Infrastructure version 1.1 (PDF 13304 KB)

Transcription

Sc6.2.5 Planning scheme policy 5–Infrastructure
Table of contents
PART 1
1.1
1.2
1.3
1.4
1.5
1.6
1.7
PART 2
2.1
2.2
2.3
2.4
2.5
PART 3
3.1
3.2
3.3
INTRODUCTION............................................................................................................. 1
Title ................................................................................................................................ 1
Purpose of this planning scheme policy...................................................................... 1
Structure of this planning scheme policy .................................................................... 1
Commencement ............................................................................................................ 1
Relationship to the Sustainable Planning Act 2009..................................................... 1
Applicability of this planning scheme policy ............................................................... 1
Reference documents ................................................................................................... 1
INFORMATION REQUIREMENTS .................................................................................. 2
Competency to prepare a report .................................................................................. 2
Engineering drawings and reports ............................................................................... 2
2.2.1
General standards for engineering drawings ..................................................... 6
2.2.2
Filling and excavation plan................................................................................ 7
2.2.3
Erosion and sediment control plan .................................................................... 8
2.2.4
Compressive soils ............................................................................................ 8
2.2.5
Retaining walls ................................................................................................. 8
2.2.6
Geotechnical reports ........................................................................................ 8
2.2.7
Water reticulation plan ...................................................................................... 8
2.2.8
Sewerage reticulation plan................................................................................ 9
2.2.9
Inter-allotment drainage plan .......................................................................... 10
2.2.10 Stormwater drainage catchment plan .............................................................. 11
2.2.11 Car parking assessment report ....................................................................... 11
2.2.12 Road works and drainage plan ....................................................................... 12
2.2.13 Service provider and conduit plan ................................................................... 14
2.2.14 Road lighting design plan ............................................................................... 14
2.2.15 Electricity reticulation plan .............................................................................. 14
2.2.16 Entry statement design drawings .................................................................... 15
2.2.17 Bridge and major culvert drawings .................................................................. 15
2.2.18 Pedestrian bridge report and drawings............................................................ 15
Landscape documentation ......................................................................................... 15
2.3.1
General .......................................................................................................... 15
2.3.2
Standards for landscape documentation ......................................................... 15
2.3.3
Landscape site analysis.................................................................................. 16
2.3.4
Landscape concept plan ................................................................................. 18
2.3.5
Working drawings ........................................................................................... 19
2.3.6
Maintenance management ............................................................................. 23
2.3.7
Revegetation or rehabilitation plan .................................................................. 23
2.3.8
Existing vegetation protection plan.................................................................. 23
2.3.9
Movement infrastructure report ....................................................................... 24
Stormwater infrastructure documentation................................................................. 24
2.4.1
Conceptual site based stormwater management plan ..................................... 24
2.4.2
Detailed site based stormwater management plan .......................................... 28
Flooding documentation............................................................................................. 29
2.5.1
Flood study report .......................................................................................... 29
2.5.2
Filling and excavation plan in the flooding and inundation area ....................... 30
2.5.3
Numerical modelling requirements .................................................................. 31
STANDARDS................................................................................................................ 32
Purpose ....................................................................................................................... 32
Design and construction of work ............................................................................... 32
3.2.1
Standards and specifications .......................................................................... 32
3.2.2
Application of standards ................................................................................. 32
Filling and excavation standards ............................................................................... 33
3.3.1
Standards and specifications .......................................................................... 33
3.3.2
Cover of infrastructure .................................................................................... 33
3.3.3
General standards .......................................................................................... 33
Sc6.2.5 Planning scheme policy 5—Infrastructure
Logan Planning Scheme 2015 version 1.1
Pi
3.3.4
3.3.5
3.3.6
3.3.7
3.4
3.5
3.6
3.7
3.8
3.9
3.10
3.11
3.12
PART 4
4.1
4.2
PART 5
5.1
5.2
Clearing and preservation of trees .................................................................. 36
Dams and embankments ................................................................................ 36
Batters and retaining walls .............................................................................. 37
Drainage, sediment, erosion and dust control (including works in a dispersive
soil area) ........................................................................................................ 40
Movement infrastructure standards ........................................................................... 40
3.4.1
Planning guidelines for the movement network ............................................... 40
3.4.2
Design standards for footpaths ....................................................................... 48
3.4.3
Design standards for cycle paths .................................................................... 49
3.4.4
Design standards for roads ............................................................................. 53
3.4.5
Design standards for access and driveways ................................................... 59
3.4.6
Design standards for car parking .................................................................... 60
3.4.7
Intersection work ............................................................................................ 62
3.4.8
Road pavement design ................................................................................... 62
3.4.9
Road drainage ................................................................................................ 65
3.4.10 Traffic islands, traffic signs and road markings ................................................ 67
3.4.11 Roadworks on unpaved or common boundary roads....................................... 68
3.4.12 Bridge and major culvert works ....................................................................... 69
3.4.13 Noise barriers ................................................................................................. 71
3.4.14 Construction standards for movement infrastructure ....................................... 72
Road lighting standards ............................................................................................. 72
Stormwater infrastructure standards ......................................................................... 76
3.6.1
Planning the stormwater network .................................................................... 76
3.6.2
Design standards for stormwater infrastructure ............................................... 79
3.6.3
Stormwater quantity infrastructure .................................................................. 91
3.6.4
Channels ........................................................................................................ 93
3.6.5
Overland flow ................................................................................................. 98
3.6.6
Detention systems .......................................................................................... 99
3.6.7
Stormwater quality, frequent flow management and waterway stability
infrastructure ................................................................................................ 103
Landscaping standards ............................................................................................ 104
3.7.1
Standards for landscaping ............................................................................ 104
3.7.2
Coverage of infrastructure ............................................................................ 104
3.7.3
Water sensitive urban design ........................................................................ 104
3.7.4
Landscaped buffers ...................................................................................... 104
Electricity reticulation standards ............................................................................. 104
3.8.1
Underground electricity reticulation ............................................................... 104
3.8.2
Electricity reticulation - overhead .................................................................. 105
3.8.3
Electrical service connection......................................................................... 106
Gas and telecommunication reticulation standards................................................ 107
3.9.1
Service trenches........................................................................................... 107
3.9.2
Coverage of infrastructure ............................................................................ 107
3.9.3
Maintenance structures (access chambers) .................................................. 107
3.9.4
Conduits ....................................................................................................... 107
Water supply infrastructure standards .................................................................... 108
Sewerage infrastructure standards .......................................................................... 108
Park infrastructure standards................................................................................... 108
3.12.1 Planning the park network ............................................................................ 108
3.12.2 Standards for park ........................................................................................ 108
3.12.3 Minimum size of park.................................................................................... 111
3.12.4 Minimum post development flood immunity for park ...................................... 112
3.12.5 Maximum post development grade for park .................................................. 112
3.12.6 Typical embellishments for recreation park ................................................... 112
3.12.7 Typical embellishments for sport park ........................................................... 114
GUIDELINES .............................................................................................................. 117
Guidelines for satisfying Flood hazard overlay code .............................................. 117
Guidelines for satisfying the landscape code ......................................................... 125
LOCAL GOVERNMENT INFRASTRUCTURE WORK................................................. 148
Preliminary ................................................................................................................ 148
5.1.1
