storage as they reduce the effectiveness of the down-slope storages in attenuating flows and may create adverse tail-water conditions. These systems are discouraged and where proposed must be modelled as an integrated system using a hydrological model.

(2) The site storage requirements provided in Table 7.5.5.A must be located within a single detention storage; otherwise detailed hydrological modelling will be required to estimate storage requirements of a distributed storage proposal.

7.5.6.5 Site run-off bypassing the storage facility

(1) A portion of the new impervious areas may discharge directly to a lawful point of discharge if it cannot be drained to the detention storage, provided the permissible site discharge (PSD) is reduced to compensate for the bypass flow. The allowable extent of impervious surfaces bypassing the detention facility may not represent more than 25% of the impervious area draining to the detention facility.

(2) For hydrological modelling the bypass areas will not be directed into the storage. However, for the simplified sizing method the modified Permissible site discharge m² of catchment will be calculated using the following equation:

Mod. PSD = PSD x (At / [ At+Ab])

Where Ab = impervious area bypassing the storage facility

At = total area draining to the storage facility

PSD = permissible site discharge


7.5.7 Requirements for above-ground systems

7.5.7.1 Aesthetics

(1) Once authorised to have a basin in parkland or other Council-controlled land, an important design criterion is that the basin does not look like a hydraulic structure but rather has special character. This will involve using variable slopes, retaining upstream gullies, camouflaging inlets and outlet structures and similar (a rectangular or geometrically shaped basin is generally undesirable).

(2) Any detention basin proposed in a park or drainage reserve that does not incorporate a 'wet' water quality function, is part of a bioretention basin or has low flow channels, must be designed as a high early discharge (HED) system where flows only surcharge into the basin when the outlet capacity is exceeded.

(3) The high early discharge system:

(a) ensures that frequent flows do not spill into the basin thereby minimising maintenance issues associated with waterlogged soils;

(b) is more efficient in their use of storage, requiring less storage volume than a standard detention basin arrangement.

7.5.7.2 Minimum grades

The floor of the above-ground detention basin must be well graded to prevent permanent ponding. Refer to QUDM 5.7 for design requirements.

7.5.7.3 Basin edge treatment

(1) Grassed and landscaped edges must not be steeper than 1V:6H.

(2) Landscaped edges must not be steeper than 1V:4H.

(3) Using retaining walls must be minimised so that more than 30% of the basin perimeter is battered.

(4) Where boulder retaining walls are required, these are to be a maximum height of 900mm unless structurally designed and certified by a Registered Professional Engineer Queensland (structural).

(5) In some instances (e.g. occurrence of rapid drawdown or highly variable standing water levels), geotechnical investigations/designs may be required to assess the embankment stability.

7.5.7.4 Embankments

(1) Refer to QUDM 5.10 for considerations.


(2) Embankments holding back floodwaters must be suitably designed to be structurally adequate, certified by a Registered Professional Engineer Queensland (geotechnical) and must be no higher than 1.5m above natural ground level.

(3) Generally, batter slopes of embankments must be no steeper than 1V:4H and desirably no steeper than 1V:6H to aid in stability, minimise erosion from direct rainfall and provide suitable grades for landscaping.

(4) A minimum 3m trafficable embankment width is required to allow access along the embankment for maintenance.

(5) For minimum freeboard refer to QUDM Table 5.6.1.

7.5.7.5 Spillways and outlet weirs

(1) The design shall refer to QUDM 5.9.

(2) The overspill must not inundate nor concentrate flows onto adjoining properties.

(3) Spillways are located as close to natural ground level as possible (e.g. where the embankment crest is lowest).

7.5.7.6 Safety and amenity

(1) The safety of children moving in and out of the basin during times of inundation must be carefully considered. The design shall refer to QUDM 5.11.

(2) The outlet/inlet grates must be designed such that any child will be able to crawl away from the grate under all operating conditions.

(3) Internal batters located adjacent to publicly accessible areas (playgrounds and parks) must have a maximum 1V:6H batter, preferable 1V:20H.

(4) Basins located away from public use areas must incorporate 1V:6H batters within some places in the basin for safe egress from floodwaters.

(5) Signing must be erected at strategic locations alerting people to the possible hazards of the detention basins.

(6) Where detention basins are located directly upstream of a dedicated roadway or residential property, the consequences to road users or residents of basin collapse or overtopping must be carefully evaluated.

7.5.7.7 Access for maintenance

(1) All detention basins are provided with a vehicle access from the nearest public road into the basin to facilitate maintenance. The design vehicle for the driveway is to be a medium rigid vehicle.

(2) For a wet retention basin, the vehicle access ramp must extend at least 500mm below the normal operating water level of the basin.


7.5.7.8 Maximum depth of ponding

(1) The maximum depth of ponding in an above ground detention basin must be limited to:

(a) public parkland – 5% AEP ponded depth of 1.2m;

(b) parking or paved areas – 2% AEP ponded depth of 0.3m;

(c) unfenced landscaped areas – 2% AEP ponded depth of 0.5m;

(d) safety fenced (pool safe) areas where not a Council asset – no depth limit, but desirable depth of <2m to facilitate access and maintenance.

7.5.7.9 Inlets and outlets

(1) For above-ground detention storage, the inlet/outlet pits and grates must be set inconspicuously into the embankments of the basin.

(2) Vegetated screenings must be provided, but these must be located sufficiently away as to not affect the hydraulic performance of the inlet and outlet structures.

(3) Outlets may use pits, weirs, pipes and box culverts.

(4) Where the outlet is within a wet retention basin (wetland) or bioretention basin, a concrete apron should extend at least 1m from these structures to minimise vegetation growing adjacent to it and impacting on the hydraulics of the outlet.

(5) Outlet screens that minimise blockages are to be used. This will include Type 1 field inlets as per BSD-8091, or a dome cover field inlet (refer to BSD-8092).

(6) Outlet structures generally consist of orifice plates (fixed to pipe inlets) or culverts placed at a low level in the basin to cater for the discharge of normal outflows, the diameter of the low flow outlet pipes must not be less than 375mm (or box section with equivalent height). Stepped weirs may also be used as an outlet to control flows.

7.5.7.10 High early discharge systems

(1) The use of high early discharge pits can reduce storage requirements by allowing the flow at the start of a storm to pass around the basin, thereby ensuring more detention storage is available closer to the peak of the storm.

(2) High early discharge systems typically are only suitable for dry detention basins that do not perform a water quality function as low flows bypass the basin.

7.5.8 Requirements for underground detention systems

7.5.8.1 General

(1) The design of underground detention storage must address a number of public health, safety and pollution issues.


(2) The storage must be self-cleaning, well ventilated, not cause accumulation of noxious gas, and facilitate easy maintenance and inspection.

(3) The following requirements must be met in order to achieve the performance objectives:

(a) the base has a suitable fall to the outlet (minimum grade 0.7%) and is appropriately shaped to prevent permanent ponding;

(b) long-term ponding of water over the floor of the basin will not be acceptable;

(c) provide a minimum 600mm x 900mm maintenance access opening over the tank outlet;

(d) provide additional 600mm x 900mm pits where required to ensure the distance between pits does not exceed 10m;

(e) provide an inspection/access pit (600mm x 600mm) directly over any inlet pipe;

(f) incorporate a child-proof locking system for the surface grates;

(g) install step irons where pit depth is greater than 1.35m;

(h) where the storage is not sufficiently deep (<1.2m), access grates should be placed at the extremities of the tank and at intervals not exceeding 3m, which should allow any point in the tank to be flushed or reached with a broom or similar implement, without the need to enter the tank;

(i) the minimum internal clearance height for accessible tanks is 1.2m in roads/driveways and

0.9m elsewhere;

(j) the tank is to be structurally designed and certified to adequately withstand all expected service loads and provide adequate service life;

(k) provide an overflow or bypass outlet ensuring any overflow is not directed into private property;

(l) locate the tank outside of the root zone of trees that must be retained;

(m) in areas of high water tables or floodplains, the tank is to be designed to ensure it resists buoyancy effects.

7.5.8.2 Drainage design standard where detention is proposed

(1) Stormwater detention tanks must capture all flows off a development up to the 1% AEP storm, which is a much larger event than the drainage design standard for development. As a result, where underground detention tank is proposed, it will necessitate that the gullies and pipes within the development are sized to capture these flows.

(2) The minor drainage system design where underground detention is proposed is to be the 10% AEP, with additional inlet capacity to 1% AEP provided closer to the detention system to capture flows.


7.5.8.3 Orifice plates

(1) Orifice plates must be manufactured from corrosion-resistant stainless steel plates with a minimum thickness of 3mm (5mm where orifice diameter exceeds 150mm), with a central circular hole machined to 0.5mm accuracy.

(2) The orifice diameter must not be less than 35mm and the machined hole must retain a sharp edge.

(3) The plate must be permanently fixed to the pit wall and epoxy sealed to prevent the entrance of water around the edges.

(4) The plates must be engraved with the orifice diameter and an identifying mark, and the orifice diameters certified by the manufactures.

7.5.8.4 Outlet sump

(1) A sump is required in the base of the discharge control pit to assist in minimising turbulence near the pit floor from affecting the hydraulic performance of the orifice outlet.

(2) The sump would also prevent silt and debris from blocking the orifice outlet and facilitate simple installation of the orifice plate.

(3) The invert of the sump must be at least 1.5 times the orifice diameter or 200mm (whichever is greater) below the centre of the orifice outlet and sufficient weepholes must be installed in the sump floor and be kept unblocked.

7.5.8.5 Grates and trash screens

(1) Where an orifice plate is used with an orifice diameter less than 100mm, inflows must be screened to avoid blockage.

(2) Screening (hot dipped galvanised) must be provided at a rate of not less than 50 times the orifice diameter, and incorporate handle(s) for easy removal.

(3) The screens must be fixed at least 150mm from the orifice and positioned as close to vertical as possible.

7.5.8.6 Use of oversize pipes for storage

(1) Oversize pipes will not provide sufficient detention in a drainage system and are likely to adversely impact on drainage design requirements and cause frequent sedimentation.

(2) If oversize pipes for storage are proposed, the loss of storage with pipe grade must be considered along with impacts on peak flows, pipe capacity and self-cleansing velocities using appropriate hydrological models.

7.5.9 Maintenance requirements for Council and private detention systems

(1) All detention and retention systems must be designed with simple, safe, cost-effective maintenance in mind.


(2) A maintenance plan that documents all the maintenance requirements and responsibilities must be developed for all development applications for a material change of use applications (excluding dwelling houses). The plan must describe how the design facilitates maintenance requirements and set out how the system is to be maintained by addressing issues such as inspection, likely clean-out frequency, procedures, access and occupational health and safety requirements. Where a Council-owned asset, the maintenance plan must be submitted as part of the on-maintenance documentation and also include the cost estimate for the construction of the detention system and estimate of annual maintenance costs.

7.6 Disposal of property run-off

7.6.1 Lawful point of discharge

(1) The objective of achieving a lawful point of discharge is to ensure that any stormwater discharge will not cause an actionable nuisance (i.e. a nuisance for which the current or some future neighbouring proprietor may bring an action or claim for damages arising out of the nuisance). The QUDM generally describes how it may be determined whether or not a lawful point of discharge exists.

(2) When land is developed, the roof and surface-water run-off from that land and any external catchment (through the development site) must be discharged to a lawful point of discharge, being:

(a) where the location of the discharge is under the lawful control of Council, being:

(i) a Council-owned open space asset such as a park or drainage reserve provided the concentration of stormwater does not adversely affect the drainage capacity of the asset and/or impact on adjoining properties; or

(ii) a road reserve, including the kerb and channel and compliance with the permissible flow width, flow depth and hazard.

(b) where the location of the discharge is to stormwater drainage infrastructure designed for such purpose, being:

(i) a stormwater drainage easement, where that easement has been designed to incorporate run-off from the development or the additional flow does not adversely affect the drainage capacity of the infrastructure or easement; or

(ii) an existing enclosed stormwater drainage system (excluding any foul water lines) including a gully pit, stormwater maintenance hole or stormwater pipe or roof water pipe with easement, ensuring that the capacity of that infrastructure is adequate to receive the stormwater run-off; or

(iii) an existing stormwater drain within the property where that drain has sufficient capacity to receive such run-off without adversely impacting on neighbouring properties.


(c) where the location of the discharge is to private property with downstream owner’s permission:

(i) through adjoining private property at the rear of an allotment to concrete kerb and channel or existing enclosed stormwater drainage system abutting the allotment providing the stormwater system has sufficient capacity;

(ii) an existing stormwater drain in adjoining properties where that drain has sufficient capacity to receive such run-off.

(3) Where permission from down-slope adjoining owners is required, written consent is to be provided using Council’s standard form CC10835 'Property Owner’s Statement of Consent or Refusal to allow a lawful point of discharge for a proposed development'. The applicant should be aware that this form is not legally binding and permission could be revoked by the owner, or where the ownership of that downstream owner changed. Additionally, the consent does not permit the downstream owner to accept any adverse impacts from development.

(4) Where the existing stormwater drainage system has insufficient capacity to convey the additional flows, the development may need to provide infrastructure on the downstream property which mitigates the adverse effects of the increased flow.

(5) Pump-out systems for stormwater disposal will only be considered for privately owned drainage systems (i.e. material change of use applications) in development where gravity drainage systems cannot work. The roof water will need to be directed to kerb and channel or an existing enclosed drainage system higher than the allotment from a drainage pit within the site via pumping. The pump design solution will need to address design requirements outlined in section 7.6.6.

7.6.2 Roof water disposal in residential areas

(1) All lots that do not fall directly towards the road must be provided with a rear allotment roof-water drainage system. The inter-allotment drains should generally be placed in the allotments which they serve directly. This system is detailed in BSD-8111 and BSD-8112.

(2) Roof-water drainage systems are classified as private drains with the responsibility for future maintenance lying with the property owners.

(3) In local residential streets, an approved full height kerb adaptor must be provided in the kerb,400mm from the projected low side boundary for each lot.

(4) In streets where footpaths will be constructed, kerb adaptors as per above with a length of UPVC pipe (sewer class SN8) extended from the adaptor to beyond the concrete footpath are required as per BSD-8114.

(5) All roof-water pipes >150mm nominal diameter are to connect to a stormwater gully or maintenance hole.


7.6.3 Stormwater discharge to road reserves

7.6.3.1 Connection to kerb and channel

(1) The maximum permissible discharge to the kerb and channel must be limited to 30L/s (i.e. maximum 2 single house lots per discharge point dependent on roof area), and twin 100mm diameter pipes (equivalent 150mm diameter) with approved kerb adaptors.

(2) For development that is a material change of use (i.e. other than (1) above), Level III drainage (connection to kerb and channel) is only permitted if the total discharge from the development including any external catchment does not exceed 30L/s. Multiple hot dip galvanised rectangular hollow sections (RHS) 125/150/200mm wide x 75mm or 100mm high must be used (refer to BSD-8113).

(3) Only approved full-height kerb adaptors, complying with BSD-8114 are permitted. The kerb adaptors must be placed in a location where service pits on the footpath will not conflict with the future pipe location.

(4) Discharge into the high side kerb of a one-way crossfall street is generally not permitted for any development other than a single-house dwelling.

7.6.3.2 Connection to existing maintenance hole

Connecting to an existing maintenance hole can only be used where the diameter of the entry pipe is 675mm. For the larger diameter entry pipes, new maintenance holes must be constructed. Refer to BSD-8021 through to BSD-8053 for maintenance hole design details.

7.6.3.3 Connection to existing gully pit

(1) Connection to an existing gully pit is permitted where the diameter of the entry pipe is 300mm and surcharge of the gully does not occur.

(2) The pipe connection must be located below the gully lintel and within the top third of the gully pit to reduce the potential of backflows into private property.

7.6.3.4 Connection to an existing stormwater pipe

(1) Connection to existing stormwater pipe is only acceptable where the diameter of the entry pipe is less than 200mm, and the host pipe diameter is at least 4 times larger than the entry pipe diameter.

(2) The drainage design is in accordance with BSD-8113.

7.6.4 Piping across a public road

Piping the property system across the road is not permitted. However, extending Council’s stormwater system across the public road to facilitate disposal of stormwater from the property is allowable subject to ensuring that hydraulics of the existing system are not adversely affected.


7.6.5 Provision of drainage for future upslope development of a neighbouring property

(1) Provision must be made for the future orderly development of adjacent properties with respect to stormwater drainage where at least part of those upslope properties would drain through the development, or the most feasible location for stormwater drainage infrastructure to service those properties is within the development.

(2) If a piped drainage connection is provided for up-slope development, the drainage infrastructure must fully extend to the boundary of the up-slope site to ensure that the up-slope property owner does not have to undertake works in the down-slope property to connect to this stormwater infrastructure.

(3) Where a pipe is used to facilitate an up-slope stormwater connection (now or in future) the minimum pipe size is 225mm nominal diameter for any development. This stormwater pipe must be connected to a lawful point of discharge.

(4) The development is to design any up-slope stormwater connection for fully developed catchment flows.

7.6.6 Pumped stormwater drainage

7.6.6.1 General

(1) A pumped drainage system is only permitted in developments involving a material change of use such as commercial or industrial developments. Council will only consider a pumped stormwater drainage system for development comprising a material change of use or where involving a community title scheme if:

(a) no engineering solution is available to use a gravity system to discharge stormwater to a lawful point of discharge;

(b) letters of refusal are received from all property owners through which the roof-water line could be taken by gravity to the street;

(c) it is part of a comprehensive stormwater recycling system incorporating rainwater tanks with reuse.

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

(a) ensuring that the overspill can take the form of sheet flow and reflect pre-development conditions when the pump capacity is exceeded;

(b) demonstrate that in the event of malfunction, there is no adverse impact to neighbouring properties. For example, overflows must leave the site in a safe manner and not inundate habitable or non-habitable areas within and external to the site.

(3) The need for future developments having to resort to pumping of stormwater to a lawful discharge point rather than by gravitational drainage must be avoided when possible. If


drainage to a lawful point of discharge cannot be gained by a gravity system a pump system will be required.

7.6.6.2 Pumps and storage design

(1) The design of pump well storage and pump design must generally be in accordance with AS/NZS 3500.3:2003 Plumbing and drainage - Stormwater drainage where the system is not providing a lawful point of discharge for the development.

(2) Where the pump system is providing a lawful point of discharge for the development, the design of the pump storage is to be no less than the run-off from a 120-minute duration 5% AEP storm. This will necessitate approximately 9,500L of storage per 100m² of roof area. Other design requirements are to be as per AS/NZS 3500.3:2003 Plumbing and drainage - Stormwater drainage.

(3) Pumped systems must discharge directly to a gully, a maintenance hole or a drainage line. Direct discharge to a kerb and channel is not permitted. Where the kerb and channel is the only lawful point of discharge, the outlet from the pump must feed to a storage maintenance hole which then drains by gravity to the kerb and channel. Regardless of these disposal methods, a check of road capacity and existing drainage system is required to demonstrate that there are no adverse impacts.

(4) All pump systems must provide an overflow (in case of failure) to a soakage trench located along the boundary of the lowest part of the site. The trench must be designed as per section 7.6.8.

(5) The pump well design must consider the following factors:

(a) minimise deposition of solids;

(b) excessive foaming and air entrainment (usually caused by stormwater dropping from a high-level inlet pipe) in the wet well to be avoided;

(c) structural design to resist uplift, soil and water pressures;

(d) suitable openings to enable pump removal, and for electrical and pipe work access;

(e) sufficient space provided around the chamber for maintenance access and sufficient headroom for lifting tackle to be erected so as to raise the pumps if necessary.

(6) The pump design must consider the following factors:

(a) in addition to the operating duty pump, an equivalent standby pump (i.e. of equal size to duty pump) must be installed to safeguard against mechanical failure;

(b) in order to assure reliability of the standby pump, the pumping system must be set up by automatic rotation to ensure that the hours run by both the duty and standby pumps are approximately similar;


(c) the most likely stormwater pump station configuration is usually the submersible wet well centrifugal-type pumps normally employed in the wastewater industry. These pumps are available off the shelf and come in an extensive range of sizes and configurations. They are also not self priming, that is, they require a positive head at their inlet in order to commence pumping without initial priming (removal of air from the pump casing);

(d) the inclusion of uninterrupted power supply.

(7) The property owner is responsible for all costs associated with installation, operation and maintenance and is liable for all damages as a result of system malfunction.