Purpose of Part 5 ......................................................................................... 148
Pre-construction ....................................................................................................... 148
5.2.1
Pre-start meeting .......................................................................................... 148
Pii
5.3
5.4
5.5
5.6
5.7
5.8
5.9
PART 6
PART 7
7.1
7.2
7.3
PART 8
8.1
8.2
8.3
8.4
8.5
PART 9
9.1
9.2
Inspection and testing .............................................................................................. 149
5.3.1
Compliance with inspection and testing plan ................................................. 149
5.3.2
Sub-grade evaluation test results .................................................................. 157
5.3.3
Sub-grade inspection.................................................................................... 157
5.3.4
Pre-seal inspection ....................................................................................... 157
5.3.5
Landscaping work inspections ...................................................................... 158
5.3.6
On-maintenance inspections ........................................................................ 158
5.3.7
Off-maintenance inspections ........................................................................ 160
Acceptance of local government infrastructure work on-maintenance.................. 161
5.4.1
Criteria for acceptance.................................................................................. 161
5.4.2
Maintenance security deposit ....................................................................... 162
5.4.3
Approval of plan of survey ............................................................................ 162
Acceptance of local government infrastructure work off-maintenance ................. 162
5.5.1
Maintenance period ...................................................................................... 162
5.5.2
Acceptance of local government infrastructure work off-maintenance............ 163
As-constructed information...................................................................................... 163
5.6.1
General standard for as constructed information ........................................... 163
5.6.2
Requirements for full set of approved engineering drawings amended with as
constructed information ................................................................................ 165
5.6.3
As constructed standard drawings prepared as follows: ................................ 166
5.6.4
Requirements for one CD (or DVD or other electronic device): ...................... 166
5.6.5
As constructed documentation ...................................................................... 167
5.6.6
As Constructed information for water supply infrastructure for water asset
management ................................................................................................ 168
5.6.7
As Constructed drawings for sewerage infrastructure for water asset
management ................................................................................................ 168
Video formats for inspection and testing of local government infrastructure
work ........................................................................................................................... 168
5.7.1
Requirements for video format ...................................................................... 168
Requirements for ADAC Schema for stormwater and movement infrastructure
assets ........................................................................................................................ 168
Summary of final package of as-constructed information for submission ............ 169
BONDING OF DEVELOPMENT .................................................................................. 170
PLANNING LAYOUTS................................................................................................ 171
Road infrastructure ................................................................................................... 171
7.1.1
Planning layouts for road infrastructure ......................................................... 171
General planning layouts.......................................................................................... 172
7.2.1
General planning layouts for areas ............................................................... 172
Road encroachment maps........................................................................................ 180
7.3.1
Road encroachment maps............................................................................ 180
STANDARD DRAWINGS............................................................................................ 181
Movement infrastructure .......................................................................................... 181
8.1.1
Standard drawings for movement infrastructure ............................................ 181
8.1.2
Standard drawings for parking area .............................................................. 183
Water supply infrastructure ...................................................................................... 184
8.2.1
Standard drawings for water supply infrastructure ......................................... 184
Sewerage infrastructure ........................................................................................... 185
8.3.1
Standard drawings for sewerage infrastructure ............................................. 185
Landscaping .............................................................................................................. 187
8.4.1
Standard drawings for landscaping ............................................................... 187
Stormwater infrastructure ........................................................................................ 188
8.5.1
Standard drawings for stormwater infrastructure ........................................... 188
STANDARD SPECIFICATIONS.................................................................................. 190
Introduction ............................................................................................................... 190
9.1.1
Application of Standard Specifications .......................................................... 190
Interpretation of the standard specifications........................................................... 191
9.2.1
Administrative Definitions ............................................................................. 191
9.2.2
Interpretation of the standard specifications .................................................. 191
Piii
Part 1
1.1
(1)
Title
This planning scheme policy may be cited as planning scheme policy 5-Infrastructure.
1.2
(1)
Purpose of this planning scheme policy
The purpose of this planning scheme policy is to ensure that development adheres to the local
government's standards for the planning, design, location and construction of infrastructure that
reflects acceptable standards in engineering, asset management, environmental management
and natural resource planning by:
(a)
specifying information requirements;
(b)
specifying standards and guidelines;
(c)
specifying administrative arrangements;
(d)
specifying the circumstances in which the local government may accept a security for the
completion of work.
1.3
(1)
1.4
(1)
1.5
(1)
1.6
(1)
1.7
Introduction
Structure of this planning scheme policy
This planning scheme policy is divided into nine parts, being:
(a)
Part 1: Introduction;
(b)
Part 2: Information requirements;
(c)
Part 3: Standards;
(d)
Part 4: Guidelines;
(e)
Part 5: Local government infrastructure work;
(f)
Part 6: Bonding of development;
(g)
Part 7: Planning layouts;
(h)
Part 8: Standard drawings;
(i)
Part 9: Standard specifications.
Commencement
This planning scheme policy commences on the date of the Logan Planning Scheme 2015.
Relationship to the Sustainable Planning Act 2009
This planning scheme policy is made pursuant to the Sustainable Planning Act 2009.
Applicability of this planning scheme policy
This planning scheme policy applies to self-assessable, compliance assessable and assessable
development.
Reference documents
(1)
Unless otherwise specified, a document referenced in this planning scheme policy refers to the
most recent edition of that document including an amendment to the document.
(2)
A local government publication is available for viewing at the local government's administration
building or online.
(3)
All forms (e.g. as-constructed certificates, pre-commencement notification) will be made
available by the local government in both hard copy and electronic form.
Sc6.2.5 Planning scheme policy 5—Infrastructure 1.1 Title
Sc6.2.5-1
Part 2
2.1
(1)
(2)
2.2
(1)
Information Requirements
Competency to prepare a report
A person preparing a report, a plan or a drawing relating to development must have
demonstrated competency and experience relating to the subject matter of the report, plan or
drawing and must;
(a)
in the case of geotechnical, hydraulic, stormwater infrastructure, civil, structural or
electrical engineering issues be a Registered Professional Engineer of Queensland
(RPEQ); or
(b)
in the case of landscaping issues be a Registered Landscape Architect with the
Australian Institute of Landscape Architects (or other qualification suitable to the local
government); or
(c)
in the case of erosion and sediment control plans be a Certified Professional in Erosion
and Sediment Control (CPESC) or a RPEQ who has undertaken the Erosion and
Sediment Control training provided by the International Erosion Control Association with
demonstrated specialist expertise in the relevant subject matter.
The report, plan or drawing must include a certification signed by the relevant expert that the
report, plan or drawing is fit for its intended purpose and can be relied upon by the local
government for that purpose.
Engineering drawings and reports
Infrastructure documentation is to be submitted in accordance with Table 2.2.1–Summary of the
minimum infrastructure documentation required.
Table 2.2.1–Summary of the minimum infrastructure documentation required
Column 1
Documentation
Site based
stormwater
management
plan
Column 2
Material change
of use
Concept plan
required - when
stormwater
quantity, quality,
frequent and
flood flow
management or
waterway stability
infrastructure is
provided.
Detailed
information on
stormwater
system (i.e.
dimensions,
levels and outlet
details of
detention basin)
to be provided if
no operational
work or
compliance
assessment
application is
required.
Column 3
Reconfiguring a
lot
Column 4
Operational
work
Column 5
Compliance
assessment
Concept plan
required - when
stormwater
quantity, quality,
frequent and
flood flow
management or
waterway stability
infrastructure is
provided.
Detail plan
required - when
stormwater
quantity, quality,
frequent and
flood flow
management or
waterway stability
infrastructure is
provided.
Detail plan
required - when
stormwater
quantity, quality,
frequent and
flood flow
management or
waterway stability
infrastructure is
provided.
Sc6.2.5 Planning scheme policy 5—Infrastructure 2.1 Competency to prepare a report
Sc6.2.5-2
Column 1
Documentation
Column 2
Material change
of use
Column 3
Reconfiguring a
lot
Column 4
Operational
work
Flood study
report
Required
Required
Required if not
presented in
earlier
application.
As constructed
plans can be
assessed against
approvals.
Electricity
reticulation plan
Concept plan
required
NA
Required, if not
addressed in
Column 2.
Required.
Erosion and
sediment control
plan
NA
NA.
Required.
Required if not
addressed in
Column 4.
Filling and
excavation plan
Concept plan
required.
Concept plan
required.
Detail plan
required.
Detail plan
required.
Inter allotment
drainage plans
Required where
downstream
discharge
involves other
private
properties.
Required where
downstream
discharge
involves other
private
properties.
Required where
downstream
discharge
involves other
private
properties.
Required where
downstream
discharge
involves other
private
properties.
Landscape site
analysis
Required
Required
NA
NA
Landscape
concept plan
Required
Required
NA
NA
Landscape
detailed working
drawings
NA
NA
Required where
landscaping is
proposed
Required
Landscape
detailed
maintenance
program for onmaintenance
NA
NA
Required where
land or
infrastructure will
be managed by
the local
government.
Required
Movement
infrastructure
report
Preliminary
approval of
concept plan
required where
development:
Preliminary
approval of
concept plan
required where
development:
NA
NA
(a) generates
3000 or more
vehicle trips
per average
weekday;
(a) generates
3000 or more
vehicle trips
per average
weekday;
Sc6.2.5 Planning scheme policy 5—Infrastructure 2.2 Engineering drawings and reports
Column 5
Compliance
assessment
Sc6.2.5-3
Column 1
Documentation
Column 2
Material change
of use
Column 3
Reconfiguring a
lot
(b) is outside a
local plan
area; or
(c) is in a local
plan area and
does not
comply with
the relevant
placemaking
and
movement
network.
(b) is outside a
local plan
area; or
(c) is in a local
plan area and
does not
comply with
the relevant
placemaking
and
movement
network.
Sewerage
reticulation plan
Concept plan
required in
accordance with
South East
Queensland Water Supply and
Sewerage Design
and Construction
Code.
Concept plan
required in
accordance with
South East
Sewerage Design
and Construction
Code.
NA
Required.
Sewerage
reticulation
detailed design
drawings
NA
NA
Detailed design
and construction
drawings in
accordance with
the South East
Queensland
Water Supply and
Sewerage Design
and Construction
Code.
Detailed design
and construction
drawings in
accordance with
the South East
Queensland
Water Supply and
Sewerage Design
and Construction
Code.
Water reticulation
plan
Concept plan
required in
accordance with
South East
Sewerage Design
and Construction
Code.
Concept plan
required in
accordance with
South East
Sewerage Design
and Construction
Code.
NA
NA.
Water reticulation
detailed design
drawings
NA
NA
Detailed design
and construction
drawings in
accordance with
the South East
Queensland
Water Supply and
Sewerage Design
and Construction
Code.
Detailed design
and construction
drawings in
accordance with
the South East
Queensland
Water Supply and
Sewerage Design
and Construction
Code.
(2)
Column 4
Operational
work
Column 5
Compliance
assessment
All landscape and engineering drawings must include, where relevant:
Sc6.2.5-4
(a)
a cover sheet, which includes a location plan and a list of the drawing numbers and the
titles of the drawings and the revision number and date;
(b)
a layout plan;
(c)
staging plan;
(d)
a filling and excavation plan;
(e)
an erosion and sediment control plan;
(f)
a roadworks and drainage plan;
(g)
the longitudinal section of each road;
(h)
standard cross-sections;
(i)
cross-sections of each road;
(j)
detailed plans of each intersection, cul-de-sac, traffic calming device and road lighting;
(k)
the longitudinal section of each stormwater and roofwater drain line;
(l)
a sewerage reticulation plan including any trunk infrastructure required for the project;
(m)
the longitudinal section of each sewer line;
(n)
the longitudinal section of each pressure main;
(o)
a recycled water reticulation plan;
(p)
the longitudinal section of each water main if >DN200;
(q)
an interallotment drainage plan;
(r)
a stormwater drainage catchment plan;
(s)
the stormwater drainage calculations;
(t)
the design of the stormwater network;
(u)
a stormwater quality and quantity management plan;
(v)
flood study report if the development is located on or proximate to land identified on the
Flood hazard overlay trigger map (OM-05.00) or supporting maps.
(w)
a service provider and conduit plan;
(x)
a road lighting design plan;
(y)
an electricity reticulation plan;
(z)
landscape documentation in accordance with section 2.3–Landscape documentation of
this planning scheme policy;
(aa)
one copy of:
(i)
an inspection and testing plan for engineering work in accordance with this
planning scheme policy, or as otherwise approved by the local government which
includes:
(ii)
(iii)
(A)
details of the inspections and testing to be carried out for each stage of the
work;
(B)
the nature, type and standard of the test;
(C)
the frequency of the test;
(D) the inspections to be carried out by the consultant;
an inspection and testing plan for landscaping;
a job specification and any technical specifications for the work.
(bb)
a record of any pre-lodgement meeting with the local government including confirming
correspondence;
(cc)
a copy of a letter of approval from the owner of affected premises in relation to
easements, a discharge approval, drainage works and any other operational work
required within the premises;
Sc6.2.5-5
(3)
(dd)
details of the pavement design criteria including records of the geotechnical tests
indicating the subgrade CBR’s, the adopted traffic load, the requirement for sub-soil
drainage and the sub-soil design by a geotechnical engineer;
(ee)
a geotechnical report relating to slope and batter stability and insitu materials including
sodic and dispersive soils;;
(ff)
a structural and geotechnical certification of the design of a structure such as a retaining
wall, a non-standard headwall, a drainage structure and a reservoir;
(gg)
the design parameters, operating regime, and design specifications for a water pump
station and a sewerage pump station;
(hh)
evidence of an approved power supply agreement with an electricity service provider;
(ii)
an approved service plan from a communications service provider;
(jj)
a copy of an approval or correspondence from a public sector entity and a service
provider;
(kk)
other detailed drawings which may be reasonably required by the local government.
For the purposes of section 2.2(1) of this planning scheme policy:
(a)
a location plan must locate the development in relation to an adjacent town, main road,
major road and a north point;
(b)
a layout plan must show the relationship of all new roads to each other and to an existing
road adjoining the development;
(c)
a staging plan must show the boundaries of the proposed stages and identify the stages
by numbering;
(d)
the local government may require detailed drawings of:
(i)
a stormwater outlet structure, other than a standard headwall;
(ii)
the manhole details where a pipe alignment is critical for a clearance or flow
consideration;
(iii) a soil and water quality management structure;
(iv) a surcharge structure;
(v)
an overland drainage path;
(vi) changes to the flood extent under the Designated Flood Event;
(vii) a sewer pump station;
(viii) a footbridge;
(ix) a reservoir;
(x)
an entry structure;
(xi) a retaining wall;
(xii) a building;
(xiii) a variation from a standard drawing;
(xiv) a water pump station.
2.2.1
(1)
General standards for engineering drawings
The engineering drawings and plans must:
(a)
be at the scale of 1:1, 1:2, 1:5 or a multiple of 10 of these scales;
(b)
in the case of:
(i)
a sewerage reticulation and interallotment drainage layout plan, be at 1:500 or
1:1000;
(ii)
a plan other than a sewerage reticulation and interallotment drainage layout plan,
be at 1:500;
(iii) a longitudinal section horizontal, be at 1:1000 or 1:500;
(iv) a longitudinal section vertical, be at 1:100 or 1:50;
(v)
an intersection detail, be at 1:200, 1:100 or 1:250;
(vi) a cross-section, be at 1:100;
Sc6.2.5-6
(vii)
(2)
(3)
(c)
show the linear dimensions on all road works plans in metres, with the exception of a
detailed plan of a small structure such as a manhole and a standard plan for kerb and
channel, which may be in millimetres;
(d)
show dimensions in accordance with Appendix A of AS 1100.401-1984, Technical
Drawing, Part 401: Engineering survey and engineering survey design drawing;
(e)
express the chainage on plans in metres to 3 decimal places;
(f)
reduce all levels to AHD and expressed to 3 decimal places;
(g)
show the road grades as a percentage to 2 decimal places;
(h)
provide cross sections minimum 20.0 metre intervals;
(i)
show pipe grades as a percentage to 2 decimal places or as a gradient to one decimal
place.
The engineering drawings must:
(a)
unless otherwise approved by the local government be on an A1 sheet or in the case of
minor works, an A3 sheet;
(b)
be certified by a RPEQ (Registered Professional Engineer of Queensland);
(c)
comply with Institute of Public Works Engineering Australia (IPWEA) Asset Design As
Constructed (ADAC) compliant schema unless otherwise approved;
(d)
be provided in electronic format if required by the local government.
The engineering drawings must have a title block which includes:
(a)
the name and contact details of the RPEQ responsible for the engineering drawings;
(b)
the approved development name;
(c)
the street address or suburb;
(d)
the real property description;
(e)
the person who has the benefit of the development approval name;
(f)
the local government’s application reference number;
(g)
the scale;
(h)
the drawing, sheet and revision number;
(i)
a Schedule of amendments;
(j)
the level datum and reference permanent survey marks;
(k)
a design certificate signed by an experienced designer;
(l)
a checking certificate signed by a RPEQ (Civil);
(m)
details of other consultants involved in preparing the development application;
(n)
the date.
2.2.2
(1)
an engineering detail, be at 1:20 or 1:10;
Filling and excavation plan
A filling and excavation plan must include:
(a)
a north point and a legend;
(b)
the road boundary and the road name;
(c)
the existing and proposed lot number and boundary;
(d)
the existing contours and the finished surface contours;
(e)
the limit and level of major cut and fill, distinguished by hatching or cut and fill contours;
(f)
the location of cut and fill batters relative to the lot boundary;
(g)
a batter slope;
Sc6.2.5-7
(2)
(h)
the location and levels of a retaining wall if relevant;
(i)
the defined flood line for regional flood plains or local overland flow paths and a line
depicting the freeboard line, certified by a registered surveyor (Queensland);
(j)
the location and level of permanent survey marks and the reference stations used as
datum for the development;
(k)
the location and identity of an existing service including any alterations required to the
service and a structure and plants to be retained;
(l)
the quantities of excess spoil to be generated by the development if any and the
proposed spoil dumping area;
(m)
the pre and post development impervious areas;
(n)
imported quantity of materials and net increase in land volume.