7.6.6.3 Basement drainage considerations

(1) Where the use of a sump and pump system for managing subsoil flows is proposed as part of the stormwater management system in an area subject to the Flood overlay code, consideration needs to be given to backflow devices and ensuring the pump discharge location is above any flooding source.

(2) Subsoil drainage and pump design in basements will need to allow for expected flow rates through these systems due to total water head from flooding sources. During floods, the actual flow into a drainage sump via subsoil drains can be orders of magnitude greater than flows expected in flood-free areas.

(3) Roof water should not be directed into the sump in a basement. Instead it should gravity drain to the kerb and channel or road stormwater piped drainage system.

(4) Where roof water drainage must pass within or under the basement, the stormwater design will need to:

(a) provide appropriate protection of stormwater pipes from vehicle impacts in the basement that may crack or dislodge any sealed joint in such pipes (this may require the use of steel pipes, or suitable encasement/protection);

(b) avoid using pits in the basement that connect to a roof water line that may become pressurised due to a high tailwater condition;

(c) consider additional ponding (and pressure) within downpipes and ensure overflows from rainwater tanks have no possibility of flowing into the basement.

7.6.7 Existing pipe drainage within property

7.6.7.1 Existing pipe drainage systems

(1) Where the existing underground pipes that service the external catchments traverse the site, these pipes must be preserved from damage or structural loading.

(2) Where the existing drainage system does not meet Council’s desired standard of service or the design criteria of this planning scheme policy, the developer is generally responsible for upgrading the pipe drainage.


7.6.7.2 Foul-water lines

(1) New stormwater connections to existing foul-water lines are not permitted, nor is it acceptable to assume that these lines are redundant.

(2) Development must not damage these lines and any proposed diversion must connect to the existing stormwater system or a lawful point of discharge.

7.6.8 Soakage systems

(1) Soakage systems (absorption trenches, rubble pits etc.) may only be used as:

(a) a lawful point of discharge for a single dwelling house;

(b) part of an emergency overflow system from a pump-out system.

(2) In less-permeable soils (clay-based parent soils) the soakage system design:

(a) incorporates a minimum 1m-wide trench along at least 8m length of the lowest boundary;

(b) set back 1.5m from the lowest boundary;

(c) located at least 3m from any building;

(d) provides every opportunity for the stormwater to sheet flow across the lawn rather than concentrate flow in one particular area.

(3) Removing stormwater by adsorption or infiltration into permeable soils (sand-based parent soils) may allow soakage systems that must be designed to suit the topography and soil type.

7.7 Road drainage and open channels

7.7.1 Road drainage standards

Major and minor drainage system design standards for different types of roads and are set out in Table 7.7.1.A.

Table 7.7.1.A—Drainage design standards for major/minor roads

Road category Design parameter Drainage design standard

ARI (years) AEP

Major roads (district, suburban route, arterial, freight/freight-dependent development

Minor drainage system 10 10%

Cross drainage culvert (overland flow flooding)

Cross drainage culvert (creek/waterway flooding)

50

100

2%

1%

Roadway flow width and depth limits and

Refer to QUDM.


hazard

Minor roads (local, neighbourhood, freight/freight-dependent development)

Minor drainage system 2 (Refer to relevant development category.)

39% (Refer to relevant development category.)

Cross drainage culvert (overland flow flooding)

Cross drainage culvert (creek/waterway flooding)

50

100

2%

1%

Roadway flow width and depth limits and hazard

Refer to QUDM.

Notes:

The design of the minor and major system in roads should in all cases ensure the major flows can be conveyed safely. This may require increasing the capacity of the minor system above that shown in this table.

The use of a concrete surface drain across a road intersection (generally along the line of the through street) is not permitted. Instead the road geometry must be designed to capture minor system flows at gullies and pipe within an underground drainage system.

7.7.2 Hydrology and hydraulic calculations

Refer to QUDM section 7.16. Hydraulic calculations for design of stormwater infrastructure must be included on all drawings in tabular form, generally in accordance with Figure 7.7.2a.


7.7.3 Open channel or watercourse

(1) The detailed design of open channels must consider design principles within QUDM sections 9.0 and 10.0.

(2) For major open channel drainage systems (particularly with short times of concentration), draining to tidal systems in the Brisbane River and Moreton Bay, consideration needs to be given to coincident flooding occurring with storm tide (drowned outlets in non-tidal areas are not permitted).

(3) If open cut channels and natural watercourses are permitted within the site, easements including access areas adjacent to the channel are required.


(4) Where construction of new open channels is proposed, Council requires using natural channel design and water sensitive urban design principles.

(5) Where hydraulic constraints prevent a fully vegetated channel, grass-lined channels is considered and the aesthetic value of these channels is enhanced by the liberal inclusion of native canopy trees with the species and planting density selected to enable:

(a) easy maintenance (mowing);

(b) sufficient light penetration to sustain the grass cover and minimise weed growth.

(6) Landscaping of the open channel is very important for visual amenity and for future maintenance. The developer must submit landscape plans prior to the hydraulic calculations starting, so Council is satisfied that the channel will be a feature and not merely ‘a drain’. The preferred treatment for designed open channels must be in accordance with the publication Natural channel design guidelines.

(7) Any road crossing of an open channel or watercourse must have regard to QUDM section 9.7. Where the crossing is within the Waterway corridors overlay code, the design must consider aquatic fauna movement and terrestrial fauna movement in the design of the culvert. This will at a minimum necessitate using bridges, arches or box culverts to provide a natural creek bed in the low-flow area.

7.7.3.1 Natural channel design

(1) The basic principles of natural channel design (NCD) are to minimise erosion, flooding and maintenance of engineered or modified drainage channels, while improving environmental values.

(2) NCD is important in all waterways (whether natural in formation or constructed to appear and operate as natural channels), especially where the waterway provides a link with bushland reserves or forms an important part of an aquatic or terrestrial movement corridor. Refer to QUDM section 9.6, for details on design principles and application.

(3) Concrete lining of any new proposed channel is unacceptable as this solution does not consider whole-of-life costs nor protect/enhance environmental values. Attributes to be considered in the design include:

(a) using linear wetlands, pond-riffle systems and off-line wetlands;

(b) for batters, landscaping and maintenance access, the side slope of the channel banks must not be steeper than 1V:4H (vegetated);

(c) intermittent use of 1V:6H or flatter (grassed or vegetated) batters for emergency egress by people;

(d) boulders intermittently provided in localised areas to improve the aesthetics of the channel;


(e) intermittent use of retaining walls where batter grades could not be achieved, less than 1m in height.

(4) Rock riprap packed with soil and planted is preferred as a channel lining to minimise scour, although the design must limit scour velocity to reduce the need for riprap where possible.

(5) An extended maintenance period (minimum 24 months) is required until the channel has sufficiently stabilised and vegetative cover is well established, as a channel will take at least 2 growing seasons to stabilise via vegetation and a number of rainfall events will be required to show signs of any design or construction deficiencies.

(6) Culvert crossings of a natural channel are to be arches or box culverts (with link slab across low-flow channel) to provide a natural creek bed in the low-flow area to scour and maintenance requirements.

7.7.3.2 Velocity limitations for open channels

(1) An open channel with critical or supercritical conditions is not acceptable.

(2) The velocity in an open channel must be limited to less than 90% critical velocity in the major storm event.

(3) The maximum average velocity allowed in new vegetated channels is set out in QUDM section 9.0 and must not exceed 1.6m/s in the major storm event for the design Manning’s roughness (typically n=0.08). For bank-full flows (usually <2 year ARI storm) the maximum average velocity must be no greater than 1.0m/s for a manning’s value of 0.15 (fully vegetated). Refer to the Council publication Natural channel design guidelines for more details.

(4) Channel velocity checks must assume that undersized culverts will be upgraded to current design standards at some time in the future.

(5) Box culverts should be used for culvert crossings of creek/waterways or other natural channels (proposed or existing) to reduce outlet velocity, minimise the need for energy dissipaters, reduce the potential for blockages by debris and minimise maintenance costs.

(6) Where velocity is excessive and cannot be reduced by modifying the channel geometry, armouring of the channel will be required (e.g. use of rock riprap).

7.7.3.3 Maintenance access

(1) Where any new channel is proposed, it is provided with suitable access for vehicle maintenance by providing a 4m berm along each side of the open channel. This berm will also provide a buffer for environmental, water quality and recreational purposes.

(2) Access to potential high maintenance locations such as stormwater outlets within the channel must be provided.


7.7.3.4 Consideration of siltation in channel design

(1) If a channel is proposed in a low lying area where grades are relatively flat (minimum velocity 0.6m/s), the design must consider the sensitivity of the proposed waterway/channel to siltation which may cause eventual flooding of surrounding land.

(2) The hydraulic analysis must include the effects of siltation in the order of 150mm having been deposited to the channel bed.

7.7.3.5 Design Manning’s roughness values

(1) Guidelines for selecting Manning's roughness values where revegetating an existing floodplain are stated in Table 7.7.3.5.A.

(2) Where designing new vegetated channels minimum design roughness values are to be as per QUDM - Open channel hydraulics.

Table 7.7.3.5.A—Floodplain revegetation density guidelines for various Manning’s roughness values

Manning’s ‘n’ Description

0.03 Short grass with the water depth >> grass height.

0.04 Short grass with the water depth >> grass height on a slightly irregular earth surface. Trees at 10m spacing and areas are easy to mow.

0.05 Long grass on an irregular (bumpy) surface with few trees and irregular ground could make grass cutting difficult. Alternatively, trees at 8m spacing on an even, well-grassed surface, no shrubs, no low branches.

0.06 Long grass, trees at 6m spacing, few shrubs. Easy-to-walk-through vegetation. Area not mowed, but regular maintenance is required to remove weeds and debris.

0.07 Trees at 5m spacing, no low branches, few shrubs, walking may be difficult in some areas.

0.08 Trees at 4m spacing, some low branches, few shrubs, few restrictions to walking.

0.09 Trees at 3m spacing, weeds and long grasses may exist in some locations. Walking becomes difficult due to fallen branches and woody debris.

0.10 Trees at 2m spacing, low branches, regular shrubs, no vines. Canopy cover possibly shades weeds and it is difficult to walk through.

0.12 Trees at 1.5m spacing with some low branches, a few shrubs. Slow to walk through.

0.15 Trees and shrubs at 1m spacing, some vines, low branches, fallen trees, difficult and slow to walk through. Alternatively, a continuous coverage of woody weeds with sparse leaves and no vines.


0.20 Trees and shrubs at 1m spacing plus thick vine cover at flood level and fallen trees, very difficult to walk through. Alternatively, a continuous coverage of healthy shrubs and woody weeds from ground level to above flood level.

7.7.4 Service crossings of channels and creeks

(1) Service crossings above channel bed will need to consider the following:

(a) isolated service pipe crossings located above the bed are not allowed where such a structure will affect visual amenity or create adverse hydraulic impacts;

(b) if Council is satisfied that visual amenity is not compromised, afflux from the structure must not exceed 150mm within the immediate area of the service crossing and does not impact any private property;

(c) it is preferable that the level of the crossing be as low as possible or above the 1% AEP flood level;

(d) the crossing must be designed to avoid debris collection and to take account of scour at the bank entry or in the bed below the pipe;

(e) maintenance holes must not be located on the assumption that the creek morphology is stable. In sand-based creeks any exposed service crossing must be avoided as the bed and banks of the creek are highly susceptible to movement. Such services must be below the expected future scour level of the creek;

(f) sensitivity analysis required to estimate impacts of 100% channel blockage as a result of the service crossing. Refer to QUDM severe storm impact assessment.

(2) For service crossings below channel bed:

(a) pipe crossings which are located below the bed of an unlined channel have at least 1m clear cover or additional scour protection may need to be provided along the open channel in the vicinity of a pipe crossing;

(b) if mitigation works have already been undertaken on the watercourse or if the channel is in a stable condition (and not a sand parent material based creek), the requirement in paragraph (a) may be relaxed at the discretion of Council's delegate, provided appropriate protection works are undertaken;

(c) engineering drawings must include a plan and cross-section of the proposed works and a longitudinal section of the bed and supporting evidence of potential creek scour depths.

7.8 Stormwater outlets and scour protection

7.8.1 Drainage outlets into creeks and channels

(1) Design of stormwater outlets is to refer to QUDM sections 8.0 and 9.9.


(2) Pipe drainage outfalls to open channels and natural creeks must be designed to control the discharge velocity and spread the concentrated discharge to avoid erosion to the bed and banks and to enhance the water quality by stripping contaminants.

(3) Wherever practical, vegetated swales must be provided downstream from the pipe outlet to provide scour protection to the main creek/waterway or flow path and provide treatment of stormwater run-off.

(4) The location of any proposed stormwater outlet must not be located:

(a) on or near highly mobile creek or river banks;

(b) on or near the outside of erodible watercourse bends;

(c) in areas where there is a bank or bend directly in front of the outlet.

(5) All outlets are set back a distance of more than three times the bank height measured from the toe of a watercourse bank and angled into the direction of main channel flow.

(6) All stormwater outlets are located a minimum 150mm above the invert level of any adjacent waterway or drain to allow for sedimentation. Where high sediment loads are expected or the receiving creek/waterway is flat (<1%), the invert of the outlet is at least 300mm (but no greater than 1m) above the invert level of the receiving waterway.

7.8.2 Drainage outlets into parks

Where the stormwater discharge is across a public space designated for active recreation, piped drainage must be provided for the minimum 1 year ARI (63% AEP) storm to ensure that the function of the amenity is not diminished (note the design must also consider the park standard of service in regard to flood immunity). Reference must also be made for design guidance to the publication Stormwater Outlets in Parks and Waterways Guidelines (Brisbane City Council, 2003) which forms part of this planning scheme policy.

7.8.3 Energy dissipaters and scour protection

(1) Generally plunge pools with rock bottoms are preferred over baffle blocks, as the latter may pose a safety hazard if any children are trapped in the stormwater drain during a storm. Plunge pools are also more desirable at outlets on environmental and aesthetic grounds.

(2) Plunge pool energy dissipaters must be free draining. Where designs allow permanent ponding, they will need to consider health and maintenance aspects, and incorporate riffles and pools to enhance environmental values.

(3) The spacing between blocks transverse to the flow would normally be at least 1.5 times the block width, and the spacing between consecutive baffle blocks parallel to the direction of flow at least 4 times the block height if fully drowned conditions are assumed to occur around the blocks. It should be noted that wide baffle blocks would trap less debris than narrow blocks.


(4) All stormwater outlets must be provided with scour protection with a length of 1.5m or 3 times the pipe diameter, whichever is the greater, to ensure the ground is not subject to scouring velocities.

(5) Using energy dissipaters must be provided at the outlet under any 1 of the following conditions:

(a) average outlet velocity exceeds 2.0m/s for the design minor storm;

(b) the distance between the outlet and a channel bank located in alignment with the outlet jet is less than 10 times the pipe diameter for a single pipe outlet, or 13 times the maximum pipe diameter for a multi-pipe outlet.

7.8.4 Rock riprap sizing and treatment

(1) Design of rock channels are to be in accordance with QUDM.

(2) The thickness of all riprap rock protection is 1.5 times the nominal (d50) rock size. Concrete grouting rocks will not be accepted as an alternative.

(3) The minimum nominal (d50) rock size for all riprap at stormwater outlets is 300mm, or larger as required by the design. This will necessitate a total rock riprap depth of 450mm.

(4) All rock voids are to be packed with topsoil and planted into with riparian plant species. Concrete grouting is not a suitable treatment for vegetated channels and creeks.

7.8.5 Drop structures

(1) Drop structures may be divided into 2 categories (i.e. high drop when the depth of flow < drop height or low drop when the depth of flow > drop height).

(2) Generally drop structures must be avoided where environmental concerns are an issue, for example, where aquatic life, migratory routes, and fauna corridors are maintained within a creek.

(3) Drop structures in publicly accessible areas must also be avoided wherever possible for safety reasons.

(4) The use of trapezoidal or irregularly shaped channels can introduce a three-dimensional flow pattern if the approach flow is allowed to accelerate toward the drop. This flow pattern can significantly reduce the efficiency of the downstream hydraulic jump, resulting in a submerged jet that is unable to be modelled by simple hydraulic calculations.

(5) It must not be assumed that a hydraulic jump would occur downstream of a non-rectangular drop structure. Similarly, it must not be assumed that uniform flow conditions exist near any drop structure.

(6) Fully drowned drop structures can be analysed by a simple backwater analysis using appropriate expansion/contraction loss coefficients and representative cross-sections.


(7) Guidelines (if applicable) for the design of drop structures must be obtained from the following references which form part of this planning scheme policy:

(a) Brisbane City Council, 2004, Erosion Treatments for Urban Creek Guidelines;

(b) Urban Storm Drainage - Criteria Manual Vol. 2. Denver Regional Council of Governments Ed. Wright - McLaughlin Engineers, March 1969;

(c) Training Workshop on Integrated Urban Stormwater Management Vol 3, AWWA Canberra Branch and Hydrological Society, Canberra Ed. Brett C. Phillips;

(d) Peterka, A.J. 1984, Hydraulic Design of Stilling Basins and Energy Dissipaters, U.S. Department of the Interior Bureau of Reclamation Engineering Nomograph No. 25, Washington, U.S.A;

(e) Water Under the Bridge - Aspects of Culvert Design - Part 1. G.M. Witheridge, R. Tomlinson;

(f) Drop Structure Design Problems. G.M. Witheridge.

(8) Where several drop structures are required to descend a steep grade reference must be made to the design of stepped spillways. A suitable reference being, Hydraulic Design of Stepped Spillways. CIRIA Report 33 I.T.S. Essery and M.W. Horner.

(9) All drop structures are constructed from cast in-situ reinforced concrete or natural rocks lying on top of a rock riprap filter layer.

(10) Rock-filled mattress-type protective works are not permitted due to whole-of-life cost/maintenance issues.

7.9 Water cycle management

7.9.1 General

(1) Protecting the environmental values and uses of urban waterways requires an integrated or waterway health-based adaptive approach directed at managing the volume and rate of catchment run-off, the quality of the run-off, and protecting the riparian vegetation and the habitats necessary for supporting aquatic ecosystem health. In contrast, there is evidence that solely managing stormwater quality using a best-practice approach is insufficient to adequately mitigate all the impacts of urbanisation.

(2) Flood management and public safety remain as fundamental objectives of stormwater system planning and design. Stormwater management measures for waterway health enhancement should in no way compromise these objectives.

(3) Stormwater management should be based on the following hierarchy of control mechanisms:

(a) preserving existing valuable elements of the natural stormwater system, such as natural channels, wetlands and riparian vegetation.


(b) helping to protect environmental values by avoiding impacts on urban stormwater quality flow with early and comprehensive forward planning;

(c) limiting changes to the quantity and quality of stormwater at or near the source of potential contaminants or changes to flow such as by using water sensitive urban design principles and erosion controls;

(d) managing any remaining impacts after preservation, keeping water pollutants on the development site and managing flows adequately through proper source controls;

(e) using structural measures, such as treatment techniques or retention basins, to improve water quality and control run-off;

(f) applying structural treatment measures on or off site before the run-off enters a waterway is required to capture mobilised pollutants and mitigate geomorphic stream damage;

(g) as a last line of control, the receiving water should be managed to maintain its environmental values in consideration of any residual impacts from stormwater pollutants or flows.

(4) The local government is committed to minimising erosion and sedimentation, and the degradation of surface and groundwater quality which can result from development, both during and after construction.

(5) Effective water quality control involves:

(a) implementation of stormwater quality best management practices and water quality outcomes defined in Concept Design Guidelines for Water Sensitive Urban Design (Water by Design, 2009);

(b) integration of water quantity, water quality, stream stability, frequent flow management and waterway corridor issues into the design of both permanent and temporary water quality control measures. Refer to Concept Design Guidelines for Water Sensitive Urban Design (Water by Design, 2009);

(c) staging and programming of works to minimise erosion potential;

(d) commitment to the monitoring and maintenance of water quality control measures.

7.9.2 Temporary methods of water quality control

(1) Temporary water quality controls used for development are typically erosion and sediment control measures that are the first items constructed when work begins. They are used to control and filter the run-off from areas disturbed during construction.