Provide cross-sections at regular intervals showing the extent of cut and fill works to confirm
earthworks and, if applicable, loss of floodplain storage.
2.2.3
(1)
Erosion and sediment control plan
An erosion and sediment control plan is prepared and submitted to the local government that
complies with Best Practice Erosion and Sediment Control Guidelines (IECA 2008) and in
accordance with the design objectives set out in the State planning policy.
2.2.4
(1)
Compressive soils
Design drawings must identify areas comprising compressive soils and the proposed filling and
excavation. Drawings to advise whether compressive soils are to be reused on site and in which
locations or alternatively the quantity to be removed from site.
2.2.5
(1)
Retaining walls
Engineering drawings that include retaining walls must show a plan and cross-sectional
elevation views including the property boundaries of adjoining properties.
2.2.6
(1)
2.2.7
Geotechnical reports
A geotechnical report must address the following issues:
(a)
compaction;
(b)
geotechnical supervision;
(c)
imported fill material;
(d)
potential for filling and excavation to cause vibration that could cause damage to nearby
structures;
(e)
excavations in areas of rock with a stable batter slope;
(f)
land instability;
(g)
steep slopes;
(h)
areas prone to land slips;
(i)
areas prone to subsidence;
(j)
dispersive soils, including recommended treatment methods to counteract the impact of
trenching in dispersive soils;
(k)
geotechnical hazard areas (landslip/rockfall/shrink/swell of soils, areas with large mining
voids).
Water reticulation plan
(1)
A water reticulation plan must include design and construction drawings in accordance with the
South East Queensland Water Supply and Sewerage Design and Construction Code.
(2)
As a guide a water reticulation plan includes the following:
Sc6.2.5-8
(a)
(b)
(c)
(d)
the boundary of the proposed development;
(e)
the location and diameter of an existing water reticulation main;
(f)
the location, diameter, material and class of a new water reticulation main;
(g)
the location of a service which crosses the water reticulation main;
(h)
the location and angle of each bend;
(i)
the location, material and type of each valve (e.g. scour, air, sluice valve), a hydrant, a
scour and a cap, Tee and reducer;
(j)
the diameter, material and class of pipe for a cross road conduit;
(k)
the thrust block detail;
(l)
in the case of a staged development, details of a water reticulation network, showing all
stages and main sizes with stage 1 of the development and supplied in disc format;
(m)
the type of bedding and depth of mains unless otherwise shown in cross-sectional
drawings.
2.2.8
Sewerage reticulation plan
(1)
A sewerage reticulation plan must include design and construction drawings in accordance with
the South East Queensland Water Supply and Sewerage Design and Construction Code.
(2)
As a guide a sewerage reticulation plan includes:
(a)
(b)
(c)
(d)
the boundary of the development;
(e)
the location, diameter and levels of existing sewers;
(f)
the location, diameter and type of class of each existing sewer pipe and new sewer
including the line number and the manhole or the end of the line number;
(g)
the location of a service which crosses a sewer line;
(h)
the location of a manhole or the end of a line;
(i)
the identification of a lot which is currently sewered;
(j)
the finished surface contours sufficient to enable verification of the house connection
design;
(k)
the location of a private drainage system;
(l)
details of the permanent survey marks to AHD from which levels are to be transferred;
(m)
details of a pumping station, including its location, inlet and outlet levels, cut off levels,
electrical and water supply and the size of the pumping plant;
(n)
the diameter, class and route of a pressure main;
(o)
clear identification of any alteration or connection to an existing sewer to be completed by
the local government at the cost of the person who has the benefit of the development
approval;
(p)
the upstream and downstream invert levels;
(q)
the manhole type, cover type and drop type. Bolt down lids to be clearly indicated where
used;
Sc6.2.5-9
(3)
(4)
(r)
the sewer plan shall show the location of each house connection branch, together with
the type and invert level of the branch. Surface level at the house connection branch
shall also be shown;
(s)
the sewer plan shall show the location and type of each valve on pressure pipelines, i.e.
scour, air sluice valve.
As a guide a plan of a longitudinal section of a sewer line must include:
(a)
the line number and the manhole or the end of the line number;
(b)
the upstream and downstream invert levels;
(c)
the existing and finished surface levels;
(d)
the depths to invert;
(e)
the diameter, material and class of pipe;
(f)
the chainages;
(g)
the distance and grade between manholes and between a manhole and the end of a line;
(h)
the manhole size, type, cover type and drop type;
(i)
the concrete stops where required and associated backfill requirements;
(j)
the location, diameter and invert level of an underground service at a point of intersection
with the sewer line;
(k)
the design location and measurements of each house connection branch indicated with
an X and the type and invert level of the branch.
As a guide a plan of the longitudinal section of a pressure main must include:
(a)
the existing and finished surface levels;
(b)
the invert levels at a critical point;
(c)
the depth to invert;
(d)
the location, material and types of a bend and a fitting;
(e)
the diameter, material and class of pipe;
(f)
the chainages;
(g)
the thrust block details;
(h)
the location, diameter and invert level of an underground service at a point of intersection
with the pressure main.
2.2.9
(1)
Inter-allotment drainage plan
Inter-allotment drainage plans must include:
(a)
(b)
(c)
(d)
the boundary of the development;
(e)
the existing and finished surface contours;
(f)
the location, material and size of an inter-allotment drainage line;
(g)
the invert and surface levels at a pit;
(h)
the location and sizing of the stormwater drainage to which the inter-allotment drainage
system is connected;
(i)
the location and size of the pit and a house connection;
(j)
the diameter, material, type and class of pipe;
(k)
details of connections to the kerb and channel if appropriate including the design finished
surface level and the location of the invert level of the kerb outlet;
Sc6.2.5-10
(l)
the lengths and grades to an inter-allotment drain line;
(m)
a label for an inter-allotment pit and a receiving stormwater structure.
2.2.10 Stormwater drainage catchment plan
(1)
(2)
(3)
A stormwater drainage catchment plan must include:
(a)
(b)
a plan of the development showing the road and the lot boundary;
(c)
the approved road name;
(d)
the existing surface contours;
(e)
the finished surface contours (in different line types) at an interval close enough to define
the terrain and to allow a definition of the sub-catchments, and extending beyond the
limits of the premises to fully define the limits of the external catchments;
(f)
the boundary of the external and internal sub-catchment which is labelled;
(g)
a tabulation of all attachment labels and areas including Strahler stream order;
(h)
a line diagram of the location of each drain line, manhole, gully and outlet;
(i)
the labelling of each stormwater structure;
(j)
details of any elements incorporating water sensitive urban design principles;
(k)
the DFE line and any coastal hazard level line.
Stormwater drainage calculations must:
(a)
be in an A3 size standard calculation spreadsheet form in accordance with the
Queensland Urban Drainage Manual requirements including flow widths at approaches to
pits and the local government’s requirements;
(b)
contain calculations in relation to a detention basin, a dissipater, an outlet structure, a
surcharge chamber, scour protection, a gross pollutant trap, an overland flow path, a
table drain and an open channel;
(c)
be provided in electronic form upon request.
A stormwater and stormwater quality management plan must include the overall objectives of
the plan and include:
(a)
(b)
a site plan showing the road boundary and the road name;
(c)
the existing and finished surface contours, extending beyond the limits of the proposed
development to fully define the limits of an external catchment;
(d)
a line diagram of a drain line and a drainage structure;
(e)
the type and location of a soil and water quality management control device proposed for
the construction, maintenance and permanent phases of the development;
(f)
a program of implementation of the above devices during the construction and
maintenance phases of the development which includes temporary drainage works (The
State planning policy limits the duration of temporary works);
(g)
a recommended maintenance program that reflects a risk management assessment;
(h)
the location and type of fencing for a restricted area;
(i)
the location of existing significant vegetation, a significant tree and other plants which
function as habitat.
2.2.11 Car parking assessment report
(1)
A car parking assessment report must address the following issues:
Sc6.2.5-11
(a)
the specific nature of the development to be undertaken and the method of operation and
all facilities proposed to be provided;
(b)
the maximum number of employees and contractors likely to be engaged on the
premises;
(c)
the maximum number of persons, other than employees and contractors, anticipated to
attend the premises at any time;
(d)
the hours of operation;
(e)
the existing on-road parking situation and operating conditions of the road in the vicinity
of the site;
(f)
the anticipated demand for on-site loading by trucks and other delivery vehicles;
(g)
the anticipated demand for bus, coach and taxi set down and parking;
(h)
the likely use of other modes of transport or pedestrian access, and the frequency and
proximity of existing public transport services;
(i)
the assignment of development-generated traffic to the road network, and prediction of
operating conditions within and without the proposed development for the appropriate
design years;
(j)
if the car park site is lower than the DFE or coastal hazard level, information on the
maximum depth of inundation and flow velocity for the DFE and the coastal hazard.