(2) Section 7.11 Council’s requirements for the protection of waters from the impacts of land and infrastructure development (soil erosion and sediment control) and provides guidance on low-, medium- and high-risk development requirements. The purpose of section 7.11 is to prescribe environmental performance standards for land-disturbing development, which


when applied, will achieve protection of waters from the impacts of land and infrastructure development (erosion and sediment control).

7.9.3 Permanent methods of water quality control

(1) Permanent water quality controls are implemented to control run-off water quality beyond the initial construction and maintenance stages and need to be described within a site based stormwater management plan (SBSMP).

(2) A SBSMP sets out how water quality, water quantity and waterway corridor management issues are to be managed during all stages of a specific development. Such a plan may be required as a result of development being assessed against Council’s Stormwater code, or to fulfil a condition of development.

(3) A SBSMP is to be prepared by a suitably qualified person. The Concept Design Guidelines for Water Sensitive Urban Design (Water by Design, 2009) give guidance for the preparation of stormwater quality management plans.

Note—A suitably qualified person is one (or more) of the following:

For urban stormwater quality and flow management—a person with relevant tertiary qualifications or equivalent, including a registered practising engineer of Queensland (RPEQ) (civil engineering, environmental engineering). Such persons may be responsible for a site stormwater quality management plan (site SQMP).

For erosion and sediment control—a person who is a certified practising soil scientist (CPSS) or certified professional in erosion and sediment control (CPESC), or an RPEQ (or equivalent) with experience and training in soil science and erosion and sediment control. Such persons may be responsible for erosion and sediment control plans (ESCP).

For wastewater management—a person with appropriate tertiary qualifications or equivalent such as an RPEQ with experience in environmental engineering or environmental scientist (or similar) incorporating waste water management. Such persons may be responsible for a site waste water management plan for the design, operation or construction of a development.

For management of non-tidal artificial waterways—a person with tertiary qualifications or equivalent such as an RPEQ (environmental engineering) or environmental scientist (or similar) and experience in incorporating waterway management. Such persons may be responsible for a waterway management plan for the design, operation or construction of a development with artificial waterways.

For coastal algal blooms—a person with tertiary qualifications (that is, science) or equivalent and experience in planning and managing for soil nutrients, water quality, hydrology and acid sulfate soils (for example, certified practising soil scientist or certified environmental practitioner).

For acid sulfate soils—a person with tertiary qualifications (that is, science) or equivalent and experience in planning and managing for soils and acid sulfate soils (for example, certified practising soil scientist).

(4) The provision of a SBSMP for development should:

(a) conform with principles of ecologically sustainable development;

(b) demonstrate that the development is occurring on the appropriate land capability class;

(c) maximise the social value of stormwater and stormwater infrastructure;

(d) protect riparian zones from disturbance;

(e) adopt water conservation and recycling principles;


(f) not cause or worsen flooding, or create nuisance ponding;

(g) minimise the cost to the Council of maintaining permanent stormwater infrastructure.

(5) Minimum reductions in mean annual pollutant loads from unmitigated developments, (to be achieved by new developments) are 80% total suspended solids (TSS), 60% total phosphorus (TP), 45% total nitrogen and 90% gross pollutants > 5mm.

(6) The water quality treatment strategy and design solution provided in the SBSMP may be derived either by:

(a) Computer Modelling Software (MUSIC) where reporting follows the procedures detailed in Chapter 7 of the Water by Design publication ‘MUSIC Modelling Guidelines’; or

(b) adoption of a relevant best practice solution with supporting evidence and calculations to demonstrate the solution has been adopted correctly.

(7) The design of the permanent water quality controls is to be in accordance with the following publications:

(a) Environmental Protection (Water) Policy 2009;

(b) Publications by Healthy Waterways including Water Sensitive Urban Design Technical Design Guidelines (WSUD TDG) for South East Queensland;

7.9.4 Asset hand-over

(1) Council is required to accept responsibility of stormwater quality control/management infrastructure that is, or will be, located on public land such as in parks, drainage reserves and road reserves. Where the asset is located in a park or drainage reserve, the minimum maintenance period will be 24 months.

(2) Water quality assets entirely located within road reserves will only require a 12-month maintenance period. These normally constitute swales, small bioretention systems, street tree bioretention treatments and gross pollutant traps.

(3) Where the bioretention basin is protected by a geo-textile and turf to protect the asset during construction, the planting of the basin will be required 12 months after initial on-maintenance with a following 12 months maintenance period for the planting. This would require an uncompleted works bond to cover turf removal and geo-textile and planting/landscaping.

7.9.5 Water quality asset maintenance plan

(1) A water quality asset maintenance plan will be required for bioretention basins and wetlands located in parks or drainage reserves (or any other Council asset).

(2) A water quality asset maintenance plan sets out how the proposed methods of water quality control are to be maintained addresses such issues as:


(a) inspection frequency;

(b) expected clean-out frequency;

(c) dewatering and waste disposal procedures;

(d) access;

(e) consumables (e.g. oil-absorbing pillows);

(f) staff training and equipment needs;

(g) occupational health and safety requirements;

(h) estimated annual maintenance costs;

(i) performance monitoring.

(3) A water quality asset maintenance plan will be required for bioretention basins located in parks or drainage reserves.

(4) A water quality asset maintenance plan sets out how the proposed methods of water quality control are to be maintained addresses such issues as:

(a) inspection frequency;

(b) expected clean-out frequency;

(c) dewatering and waste disposal procedures;

(d) access;

(e) consumables (e.g. oil-absorbing pillows);

(f) staff training and special equipment needs;

(g) occupational health and safety requirements;

(h) estimated annual maintenance costs;

(i) performance monitoring.

7.9.6 Water quality monitoring

(1) Water quality monitoring will give an indication as to whether the design predictions were accurate, the pollutant removal performance of the water quality control methods, and whether alternative or additional stormwater quality management practices may need to be employed.

(2) The approved SBSMP will nominate whether water quality monitoring is required for the proposed development , monitoring requirements and assessment criteria.


7.10 Title encumbrances

7.10.1 Drainage easements

Easements in favour of Council are often required when land is developed. Council requires easements associated with stormwater infrastructure in the following instances.

7.10.2 Roof-water reticulation and underground drainage

(1) This easement allows for the construction and/or maintenance of underground drainage. Easements will be required in the following circumstances:

(a) newly constructed roof-water lines in new subdivisions where the pipe nominal diameter is 225mm or larger;

(b) where new stormwater lines will at some point in the future provide a drainage connection for a development located either up slope or adjacent to the site;

(c) over an existing stormwater line that is owned or maintained by Council;

(d) newly constructed roof-water lines providing a connection to more than 2 allotments.

(2) The minimum easement width required over any stormwater line that will provide a drainage connection for future development in up-slope or adjoining properties is 1.5m minimum regardless of pipe size.

(3) The minimum easement width for any roof-water drainage reticulation pipes of 225mm and 300mm diameter must be 1.5m.

(4) The minimum easement width required for 375mm to 900mm diameter/wide underground pipe drainage that will be maintained by Council is 3m.

(5) The minimum easement width required for 1050mm or greater diameter/wide underground pipe drainage that is or will be maintained by Council must be the outside pipe diameter/culvert box width plus 1m from each edge of pipe/culvert.

7.10.3 Overland flow

(1) These easements identify overland flow paths through a site and provide for passage of stormwater along the easement. Unless approved by Council, the easement prohibits the erection of structures, the alteration of surface levels, and any activity within the easement which may obstruct the flow of run-off (e.g. debris retentive fences, landscaping, walls, filling).

(2) The easement for overland flow must extend over the 2% AEP flood extent.

(3) If a volumetric easement is sought, it must extend to the underside of any building suspended over/near the overland flow path (to protect undercroft areas ability to convey floodwaters), or the PMF level, whichever is higher. This is because all open easements provide some ability to convey floodwaters from storms larger than the design event in the vertical space above an easement.


7.10.4 Land subject to creek/waterway inundation

An easement over the 1% AEP inundation extent is required to preserve hydraulic conveyance and floodwater storage for areas inundated by creek/waterway flooding and allows Council to assess any proposal for development or modification of the easement.

7.10.5 Access

Access easements permit Council to gain access from a public road to a property to facilitate maintenance of the stormwater drainage network (unless agreed otherwise by the property owner, the access is usually the most direct route through the property). These easements are usually combined with any of the other easement types.

7.10.6 Combined underground/above-ground drainage

Combinations of the above easement types will often be required (e.g. underground and overland flow) where there is an overland flow associated with piped drainage.

7.10.7 Open cut drainage

This type of easement allows for the construction and maintenance of an open drain or channel within the easement and is wide enough to incorporate the 2% AEP or 1% AEP flood inundation extent and any maintenance berm along the top of the open channel.

7.10.8 Stormwater outlets from road reserves

Easements are required over drainage outlets from road reserves for maintenance purposes where that land is not owned by Council.

7.11 Erosion sediment control

7.11.1 Qualifications

(1) Erosion Hazard Assessment and Certification must be undertaken by a suitably qualified and experienced professional as defined in the most current version of the Brisbane City Council Erosion Hazard Assessment (EHA) form and Supporting Technical Notes.

(2) Concept erosion and sediment control plans, erosion and sediment control plans, erosion and sediment control programs, design certificates and inspection certificates must be prepared and certified by a suitably qualified and experienced professional. This person must have successfully completed an advanced specialised training course in erosion and sediment control, provided under the auspices of a reputable body such as the International Erosion Control Association (IECA), and be able to provide documentary evidence of such training to the Council upon request.

(3) Brisbane City Council also recognises the IECA’s Certified Professional in Erosion and Sediment Control (CPESC) accreditation as meeting this requirement.

(4) Where engineering structures (either temporary or permanent) such as inlets, outlets, spillways and sediment basin embankments form part of an Erosion and Sediment Control


Plan/Program, the design certification and inspection of such structures must be undertaken and certified by a Registered Professional Engineer of Queensland (RPEQ).

7.11.2 Information required

7.11.2.1 Information required in support of a development application

An application for any development, including material change of use, reconfiguring a lot or operational work (where not previously addressed as part of MCU or ROL), which will result in land disturbance or exposure of soil and involve an Issue listed in Column 1 of Table 7.11.2.1.A, is to include the information summarised in Column 2 at the time specified in Column 3. Further detail of the information required is provided below.

Table 7.11.2.1.A

Column 1 Column 2 Column 3

All applications Submit a completed Erosion Hazard Assessment (EHA) form. See below for additional requirements.

With development application

EHA low risk Best practice erosion and sediment control (ESC) must be implemented but no erosion and sediment control plans need to be submitted with the development application.

Factsheets are available outlining best practice ESC.

Conditioned with Development Approval

EHA medium risk

The applicant will need to engage a Registered Professional Engineer (RPEQ) or Certified Professional in Erosion and Sediment Control (CPESC) to prepare an ESC Program and Plan and supporting documentation — in accordance with the requirements of the Infrastructure Design Planning Scheme Policy.


EHA high risk The applicant will need to engage a RPEQ and CPESC to prepare an ESC Program and Plan and supporting documentation — in accordance with the requirements of the Infrastructure Design Planning Scheme Policy. The plans and program will need to be certified by a CPESC.


and/or where the development proposal involves any of the following issues as described below

Applications involving the endorsement of a staging

Submit an ESC Program and Plan and supporting documentation which demonstrate that the proposed staging will facilitate provision of effective ESC during construction.

With operational works application


plan

Applications involving works which are located within a BCC mapped waterway corridor

Submit an ESC Program and Plan and supporting documentation which demonstrate how impacts on the waterway have been minimised through appropriate route selection and type of crossing and how construction of the crossing will be managed.


Applications for which 1ha or greater external catchment area

contributes stormwater run-off to the subject site

Submit an ESC Program and Plan and supporting documentation which demonstrates that clean stormwater from up-slope external catchment(s) can be diverted around or through the site without causing either an increase in sediment concentration of the flow, or erosion on site or off site.

Alternatively, if it is not feasible to divert clean stormwater from up-slope external catchment(s) around or through the site, the ESC Program and Plan must demonstrate that there is sufficient land area available to install and operate a sediment basin which is sized to accommodate the stormwater run-off from the whole up-slope catchment.


Applications for which 1ha or greater of land disturbance will occur

Submit an ESC Program and Plan and supporting documentation which demonstrates that:

(a) there is sufficient land area available to install and operate an appropriately sized sediment basin;

(b) the run-off from all disturbed areas can be directed to a sediment basin throughout construction and until such time as the up-slope catchment is adequately stabilised against erosion.


Applications proposing works below 5m AHD


(a) the run-off from all disturbed areas can be directed to a sediment basin throughout construction and until such time as the up-slope catchment is adequately stabilised against erosion;

(b) it is feasible to install sediment basins which will have sufficient storage volume to contain the design storm event i.e. the sediment basin will not be inundated



with groundwater.

Applications proposing works on land having a slope of greater than 15%


(a) there is sufficient land area available to install and operate an appropriately sized sediment basin;

(b) the run-off from all disturbed areas can be directed to a sediment basin:

(i) preliminary engineering sections of proposed sediment basins showing that they may be practically implemented on the slopes proposed;

(ii) preliminary earthworks plan showing proposed extent of land disturbance;

(iii) geotechnical report which assesses the probability of landslip instability as a result of the construction phase ESC measures.


7.11.2.2 Concept erosion and sediment control (ESC) plans

Concept ESC plans are submitted with development applications where identified in Table 7.11.2.1.A, to assist Council in deciding the application. The purpose of concept ESC plans is to demonstrate the feasibility of implementing the required level of protection to receiving waters from the potential impacts of the development using best-practice ESC. Normally concept ESC plans do not contain engineering drawings of structures, unless specified in Table 7.11.2.1.A.

In addition to the information required by Table 7.11.2.1.A, concept ESC plans must demonstrate the following:

(a) the design, intensity, configuration and establishment of development, is compatible with the physical constraints of the site and receiving environment;

(b) the feasibility of effective ESC measures being implemented is substantiated, throughout construction including consideration of the impacts of the overall development until permanent stabilisation of the site occurs, providing a drawing(s) showing a conceptual treatment train, and giving preliminary calculations for the sizing of a sediment basin or basins;

(c) a contoured site plan(s) showing natural features and location of the proposed control structures, including clean water diversions, sediment basins, temporary drainage to sediment basins and an overview strategy for the site outlining the sequence of development, and temporary and permanent management mechanisms, until commissioning of permanent water sensitive urban design features.


7.11.3 Information required in support of operational works phase and construction phase

All development involving:

a total area in excess of 1000m² of either land disturbance and/or exposure of soil;

an issue listed in Column 1 of Table 7.11.3.A;is required to submit the information summarised in Column 2 at the time specified in Column 3. Further details of the information required is provided in (i) to (vi) below.

Table 7.11.3.A

Column 1 Column 2 Column 3

All works subject to an Operational Works Development Permit with an EHA rating of ‘medium’.

Erosion and sediment control program (s) and plan(s) – See Section 7.11.3.1 and 7.11.3.2 for requirements.

As indicated in the condition timing of the development approval.

Soil testing – See Section 7.11.3.3 for requirements.


Design certificate – See Section 7.11.3.4 for requirements and Erosion Sediment Control measures.


All works subject to an Operational Works Development Permit with an EHA rating of ‘high’.

Erosion and sediment control program (s) and plan(s) – See Section 7.11.3.1 and 7.11.3.2 for requirements.


Soil testing – See Section 7.11.3.3 for requirements.


Design certificate – See Section 7.11.3.4 for requirements and Erosion Sediment Control measures.

As indicated in Section 4.2(iv) below.

Inspection certificate – See 7.11.3.5 for requirements and Erosion Sediment Control measures.

As indicated in Section 5.2

Schedule of registered business names – See 7.11.3.6 for requirements.

At the pre-start meeting or prior to works commencing

7.11.3.1 Erosion and sediment control plans

The primary purpose of erosion and sediment control plans (ESC Plans) is to inform those persons constructing the development on what controls need to be implemented throughout all stages of


the development from site establishment to project completion. Typically a separate ESC Plan is required for each phase of the development including the bulk earthworks, civil construction (typically roadworks and stormwater drainage), services installation, final stabilisation and the decommissioning of construction phase sediment basins. These plans could be considered an element of complying with the general environmental duty, that is, doing all that is reasonable and practicable to prevent or minimise environmental harm.

ESC plans must:

(a) be prepared by a suitably qualified and experienced professional;

(b) be consistent with this standard and a current best-practice document (such as the IECA 2008 Best Practice Erosion and Sediment Control). For issues where a document (i.e. manual or guideline) is not consistent with this standard, this standard prevails to the extent of the inconsistency;

(c) be based on an assessment of the physical constraints and opportunities of the development site, including those for soil, landform type and gradient, and hydrology;

(d) be supported by on-site soil testing (See (iii) below);

(e) provide a set of contour drawings showing existing and design contours, the real property description(s), north point, roads, site layout, boundaries and features. Contours on, and surrounding, the site should be shown so that catchment boundaries can be considered;

(f) be at a suitable scale for the size of the project (as a guide around 1:1000 at A3 for a 2ha development and 1:500 at A3 for a 3000m² development);

(g) provide background information including site boundaries, existing vegetation, location of site access and other impervious areas and existing and proposed drainage pathways with discharge points also shown;

(h) show the location of lots, stormwater drainage systems;

(i) details on the nature and specific location of works and controls (revegetation, cut and fills, run-off diversions, stockpile management, access protection), timing of measures to be implemented and maintenance requirements (extent and frequency as defined in IECA 2008, Chapter 6.8);

(j) show all areas of land disturbance, the way that works will modify the landscape and surface and sub-surface drainage patterns (adding new, or modifying existing constraints);

(k) for each phase of the works (including clearing, earthworks, civil construction, services installation and landscaping) detail the type, location, sequence and timing of measures and actions to effectively minimise erosion, manage flows and capture sediment;

(l) describe the scheduling of progressive and final rehabilitation as civil works progress, including the stabilisation of up-slope catchments prior to sediment basin removal;


(m) identify the riparian buffers and areas of vegetation which are to be protected and fenced off to prevent vehicle access;

(n) indicate the location and provide engineering details with supporting design calculations for all necessary sediment basins and ESC-related drainage structures;

(o) indicate the location and diagrammatic representations of all other necessary erosion and sediment control measures;

(p) identify the clean and disturbed catchments, and flow paths, showing:

(i) diversion of clean run-off;

(ii) collection drains and banks, batter chutes and waterway crossings;

(iii) location of discharge outlet points;

(iv) water quality monitoring locations.

(q) show calculated flow velocities, flow rates and capacities, drain sizing and scour/lining protection, and velocity/energy checks required for all stormwater diversion and collection drains, banks, chutes, and outlets to waterways;

(r) show waterways (perennial and non-perennial) and detail of stabilisation measures for all temporary waterway crossings;

(s) locate topsoil and/or soil stockpiles;

(t) prescribe non-structural controls where applicable, such as minimising the extent and duration of soil exposure, staging the works, identifying areas for protection, delaying clearing until construction works are imminent etc.;

(u) include a maintenance schedule for ensuring ESC and stormwater infrastructure is maintained in effective working order (refer IECA 2008, Chapter 6 and Chapter 7);

(v) include an adaptive management program to identify and rectify non-compliances and deficiencies in environmental performance (refer IECA 2008, Chapter 6 & Chapter 7);

(w) provide details of chemical flocculation proposed, including equipment, chemical, dosing rates and procedures, quantities to be stored and storage location, and method of decanting any sediment basin;

(x) show how post-construction water sensitive urban design bioretention devices will be adequately protected against sediment ingress during land-disturbing activities, including where applicable the transition from construction-phase sediment basins to post-construction phase bioretention basins.

7.11.3.2 Erosion and sediment control program

A construction phase erosion and sediment control (ESC) program is a set of management strategies, supporting documents and ESC plans that describe what controls are required throughout all stages


of the construction of the development, including the integration and protection of post-construction stormwater management infrastructure (e.g. water sensitive urban design bioretention devices).

In addition to providing ESC plans (refer section 4.2(i) for requirements) for each phase of the development as described above, the ESC program must also:

(a) be consistent with this standard and a current best-practice document such as the IECA 2008, Best Practice Erosion and Sediment Control. For issues where a current best-practice document is not consistent with this standard, this standard prevails to the extent of the inconsistency;

(b) be supported by on-site soil testing and analysis (See (iii) below);

(c) include contingency management measures for the site, for example to ensure ESC measures are effective at all times, particularly just prior to, during and after wet weather;

(d) be consistent with current best-practice standards, taking into account all environmental constraints including erosion hazard, season, climate, soil characteristics, and proximity to waterways;

(e) be prepared to a sufficient standard and level of detail such that compliance with this standard will be achieved if the construction phase ESC program is correctly implemented on site;

(f) include an effective monitoring and assessment program to identify, measure, record and report on the effectiveness of the erosion and sediment controls and the lawfulness of water releases (refer IECA 2008, Chapter 6 and Chapter 7).

7.11.3.3 Soil testing

Proper assessment of site soil conditions is an integral component of best-practice civil construction and erosion and sediment control.

Proper assessment of site soil characteristics is necessary to objectively inform the selection and design of site ESC measures, the suitability of in-situ soils for fill embankment construction and stability, construction-phase water quality treatment (such as for dispersive soils), future asset protection (such as stormwater outlet protection), topsoil fertility and amelioration requirements to ensure successful vegetative stabilisation and revegetation.

Soil testing compliant with this standard is undertaken in accordance with IECA 2008, Chapter 3.5 and Appendix C, and as varied below:

(a) for Chapter 3.5.4 provide full particle size grading including hydrometer analysis (AS 1289-3.6.1-2009 Methods of testing soils for engineering purposes and AS 1289-3.6.3). Refer Table 3.4a, Table 3.4b, and Table 3.4c for testing frequency and assessment levels;


(b) for Table 3.4a and Table 3.4b – Dispersion Index (AS 1289-3.8.2) applies to samples returning an Emerson class number of 1 or 2. Refer to tables for testing frequency and assessment levels;

(c) for Table 3.4c – Particle size distribution (AS 1289 3.6.1 -2009 Methods of testing soils for engineering purposes) applies to representative subsoil samples. Refer to table for remaining requirements.

7.11.3.4 Design certificate

The design certificate for erosion and sediment control must be completed using the form provided as Appendix 1 and submitted to BCC in accordance with the development approval condition timing.

7.11.3.5 Inspection certificate

See 7.11.4.2 Quality assurance

7.11.3.6 Schedule of registered business names

The name and contact details of the landowner, superintendent and principal contractor, for the purposes of compliance with the conditions of the development approval, must be provided to Council’s representative at the pre-start meeting in writing. The details must include the registered business name and ABN/ACN for each party. Any changes to these parties during construction must be notified to Council in writing within 5 business days of the change occurring.

7.11.4 Protecting waters from the impacts of development

7.11.4.1 Landowner responsibilities

The landowner of the site is responsible for ensuring that matters pertaining to the environmental management of the site are either:

(a) in compliance with the requirements of this standard, or

(b) not in compliance with (i) above and that specific actions are taken, which if implemented, will achieve compliance with this standard.

The landowner must document the steps taken to ensure compliance with this standard beyond merely entering into a contract with experienced engineers, superintendent and/or contractors. Such documentation is to be provided to Council upon request.

For subdivision works (i.e. reconfiguration of a lot), the landowner is responsible for ensuring that all soil surfaces associated with the development remain effectively stabilised against erosion and that sediment is prevented from entering waters. This requirement applies throughout the development works and until such time as the Council accepts the development ‘off maintenance’ (e.g. for contributed council assets such as parkland, roads and stormwater drainage) and whilst future private allotments remain under the land owner’s legal control (i.e. until sold).


7.11.4.2 Quality assurance

Certification

The certification requirements of this section do not apply to developments which have a low ‘erosion risk’ under the BCC Erosion Hazard Assessment system.

The landowner must ensure that certification is provided to the Council, at the intervals specified below, verifying that matters pertaining to the environmental management of the development are either:

(a) in compliance with this standard, or

(b) not in compliance with (i) above and that specific advice has been given to the landowner, which if implemented, will achieve compliance with this standard.

Certification must:

(a) be on the approved form (Appendix 2);

(b) be undertaken by a suitably qualified and experienced professional, not directly employed by the principal contractor;

(c) be undertaken at the following minimum intervals:

(i) prior to the commencement of bulk earthworks. This shall be a hold point (HP) in construction;

(ii) prior to live connection of new stormwater drainage infrastructure works to the existing stormwater/waterway system;

(iii) prior to any instream works or disturbance within a waterway. This shall be a hold point (HP) in construction;

(iv) prior to decommissioning of any sediment basin and/or transitioning from a sediment basin to a water sensitive urban design bioretention device. This shall be a hold point (HP) in construction;

(v) prior to any request for survey plan sealing, on maintenance or off maintenance inspection; and

(A) at intervals not exceeding 1 month;

(B) be provided to the landowner, superintendent, the principal contractor and Council in writing within 5 business days of the inspection;

(C) be true and accurate assessments of the findings;


(D) be kept available (copies) on site together with copies of all specific directions issued in relation to the certification, for inspection by Council officers.

This requirement does not diminish the responsibility of any person involved in the development to do all that is reasonable and practicable to ensure effective environmental management is implemented on site at all times and in accordance with the requirements of the applicable development approval conditions, development permits and the Environmental Protection Act 1994.

7.11.4.3 Hold points

The construction hold points listed in section 7.11.4.2 are mandatory. The landowner must ensure that these hold points are observed. Refer to IECA 2008 Chapter 7.8 for discussion on hold points and using inspection and test plans (ITPs).

Note—Refer to Table 1.1.3.A for explanation of hold points.

7.11.4.4 Avoiding and minimising releases, flow and discharges of prescribed water contaminants

Sediment, earth, soil or other water contaminants must not be released from the site, or be likely to be released from the site, unless all reasonable and practicable measures are taken to prevent or minimise the release and concentration of contamination.

Performance standards, principles and measures must include as a minimum, but are not limited to, the following sections 7.11.4.5 to 7.11.4.10.

7.11.4.5 Erosion control standard

The design and implementation of best-practice erosion control principles and practices will be based on monthly rainfall erosivity ratings as defined within IECA 2008 Table 4.4.1 and Table 4.4.4 unless noted otherwise in this standard.

Minimising soil exposure

(a) Ensure non-essential exposure of soil is avoided by:

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

(ii) protecting vegetation in all other areas of the site;

(iii) minimising the duration of soil exposure by:

(A) only clearing vegetation immediately prior to an area being actively worked;

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


(C) effectively stabilising cleared areas if works are delayed or works are not intended to occur immediately. See Explanatory note 1;

(D) effectively stabilising areas at finished level without delay and prior to rainfall;

(E) effectively stabilising steep areas, such as stockpiles, batters and embankments, which are not being actively worked and prior to rainfall.

7.11.4.6 Drainage control standard

The design and implementation of best-practice drainage control principles and practices will comply with IECA 2008 Table 4.3.1 unless noted otherwise in this standard.

Managing stormwater

(a) Ensure clean stormwater is diverted or 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, manage the clean stormwater as for contaminated stormwater, and ensure that sediment basins are sized to capture and accommodate the additional volume of run-off. See Explanatory note 2;

(b) Ensure sheet flows of stormwater are managed such that sheet and rill erosion is prevented or minimised;

(c) Ensure that all concentrated stormwater flows including drainage lines, diversion drains, channels, spillway and batter chutes are managed onto, through, and at release points from the site in all rain events up to and including the average recurrence interval event defined within IECA 2008 Table 4.3.1 without causing:

(i) water contamination, or

(ii) sheet, rill or gully erosion, or

(iii) sedimentation, or

(iv) damage to structures or property.

7.11.4.7 Sediment control standard

The design and implementation of best-practice sediment control principles and practices will be based on monthly rainfall erosivity ratings as defined within IECA 2008 Table 4.5.2 unless noted otherwise in this standard.

(1) Sediment basins

(a) In accordance with Best Practice Erosion and Sediment Control, Appendix B – Sediment basin design and operation, IECA (2008);


(b) Ensure each sediment basin has the capacity to treat flows to current best-practice standards (see Explanatory note 3) and as a minimum to contain all the stormwater run-off from the R(Y%, 5-day) rainfall depth equal to 40mm, unless a higher standard is prescribed in the development approval condition(s);

(c) Provide sediment storage volume in accordance with Table B8 (Appendix B, IECA 2008) or as a minimum store at least 2 months sediment from the receiving catchment, as determined using the Revised Universal Soil Loss Equation (RUSLE);

(d) Ensure sediment basins are maintained with sufficient storage capacity to capture and treat the run-off for the design rainfall depth. Where sediment basins are proposed to be oversized for storage of captured water for re-use, install survey markers in each such basin to clearly indicate the level that water within the basin must be lowered to, in order to meet the storage capacity specified in requirement (c) above;

(e) Ensure sediment basins are dewatered to the appropriate level as soon as practicable after each rainfall event and no longer than 5 days after a rainfall event (see also below);

(f) Ensure stormwater captured in sediment basins is treated prior to discharge to minimise the concentration of contaminants released from the site, having due regard to forecast rainfall, and ensuring that releases are in accordance with the release limits specified in Section 5.6 (see Explanatory note 4);

(g) Ensure sediment basins and associated structures such as inlets, outlets and spillways are effectively stabilised and structurally sound for ARI rainfall events defined within Table B12 (Appendix B, IECA 2008);

(h) Ensure accumulated sediment from basins and other controls is removed and disposed of appropriately without causing water contamination.

(2) Erosion and sediment controls (other than sediment basins)

(a) Ensure measures have been implemented such that the run-off from all disturbed areas flows to a sediment basin or basins. Where it is not feasible to divert run-off from small disturbed areas of the site to a sediment basin, implement compensatory erosion, drainage and sediment controls 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. (see Explanatory note 5);

(b) Where it is not feasible to effectively stabilise cleared areas of exposed soil, such as areas being actively worked, implement a full suite of erosion and sediment controls, 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, do not occur;

(c) In areas of exposed soil where it is not feasible to either effectively stabilise the surface or implement a full suite of erosion and sediment controls, for example in the areas being actively worked and where the implementation of some erosion and sediment controls would impede construction activities, ensure contingency measures are available on site


and are implemented, prior to rain, 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, do not occur;

(d) Note: this does not apply to major erosion and sediment controls such as sediment basins. Major controls should be installed before other works commence;

(e) Effectively stabilise all stockpiles, batters and embankments without delay. Where it is not feasible to effectively stabilise a stockpile, batter or embankment, such as areas being actively worked, ensure that 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;

(f) Ensure sediment does not leave the site on the tyres of vehicles.

7.11.4.8 Work within waterways

(a) Waterways, including ephemeral and permanent waterways, must not be altered, nor riparian vegetation disturbed without prior written approval of the relevant administering authority;

(b) Work within waterways:

(i) should only be undertaken during the lower rainfall hazard months;

(ii) must be promptly rehabilitated conforming to the natural channel form, substrates and riparian vegetation as far as possible;

(iii) are to be undertaken in accordance with IECA 2008 Best Practice Erosion and Sediment Control, Book 3 Appendix I – Instream works.

(c) Temporary vehicular crossings of waterways must be designed and constructed to convey minimum pipe flows as defined within IECA 2008 Table 4.3.1, and remain structurally stable for all rainfall events up to the 10-year average recurrence interval event of critical duration;

(d) Erosion and sediment controls must not be constructed within the riparian zone, unless it is not feasible to site them elsewhere;

(e) Where waterways and drains must be modified or disturbed as part of permanent works, refer to Erosion Treatment for Urban Creeks – Guidelines for Selecting Remedial Works (BCC 1997 or later version).

7.11.4.9 Effective stabilisation and plan sealing

Prior to the sealing of the plan of survey for the development, all site surfaces must be effectively stabilised using methods which will continue to achieve effective stabilisation in the medium to long term. For the purposes of this requirement, an effectively stabilised surface is defined as one that does not, or is not likely to, result in visible evidence of soil loss caused by sheet, rill or gully erosion or lead to sedimentation, or lead to water contamination.


A site is determined to be 'effectively stabilised' if at the time of the plan sealing inspection:

(a) Methods of stabilisation are:

(i) appropriate for slopes and slope lengths;

(ii) consistent with best-practice environmental management practices such as in IECA 2008; and

(iii) providing a minimum of 70% soil coverage (when viewed perpendicular to the soil surface) across any square metre of the site disturbance area.

(b) Stormwater run-off from the site is not currently, and is not likely to result in visible evidence of sedimentation or erosion, or lead to water contamination, in the short, medium and long term.

(c) If at the time of request for plan sealing, the method of stabilisation has not achieved a stability that has a high probability of enduring in the medium to long term, for example, inadequate grass cover or permanent approved landscape works are incomplete, the following will be taken into consideration in determining whether the site is capable of achieving medium- to long-term stability:

(i) evidence of appropriate soil testing and amelioration having been adequately undertaken;

(ii) evidence of an adequate seed mix of annual and perennial grass species being applied at an adequate rate;

(iii) evidence that appropriate grass strike and growth has been achieved for the type of stabilisation method selected.

For example, while hydro-mulch can provide an immediate and effective stabilising cover to soils, the protective cover can be relatively short lived if vegetation fails to establish before the thin layer of mulch decomposes. Similarly where the hydro-mulch specification and application rate (i.e. t/ha) provides insufficient coverage and binding of the soil to prevent erosion whilst vegetation establishes, then the site will not be considered 'effectively stabilised'.

Therefore if hydro-mulch is selected as the method of temporary stabilisation, it is important that perennial as well as annual grasses are well established at the time of plan sealing to reduce the risk of instability of the site in the medium to long term.

Note—The bonding of uncompleted works relating to erosion and sediment control (i.e. bonding of environmental outcomes) is not permitted where it is contrary to the purpose of this standard (i.e. the protection of Waters from the impacts of land and infrastructure development). This situation can be avoided through progressive stabilisation, supplementary watering and effective site management.


7.11.4.10 Release limits

(1) All releases of stormwater captured in a sediment basin, unless otherwise noted in this Standard, must not exceed the following limits:

(a) 50mg/L of total suspended solids (TSS) as a maximum concentration;

(b) turbidity (NTU) value less than 10% above background;

(c) pH value must be in the range 6.5 to 8.5 except where, and to the extent that, the natural receiving waters lie outside this range.

Note—It is recommended that a site-specific relationship between turbidity and suspended solids is determined for each sediment basin. Once a correlation between suspended solids and turbidity has been established for a sediment basin, testing stormwater for compliance with release limits, prior to release, can be done on site with a turbidity tube or calibrated turbidity meter. This has the advantage of providing immediate assessment to justify a release rather than waiting for laboratory results to confirm concentration levels and compliance. Note that post-release TSS validation is appropriate to demonstrate that the NTU/TSS correlation is being maintained.

Note—Background refers to receiving water quality immediately upstream of the site location release point at the time of the release. Where there is no immediate upstream receiving water at the location and time of the release, then the turbidity release limit (NTU) will be equal to the release limit for 50mg/L total suspended solids (TSS) based upon the onsite correlation between TSS and NTU.

(2) The concentration of TSS released by dewatering may only exceed 50mg/L where it can be demonstrated and supported through documentation that:

(a) further significant rainfall is forecast to occur before the TSS concentration is likely to be reduced to 50mg/L;

(b) releasing a higher concentration of total suspended solids will result in a better environmental outcome by providing storage for the capture and treatment of run-off from the imminent rainfall and run-off;

(c) all reasonable and practicable steps have been taken to treat the water within best-practice time frames;

(d) flocculent has been appropriately applied and the concentration of TSS in the captured water has already significantly decreased.

(3) For all other stormwater releases, flows and discharges from the site, the release limits prescribed in (a) above must not be exceeded unless the development is in full compliance with this standard.

7.11.5 Explanatory notes

(1) In this standard, an effectively stabilised surface is defined as one that does not:

(a) have visible evidence of soil loss caused by sheet, rill or gully erosion; or

(b) lead to sedimentation; or

(c) lead to water contamination.


(2) Diverting clean stormwater run-off 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. For this reason, diverting clean stormwater into a sediment basin is not acceptable unless the proponent demonstrates that diverting clean stormwater around or through the site is not feasible.

(3) Research has shown that sediment basins designed on a 'batch' or total storm capture approach are only capable of treating a small percentage of the annual run-off volume without basin size becoming excessive. Innovation in sediment basin design to incorporate continuous flow treatment is likely to occur in the future and as this technology becomes available in best-practice guidelines, this technology is to be adopted where a better water quality outcome will result. In the interim the minimum basin size is as specified in section 7.11.4.7.

(4) Dewatered flows from sediment basins should be compliant with the release limits specified in section 7.11.4.10, unless it can be demonstrated that a non-compliant release occurred to facilitate a better environmental outcome. For example, higher total suspended solids concentrations may be acceptable in circumstances where further rain is imminent and it can be substantiated that releasing partially treated basin water, which has a TSS concentration exceeding the release limit, would minimise the total contamination released from the site, by providing for the capture and treatment of expected run-off. However, releasing waters from sediment basins without treatment is not acceptable.

(5) Compensatory controls are erosion controls, drainage controls and sediment controls which compensate for the lack of sediment basin and are applied such that the type, timing, placement and management of controls minimise the potential for water contamination and environmental harm. This is primarily achieved by reducing the risk of erosion and subsequent sediment release, for example by turfing or mulching and managing concentrated flows in the area.

7.11.6 Reference documents

The following documents are referenced to provide interpretive guidance and detailed design information, where appropriate, to be taken into account to achieve compliance with this Standard:

(a) Australian Rainfall and Run-off (AR&R);

(b) Best Practice Erosion and Sediment Control, Books 1 to 5 inclusive, International Erosion Control Association, November 2008 or later version; (IECA, 2008);

(c) Erosion Hazard Assessment form and Supporting Technical Notes, Brisbane City Council, 2010, or later version;

(d) Erosion Treatment for Urban Creeks – Guidelines for Selecting Remedial Works, Brisbane City Council, 1997, or later version.

Note—Council has adopted IECA 2008 as the default best-practice ESC reference document for land disturbing activities within Brisbane City. This document is considered the ‘minimum standard’ for ESC and shall be used for those activities subject to, and as varied by, this


standard. Use of any alternative best-practice ESC reference document that specifies a lower performance standard than IECA 2008 is not permitted.


Chapter 10 Parks

Contents

10.1 Introduction

10.2 Park preparation works

10.3 Infrastructure requirements

10.1 Introduction

10.1.1 Purpose

This chapter outlines the following for new parks and enhancing existing parks:




10.2 Park preparation works

10.2.1 General

(1) This section sets out the preparation works required to achieve the minimum standard for parkland in Brisbane.

(2) The following reference specifications for civil engineering works apply to park preparation works:

(a) S110 General Requirements;

(b) S140 Earthworks;

(c) S160 Drainage;

(d) S170 Stonework;

(e) S190 Landscaping;

(f) S210 Masonry.

10.2.2 Site clearing

(1) All rubbish and debris, including builder rubble, redundant services, footings, fences and declared weeds, is removed from the park site.


(2) Disused items such as wells or septic tanks are removed or filled.

(3) Any items retained on site are made safe for public use and integrated into the park development.

10.2.3 Earthworks

(1) Earthworks are undertaken to create functional spaces, stabilise the landform of the site, improve drainage and make the space safe and accessible for public use.

(2) Batters, mounds, artificial embankments or retaining walls for activity and recreation spaces do not encroach into park activity spaces.

(3) Sporting field site preparation, soil profile and playing surface meet the specifications of the intended sport’s administrative body, as well as the field’s resilience to use and variable rainfall.

Note—Batters and earth-retaining structures must conform to the requirements set out in Schedule 5 of the Standard Building Regulation 1993.

10.2.4 Site drainage

(1) Grassed areas and paved areas are graded to ensure that drainage is directed to landscaped areas, stormwater inlets or to infiltration areas (e.g. natural wetlands, rain-gardens or recharge areas) and not be channelled towards erodible batters, retaining structures, visitor and recreation facilities, or neighbouring properties.

(2) Drainage swales and drains are located and designed to:

(a) not impede maintenance operations, access paths and the recreational function of a park;

(b) allow for safe exit from a park in the event of rapidly rising floodwater.

(3) The construction of turf swale drains, and gravel or dry creek swale drains through landscaping and rehabilitation areas comply with BSD-8312.

(4) If required, robust agricultural drains (minimum 100mm diameter) are installed under swales to accommodate low flows and maximise park useability and ease of maintenance.