2.2.12
(1)
Road works and drainage plan
A road works and drainage plan must include:
(a)
(b)
(c)
(d)
the details of connections to existing roads including kerb types and transitions;
(e)
the centreline or other construction line, chainages on the centreline or the construction
line and bearings or set-out coordinates of the centreline or the construction line;
(f)
the tangent point chainages, radius, arc length, tangent length and secant distance of
each curve;
(g)
the chainage and intersection point of the road centreline or the construction line;
(h)
the kerb line, kerb radii and chainage of the tangent point on the kerb line;
(i)
the edge of the pavement where no kerb is to be constructed;
(j)
the width of a road, a pavement and a verge where it differs from the standard cross
section;
(k)
the existing and finished surface contours, highlighting a cut and a fill area;
(l)
the location of a gully, a manhole and a stormwater drain line;
(m)
the location of a stormwater drainage structure;
(n)
the likely extent of surface inundation under both the minor and major drainage design
floods and coastal hazard extents;
(o)
the likely depth of surface inundation (serviceability requirements to prevent
aquaplaning);
(p)
the location and identity of an existing service including any alterations required to the
service and existing works within the premises;
(q)
the location and levels of the bench marks and the reference pegs;
(r)
the location of plants to be retained;
(s)
the pedestrian paths, cycle paths and ramp locations;
Sc6.2.5-12
(2)
(3)
(4)
(5)
(6)
(t)
the log fencing and access points to a park;
(u)
road signs.
A plan of the longitudinal section of a road must include:
(a)
the road name;
(b)
the chainages;
(c)
the existing surface or peg levels;
(d)
the design road centreline and kerb lip levels;
(e)
the cut or fill depths;
(f)
the design grades;
(g)
the chainages and levels of grade intersection points, the tangent points of vertical curves
and the crest and sag locations;
(h)
the lengths and radii of the vertical curves;
(i)
the sections on control lines on superelevated curves such as pavement edges, kerb or
lane edges and the superelevation tabulation, incorporating transitions;
(j)
the road hierarchy classification and design ESA;
(k)
a sight distance diagram for each direction of travel where necessary;
(l)
the minimal AC surfacing and pavement thickness;
(m)
the future grading of a road extension as necessary.
A plan of a standard cross-section must include:
(a)
the road name;
(b)
the width of a road, a pavement and a verge;
(c)
the crossfalls of the pavement and the verge;
(d)
the minimum pavement depth;
(e)
the type of the kerb and channel and the pavement surfacing;
(f)
the sub-soil drainage;
A plan of the cross-section of a road must include:
(a)
the road name;
(b)
the road boundary;
(c)
the pavement centreline and other construction lines;
(d)
the natural surface;
(e)
the design cross-section;
(f)
the cross fall of the pavement and the verge, the pavement and verge widths and the
pavement depths, where these differ from the standard cross-section.
A detailed plan of each intersection, cul-de-sac and traffic control device must include:
(a)
the information set out in section 2.2.12(1) of this planning scheme policy;
(b)
the details of the kerb levels on all kerb returns, the pavement contours, the
channelisation works, the linemarking and the signing;
(c)
the set out details for channelisation and linemarking works.
A plan of the longitudinal section of a stormwater drain line must include:
(a)
the chainages;
(b)
the existing surface levels;
(c)
the design finished surface and invert levels;
(d)
the manhole chainages and offsets and inlet and outlet invert levels;
Sc6.2.5-13
(e)
the distance between manholes;
(f)
the grade of each pipe;
(g)
the size, material and class of each drain line length;
(h)
the hydraulic grade line;
(i)
the manhole diameters or a reference to a separate drawing;
(j)
the lid class types to AS3996-2006;
(k)
the gully types.
2.2.13 Service provider and conduit plan
(1)
A service provider and conduit plan must include:
(a)
(b)
(c)
the kerb and channel or the edge of the pavement;
(d)
the diameter, material and class of pipe for a cross road conduit;
(e)
a service marker;
(f)
the location of a street light;
(g)
details of the electrical reticulation and the street lighting;
(h)
the location of a pad mount transformer;
(i)
details of the telecommunication reticulation;
(j)
the location of a roadside cabinet and shelter;
(k)
the location of a gas valve, syphon point and a storage facility;
(l)
evidence of a supply of electricity certificate, reticulation street lighting plan and an
approved service plan from a communication service provider;
(m)
details of water conduits (depth, material, diameter, location).
2.2.14 Road lighting design plan
(1)
A road lighting design plan must:
(a)
be prepared by a registered professional engineer who is registered and qualified by the
electricity provider in the design of public lighting installations in Queensland;
(b)
demonstrate that road lighting does not conflict with services, including electricity pillars;
(c)
minimise impacts to wildlife;
(d)
be submitted to the local government for approval prior to commencement of work.
2.2.15 Electricity reticulation plan
(1)
An electricity reticulation plan must:
(a)
be prepared by a registered professional engineer who is registered and qualified by the
electricity provider in the design of electricity reticulation in Queensland;
(b)
demonstrate electricity reticulation does not conflict with other services;
(c)
include installation of conduits for future use if required by the electricity provider;
(d)
include provision of road reserve for future pad mounted transformer sites if required by
the electricity provider;
(e)
include the diameter and class of pipe for cross road conduits;
(f)
be submitted to the local government for approval;
(g)
be approved by the electricity provider.
Sc6.2.5-14
2.2.16 Entry statement design drawings
(1)
Detail of feature walls and civil structures used as entry statements are included on engineering
drawings and their design is to consider the design life legacy of the structure and the following:
(a)
pedestrian safety and convenience;
(b)
vehicle safety including sight distances;
(c)
access to services and utilities;
(d)
aesthetics and visual amenity;
(e)
economy including the use of low maintenance, anti-graffiti materials;
(f)
water conservation principles.
2.2.17 Bridge and major culvert drawings
(1)
Design drawings must include:
(a)
borehole locations and logs with design parameters;
(b)
design flood, velocity and level, existing ground or riverbed profile and allowable
excavation or scour depths at each pier and abutment;
(c)
serviceability wind speed, design traffic loading and design dead loads on deck;
(d)
design bearing pressures and pile and pier capacities;
(e)
design maximum and minimum temperatures that the bridge structure can sustain;
(f)
exposure classification of the structure;
(g)
replacement or repair procedures for elements, which have a theoretical life of less than
100 years;
(h)
specification codes and design loads used for loading calculations;
(i)
anti-flotation provisions and calculations.
2.2.18 Pedestrian bridge report and drawings
(1)
Prior to commencement of detailed design of a proposed pedestrian bridge, a design report and
general arrangement drawings are submitted to the local government for 'approval in principle'.
2.3
Landscape documentation
2.3.1
General
(1)
Landscape documentation is to be submitted in accordance with Table 2.2.1–Summary of the
minimum infrastructure documentation required of this planning scheme policy.
2.3.2
(1)
Standards for landscape documentation
To ensure legibility of the landscape documentation and to expedite the checking process, the
consultant must submit landscape documentation in the following format:
(a)
Drawing format:
(i)
electronic - PDF; or
(ii)
paper;
(b)
drawing quality:
(i)
line work and text is to retain legibility through the processes of photocopying,
scanning and PDF;
(ii)
text should be easily read when reduced to A3;
(iii) ensure hatch and other symbology is legible;
(c)
sheet size:
(i)
A0, B series requires prior approval;
(ii)
A1 is the preferred size;
Sc6.2.5 Planning scheme policy 5—Infrastructure 2.3 Landscape documentation
Sc6.2.5-15
(iii)
(iv)
(d)
reduced drawings:
(i)
full scale landscape drawings are required for checking of plan views (1 copy);
(ii)
three copies of full scale drawings reduced to A3 must be submitted;
(iii) electronic copies of drawings in PDF format may be provided either on CD or via
email;
(e)
preferred scales of landscape drawings are as follows:
(i)
concept plans - minimum 1:500 preferred 1:100/1:200;
(ii)
sketch plans and working drawings - minimum 1:200;
(iii) construction details - minimum 1:50;
(f)
base sheet information is to include:
(i)
a title block containing:
(ii)
(iii)
(iv)
(v)
(vi)
(vii)
(viii)
(ix)
(g)
2.3.3
A3 is acceptable for minor works and construction details;
A4 is acceptable for specification and details;
(A)
project or estate name;
(B)
street address and suburb;
(C)
real property description;
(D)
the person who has the benefit of the development approval name;
(E)
the local government's application reference number as well as development
permit number;
(F)
design certification, signed by landscape architect or approved designer;
(G) scale;
drawing and sheet number;
date;
schedule of amendments;
north arrow;
legend;
locality map;
property, reserve and easement boundaries;
notation of any preceding and future related landscape drawings including open
space management plan, vegetation management plan, stormwater management
plan, concept plan, working drawings.
dimensioning:
(i)
linear dimensions are to be indicated in metres and millimetres where applicable;
(ii)
chainage to be indicated to 0.01m;
(iii) levels to be reduced to Australian Height Datum and indicated to 0.001m;
(iv) slope batters to be indicated in percentage or ratio format.
Landscape site analysis
(1)
The purpose of the site analysis is to assist in assessing the most beneficial development layout
that optimises the existing 'natural' assets of the site.
(2)
The site analysis indicates the location, identification and extent of vegetation and the effect and
use of this vegetation in the proposed layout of development.
A site analysis is to be submitted in a conceptual format. Refer to Figure 2.3.3.1–Example 1 of a site
analysis and Figure 2.3.3.2–Example 2 of a site analysis of this planning scheme policy.
Sc6.2.5-16
(3)
(4)
Figure 2.3.3.2–Example 2 of a site analysis: A site analysis plan identifies opportunities and
constraints including but not limited to the following:
(a)
existing contours of the site with reference made to suitable and unsuitable building sites,
road access and drainage patterns;
(b)
existing access roads to the site;
(c)
surveyed locations and extent of mass vegetation including locations of trees with
diameters of 200 mm or greater located amongst the mass vegetation;
(d)
surveyed locations of any free standing trees in open areas not associated with mass
vegetated areas;
(e)
individual trees to be identified by species and/or genera and mass vegetation to be
identified by vegetation type; notate information on drawing and include the condition,
average diameter of the trunk of individual trees and 'significance' value (high, medium,
low) per identification;
(f)
photos of the vegetation are to be submitted with the plan; include a 'known' object in the
photo to demonstrate the scale of the picture;
(g)
abutting land uses and/or vegetation description including residential, commercial,
industrial, farm or grazing land, bushland, wetlands and established parkland;
(h)
road and allotment layout;
(i)
major stormwater or drainage elements.
The development layout should show an obvious intent to conserve the significant vegetation
and utilise the inherent features of the site with minimum disturbance and minimum
development works expenditure.
Figure 2.3.3.1–Example 1 of a site analysis
Sc6.2.5-17
Figure 2.3.3.2–Example 2 of a site analysis
2.3.4
(1)
Landscape concept plan
Concept plans indicate the location, size and function of the proposed landscape works. Refer
to Figure 2.3.4.1–Example 1 of a concept plan of this planning scheme policy. Concept plans
are to include the following, where applicable:
(a)
location and type of circulation patterns between various buildings, open spaces and
public amenities;
(b)
description and resolution of land use conflicts between the site and adjoining properties;
(c)
location, type and function of buffer strips and other privacy provisions in relation to any
land use conflicts;
(d)
extent and description of landscape works in general;
(e)
function of vegetation mass;
(f)
flood levels;
(g)
general description of expected 'on-going' maintenance regime and persons responsible
for implementation; e.g. a body corporate or Council;
(h)
brief description of the site conditions and soil characteristics;
(i)
key site levels and contours;
(j)
general identification of the areas to be landscaped notating:
(i)
form - lawn, groundcover, vine, shrub, tree;
(ii)
function - buffer, feature, ornamental, environmental;
(iii) culture - native (local), exotic, mixed;
(iv) size - describe the maximum/minimum size of plants by defining the restriction or
provision of the view generated by the plant's placement e.g. Shrubs in car park
median - traffic site visibility not restricted by shrubs at maturity CPTED principles;
(k)
general identification of the hard scape materials;
(l)
irrigation strategy;
(m)
drainage strategy;
(n)
maintenance strategy.
Sc6.2.5-18
Figure 2.3.4.1–Example 1 of a concept plan
Figure #: Example Landscape Concept Plan
Image Source: Logan City Council
Indicative plant palette
Trees
Backhousia citriodora
Lemon Myrtle
25 L
Bracychiton acerifolius
Flame tree
25 L
Cordyline Red Sensation
Red Sensation
140 mm
Cycas revoluta
Sago Palm
140 mm
Dietes bicolor
Iris
140 mm
Themeda mingo
Mingo
140 mm
Shrubs
Groundcovers
2.3.5
Working drawings
(1)
Working drawings are to be sufficiently detailed to enable accurate construction of the proposed
landscaping works. Refer to Figure 2.3.5.1–Example of a working drawing of this planning
scheme policy.
(2)
Where a concept plan has been submitted and approved, the information is to be 'overlaid' onto
the working drawing.
(3)
Working drawings are to include the following, where applicable:
Sc6.2.5-19
(a)
identification and detail of hard scape and soft scape materials and treatments, including
garden areas, paved areas, walkways, street and park furniture;
(b)
location, identification and quantification of individual plants by means of a diagrammatic
plant symbol, indicative of mature canopy of spread width, with arrow or line to the
botanical name symbol and relevant quantity;
(c)
schedule of plants to include the botanical name symbol, full botanical name, size of
specimens at planting (metric container size), type of staking (marker, protection) and
total number of plants per species;
(d)
detail of protection of environmentally significant vegetation during development works
and notated reference to the VMP; where staging of the development requires early
protection of vegetation, include the tree protection details and relevant specification
section with the VMP. Refer to AS 4970-2009 Protection of trees on development sites;
Sc6.2.5-20
(e)
site elevations, reduced levels and contours;
(f)
location and detail of WSUD drainage systems, including points of connection to
stormwater system, detention basins, bio-retention devices and stormwater harvesting
devices;
(g)
location of irrigation controller, valve boxes and point of connection to stormwater
harvesting tanks and power source;
(h)
where the civil works is to supply; points of connection, service conduits, subsurface
drainage and storm water connection - notate reference to the appropriate Engineering
drawings and location of each appropriate item on the landscape drawing;
(i)
inundation levels and period of inundation of detention basins;
(j)
notation of external surface finishes of any hard scape items, including rendered retaining
walls and entrance features;
(k)
elevations showing the relationship of built forms with the mature landscape;
(l)
cross-section detail showing projected sightlines from development to neighbour,
confirming the proposed success of required buffer strips;
(m)
location of built forms in relation to landscape areas showing doors, windows, verandas
(patios) and internal rooms;
(n)
construction details of hard and soft elements;
(o)
street trees.
(4)
Notation on the landscape drawings, regarding construction and installation methods and the
quality of materials and workmanship, is preferred by the local government over a separate
specification document.
(5)
Where the project is complex or reference to the local government's landscape specification will
not cover certain development works to the satisfaction of the consultant, specifications may be
submitted.
Sc6.2.5-21
Figure 2.3.5.1–Example of a working drawing
Sc6.2.5-22
2.3.6
Maintenance management
(1)
The maintenance management is to be directly related to landscape and plant establishment
works included in the landscape specification.
(2)
Where a specification has not been used the maintenance management is still required to be
submitted with the landscape drawings.
(3)
The maintenance management is to include accepted horticultural practices necessary to
establish the proposed landscape works in the specified maintenance period.
(4)
The consultant may choose to adopt of Standard Specification 2–Landscaping in Part 9 of this
planning scheme policy, or submit their own for approval.