(5) If possible, soil ground-water profile is recharged by directing subsoil drainage or swale drains to planting areas, with provision for overflow to the stormwater system.

(6) Hollows are eliminated to prevent ponding, or field gullies are provided in low spots with connections to the stormwater system or infiltration areas to comply with BSD-8091 and BSD-8094.

(7) Creating potential trip hazards by siting raised inlets in activity areas is avoided.

(8) The design of roads and car parks incorporates the principles of water sensitive urban design.


(9) If required, bioretention swales are installed to polish and disperse drainage as per BSD-8310 and BSD-8311.

10.2.5 Vegetation management

10.2.5.1 General

This section sets out the matters to consider when preparing a vegetation management plan as part of a landscape management and site-works plan.

10.2.5.2 Existing vegetation

(1) Specialist technical advice is obtained and:

(a) all existing vegetation on site is recorded on the vegetation management plan and prepared as part of the landscape management and site-works plan;

(b) the vegetation management plan is approved by Council prior to the commencement of the weed control program.

(2) Vegetation (other than weeds) is retained and protected on the park site unless approved through the conditions of the development permit, landscape management and site-works plan or vegetation management plan.

(3) If a development has triggered an ecological assessment, that information may be translated into the vegetation management plan as part of the landscape management and site-works plan.

(4) Existing trees on site are managed and protected during the planning, design and construction stages in compliance with AS 4970-2009 Protection of trees on development sites.

(5) Any remedial tree work undertaken is in compliance with AS 4373-2007 Pruning of amenity trees.

(6) Park infrastructure is located or repositioned to avoid the removal of vegetation.

(7) Removal of vegetation is only considered in the following circumstances:

(a) the vegetation is not listed in the Biodiversity areas overlay code or the Queensland Heritage Register;

(b) the vegetation is not identified as protected under Council’s Natural Assets Local Law;

(c) the vegetation does not have heritage, habitat or amenity values;

(d) where a clear, open activity area or field space is required to meet the Council designated use for the park and all other design options have been exhausted;

(e) where the visibility of the park from surrounding streets needs to be improved to meet crime prevention through environment design principles and all other design options have been exhausted;


(f) where vegetation within or close to activity spaces, active recreation nodes, or pathways has been determined by an arborist as presenting a public safety risk and remedial work cannot contain the risk.

10.2.5.3 Firebreaks

(1) Private landholders living adjacent to existing or new parks and developers of new parks comply with statutory fire management requirements, including the following measures to be undertaken wholly within the development such as building form, material and incorporation of firebreaks on their property.

(2) Council will be unable to provide boundary firebreaks on certain existing parks or Council-managed land, including those that are steep, have no access, or where there is significant and valued vegetation.

10.2.5.4 Weed control

(1) Removal of all State and Council declared weeds is required from the site during park development.

(2) Weed control works to continue during the on-maintenance period.

(3) Weeds are removed from the park site, subject to the following requirements:

(a) trees on the site that are defined as weeds are assessed to determine whether they possess other values, such as habitat, heritage or amenity values;

(b) if understorey weeds have been identified as essential in stabilising erosion-prone areas or providing habitat for fauna, they are removed progressively through the park establishment and maintenance period and replaced with desirable species.

10.2.5.5 Vegetation rehabilitation

(1) Erosion-prone and degraded areas in the park site (e.g. bare areas with a steep gradient, unstable slopes, compacted ground, habitat corridors and areas invaded by weeds) are stabilised and enhanced through rehabilitation works.

(2) The soil is prepared to encourage stormwater infiltration and strong root development.

(3) The area is covered with erosion-control matting that allows water infiltration to maintain a stable surface until satisfactory plant establishment is achieved.

(4) A mixture of tube stock and plants in pots up to 140mm is planted over the area, at sufficient density to achieve rapid surface cover.

(5) The site is watered and weeded to ensure the surface is stabilised at the time of the off-maintenance inspection.

(6) Hydro-mulching followed by tube stock planting is used as an acceptable form of erosion control in areas with a gradient less than 1V:3H.


(7) Turfing is used as an acceptable erosion control treatment on areas with a gradient less than 1V:4H.

10.2.5.6 Habitat rehabilitation

(1) The vegetation management and rehabilitation plan incorporates specialist technical advice prior to the commencement of a habitat rehabilitation program.

(2) The specialist technical advice addresses the following:

(a) condition of the site and the habitat values;

(b) how the habitat values will be enhanced or existing values protected during site rehabilitation works;

(c) erosion potential and mitigation measures;

(d) weed species, declaration status, prioritisation and management;

(e) ground and soil preparation/amelioration;

(f) mulching;

(g) plant selection;

(h) planting densities particularly for sites with hydraulic constraints;

(i) planting procedure;

(j) maintenance program;

(k) site-works management plan.

(3) Further information on habitat rehabilitation is in the SEQ Restoration Guidelines.

10.2.5.7 Mulching

(1) Mulch is aged and free from stones, soil, clay, dust, weeds, seeds, roots, sticks, rubbish, vermin, insects, pests, fungus, disease and other deleterious material.

(2) Organic mulch is provided in a park in the following situations:

(a) if moisture retention and weed suppression is required in garden beds;

(b) around the base and to the drip line or a 300mm radius, whichever is greater, of all newly planted trees in compliance with BSD-9053;

(c) if grass performance is poor or mowing is impractical (e.g. around the base of mature fig trees);

(d) if the space between trees or other structures (e.g. signs) is less than 4m and mowing is impractical;


(e) if a non-grassed surface is required (e.g. around and under some visitor facilities);

(f) if habitat rehabilitation is desired and grassing is not desired.

(3) In overland flow paths or areas subject to regular inundation, organic mulch is replaced with a more appropriate surface treatment, such as riparian planting over:

(a) approved erosion control matting; or

(b) coarse gravel; or

(c) stones over approved erosion-control matting.

10.2.5.8 Grassing

(1) At least 80% grass cover is achieved prior to the on-maintenance period.

(2) Stones are removed, or alternatively the hazardous items are covered with at least 100mm of topsoil.

(3) Topsoil profiles prepared for turfing are free of deleterious material, such as sticks, tree roots, and stones greater than 20mm in diameter.

(4) New turf areas are married into existing levels and set-downs for hard surfaces are specified.

(5) Holes and depressions greater than 50mm are filled and trip hazards rectified.

(6) A grass species is to be used that best suits the local conditions, proposed function and level of use.

(7) In flood-prone locations, turf is well-established prior to off-maintenance through:

(a) site preparation;

(b) topsoil depth;

(c) using species that provide protection to the park from erosion.

(8) Turf is laid in overland flow paths or areas subject to regular inundation, alongside pathways and around visitor facilities and sport and recreation facilities.

(9) Grassing ovals and sporting fields is based on Council-approved site-specific standards and specifications covering site preparation, drainage, topsoiling, fertiliser application, seeding, turfing and maintenance.

(10) Grassed areas of parks provide a minimum gap of 3m between trees and other structures (e.g. signs) to allow space for mowing equipment.

(11) Areas of grass that are only occasionally or never mown may be required or approved in situations, such as:

(a) under mature trees;


(b) adjoining revegetation areas;

(c) on steep slopes or other areas where mowing is impractical.

(12) Areas of grass that are only occasionally or never mown are designated on the landscape management and site-works plan and use marker bollards in compliance with BSD-7094 to delineate the edge of 'no-mow' areas.

10.2.6 Park landscaping

10.2.6.1 Landscape beds and gardens

(1) Landscaping, including plant selection, arrangement and garden preparation:

(a) comply with the park embellishment criteria in the Park code and the Local government infrastructure plan;

(b) support the design of the park layout and its internal spaces and intended uses;

(c) adopt crime prevention through environment design principles by ensuring visibility along paths, and near facilities such as toilets, playgrounds and recreation nodes.

(2) Park planting beds comply with BSD-9052, and detailed or ornate landscaping (including formal hedges, annuals, delicate and fragile plants and water-hungry species) is not permitted as either a temporary or long-term feature.

10.2.6.2 Edging

(1) Edging is installed at the interface of turfed areas, gardens and mulched landscape areas in compliance with BSD-8061.

(2) Timber edging is not permitted as an interface between turf and planted areas.

(3) A spade edge can only be provided:

(a) to planted areas that form part of a designated natural area or habitat rehabilitation area;

(b) around individual trees in a grassed area.

(4) Edging is aligned (as straight runs or with broad radius curves) to allow for single-pass mowing by tractor-drawn equipment and does not permit acute corners and repetitive short-radius bends.

10.2.6.3 Tree planting

10.2.6.3.1 General

(1) Tree planting is required in parkland to provide shade and to establish or enhance landscape and habitat values.


(2) A planting plan that meets the requirements of this policy which includes the functional layout of the park and the characteristics of the site (including orientation, soil and drainage) is prepared and forms part of the approved landscape management and site-works plan.

(3) Existing trees are integrated into the park design and planting plan.

(4) Where a park has a landscape character derived from existing trees, similar species are planted to complement the existing character.

(5) Species that are tall or broadly spreading are used as the dominant type within the planting scheme, except in the following circumstances (when small to medium species shall be used):

(a) within 15m of a boundary to an adjacent property;

(b) within the existing or potential canopy of an existing tree.

(6) Park planting is to use more than a single tree species throughout.

(7) For amenity planting, groups of trees of a single species or a combination of 3 to 5 species is used, rather than scattered planting of multiple species.

(8) Canopy trees are sited and planted to provide shade for:

(a) plazas;

(b) playgrounds;

(c) picnic facilities and seats;

(d) the perimeters of active recreation spaces or nodes (including basketball courts and rebound walls).

(9) Car parks have at least 1 shade tree for every 6 car parks on the site.

10.2.6.3.2 Species selection

(1) Tree species selection for a site is based on consideration of the following:

(a) soil type and structure;

(b) hydraulic constraints;

(c) solar aspect;

(d) local or designated park character;

(e) biodiversity or cultural heritage values on or adjacent to the site;

(f) park use areas;

(g) species characteristics (where care must be taken in selecting and siting species that have known toxic, allergenic or physically hazardous components).


(2) Multi-trunked species are not used in situations where sightlines will be impeded or on land subject to waterway constraints.

10.2.6.3.3 Planting and maintenance program

(1) Planting is undertaken in compliance with BSD-9053 and BSD-9055.

(2) A weed-free mulched zone is provided around trees planted within mown areas.

(3) Watering and weeding is used to ensure that the plants are well-established in time for the off-maintenance inspection and plants are conditioned to survive dry periods without supplementary watering.

10.2.6.4 Irrigation

(1) The type of park planting and grassing is not dependent upon an irrigation system.

(2) Irrigation is not installed unless approved on the landscape management and site-works plan, and is:

(a) a temporary installation to aid in the establishment of the landscaping (with removal of the system at the time of the off-maintenance period);

(b) for the maintenance of functionality of sports fields and heritage gardens;

(c) compliant with all requirements regarding the use of non-potable water as determined by the water service provider.

10.3 Infrastructure requirements

10.3.1 General

(1) Park infrastructure items are provided in accordance with the:

(a) Brisbane park classification system park type, park sub type and park hierarchy listed in Table 10.3.1A;

(b) Local government infrastructure plan;

(c) Embellishment standard for non-trunk parks in the Park Code.

(2) All infrastructure construction works, including use of hard and soft landscape materials and quality of workmanship, comply with applicable Australian Standards and the Building Code of Australia.

(3) Infrastructure materials are:

(a) resistant to vandalism (i.e. robust, with replicable components and tamper-proof fittings);

(b) easy to clean;


(c) discouraging of graffiti (e.g. using resistant materials, textured surfaces, dark colours and patterns, and associated screening vegetation where appropriate).

(4) In locations where river or creek flooding is possible, infrastructure elements are designed to include:

(a) appropriate footings for all structures (to withstand flood velocity, debris loading, depth of inundation, etc.);

(b) structures that are designed and sited to allow floodwaters to pass through;

(c) orientation of elements to try to avoid collection of debris during floods;

(d) provision for ease of cleaning and repair with fitouts that are either easily removed (prior to flood) or easy and cost-effective to replace.

(5) Park infrastructure complies with the following reference specifications for civil engineering works:

(a) S110 General Requirements;

(b) S150 Roadworks;

(c) S180 Unit Paving;

(d) S200 Concrete Work;

(e) S210 Masonry;

(f) S220 Woodwork.

Note—The requirements of legislation such as the Federal Disability Discrimination Act 1992 and Queensland Anti-Discrimination Act 1991 must also be met.

Table 10.3.1A—Park types, sub types and hierarchies in the Brisbane park classification systemPark Type Park Sub Type Park Hierarchy Trunk park

Sport General outdoor sport Local/ district/ metropolitan

Yes

Specialised outdoor sport Local/ district/ metropolitan

Yes

Recreation General recreation Local/ district/ metropolitan

Yes

Botanic garden/ arboretum District/ metropolitan Yes

Urban common District/ metropolitan Yes

Corridor Access/ recreation corridor Local/ district/ metropolitan

Yes

Waterway/ wildlife corridor Local/ district/ No


Park Type Park Sub Type Park Hierarchy Trunk park

metropolitan

Natural area Visitor node District/ metropolitan Yes

Nature recreation Local/ district/ metropolitan

Yes

Nature conservation Local/ district/ metropolitan

No

Community Libraries, halls, community centres, clubs

District/ metropolitan No - LCF

Indoor sport District/ metropolitan No - LCF

Aquatic centre District/ metropolitan No - LCF

Specialised community facilities Local/ district/ metropolitan

No - LCF

Community gardens Local/ district/ metropolitan

No - LCF

Landscape amenity

Landscape amenity Local/ district/ metropolitan

No

Utility Utility Local/ district/ metropolitan

No

Unclassified Unclassified

(Note: this park type is only assigned to new parks/ park areas that are yet to be classified)

Local/ district/ metropolitan

N/A

Note- LCF = land for community facilities

Note-Further details about the Brisbane park classification system are available in the Local government infrastructure plan Extrinsic Material report – parks and land for community facilities network.

10.3.2 Colours

Colours used on infrastructure are limited to Council’s corporate palette and are consistent with the existing colours used in the park or local area as per BSD-1001.

10.3.3 Park access

10.3.3.1 Maintenance and emergency vehicle access

(1) One or more controlled maintenance or emergency vehicle access points are provided at strategic locations along the road frontages or internal roads and car parks of a park.


(2) An entrance barrier, such as removable bollards, lock rail or gate in accordance with section 10.3.4, is installed at each user or maintenance vehicle driveway into the park.

(3) A 3.5m-wide type A reinforced concrete driveway in compliance with BSD-2022 is provided between the road and the park boundary at each access point, using all-weather access materials in bushland settings.

(4) If the maintenance access point is located on a major road or any road with a speed environment of over 50 km/h:

(a) a setback or queuing area is provided between the road and the entrance barrier that is sufficient to allow an industrial refuse collection vehicle or a medium rigid vehicle with trailer to park next to the barrier without obstructing traffic flow; or

(b) the access facility is located on a minor road with a speed limit of 50 km/h or less.

(5) The layout of the park allows maintenance and emergency vehicles to access all park facilities, activity nodes and service infrastructure.

10.3.3.2 Primary public access point

At least 1 public pedestrian access point is provided along each road frontage of a park and is designed and located so that the access point:

(a) is separate from vehicular access points;

(b) is a minimum of 6m from an adjacent residential boundary;

(c) complies with AS 1428 (Set)-2010 Design for access and mobility;

(d) meets desired lines of travel into the park from adjacent facilities (including pedestrian road crossing points, active transport paths, transport nodes and community facilities);

(e) is clear of areas of ponding, inundation or overland flow;

(f) provides for visibility and safety, using crime prevention through environmental design principles.

10.3.3.3 Pathways and paved areas

(1) Pathways and paved areas are provided in a park to provide all-weather pedestrian access to and use of park facility and activity nodes.

(2) The type of pathway and paved area in a park is consistent with the park type and its significance and any unique park characteristics such as heritage values.

(3) Surfaces for pathways and paved areas are durable and easily maintained to provide flood resilience.

(4) The standards for provision of pathways and paved areas in parks are listed in Table 10.3.3.3.A.


(5) Pathways and pavement areas are designed and located:

(a) to reflect anticipated user desire lines and park attributes (including terrain, views, shade, proximity to neighbours and hazards);

(b) to provide access to pedestrian infrastructure in the surrounding area (including the footpath network, public transport nodes and community facilities);

(c) to provide access for all unless park terrain or existing infrastructure prevents this from being reasonably able to be achieved;

(d) so that public pathways and associated elements (including landings, ramps, handrails and grab rails, signage, lighting and furniture) are designed to achieve equitable access for people with disabilities in accordance with the Human Rights and Equal Opportunities Commission (HREOC) Advisory notes on access to premises on the Australian Human Rights Commission website and AS 1428.2 Design for access and mobility - Enhanced and additional requirements - Buildings and facilities;

(e) to have a minimum path width of 1.5m, unless the path is a designated Class 2 or 3 track or trail (as defined in AS 2156.1-2001 Walking tracks - Classification and signage), which may be of a lower standard where the topography is unsuitable or there are other constraints;

(f) to minimise impacts on existing landform and vegetation (in particular root zones of trees);

(g) to incorporate park facilities (e.g. signage, lighting, park furniture);

(h) to incorporate shade trees for the benefit of path users;

(i) to incorporate drainage to ensure there is no ponding on or caused by the paths and paved areas;

(j) to achieve at least a 2 year ARI flood immunity standard for all flooding sources except the Brisbane River, where adjacent to a watercourse.

(k) to be a minimum of 2.1m AHD where in the Brisbane River and the Moreton Bay area;

(l) in accordance with more stringent criteria approved by Council, if the site is subject to more than 1 type of flooding source;

(m) to incorporate long sweeping bends and meanders and avoid long straight sections, short zigzags and repetitive snake-like bends, where the pathway is a track or trail in a natural area park, or in parks with an informal design theme;

(n) if appropriate, to incorporate existing tracks and clearings into the pathway network in natural area parks to reduce the requirement for the clearing of existing vegetation;

(o) if unavoidable, to include steps and ramps using tread and riser materials for steps that match the connecting pathway, as per BSD-5282 and BSD-5216;


(p) to incorporate a 0.6m shoulder (maximum crossfall of 1V:40H) along both sides of a pathway;

(q) so that they are offset a minimum of 1.0m from fences or walls and treat this clearance zone with suitable hard or soft landscaping;

(r) in compliance with Austroads, Guide to Road Design – Part 6A.

(6) The decision whether to use a shared (pedestrian and cyclist) path or separated paths is determined by a number of factors, including:

(a) the park in which it is located;

(b) the purpose of the path (whether it is for commuting, recreation or both);

(c) the intensity of use;

(d) the overall width of the site;

(e) existing site features;

(f) adjacent paths;

(g) the desired ambience of the site and the potential for conflict.

(7) Shared paths are preferred in regular use areas where more recreational cyclists are expected.

(8) If pedestrians and cyclists are separated, the pedestrian facility is situated closest to any features of interest or facilities such as the river edge, signage, viewing points and public amenities.

(9) For additional information on pathways, refer to Chapter 4 of this planning scheme policy.

Table 10.3.3.3.A—Pathway / pavement area requirements

Park type Setting Standard

Recreation parks (local and district), sport parks (district), landscape amenity parks and corridor parks

Low- to moderate-use pathways through natural vegetation (including Class 2 walking track as defined in AS 2156.1-2001 Walking tracks - Classification and signage)

Decomposed granite with edge restraint complies with BSD-5283

Low to moderate use pathways alongside vegetated waterways

Decomposed granite is only acceptable where:

(a) there is a well-developed canopy of natural vegetation;

(b) high-velocity overland flow is unlikely to cause path erosion;



(c) the trail will not be subject to regular inundation (i.e. trail is located above the 5 year ARI flood level);

(d) in other areas, the standard for moderate- to high-use pathways applies.

Moderate- to high-use pathways and pavement areas including paths through natural vegetation and along waterways

Asphalt with edge restraint complies with BSD-5214

Coloured aggregate spray seal with edge restraint complies with BSD-5215

Broom-finished concrete complies with BSD-5212

Moderate- to high-use pathways and pavement areas in parks away from natural areas

Coloured concrete or exposed aggregate concrete complies with BSD-5212

Other pathway or pavement types of a higher standard may be approved, if designed to complement any unique park or precinct characteristics

Urban commons Suburban centre improvement precincts

Paved pathways and pavement areas comply with Chapter 5 of this planning scheme policy

Other settings Subject to Council approval, other pathway specifications may be acceptable where intended to match any special type used in the adjacent suburban centre.

Recreation parks (metropolitan), sport parks (metropolitan)

- In accordance with a park master plan or management plan

Natural area parks Low-use pedestrian tracks and trails (Class 3 walking tracks as defined in AS 2156.1-2001 Walking tracks - Classification and signage)

Require:

(a) where required, an earth or decomposed granite pathway with timber or natural rock edge restraint in compliance with BSD-5216;

(b) tracks and trails with gradients steeper than 1V:20H to incorporate water bars (at spacings based on the track gradient and surface material) and include other drainage



treatments as appropriate, to reduce the susceptibility of the surface to erosion;

(c) a preferred maximum grade of 1V:6H and crossfall of 1V:18H (only to be exceeded for short sections);

(d) steps on steeper sections where required.

Moderate- to high-use pedestrian paths and tracks (Class 1 and 2 walking tracks as defined in AS 2156.1-2001 Walking tracks - Classification and signage)

Require:

(a) any pavement listed above except natural-earth walking track;

(b) a hardwood timber boardwalk for access to natural features and to cross wetlands, in compliance with section 10.3.3.8.

10.3.3.4 Internal park roads

(1) Roads may be required in a district or metropolitan park to provide vehicular access to park activity nodes.

(2) Road and parking design and layout:

(a) do not impact on the park’s useable space or its landscape values;

(b) are kept to the edges of parks to minimise the impacts on park users and open-space character.

(3) Internal roads that extend into the park to specific facilities or to create a sense of arrival may be approved, provided they do not compromise park values.

(4) Subject to the anticipated level of use by large vehicles such as tourist buses, a reduced pavement width and a reduction in design speed is preferred in parkland, by eliminating the allowance for parking lanes where appropriate and using speed control treatments.

(5) Unless specified otherwise by Council, a 5.5m-wide pavement designed and constructed to the standard of a neighbourhood road (minimum traffic loading of 1.5 x 105 ESA) is provided.

(6) Asphalt roads have a concrete edge restraint or kerb only (in compliance with BSD-10740) and incorporate principles of water sensitive urban design.

(7) Kerb and channel (in compliance with BSD-2001) is only required where run-off from the road pavement could erode the road shoulders or could compromise maintenance operations or values and use of the adjacent parkland.


(8) Vehicle barriers are provided beside the road to prevent vehicles driving across the park in accordance with section 10.3.4.

10.3.3.5 Car parks

(1) Parking bays for people with disabilities are provided at a ratio of 1 in 20 and comply with AS 1428 (Set)-2010 Design for access and mobility Set.

(2) Concrete kerbing or edging to car parks is installed in compliance with BSD-10740.

(3) Wheel stops are specified where there is no kerb and channel adjacent to car park bays.

(4) Water sensitive urban design features are incorporated in compliance with section 10.2.6.

10.3.3.6 Bikeways

(1) Bicycle paths are provided in parks only where required by the Bicycle network overlay and in compliance with Chapter 4 of this planning scheme policy; otherwise a shared path is provided.

(2) Where there is no specific requirement identified by Council, any proposal to construct a bicycle path, separated path or shared path in a park is carefully assessed to determine whether a pedestrian path or local access path could provide a satisfactory alternative, particularly where a wide pavement could compromise other park values (such as biodiversity, landscape amenity and park visitor safety).

(3) Bicycle paths are not connected to a district network, and the level of expected cyclist use will be low.

(4) Bicycle paths, shared paths and separated paths in parks incorporate threshold treatments, signage and textured surface materials where appropriate, to warn cyclists and pedestrians of intersections and other hazards (in compliance with Chapter 4 of this planning scheme policy).

(5) Shared paths in parks provide for disability access, as specified in AS 1428 (Set)-2010 Design for access and mobility Set.

10.3.3.7 Boardwalks and pedestrian bridges

(1) Boardwalks and bridges may be provided in a park to provide pedestrian and cyclist access to park activity areas and other key park features and non-motorised commuter access through a park.

(2) All boardwalks and pedestrian bridges, including quality of workmanship, comply with:

(a) the requirements detailed in Chapter 8 of this planning scheme policy; or

(b) AS 2156.1-2001 Walking tracks - Classification and signage for rating 3 or 4 tracks.


10.3.4 Fencing and barriers

(1) Fencing or barriers are provided along road frontages of a park to prevent illegal vehicle access and provide protection from potential hazards.

(2) Fencing may be required in situations where there is close proximity to a hazard, determined after assessment of risk and direction from Council in association with infrastructure such as playgrounds.

(3) The type of fence or barrier provided in a park is consistent with the park type and its significance, in accordance with Table 10.3.4.A.

(4) All fences and barriers are square and true to line (e.g. fence rails and the tops of bollards) must follow the slope of the land without dips and bumps.

(5) Hydraulic constraints are considered in the design and placement of a fence below the flood regulation line or across an overland flow path.

(6) In flood-prone locations beside rivers and creeks where vehicle barriers are required, bollards that comply with BSD-7093 are used rather than a log barrier or post and rail types.

Table 10.3.4.A—Fencing and barrier requirements

Location/setting Fencing standard

Road frontage: recreation parks (local) and corridor parks

Require:

(a) timber log barrier fence in compliance with BSD-7012;

(b) dome bollards in compliance with BSD-7093;

(c) 1 or more lock rails in compliance with BSD-7054.

Road frontage: recreation parks (district and metropolitan), sport parks (district and metropolitan), landscape amenity parks

Require:

(a) hardwood timber post and rail barrier fencing in compliance with BSD-7013;

(b) hardwood angle topped bollards in compliance with BSD-7093;

(c) 1 or more lock rails in compliance with BSD-7055 and BSD-7051;

(d) other approved fences or barriers of a higher standard, if designed to complement any particular park or precinct character.

Road frontage: urban commons

Bollard barriers and removable bollards comply with this planning scheme policy.



Natural area parks Require:

(a) hardwood bollard barriers that comply with BSD-7093;

(b) hardwood timber post and rail barrier fencing that comply with BSD-7013 along road frontages near public entrances and facilities;

(c) 1 or more lock rails or gates that comply with BSD-7053 and BSD-7054;

(d) all other boundary fencing to be of an approved design to deter illegal access and allow the safe movement of fauna.

Parks with heritage values or character

Require:

(a) heritage bollard barriers that comply with BSD-7093 on road frontages;

(b) other approved boundary fences in accordance with the provisions of an approved heritage plan or a heritage citation in the State Heritage Place register.

Entrances to pedestrian pathways or pavement areas

Where maintenance vehicle access is required, removable bollards with posts to match the park fencing/barrier type or other approved lockable barrier is in compliance with BSD-7094.

Unfenced park boundary Requires:

(a) boundary markers where the park boundary is not clearly defined and the park could be perceived as private property (in compliance with BSD-7094);

(b) the cost sharing of boundary fencing as specified in Chapter 8 of the planning scheme.

Dog off-leash areas

(detailed in section 10.3.10.5)

Require:

(a) PVC-coated chain mesh fence, 1.2m high, with powder-coated galvanised pipe top and bottom rail and posts in compliance with BSD-7007;

(b) 1 or more self-closing single pedestrian and dog access gates, and double maintenance vehicle access gates in compliance with BSD-7032;

(c) padlocked vehicle access gates for maintenance.

Safety and security fencing Requires:

(a) galvanised tubular handrail with chain wire (in compliance with BSD-7001) in local parks where



there is a danger of children gaining access to high-risk areas (e.g. around stormwater drain head walls, outlets and stormwater quality improvement devices) or where a vertical drop height exceeds 1.0m;

(b) a powder-coated steel fence (hunter rod top or approved equivalent colour BCC Grey 3) where the vertical drop height exceeds 1.5m, which is capable of sustaining the imposed actions specified in AS/NZS 1170.1:2002 Structural design actions - Permanent, imposed and other actions;

(c) hazards to be fenced off in district and metropolitan parks with an approved fence to AS 1926 Set-2010 Swimming pool safety Standards (e.g. BCC Grey 3 powder-coated steel pool fencing that complies with BSD-7004).

Note—Waterways, detention basins, lakes and constructed wetlands, along with playgrounds, roads and sports fields in parks are not fenced, except where unusual or unexpected hazards exist (such as specified in section 10.3.7.1 of the planning scheme).

After-hours access control Where a public access road or car park may be closed at night (e.g. to reduce park vandalism and nuisance to neighbours), a metal lock gate is provided in compliance with BSD-7053.

Sports fields Complies with the standards and requirements of the particular sporting activity.

10.3.5 Signage

(1) Council encourages the use of pictographic signage and any other measures that contribute to access and inclusion principles, in compliance with BSD-10507.

(2) Signage (park name and interpretive) in metropolitan parks form part of the overall design intent.

(3) Natural area park signage complies with existing natural area design specifications.

(4) Walking track markers in natural area parks comply with AS 2156.1-2001 Walking tracks - Classification and signage.

(5) Traffic signs for internal circulation roads are provided as per the Manual of uniform traffic control devices (Queensland Department of Transport and Main Roads).

(6) Advertising signage is not permitted in parks.


10.3.6 Utilities

10.3.6.1 Water supply

(1) A 25mm water service connection is provided at the park boundary with a water meter.

(2) At least 1 vandal-proof water point is provided within the park.

(3) The water point (drinking tap and maintenance tap) is located so that it is within 20m of a playground or other recreation facility.

(4) Water supply connections and taps are located, designed and constructed to minimise impacts on existing landform and vegetation.

(5) Water supply is provided in compliance with BSD-10306 and BSD-10307.

10.3.6.2 Rainwater tanks

(1) Rainwater tanks are provided on buildings where required under the Building Code of Australia.

(2) Rainwater tanks are designed and installed to the standards described in the Australian Standards publication HD 230 – 2008 Rainwater Tank Design and Installation Handbook, and the Water Supply Code of Australia WSA 03 - 2011 Supplement 1.1, published by the Water Services Association of Australia.

10.3.6.3 Maintenance taps

(1) Taps are provided in a park to facilitate cleaning and maintenance of infrastructure, turf and landscaping.

(2) Maintenance taps comply with BSD-10306 and BSD-10307 and are provided where a reticulated water supply or pressurised potable water is available.

(3) Taps include a 20mm Council vandal-proof hose tap fitting.

(4) Taps are located near the edge of the landscaping, turf or infrastructure and are to be maintained.

(5) A tap does not pose a trip hazard or interfere with maintenance activities such as grass mowing.

(6) Maintenance taps are attached to drinking fountains where appropriate.

10.3.6.4 Electricity

(1) An electricity supply pillar is provided on at least 1 park frontage, with a switchbox and supply to the electrical facilities in the park.

(2) If required, a lockable general purpose outlet is provided and located outside of any switchbox.


(3) The capacity of the electrical supply is sufficient to meet the power demands for the electrical facilities in the park (i.e. district and metropolitan parks have provision for 3 phase power).

(4) The type and number of electrical facilities is determined by the park type and as shown on the approved detailed landscape plan.

(5) The electricity connections are located, designed and constructed to minimise impacts on existing landform, structures, use areas and vegetation.

(6) Electrical infrastructure, in particular switchboards, is located to achieve the most realistic immunity from flooding.

10.3.6.5 Sewerage

(1) Sewerage connections are:

(a) provided at the park boundary if public toilets or buildings are required in a district or metropolitan park;

(b) located at the closest point to the proposed development site in the park;

(c) denoted by permanent markers.

(2) Sewerage connections are located, designed and constructed to minimise impacts on existing landform, structures, use areas and vegetation.

(3) Sewerage pumps are either located to achieve the most realistic immunity from flooding, or submersible pumps are used.

10.3.6.6 Lighting

(1) Lighting is provided where the night-time use is appropriate to the function of the park.

(2) A sustainable, whole-of-life approach is taken to providing lights in a park.

(3) Lighting incorporates a time switch where extended after-hours use is discouraged.

(4) Alternative technologies, such as the use of solar lighting, are used where mains power is unavailable.

(5) Lighting is provided in high-use activity areas, such as:

(a) along primary pathways and bikeways;

(b) at picnic nodes and associated facilities in district and metropolitan parks;

(c) at playgrounds in district and metropolitan parks;

(d) at public toilets;

(e) along internal roads and within car parks;

(f) along pathways that link picnic nodes to car parks and major access points;


(g) within urban commons or civic spaces;

(h) where hazards exist at a park that is likely to be visited after hours.

(6) Council is provided with an electrical reticulation plan certified by a Registered Professional Engineer Queensland to comply with the following:

(a) AS/NZS 3000:2007 Electrical installations;

(b) BSD-11001;

(c) AS/NZS 1158.3.1:2005 Lighting for roads and public spaces - Pedestrian area (Category P) lighting - Performance and design requirements;

(d) lighting systems are readily maintainable by Council;

(e) reticulation is located, designed and constructed to minimise impacts on existing landform and vegetation;

(f) bollard lighting is only considered where shadows from overhead lighting could cause a safety risk, and in locations unlikely to be subject to a high level of vandalism;

(g) decorative feature lighting (e.g. spot lighting of features, signature trees or signage) is appropriate, particularly in district and metropolitan parks, but requires specific approval from Council;

(h) lighting of sporting fields (whether or not in compliance with AS 2560.2.3-2007 Sports lighting - Specific applications - Lighting for football (all codes) requires specific approval from Council;

(i) lighting systems must not cause nuisance to surrounding properties in compliance with AS 4282-1997 Control of the obtrusive effects of outdoor lighting;

(j) lighting systems (roads, car parks, pathways and outdoor areas) provide adequate illumination in compliance with AS/NZS 1158.3.1:2005 Lighting for roads and public spaces - Pedestrian area (Category P) lighting - Performance and design requirements and Energex policies.

10.3.7 Playgrounds

10.3.7.1 General

(1) Playgrounds in parks are designed, located and constructed in accordance with the following requirements:

(a) certification is required that the play equipment, impact attenuation surfacing and associated landscaping comply with the relevant Australian Standards (including AS/NZS 4422:1996 Playground surfacing - Specifications, requirements and test method, AS/NZS 4486.1:1997 Playgrounds and playground equipment - Development, installation, inspection, maintenance and operation, AS 4685 (Set)-2004 Playground Equipment Safety


Set: AS 4685.1, AS 4685.2, AS 4685.3, AS 4685.4, AS 4685.5 and AS 4685.6 and the play equipment manufacturer’s specifications;

(b) subject to spatial and other site constraints, playgrounds comply with the design principles outlined in BSD-10402;

(c) play elements complement and enhance other recreation opportunities in a park;

(d) if possible, playgrounds are linked to other areas of play, including open activity areas, natural areas and recreation facilities such as bicycle paths and basketball half courts;

(e) playground design achieves a balance between:

(i) carer supervision in the play of young children that is essential to reduce the risk and severity of accidents;

(ii) independent play for older children meets their need to be able to play without constant adult supervision.

(f) a safety fence (in compliance with section 10.3.4) is provided between playgrounds and a main road, a drain or water body with standing water, or a commuter bikeway, when play elements are less than 20m from the road frontage, bikeway or drain or water body;

(g) within a district or metropolitan playground:

(i) play spaces for toddlers are fenced as separate spaces; or

(ii) preferably the separation is achieved through design of the spaces.

(h) apart from the circumstances described above, the fencing of playgrounds is not encouraged;

(i) CCA-treated timber is not used in the construction of play equipment and associated fencing, furniture and landscaping installed within playgrounds;

(j) installing water play elements is encouraged within district and metropolitan playgrounds;

(k) shade is incorporated over play elements in compliance with section 10.3.7.3;

(l) seating and other park furniture is provided as part of the play node in compliance with section 10.3.8.1;

(m) in flood-prone locations, playgrounds are located as high as possible on the site;

(n) play equipment is sourced from the Council-approved panel of playground equipment providers or an approved equivalent.

(2) The type of playground provided in a park is:

(a) consistent with the park type and its significance;

(b) established during the park design and development assessment process;


(c) consistent with any park characteristics such as natural values.

(3) The standards for provision of playgrounds in parks are listed in Table 10.3.7.1.A.

Table 10.3.7.1.A—Playground requirements

Playground type and setting Standard

Local playground: within a recreation park (local or district), or as a subsidiary development within a sport park (district or metropolitan)

The playground:

(a) is intended for residents within 750m of the park

(b) provides play elements suitable for children up to 9 years (this requirement may be varied where the demographics of the surrounding suburb include a high proportion of older age groups as per section 10.3.10.1)

(c) is designed for children of various ages and abilities;

(d) is designed and sited to comply with BSD-10401 and BSD-10402.

District playground: within a recreation park (district or metropolitan) with appropriate infrastructure (e.g. toilets, parking, picnic node, links to district pathway network, open activity areas)

(Not to be located contiguous with a sport park (district or metropolitan) or recreation facilities that generate high demand on infrastructure at peak times)

The playground:

(a) is intended for residents within 3km–5km of the park;

(b) caters for families and is suitable for play by children of all abilities and age groups including 10 years and over;

(c) provides for social, creative and physical play;

(d) generally complies with design principles listed in BSD-10402.

Metropolitan playground: recreation park (district or metropolitan) with supporting infrastructure for intended level of use

(Not to be located contiguous with a sport park (district or metropolitan) or recreation facilities that generate high demand on infrastructure at peak times)

The playground:

(a) is intended for residents and visitors Brisbane wide ;

(b) has play elements of a larger scale, providing more activities and a greater challenge, catering for higher visitor numbers than district playgrounds;

(c) complies with the design principles listed in BSD-10402.

10.3.7.2 Playground surfacing

Under-surfacing playgrounds complies with BSD-10420 and the following Council requirements:


(a) the site is graded to produce a gentle fall (maximum 1V:50H) towards the perimeter of the playground to enhance drainage, particularly away from fall zones and areas of high traffic or activity;

(b) a shallow swale or low bund is provided at locations around the playground to divert overland flow;

(c) typical drainage treatment includes grading of the sub-base of the playground and installation of a robust plastic agricultural drain, fitted with a filter sock, around the edge and throughout the sub-base;

(d) drainage is directed to the stormwater system, soakage pit or dispersal structure away from the playground;

(e) a concrete edge is constructed around the perimeter of the playground under-surfacing and the entire area is filled with an appropriate impact-attenuation material, as per AS/NZS 4422:1996 Playground surfacing - Specifications, requirements and test method, without compromising the fall zone of any play equipment or making the edging depth unsuitable to meet the type and depth of the softfall;

(f) non-play elements (including seating and trees) are located outside and adjacent to the designated area of under-surfacing, with the exception of shade structure posts which have footing below the sub-base and under-surfacing;

(g) impact attenuation is provided over the entire fall zone and circulation space around play equipment, as specified in the AS 4685(Set)-2004 Playground Equipment Safety Set;

(h) series or by the equipment manufacturer;

(i) under-surfacing material, of either loose mulch type, solid wet-pour or matting, complies with AS/NZS 4422:1996 Playground surfacing - Specifications, requirements and test method to an extent and depth appropriate for the type of equipment;

(j) solid impact attenuation surfacing is installed as a minimum under swings, scale swings, slide exits, fireman’s poles and under the entire length and width of a flying fox unit;

(k) the extent of solid material provides for all abilities;

(l) all finished grass and impact-attenuation surfaces are flush with the concrete edge and internal solid surfacing if applicable, to avoid trip hazards;

(m) in flood-prone locations, playground surfacing material must be sacrificial, such as mulch or sand.

10.3.7.3 Shade

(1) The siting of playgrounds and infrastructure, such as seating, takes into account the relationship with existing mature trees and planting, and advanced stock of suitable tree species (minimum of 100L containers) are used to supplement natural shade (in conjunction with shade structures if required whilst the planting becomes established).


(2) Unless shade is available from existing trees, permanent shade structures such as shade sails are required over at least 50% of the play elements in local, district and metropolitan playgrounds.

(3) The priority areas of the playground to provide with shade are those where there will be gathering and waiting, along with equipment that will be sat on or otherwise in contact with skin.

(4) Shade structures are designed and constructed in accordance with relevant Australian Standards, certified by a Registered Professional Engineer of Queensland and easily maintainable.

(5) Shade structures are sourced from the Council-approved panel of playground equipment providers or an approved equivalent.