2.3.7
(1)
Revegetation or rehabilitation plan
A revegetation or rehabilitation plan must include:
(a)
the aim of the proposed works including:
(i)
the encouragement of natural regeneration;
(ii)
the restoration or enhancement of the natural environment;
(iii) the establishment or enhancement of habitat;
(iv) the enhancement of wildlife movement;
(b)
the enhancement of the aesthetic value of the development;
(c)
the current description of the site including:
(i)
stands of existing vegetation;
(ii)
a list of the dominant native species;
(iii) a list of the weeds and non-native plants;
(d)
significant features such as large trees, habitat trees, endangered species, vulnerable
species, rare species, rocky outcrops, waterways and slopes;
(e)
the location of existing structures and various services on site, including sewerage and
water pipes and easements, power easements and communication lines;
(f)
proposed works for the site including:
(i)
how areas of natural regeneration will be encouraged, managed and monitored;
(ii)
how the site will be prepared;
(iii) any areas to be thinned, the species and average size of plants to be thinned, the
percentage of each species to be removed and the method of removal;
(g)
sediment and erosion control measures including implementation, monitoring and
timeframes;
(h)
weeds to be removed, method of removal and monitoring of weed regeneration
timeframes;
(i)
planting works to be undertaken on site an details for planting installation;
(j)
fencing works to be undertaken on the site;
(k)
an action plan for the establishment period and for the on-going maintenance period
giving a detailed description of each task and the sequence of work to be undertaken
including timeframes, resources, erosion and sediment control measures and staging of
works compatible with those measures, habitat enhancement, monitoring and
maintenance of rubbish removal, weed removal, site preparation and mitigation of
threatening processes, planting and supplementary seeding.
2.3.8
(1)
Existing vegetation protection plan
An existing vegetation protection plan must be in accordance with AS 4970-2009 Protection of
Trees on Development Sites and include:
(a)
the location, identification and extent of plants;
(b)
the effect of the development on existing plants;
Sc6.2.5-23
(c)
the use of plants in the development;
(d)
a site analysis or land use suitability drawing, which includes:
(i)
the existing contours of the premises, the suitable and unsuitable building areas,
the road access and drainage pattern;
(ii)
the existing access road to the premises;
(iii) the surveyed location and extent of mass plants including the location of native
habitat trees located amongst the mass planted area;
(iv) the surveyed location of a free standing tree in an open area not associated with
the mass planted area;
(v)
individual trees identified by the species and the genera and the mass plants
identified by the plant type;
(vi) the condition, average trunk diameter and significance value of the plants;
(vii) photographs of the plants, including identification information and real property
description noted on the back of each photo and an object in the photo to
demonstrate the scale of the picture;
(viii) details of an adjoining use and the description of adjoining plants;
(ix) the notional road and lot layout;
(x)
the notional major stormwater drainage discharge point.
2.3.9
Movement infrastructure report
2.3.9.1
Integrated movement concept report
(1)
An integrated movement concept report must include:
(a)
all key destinations within a comfortable cycling distance (nominally five kilometres or 20
minutes) from the premises;
(b)
one metre contours;
(c)
existing and planned movement infrastructure;
(d)
an analysis of how development complies with a general planning layout in Part 7.2–
General planning layouts of this planning scheme policy;
(e)
pedestrian, cycling, public transport and road concept plans;
(f)
preferred amendments to the pedestrian, cycle, public transport and road networks
demonstrating improved transport effectiveness, efficiencies and cost-savings;
(g)
gaps in the networks where there is either no existing, or inadequate existing
infrastructure;
(h)
a table of deficient infrastructure that may form the basis for further consideration as to
the need for, and how to achieve improvements to the deficient infrastructure.
2.4
Stormwater infrastructure documentation
2.4.1
Conceptual site based stormwater management plan
(1)
The conceptual site based stormwater management plan is to include all information required to
assess development against:
(a)
the standards for stormwater quantity infrastructure;
(b)
the stormwater management design objectives for:
(i)
stormwater quality which aims to protect receiving water quality by limiting the
quantity of key pollutants discharged in stormwater from urban development;
(ii)
frequent flow management which aims to protect in-stream ecosystems from the
significant effects of increased runoff frequency by capturing the initial portion of
runoff from impervious areas. This approach ensures that the frequency of
hydraulic disturbance to in-stream ecosystems in developed catchments is similar
to pre-development conditions;
Sc6.2.5 Planning scheme policy 5—Infrastructure 2.4 Stormwater infrastructure documentation
Sc6.2.5-24
(iii)
(2)
waterway stability which aims to prevent exacerbated in-stream erosion
downstream of urban areas by controlling the magnitude and duration of sedimenttransporting flows.
Development being a material change of use or a reconfiguring a lot where stormwater quality
infrastructure, frequent flow management or waterway stability infrastructure is being provided
must provide:
(a)
an application for a stormwater quality offset.
(3)
A deemed to comply solution is available to all types and scales of development as an
alternative to addressing the design objectives for stormwater quality, frequent flow
management or waterway stability in the conceptual stormwater management plan, if all
documentation and requirements of the Water sensitive urban design deemed to comply
solutions stated in Water Sensitive Urban Design Deemed to Comply Solutions for South East
Queensland (2009) are met.
(4)
Stormwater quality offsets may be applied in accordance with State Planning Policy 4/10 Healthy Waters (SPP4/10) in lieu of on-site treatment for development if:
(5)
(a)
the design objective for waterway stability and the design objective for frequent flow
management do not apply to the development; and
(b)
on-site treatment is determined to be unfeasible. Where the design objective for
waterway stability and the design objective for frequent flow management are not
applicable, the proposed development would typically be a smaller scale, infill
development in a predominantly urbanised catchment and it is likely on-site treatment
would be considered unfeasible; or
(c)
the local government has available to it at the time the development application is made,
designed and costed stormwater quality infrastructure projects that are able to be
implemented by the local government to achieve at least the same water quality outcome
that is required by the proposed development.
An application for a stormwater quality offset in lieu of providing and implementing an approved
conceptual stormwater management plan addressing the design objectives for stormwater
quality, frequent flow management or waterway stability or deemed to comply solution must
comply with section 2.4.1(4) of this planning scheme policy. The amount of a stormwater
quality offset for a particular development will be calculated as the cost to the local government
of designing, constructing and establishing stormwater quality projects to achieve at least the
same outcome required by the particular development.
2.4.1.1
(1)
Core matters to be included in a conceptual site based stormwater management plan
A conceptual site based stormwater management plan must include:
(a)
an assessment of the existing site which includes:
(i)
a description of the existing topography and drainage, upstream and downstream
of the development site, including details about the size, location and levels of any
existing drainage measures;
(ii)
a description of the site's soils. The level of investigation depends on the proposed
design of the stormwater treatment. A detailed soil evaluation in accordance with
AS/NZS 1547:2000 Clause 4.1.3 is required to support any bio-retention system or
constructed wetland designed without an impermeable liner or if stormwater
infiltration is proposed;
(iii) identification of any acid sulfate soils;
(iv) a site plan showing:
(A)
contours;
(A)
development boundaries;
(B)
catchment details;
(C)
flow paths;
(D)
piped drainage;
Sc6.2.5-25
waterway and drainage invert levels;
(F)
stormwater detention systems;
(G)
soil types;
(H)
culverts;
(I)
other structures;
(J)
drainage easements;
(K)
road drainage;
(L)
the lawful point of discharge;
(M)
stormwater quality and frequent flow management infrastructure;
(N)
easements;
(O)
existing vegetation;
(P)
vegetation to be retained;
(Q)
overland flow path areas;
(R)
local and regional flood levels for the 10, 5, 2 and 1% AEP flood;
(b)
details of site configuration in a table form including the total area of:
(i)
road surfaces;
(ii)
driveways;
(iii) roof surfaces;
(iv) landscape areas;
(v)
stormwater treatment areas;
(vi) any other categories specific to the site;
(vii) pavement areas;
(c)
earthworks and catchment details including:
(i)
conceptual earthworks;
(ii)
catchments and sub-catchments;
(iii) proposed stormwater networks including conceptual surface and invert levels;
(iv) cross-sections at regular intervals showing the extend of cut and fill works to
confirm earthworks and, if applicable, no loss of floodplain storage;
(d)
development scale plan layout indicating:
(i)
catchment details;
(ii)
conceptual drainage network with invert levels;
(iii) location of stormwater treatment measures;
(iv) location of existing, planned and proposed infrastructure such as sewerage and
water;
(v)
information on pre and post development flood volumes.
2.4.1.2
(1)
(E)
Specific matters to be included in conceptual site based stormwater management
plan - design objective for frequent flow management
A conceptual site based stormwater management plan for the purposes of reporting on
stormwater quantity and quality management shall provide details which include:
(a)
(b)
proposed no-worsening measures;
(c)
the pre-development stormwater quantity characteristics and any potential development
impacts assessed;
(d)
a description of the modelling method and methodology used in any hydraulic or
hydrologic modelling, or in the sizing of infrastructure;
(e)
a description of all stormwater and overland flow management measures and stormwater
infrastructure;
Sc6.2.5-26
(f)
future ownership details of stormwater and drainage infrastructure.