10.3.8 Visitor facilities

10.3.8.1 Park furniture

(1) Furniture in parks is appropriate to the designation of the park and as listed in BSD-10003.

(2) In sites prone to flooding, flood resilience is provided using surfaces for furniture that are durable and easily maintainable.

(3) The park has a continuous path of travel to major furniture items within the park.

(4) Furniture and picnic nodes are sited to minimise the potential for overlooking into private residential properties.

(5) The types of park and their requirements for furniture are as per Table 10.3.8.1.5.A.

(6) Furniture is sourced from the Council-approved panel of park furniture providers or an approved equivalent.

10.3.8.1.1 Park seats

(1) Park seats are located to provide an interesting outlook and to maximise summer and midday shade.

(2) Seats must be provided in close proximity to:

(a) a playground or active recreation node;

(b) around sporting fields;

(c) at viewpoints;

(d) at resting points set back from and along pathways.


10.3.8.1.2 Rubbish bins

(1) Bins provided in parks are located near a road or the perimeter of the park close to the access point where they can be serviced without the need to drive the refuse collection truck across the park.

(2) A bin enclosure with a 240L wheelie bin placed on a concrete slab is the standard bin type for parks in compliance with BSD-7035.

(3) Special bin types are required in high-profile locations (in compliance with BSD-10282) and dog off-leash areas (in compliance with BSD-10282 and BSD-10281).

(4) Bins are sourced from the Council-approved panel of park furniture providers or an approved equivalent.

10.3.8.1.3 Barbeques

(1) If barbeques are required in a park, they are sited as part of a picnic node in compliance with section 10.3.8.2.

(2) Council will only accept wood burning rather than the standard electric barbeques in picnic nodes where:

(a) mains power is not available;

(b) smoke will not interfere with neighbours;

(c) the risk of bushfire is low;

(d) fuel collection will not cause environmental harm.

(3) Barbeques comply with BSD-11123, BSD-11123.

(4) To provide a level of flood immunity, the park is planned so that barbeques can be located in an elevated part of the site (while considering other factors including facilities and terrain).

10.3.8.1.4 Shelters and gazebos

(1) If shelters are required in parks, they are sited as part of a picnic node, playground node or other activity node.

(2) Gazebos may be provided in attractive park settings for weddings and group functions.

(3) Shelters and gazebos incorporate picnic settings or seating depending upon their function in the park.

(4) Shelters comply with BSD-10131.

10.3.8.1.5 Drinking fountains and bubblers

(1) Drinking fountains or bubblers are provided:


(a) along district and metropolitan pathway and bikeway networks;

(b) near playgrounds and active recreation nodes.

(2) A dog drinking bowl is added where dogs are walked, but not near playgrounds or other active recreation nodes.

(3) Drinking fountains or bubblers comply with BSD-10306, BSD-10307.

Table 10.3.8.1.5.A—Park furniture requirements


Local parks Activity space (e.g. playground) At least 2 bench seats

Local playgrounds where space is available and usage is high

1 x shelter and picnic table in compliance with BSD-10131

Near activity spaces with regular usage (e.g. playground)

At least 1 drinking fountain per park

Parks located in industrial areas and adjacent to community facilities

The park requires:

(a) at least 1 shelter and 2 picnic tables that comply with BSD-10131;

(b) at least 1 rubbish bin that complies with BSD-7035.

Along pathways linked to a district network

1 x tap and bubbler with a dog bowl in compliance with BSD-10306

Local and district parks

Within or adjoining industrial areas:

(a) parks with a barbeque;

(b) parks near a shop, school or community facility likely to generate a large volume of litter in the park.

At least 1 rubbish bin that complies with BSD-7035

District parks Activity space – viewpoint, playground, recreation node and sporting field

At least 2 bench seats per activity space

Activity space with regular usage – playground, recreation node and sporting field

At least 1 drinking fountain per park

Picnic area where the anticipated level of use does not justify the complete set of picnic node furniture (see section 10.3.8.2)

The picnic area requires:

(a) a picnic shelter and 2 picnic tables, 1 of the tables to be undercover within the shelter in



compliance with BSD-10131;

(b) at least 1 rubbish bin that complies with BSD-7035.

Parks with a dog off-leash area

Within the dog off-leash area The dog off-leash area requires:

(a) at least 2 bench seats;

(b) at least 1 tap and bubbler with a dog bowl in compliance with BSD-10306.

Outside the dog off-leash area At least 1 dog rubbish bin near the entrance in compliance with BSD-10282.

Recreation parks (district), sport parks (district)

Along pedestrian pathways and bikeways

The park requires:

(a) at least 1 bench seat or 2 seats configured in a social arrangement per 500m of pedestrian pathway or bikeway;

(b) up to 1 bench seat per 60m in areas of high use by people with ambulatory disabilities (e.g. near an aged care facility).

Along a pathway in a district and metropolitan park and bikeway networks where reticulated water is available

At spacings of less than 1km, the park requires 1 x drinking fountain in compliance with BSD-10307 or 1 x drinking fountain to a higher standard, where required to match existing park or precinct furniture

Urban commons

Near suburban centres Furniture is in accordance with park specific requirements (supplied by Council)

Metropolitan parks and natural area parks

All settings Furniture is in accordance with park specific requirements (supplied by Council)

Note—Furniture at picnic nodes is to comply with Table 10.3.8.2.A.

10.3.8.2 Picnic nodes

(1) Picnic nodes are located in attractive, shady and accessible locations in district, metropolitan and natural area parks, and typically incorporate:


(a) a shelter;

(b) picnic setting;

(c) barbecue;

(d) refuse bin;

(e) tap and drinking fountain.

(2) The indicative layout plan in BSD-10101 shows a preferred relationship between facilities and items of furniture in a picnic node.

(3) Picnic nodes in parks:

(a) are located at focal points or adjoining features or places of special interest in a park, but not where they will detract from that feature;

(b) in natural area parks and are located in accordance with the approved natural area management plan;

(c) complement and enhance other recreation opportunities in a park;

(d) are sited in conjunction with playgrounds and other activity spaces with access to facilities such as bicycle paths;

(e) subject to the terrain of the site and have continuous accessible paths of travel from car parks or adjoining roads and park facilities;

(f) have all-weather access for regular cleaning and maintenance;

(g) use alternative technologies where appropriate (e.g. solar energy where mains power is not readily available, or rainwater harvesting).

(4) The type of picnic node provided in a park is consistent with the park type and its significance, established during the park design.

(5) The standards for provision of furniture in picnic nodes are listed in Table 10.3.8.2.A.

Table 10.3.8.2.A—Picnic node requirements

Park type Standard

Recreation parks (district) and sport parks (district and metropolitan)

The parks require:

(a) 1 x single or 1 x double electric barbeque in compliance with BSD-11123;

(b) 1 x picnic shelter in compliance BSD-10131;

(c) 3 x picnic units (tables) per barbeque plate, with at least 1 of the picnic units located undercover within the shelter;

(d) 1 x rubbish bin (generally in accordance with BSD-


Park type Standard

7305);

(e) 1 x light (only within Council approved parks where after hours use is encouraged);

(f) 1 x drinking fountain (generally in accordance with BSD-10307).

Metropolitan parks Multiple modules of a district park picnic node as required

Natural area parks Picnic node furniture is in accordance with area specific requirements (supplied by Council)

Landscape amenity parks, corridor access parks and local parks

The parks:

(a) do not usually require picnic nodes;

(b) may require individual items of park furniture (as per section 10.3.8.1).

10.3.9 Buildings

Buildings in parks (including toilets, community buildings, sporting kiosks, and changing and meeting rooms) must be sited, designed and constructed to comply with the Building Code of Australia, Australian Standards and the following requirements:

(a) buildings are sited to avoid nuisance to neighbours;

(b) buildings are within reasonable proximity to a car park or set-down zone;

(c) buildings are located on suitable terrain or with pathways to facilitate a continuous accessible path of travel;

(d) buildings have proximity to a road, gate or internal maintenance access for servicing;

(e) casual surveillance is possible from surrounding streets or other sites of regular people presence;

(f) buildings are visually unobtrusive in the park setting and landscape;

(g) buildings will not discourage pedestrian movement between park facilities and activity spaces;

(h) buildings are in locations that support their use and provide immunity from stormwater or flood inundation;

(i) buildings are designed by a registered architect in a contemporary style, in keeping with the park or precinct character and Brisbane’s sub-tropical climate;

(j) buildings are of robust construction using materials that are resistant to vandalism yet promote sustainable energy and water use;


(k) if the use of the building necessitates siting in a location that will be subject to inundation, the building design and materials are resilient to water damage and debris impact;

(l) building design and materials facilitate preparation for flooding and post-flood cleaning.

10.3.9.1 Public toilets

(1) Public toilet buildings are only provided in parks after an assessment of potential demand and, where applicable, consideration of the availability of conveniently located alternative publicly accessible facilities.

(2) Anticipated demand for public toilets is categorised as follows:

(a) high-level, high and generally consistent level of everyday toilet use by park visitors, throughout a week;

(b) peak period, lower overall level of use, with a peak at weekends or during park functions, sporting events, etc.;

(c) low-level, low or sporadic public use.

(3) Group use of public toilets is primarily associated with the activities of a single club, group, tenant or lessee. Lessees will usually be required to provide a toilet within a clubhouse or other community building for group use.

(4) Toilets are required in metropolitan, district and sport parks.

(5) Toilets are not provided in local parks, landscape amenity and corridor access parks.

(6) Public toilet buildings in parks are sited, designed and constructed in accordance with Chapter 11 of this planning scheme policy, in compliance with BSD-10701 and AS 1428 (Set)-2010 Design for access and mobility Set.

(7) The type of public toilet building provided in a park is consistent with the park type, its significance and any unique park characteristics such as natural values.

(8) The standards for provision of public toilets in parks comply with Table 10.3.9.1.A.

Table 10.3.9.1.A—Public toilet requirements

Park type and setting Standard

District park with high-level or peak-period use

The park has:

(a) 1 x toilet block with 3 cubicles, at least 1 with disabled access;

(b) lesser standards only where visitor numbers do not justify 3 cubicles (e.g. toilets in remote locations).

Metropolitan park (destination park)

As for district parks, except that the capacity (including that for people with disabilities) should be increased (greater than 3 cubicles) where anticipated use is likely to cause


Park type and setting Standard

queues to regularly form

Parks on the foreshore and near water play

The park incorporates external shower facilities and change rooms adjacent to swimming areas and major water play facilities

10.3.10 Recreation and sporting facilities

10.3.10.1 Youth spaces

(1) Youth spaces are identified during the park planning phase, to accommodate the inevitable change in suburban demographics over time.

(2) Young adults are more mobile and independent than children, and need a central meeting place that is accessible by bicycle and skateboards with linkages to the bikeway network and corridor (access/recreation) parks.

(3) Youth spaces can be identified and developed in a way that suggests some prior planning, without trying to make full provision that may be inappropriate or unwanted.

(4) A degree of separation from obvious adult supervision is desirable, but the facility must remain visible from surrounding streets to provide casual surveillance and a safe environment for young adults to meet.

(5) Youth spaces are aligned to other areas of activity including shopping centres, public transport and the sport and recreation facilities described in this section that are relevant to young adults.

10.3.10.2 Ball sports

(1) Facilities for ball sports in parks (e.g. basketball and netball courts, tennis courts, rebound walls, cricket practice nets, boules courts, grassed fields, ovals and cricket pitches) are designed, located and constructed in accordance with sport-specific specifications of the relevant sporting administrative body, and the following general requirements:

(a) the facility complements and enhances other recreation opportunities in a park;

(b) all facilities are set apart to allow ball sports to take place without intrusion or conflict with adjoining activities;

(c) the facility is readily maintainable by Council;

(d) the facility is set back from surrounding properties with screening and landscaping as appropriate;

(e) consultation with neighbours, in conjunction with the Ward Councillor, is required if the facility is proposed near existing or future residences;

(f) small local parks are usually unsuitable for ball-sports facilities;


(g) key ways or goal circles (combined basketball and netball ring or a facility with minimum court area) are not acceptable due to the risks associated with these facilities;

(h) opportunities for casual surveillance of courts and rebound walls is maximised from surrounding streets and other sites of regular people presence;

(i) half courts and tennis rebound walls are provided within cycling distance (approximately 2km–5km from most residences);

(j) tennis courts and boules courts (bocce or petanque) are not usually provided outside leased areas in parks, but may be allowed where, for example, a community group or agency can undertake minor court maintenance, care for equipment such as nets and supervise court bookings;

(k) cricket practice nets are located to minimise potential hazards caused by mis-hit cricket balls (e.g. practice nets are not located along road frontages) to minimise potential hazards and to maintain the visual appeal of the park;

(l) bench seats, drinking fountains and tree planting for shade are provided in conjunction with facilities for ball sports, to the standards for pathways described in Chapter 4 of this planning scheme policy and section 10.3.8.1.

(2) The type of facility provided for ball sports in a park is consistent with the park type and its significance, established during the park design and development assessment process and any unique park characteristics.

(3) The standards for provision of facilities for ball sports in parks are given in Table 10.3.10.2.A.

Table 10.3.10.2.A—Ball sport facility requirements


Large recreation parks (> 1ha)

If sufficient space is available to allow adequate separation from residences (to moderate the noise nuisance)

A basketball half court may be approved in compliance with BSD-10211

Landscape amenity park, corridor access parks or natural area parks

N/A Facility not required

Sport parks Council-designated locations

Sport parks have:

(a) sporting fields and ovals that comply with park specific requirements (supplied by Council and developed in consultation with the community);



(b) other facilities may be required for ball sports such as:

(i) tennis rebound walls in compliance with BSD-10218;

(ii) half and full basketball courts in compliance with BSD-10211;

(iii) netball courts and cricket pitches in accordance with BSD-10212.

In proximity to a cricket oval, or less commonly in conjunction with other sporting fields

Cricket practice nets may be required in compliance with BSD-10212

Recreation parks (district)

Activity space (recreation node)

Half basketball and netball courts and tennis rebound walls may be required

Metropolitan park Metropolitan park zone precinct and where identified in the Local government infrastructure plan

In accordance with a park master plan or management plan

10.3.10.3 Skateboarding and BMX

(1) A district skateboarding and BMX facility may be provided within cycling or skating distance for youths (approximately3km–5km of most residences), which includes a basic collection and range of elements catering for novice skaters through to those seeking a higher degree of challenge.

(2) Metropolitan skateboard and BMX facilities:

(a) cater for a wide ability range, from novice to experienced skaters and cyclists seeking the highest degree of challenge that is possible in an open public setting;

(b) incorporate a greater range of advanced skating or cycling elements than district facilities;

(c) are located within the Brisbane residential area.

(3) Council determines the siting of skateboarding and BMX facilities in parks and considers the following factors:

(a) skateboarding and BMX facilities are not suitable for local recreation, corridor access and landscape amenity parks;


(i) district skateboarding and BMX facilities are located in suburbs where the local community includes families with youths;

(ii) district and metropolitan skateboarding and BMX facilities are located in parks with appropriate infrastructure (toilets, parking, picnic nodes and links to the district pathway network) to complement the skating and BMX experience;

(iii) facilities are located near public transport;

(iv) the facility is set back from surrounding properties with screening and landscaping;

(v) consultation with neighbours, in conjunction with the Ward Councillor, is essential;

(vi) the facility is usually not located near existing and proposed residences, or near a venue that may cause potential conflicts (e.g. elderly citizens club and hotel);

(vii) opportunities for casual surveillance of the facility are maximised from surrounding streets and other sites of regular people presence;

(viii) the facility is to complement and enhance other recreation opportunities in a park;

(ix) emergency vehicle access is required in accordance with section 10.3.3.1.

(4) Skateboarding and BMX facilities in parks are designed and constructed to the following requirements:

(a) a risk management process is applied and documented to the siting and design to ensure a balance between user hazards and challenges and park amenity;

(i) design of skate facilities is undertaken by a professional recognised by the sports peak body;

(ii) the facility is readily maintainable by Council.

10.3.10.4 Bicycle parking

(1) Bicycle parking facilities in parks are designed, located and constructed to comply with Austroads Guide to Traffic Engineering Practice Part 14 – Bicycles and AS 2890.3-1993 Parking facilities - Bicycle parking facilities.

(2) Bicycle racks are a Class 3 floor or pavement mounted rail in compliance with AS 2890.3-1993 Parking facilities - Bicycle parking facilities.

(3) The provision of bicycle parking in parks complies with Table 10.3.10.4.A.

Table 10.3.10.4.A—Bicycle parking

Park type Requirement


District park 12 bicycle racks

Metropolitan park Minimum 12 bicycle racks

10.3.10.5 Dog off-leash areas

(1) Council aims to provide a dog off-leash area within walking distance for adults (approximately 2km) of most residences.

(2) District and metropolitan recreation parks are the preferred location for dog off-leash areas. Natural area parks and corridor parks are generally unsuitable.

(3) Siting of dog off-leash areas in parks is determined by Council.

(4) Dog off-leash areas:

(a) complement and enhance other recreation opportunities in a park;

(b) do not cause nuisance to surrounding properties;

(c) are readily maintainable by Council;

(d) where created within a larger area of open space, must be clearly defined within a fence, as per section 10.3.4;

(e) are clearly signed at every entry point to the off-leash area using standard Council signage;

(f) are hospitable for people and dogs, with an open area of useable space, shade, seating and drinking water for people and dogs;

(g) use tree planting to supplement shade over time;

(h) do not have hazards such as holes, depressions, irregular or stony surfaces, constantly wet areas or any other feature which may contribute to an injury, or a more suitable area is chosen;

(i) provide parking nearby;

(j) have access points located so that a conflict will not arise between users accessing the off-leash area or users of other park facilities;

(k) provide at least 1 bin for dog faeces as per section 10.3.8.1.2;

(l) provide at least 1 anti-vandal tap, fountain and drinking bowl;

(m) are an appropriate size for the intended use and anticipated demand.

(5) The indicative layout of dog off-leash areas is shown in BSD-10281.

10.3.10.6 Fitness equipment

(1) Fitness equipment may be appropriate for recreation parks, corridor (access/recreation) parks, urban commons or district and metropolitan sport parks.


(2) Fitness equipment may be installed along pathways in parks and around activity spaces.

(3) Fitness equipment is set back a minimum distance of 2.5m from bikeways and pathways to provide circulation space.

(4) Under surfacing such as rubber matting is provided where the ground surface will deteriorate as a result of equipment use.

(5) The design and installation of fitness equipment complies with AS/NZS 4422:1996 Playground surfacing - Specifications, requirements and test method and AS 4685(Set)-2004 Playground Equipment Safety Set.

10.3.11 Water bodies, water quality management and stormwater infrastructure

(1) These facilities are located away from park activity areas unless specifically designed for recreation use.

(2) The facilities do not impede the recreation function of a park, and where possible complement and enhance recreation opportunities and the park landscape.

(3) Council is unlikely to accept a lake as part of a parkland contribution. A lake is defined as a large body of open water with the primary function of providing visual or recreational amenity. This definition does not apply where stormwater treatment is proposed to be a significant function of the lake.

(4) Chapter 7 of this planning scheme policy provides detailed information on Council requirements relating to water bodies, detention basins and water quality management structures, which are to be met before a facility of this type can be considered in parkland.

(5) Stormwater discharge across and into parks (pipes, energy dissipaters, outlets, drop structures and open drainage channels) in compliance with Chapter 7 of this planning scheme policy.

(6) Vegetation is protected through:

(a) the planning, design and construction of water bodies, water quality management structures and stormwater infrastructure in parks in compliance with Chapter 4 of this planning scheme policy;

(b) the installation of safety barriers or fencing (incorporating planting buffers) around unusual or unexpected hazards in compliance with Chapter 5 of this planning scheme policy.

10.3.12 Power, gas and oil pipeline easements

(1) Power, gas and oil pipeline easements are not accepted as part of a park contribution.

(2) Park landscaping may extend across an easement but must comply with the requirements of the easement owner, for example, tree planting is usually restricted on easements.

(3) Limited recreation activities may be permitted on easements that run through a park.


(4) Transient activities (e.g. pathways and bikeways) may cross easements, but cannot cross activity spaces, sporting fields or similar uses.

(5) Underground services through parks are clearly marked and include appropriate safety measures such as signage and fencing.

10.3.13 Cultural heritage items

Cultural heritage items in a park must be retained, protected and interpreted.


Chapter 13 Community facilities

Contents

13.1 Purpose

13.2 Application

13.3 Requirements

13.4 Integrated solution models

13.1 Purpose

(1) This chapter outlines the following for the provision of community facilities:




(2) Examples of integrated solutions for facilities co-located in precincts or hubs are included to assist the provider with exploring innovative options for community facility provision.

13.2 Application

(1) Table 13.2.A identifies the main community facilities under the following facility groups:

(a) community service;

(b) library;

(c) arts and cultural;

(d) sport and recreation.

(2) Facilities not listed in Table 13.2.A are generally considered the responsibility of others.

Table 13.2.A—Types of community facilities

Facility group Facility type Description

Community service/leisure General community space Community meeting space and community halls


Community service space Facilities to support the operation of community groups, their activities and services, e.g. Meals on Wheels, community centres, Brisbane Multicultural Centre and Maida Lilley Community Centre

Library Library Public library

Arts and culture Visual arts Art and craft workshop and display space

Performing arts Performance and rehearsal space

Sport and recreation Indoor sport centre Indoor sport or court facilities

Swimming pool Public swimming pool

Sport park – formal sport Sport fields, outdoor courts, rinks or greens and support facilities (e.g. ovals, tennis courts)

Sport park – outdoor sport and recreation

Outdoor sport and recreation space and facilities, including support facilities (e.g. archery, cycling, equestrian, golf, motor sports, rowing, canoeing and skate facilities)

Note—Four service levels have been established to provide the community with facilities that offer different levels of accessibility, standard and scale to meet a range of capacity and skill levels. The desired standard of service in the Local government infrastructure plan provides details of service levels of community facilities.

13.3 Requirements

13.3.1 General

Community facilities aim to:

(a) be multipurpose;

(b) support a range of community and cultural activities;

(c) be flexible and adaptive;

(d) respond to changing community demand and need;

(e) have the ability to function with shared facilities and resources.

13.3.2 Space requirements

(1) Detailed spatial and other requirements for community facilities in different locations in Brisbane are shown in Table 13.3.2.A and Table 13.3.2.B.

(2) Table 13.3.2.A and Table 13.3.2.B also identify some possible solutions for each facility type.


Table 13.3.2.A—Space requirements for community facilities in area A (Centres) and area B (General urban)

Facility group/type

Service level

Space required

Specific spaces required

Possible solutions

General community space

(e.g. community meeting space, community halls, multi-purpose space suitable for community and cultural activities or performing arts)

Local Recommended allocation

450m² floor space

1,800m² land

Offices

Meeting rooms

Kitchenette

(a) stand-alone community facility;

(b) co-located with other community facilities such as a library, community service or group facility, arts and cultural facility, sport and recreation facility;

(c) dedicated floor space or facilities provided within a suburban retail or services centre;

(d) community facility with adequate public accessibility within a school, or other public or private facility.

District Recommended allocation

900m² floor space

3,000m² land

Offices

Meeting rooms

Kitchenette


(b) co-located with other community facilities such as a library, community service or group facility, arts and cultural facility or sport and recreation facility;

(c) dedicated floor space and facilities provided within a suburban retail or services centre;


Community service/group


Reception

Offices



space

(e.g. community or neighbourhood centres, single- and multi-service community service facilities, cultural activities, youth service facilities or community group clubhouse)

1,800m² floor space

6,000m² land

Meeting rooms

Kitchenette

(b) co-located with other community facilities such as a library, community service or group facility, arts and cultural facility or sport and recreation facility;



Principal

Recommended allocation


6,000m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen


(b) co-located with other community facilities such as a library, general community facility, arts and cultural facility, sport and recreation facility;

(c) dedicated floor space or facilities provided within a major retail or services centre;


Libraries

(e.g. public libraries)



3,000m² land

Reception

Offices

Meeting rooms

Kitchen/Canteen

(a) preferably co-located with other community facilities such as a community service or leisure facility, arts and cultural facility, or sport and recreation facility;

(b) stand-alone library facility;

(c) dedicated floor space or


facilities provided within suburban retail or services centre.

Principal



6,500m² land

Reception

Offices

Meeting rooms

Kitchen/Canteen

(a) preferably co-located with other principal level community facilities such as a community service or leisure facility, arts and cultural facility, or sport and recreation facility;


(c) dedicated floor space or facilities provided within a major retail or services centre.

Metro Recommended allocation


13,000m² land

Reception

Offices

Meeting rooms

Kitchen/Canteen

(a) preferably co-located with other principal level community facilities such as a community service or leisure facility, arts and cultural facility or sport and recreation facility within the CBD;

(b) stand-alone library facility within the CBD;

(c) dedicated floor space or facilities provided within a major retail or services complex within the CBD.

Dedicated visual arts activity or display space

(e.g. artist workshops, or gallery space)


600m² floor space

2,000m² land

Reception

Offices

Kitchen/Canteen

(a) stand-alone visual arts facility;

(b) co-located with performing arts facility;

(c) co-located with other community facilities such as a library, community service or leisure facility or sport and recreation facility;

(d) dedicated floor space or facilities provided within a suburban retail or services


centre;

(e) visual arts facility provided with adequate public accessibility within a school, or other public or private facility.

Principal



4,000m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen


(b) co-located with performing arts facility;

(c) co-located with other principal community facilities such as a library, community service or leisure facility or sport and recreation facility;

(d) dedicated floor space or facilities provided within a major retail or services centre;


Dedicated performance space

(e.g. playhouses or theatres, rehearsal rooms, multi-purpose indoor or outdoor activity space, or outdoor stages)


600m² floor space

2,000m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen

(a) stand-alone performing arts facility;

(b) co-located with cultural performance facility;


(d) dedicated floor space or facilities provided within a suburban retail or services centre;

(e) performing arts facility provided with adequate public accessibility within a


school, or other public or private facility.

Principal



4,000m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen


(b) co-located with visual arts facility;



(e) performing arts facility provided with adequate public accessibility within a school, or other public or private facility.

Sports park

(e.g. formal outdoor sport – sports fields, outdoor courts or greens)

District Refer to parks desired standard of service

Minimum requirements: 80,000m² land (8ha)

- Refer to parks desired standard of service in the Local government infrastructure plan.

Principal

Refer to parks desired standard of service



Sports park

(e.g. outdoor recreation – golf, equestrian,

Metro Refer to parks desired standard of service



water sport, cycling or motor sport facilities)

Indoor sport and recreation facilities

Indoor court facilities (e.g. netball, basketball, futsal, badminton or volleyball)

General built facilities (e.g. table tennis, martial arts or gymnastics)



15,000m² land

Reception

Offices

Kitchen/Canteen

(a) stand-alone indoor sport facility;

(b) co-located with swimming pool facility;

(c) located within a sports park as part of a sporting precinct;

(d) co-located with other community facilities such as a library, community service or leisure facility or arts and cultural facility;

(e) indoor sport facility provided with adequate public accessibility within a school, or other public or private facility.

Principal



15,000m² land

Reception

Offices

Meeting space

Kitchen/Canteen


(b) co-located with swimming pool facility;


(d) co-located with other principal community facilities such as a library, community service or leisure facility or arts and cultural facility;


Aquatic facilities or swimming


Reception

Offices

(a) stand-alone swimming pool facility;

(b) co-located with indoor


pools

(e.g. public swimming pools with lap pools, program or learn to swim pools and leisure water facilities)

10,000m² land Meeting space

Kitchen/Canteen

sports facility;



(e) swimming pool facility provided with adequate public accessibility within a school, or other public or private facility.

Aquatic facilities or swimming pools

(e.g. public swimming pools with lap pools, program or learn to swim pools and recreation swimming facilities)

Principal


20,000m² land

Reception

Offices

Meeting space

Kitchen/Canteen


(b) co-located with an indoor sport facility;


(d) co-located with other principal community facilities such as a library, community service or leisure facility or arts and cultural facility;


Note—Refer to the desired standards of service in the Local government infrastructure plan for area maps.

Note—Floor space areas form the basis of the demand for land calculation. If the community facility is stand-alone, the floor space is required on the land size specified. If the community facility is to be co-located, the floor space applies. The location of this floor space within the overall development is specified elsewhere in this chapter. Car parking and other associated services are not included in this chapter.

Table 13.3.2.B—Space requirements for community facilities in area C (Fringe)

Facility group or type

Service level

Space required Specific spaces required

Possible solutions

General District Recommended Reception (a) stand-alone community



Service level


Possible solutions

community space

(e.g. community meeting space, community halls, multi-purpose space suitable for community and cultural activities or performing arts)

allocation

900m² floor space

3,000m² land

Offices

Meeting rooms

Community hall

Kitchen/Canteen

facility;

(b) co-located with other community facilities such as a library, community service or group facility or arts and cultural facility or sport and recreation facility;

(c) dedicated floor space or facilities provided within suburban retail or services centre;


Community groups or service space

(e.g. community or neighbourhood centres, single and multi-service community service facilities, cultural activities, youth service facilities or community group clubhouse)



6,000m² land

Reception

Offices

Meeting rooms

Kitchen/Canteen


(b) co-located with other community facilities such as a library, general community facility, arts and cultural facility or sport and recreation facility;



Principal Recommended allocation


6,000m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen


(b) co-located with other community facilities such as a library, general community facility, arts and cultural facility or sport and recreation facility;



Service level


Possible solutions


Libraries

(e.g. public libraries)



3,000m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen

(a) preferably co-located with other community facilities such as a community service or leisure facility, arts and cultural facility or sport and recreation facility;


(c) dedicated floor space or facilities provided within a suburban retail or services centre.



6,500m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen

(a) preferably co-located with other principal level community facilities such as a community service or leisure facility, arts and cultural facility or sport and recreation facility;



Metro Recommended allocation


13,000m² land

Reception

Offices

Meeting rooms

Kitchen/Canteen

(a) preferably co-located with other principal level community facilities such as a community service or leisure facility, arts and cultural facility or sport and recreation facility within the CBD;

(b) stand-alone library facility within the CBD;

(c) dedicated floor space or facilities provided within a major retail or services



Service level


Possible solutions

complex within the CBD.

Dedicated arts and cultural activity or display space (e.g. artist workshops, or gallery space)


600m² floor space

2,000m² land

Reception

Meeting rooms

Kitchen/Canteen


(b) co-located with a performing arts facility;


(d) dedicated floor space or facilities provided within suburban retail or services centre;




4,000m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen


(b) co-located with a performing arts facility;




Dedicated performing arts


Reception

Offices




Service level


Possible solutions

space (e.g. playhouse or theatres, rehearsal rooms, multi-purpose indoor or outdoor activity space or outdoor stages)

600m² floor space

2,000m² land

Kitchen/Canteen (b) co-located with visual arts facility;


(d) dedicated floor space or facilities provided within a suburban retail or services centre;




4,000m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen


(b) co-located with visual arts facility;




Sports park

(i.e. formal outdoor sport – sports fields, outdoor courts

District Refer to parks desired standard of service

Minimum requirements: 80,000m² land




Service level


Possible solutions

or greens) (8ha)

Principal Refer to parks desired standard of service



Sports park

(i.e. outdoor recreation – golf, equestrian, water sport, cycling or motor sport facilities)

Metro Refer to parks desired standard of service


Indoor and recreation facilities

Indoor court facilities (e.g. netball, basketball, futsal, badminton or volleyball)

General built facilities (e.g. table tennis, martial arts or gymnastics)



15,000m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen


(b) co-located with a swimming pool facility;






15,000m² land

Reception

Offices

Meeting rooms

Community hall

Kitchen/Canteen


(b) co-located with a swimming pool facility;




Service level


Possible solutions

(d) co-located with other principal community facilities such as a library, community service or leisure facility, arts and cultural facility;


Swimming pools

(e.g. public swimming pools with lap pools, program or learn to swim pools and leisure water facilities)


10,000m² land

Reception

Offices

Kitchen/Canteen


(b) co-located with indoor sports facility;





20,000m² land

Reception

Offices

Meeting rooms

Kitchen/Canteen


(b) co-located with indoor sport facility;


(d) co-located with other principal community facilities such as a library, community service or leisure facility, arts and cultural facility;

(e) swimming pool facility provided with adequate public accessibility within a



Service level


Possible solutions

school, or other public or private facility.

Note—Refer to the desired standard of service in the Local government infrastructure plan for maps identifying area A (Centres), area B (General urban) and area C (Fringe).

Note—Floor space areas form the basis of the demand for land calculation. If a community facility is stand-alone, the floor space is required on the land size specified. If the community facility is to be co-located, the floor space applies. The location of this floor space within the overall development is specified elsewhere in this chapter. Car parking and other associated services are not included in this figure.

Note—In low density areas, it is expected that the accessibility standard will typically not be achieved before the population density reaches the planned minimum density in the Local government infrastructure plan.

13.3.3 Design standards for specific spaces

13.3.3.1 Entry and reception

Entrances are accessible, safe and welcoming spaces that convey the range of public activities on offer at the facility, and use the following features:

(a) large glazed areas to offer views inside;

(b) highly visibility as the public’s first point of contact with the facility;

(c) clear signage;

(d) readily accessible from adjoining streets and paths;

(e) near a vehicle drop-off point;

(f) generous covered area outside entrance to shelter waiting groups if facility is locked;

(g) generous reception or waiting spaces inside;

(h) flexible main entrance doors to provide a range of total opening sizes;

(i) provision of clear directions to various public spaces and amenities;

(j) large wall spaces for noticeboards and changing displays or artworks.

13.3.3.2 Offices

(1) Staffed offices and administrative areas are located near the entry and are designed to perform several functions, including:

(a) reception counter and control point for entry to the facility;

(b) box office or cashier for paying events;

(c) information centre;


(d) surveillance of the facility and its grounds;

(e) potential for small-scale social enterprise or a commercial component.

(2) Offices for multiple persons are designed as open plan spaces, with:

(a) 7m²–10m² per person or workstation for workspace and circulation, plus extra for storage and amenities;

(b) individual offices (a minimum of 13.5m² where individual offices are required).

13.3.3.3 Meeting rooms and halls

Meeting and hall spaces are designed to accommodate a range of functions and activities, and have the following design guidelines:

(a) a range of publicly available spaces are provided, including small consulting rooms (12m²–15m²);

(b) moveable partitions are used to subdivide larger public spaces into smaller rooms (this may not be possible with very large or high spaces);

(c) walls and partition systems used in meeting rooms and gathering spaces provide adequate acoustic separation;

(d) flexible entry points are provided to each public space including subsidiary spaces;

(e) generous openings are used to allow comfortable flow of patrons to and from gathering spaces;

(f) at least 1 easily-cleaned 'wet area' space is provided that caters for activities such as painting or pottery;

(g) entry points are positioned to the back of public spaces to allow movement to and from gatherings without disruption to performances, lectures etc.;

(h) all public spaces, including each subdivided space, have access to kitchen facilities and amenities;

(i) major public gathering spaces flow out to generous paved, covered outdoor terraces or verandahs;

(j) generous, flexible openings are provided between meeting rooms and outdoor spaces;

(k) built-in lockable storage for chairs is used in large meeting spaces and for regular tenants;

(l) planting and landscaping is integrated with built form;

(m) large gathering spaces, particularly those used for performances, have acoustic and other requirements (e.g. sightlines to stage areas) that affect the size, shape and height of the space and the materials used.


13.3.3.4 Kitchen (or canteen)

(1) The kitchen must cater for a range of uses, from tea-making to fully catered functions.

(2) The minimum size is 15m², with a minimum width of 3m.

(3) The kitchen is accessible to all users of the public spaces, and features:

(a) a servery or counter facing the principal gathering space;

(b) lockable cupboards for regular users;

(c) access to covered outdoor public space, ideally via a servery or counter;

(d) space for appliances such as a refrigerator, dishwasher, microwave, urn, oven and cooktop.

(4) All serveries must be secured via roller shutters or similar.

13.3.3.5 Amenities

(1) Amenities include toilets, showers and change rooms.

(2) Separate indoor and outdoor facilities may be required, as well as separate facilities for staff and the public.

(3) The number of toilets provided complies with the Building Code of Australia.

(4) The location and layout of toilets complies with Chapter 11 of this planning scheme policy.

(5) Verandahs and other covered outdoor spaces:

(a) have roofs to outdoor spaces that are integral to the roofscape of the whole facility and are constructed from the same materials (shadecloth and sail coverings are inadequate);

(b) may have an unlined and uninsulated verandah roof or other outdoor shelter, provided it is high enough not to transmit radiant heat to people below.

(6) Secured or fenced-off outdoor spaces adjoining major spaces such as meeting rooms are provided to allow for outdoor activity and children’s play areas.

13.3.4 Materials and components

(1) Materials selection impacts on maintenance, life-cycle costs and functionality of facilities.

(2) Materials are used that are inherently durable and do not require sealing or painting in exposed conditions, which can include:

(a) galvanised and Colorbond steel;

(b) brickwork;

(c) some forms of concrete block construction;


(d) timber that is protected from termites.

(3) Where graffiti is likely, sealed painted is used on surfaces to facilitate easy graffiti repairs.

(4) External and internal surfaces are easy to clean, and do not easily stain or require frequent painting or sealing to maintain their appearance.

(5) Exterior colour schemes must be selected from the range of standard colours in Council’s colour palette to facilitate easy graffiti repairs.

(6) The material or fixture must suit specific environmental conditions, and be fit for the anticipated activity and end users.

13.3.5 Interior finishes and colours

(1) Wall, floor and ceiling finishes and furnishings impact on the acoustic qualities, and therefore fitness-for-purpose, of a space.

(2) Walls and ceilings:

(a) use gloss and semi-gloss finishes for all surfaces, including paints and tiles;

(b) use light colours to make the most of natural lighting;

(c) preferably do not use strong or dark colours to 'feature' walls or friezes in tile work.

(3) Floors:

(a) use hard-wearing commercial-grade carpets, if used;

(b) use patterned finishes and darker colours to cope better with wear-and-tear and staining rather than plain, light colours;

(c) use special flooring to reduce impact injuries in spaces used for aerobics, dancing and sports.

13.3.6 Furniture and equipment

(1) All furniture and equipment are robust, durable and able to be used or operated by a broad range of users.

(2) Different types of seating are required for different spaces, e.g. ergonomic chairs for offices or armchairs for waiting areas.

(3) Unless a specialised sports hall or performance space is proposed, seating that offers flexible configurations (e.g. able to be clipped together or stackable) and storage options are required.

(4) Signage provides clear directions for all types of users from the entry to the facility, which may be displayed on a notice board, freestanding sign or television monitor.

(5) Large whiteboards are provided in each gathering space for use in meetings and training, and double as a projection surface for slide, overhead projector or video presentations.


(6) Pin boards and picture hooks are provided (including some at low levels for children).

(7) Integrated audio-visual systems and consoles incorporate the following:

(a) slide projectors;

(b) overhead projectors;

(c) data or video projectors;

(d) lighting controls;

(e) sound controls.

(8) One or more gathering spaces are set up for computer-based learning by providing a grid of power and data points throughout the room using accessible in-floor cabling ducts.

13.4 Integrated solution models

(1) Community facilities can be provided as stand-alone assets, however integrated community facility opportunities can be explored if this is not feasible or desirable to address multiple needs for community facilities in a given area.

(2) Table 13.4.A outlines the range of integrated multi-service community facility proposals that have been established to provide better clarity of community hub models.

Table 13.4.A—Integrated community facilities

Integrated community facility Components

Community centre Community meeting and activity space or community hall integrated with community service space

Community arts centre Visual arts space integrated with performing arts space

Leisure centre Integration of 2 or more sport and recreation facilities (e.g. indoor sport centre, swimming pool and sport park)

Library and community centre(1) Community centre integrated with library

Community and arts centre(1) Community centre integrated with community arts centre

Library and arts centre(1) Community arts centre integrated with library

Community and leisure centre(1) Community centre integrated with leisure centre

Community arts and leisure centre(1)

Community arts centre integrated with leisure centre

Community hub(1) Integration of community facilities from 3 or more of the community facility groups:

(f) community service (such as community centre);

(g) library;

(h) arts and cultural (such as community arts centre);


(i) sport and recreation (such as leisure centre).

Note—(1) While these integrated facilities have been given specific titles and definitions for the purpose of clarifying the make-up of community facility projects, in practice they could all be considered as community hubs.


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