(g)
the total stormwater capture volume in cubic metres (m3), calculated as follows:
(i)
capture volume (m3) equals the impervious area (m2) multiplied by the target
design runoff capture depth (mm/day) divided by 1000;
(ii)
The spatial distribution of the required capture volume may be adapted to suit
individual site conditions, provided that the required volume from all impervious
areas is captured before leaving the site;
(iii) The design objective for frequent flow management requires that the capacity to
capture the volume of runoff is available each day. The management system
(whether reuse, infiltration or diversion) must therefore be capable of draining the
captured stormwater within 24 hours;
(iv) Capturing the required volume of runoff reduces pollutant load and simultaneously
improves water quality. Therefore, it may eliminate the need for separate additional
storage to meet the objective for frequent flow management;
(h)
how the captured stormwater will be managed. This should include one or more of the
following:
(i)
reuse of stormwater (including collection and use of roof water);
(ii)
infiltration to native soils (where adverse impacts will not arise);
(iii) diversion of surplus flows around sensitive downstream receiving environments;
(iv) evaporation of stormwater.
2.4.1.3
(1)
plan - design objectives for stormwater quality
For the purposes of reporting on the design objectives for stormwater quality, a conceptual site
based stormwater management plan shall provide details including:
(a)
descriptions of each treatment train for each sub-catchment ensuring that all types of
pollutant (primary, secondary and tertiary) is treated in the appropriate order - primary
pollutant treatment measures are located at the beginning of the treatment train and
tertiary treatment measures are positioned at the end;
(b)
details of each individual treatment device including total footprint, treatment area, invert
levels, coarse sediment management, maintenance access and design flows. Specify
whether the stormwater treatment system will be privately maintained or handed over to
the local government;
(c)
a scale plan and section drawings showing:
(i)
how stormwater is conveyed to the stormwater treatment devices;
(ii)
the location of all stormwater treatment devices including filter areas and batters
with respect to the development layout;
(iii) surrounding ground levels;
(iv) conceptual design levels for each treatment device and receiving drainage invert
levels;
(v)
scour protection and coarse sediment management devices;
(vi) maintenance access;
(vii) likely maintenance intervals;
(d)
section drawings showing:
(i)
conceptual design levels for each treatment device and receiving drainage invert
levels;
(ii)
scour protection and coarse sediment management devices;
(iii) batters, embankments or retaining walls;
(e)
proof that all modelling and reporting has been undertaken in accordance with the Model
for Urban Stormwater Improvement Conceptualisation (MUSIC) and the Water by Design
MUSIC Modelling Guidelines.
Sc6.2.5-27
2.4.1.4
(1)
For the purposes of demonstrating compliance with the design objective for waterway stability, a
conceptual site based stormwater management plan shall provide details including the
methodology used to achieve the design objective for waterway stability in accordance with
Appendix C of Water Sensitive Urban Design: Developing Design Objectives for Urban
Development in South East Queensland, Version 2, November 2007, published by the South
East Queensland Healthy Waterways Partnership.
2.4.1.5
(1)
Detailed site based stormwater management plan
The detailed site based stormwater management plan is to document all information required to
assess development against the design objectives for:
(a)
stormwater quality;
(b)
frequent flow management;
(c)
waterway stability.
2.4.2.1
(1)
Modelling requirements
All modelling files used to demonstrate compliance with the design objectives must be provided
to the local government on a CD with the development application. If modelling is required, the
modelling regime and scope will be agreed between the applicant and the local government
prior to the commencement of the modelling.
2.4.2
(1)
plan - design objective for waterway stability
Core matters to be included in a detailed site based stormwater management plan
A detailed site based stormwater management plan must include:
(a)
(b)
an assessment of the existing site which includes:
(i)
a description of the existing topography and drainage;
(ii)
a description of the site's soils;
(iii) identification of any acid sulfate soils;
(iv) a site plan showing:
(A)
contours;
(B)
development boundaries;
(C)
catchment details
(D)
flow paths;
(E)
piped drainage
(F)
waterway and drainage invert levels;
(G)
(H)
culverts;
(I)
drainage easements;
(J)
road drainage;
(K)
(L)
stormwater quality and frequent flow management infrastructure;
(M)
easements;
(N)
existing vegetation;
(O)
vegetation to be retained;
(P)
future ownership and maintenance responsibility;
(Q)
overland flow path areas;
details of site configuration in a table form including the total area of:
(i)
road surfaces;
Sc6.2.5-28
(ii)
(iii)
(iv)
(v)
(c)
2.4.2.2
(1)
earthworks and catchment details including:
(i)
conceptual earthworks;
(ii)
proposed stormwater infrastructure;
(iii) cross-sections at regular intervals showing the extent of cut and fill works to
confirm earthworks and, if applicable, no loss of floodplain storage.
Specific matters to be included in detailed site based stormwater management plans stormwater quantity
A detailed site based stormwater management plan for the purposes of reporting on the design
objectives for frequent flow management must include:
(a)
a detailed design of all stormwater quantity and or quality management methods and
infrastructure;
(b)
the location and network connection details;
(c)
a description of the modelling method and methodology used for any hydraulic or
hydrologic modelling;
(d)
detailed engineering drawings showing:
(i)
the areas of earthworks including cross-sections at regular intervals showing the
extend of cut and fill works to confirm earthworks and, if applicable, no loss of
floodplain storage;
(ii)
final site contours;
(iii) final road layout;
(iv) final lot arrangement;
(v)
location, size and type of proposed stormwater quantity and or quality
management measures including all invert levels;
(vi) maintenance access;
(vii) location of lawful points of discharge and receiving waters/environs.
2.4.2.3
(1)
driveways;
roof surfaces;
landscape areas;
pavement areas;
Modelling requirements
All modelling files used to demonstrate compliance with the design objectives must be provided
to the local government on a CD with the development application.
2.5
Flooding documentation
2.5.1
Flood study report
Editor's note––Access to the local government's adopted flood model can be obtained by entering a data sharing agreement.
Completing a flood study in accordance with the tenets identified in appendix 2 of SPP Guideline 01/03 is acceptable.
(1)
A flood study report shall include:
(a)
an assessment of the catchment, as pertaining to the development area, for the full range
of design flood events, specifically, the 50, 20, 10, 5, 2 and 1% AEP events and lower
probability flood events if applicable to the type of development proposed;
(b)
where in the coastal zone the provisions made for storm surge;
(c)
details of the tail water level (5, 2 and 1% AEP flood levels) adopted during the
assessment of the catchment;
(d)
details of sensitivity analysis undertaken, assessing the influence of, but not limited to:
(i)
variation of all Mannings ‘n’ values by 10% to 20%;
(ii)
variation of the tail water level;
(iii) blockage considerations as outlined in the Queensland Urban Drainage Manual
and Australian Rainfall and Runoff Project 11 Blockage of Hydraulic Structures;
Sc6.2.5 Planning scheme policy 5—Infrastructure 2.5 Flooding documentation
Sc6.2.5-29
(e)
details of, where possible, calibration of the model to known, recorded flood levels within
the catchment or waterway or equivalent;
(f)
an assessment of flood level, flow or velocity with a view to ensuring that no increase
occurs in any of these;
(g)
an assessment demonstrating that no significant or sudden change in distribution of the
defined flood event flow, flood level or velocity shall occur which may result in:
(i)
the failure of a levee;
(ii)
blockage and/ or breakout;
(iii) excessive scour;
(iv) realignment of the waterway;
(v)
sedimentation;
(vi) bank instability and collapse;
(vii) a reduction in flood warning times;
(viii) extension of the duration of inundation;
(ix) hindrance to emergency evacuation routes;
(x)
disruption to critical infrastructure, services, or access routes;
(xi) exacerbation of risk to people, property and community infrastructure;
(h)
general decrease in amenity;
(i)
an assessment of any impacts of the development upon the uses identified in Column 1
in Table 8.2.5.3.3–Minimum flood levels of the Flood hazard overlay code of the planning
scheme;
(j)
details of safe access and egress for the development, including the calculation and
documentation of access road flood depths and depth*velocity products;
(k)
details of all flood level and flow calculation made in the assessment of the existing site
and the proposed development impact;
(l)
details of the methodology and input data for any hydraulic or hydrologic modelling
undertaken;
(m)
provision of flood maps depicting the following:
(i)
flood extents for the full range of ARI storm events modelled for various scenarios
including pre-developed (existing case), developed case, and if applicable, ultimate
developed case;
(ii)
velocity-depth profiles;
(iii) flood hazard mapping;
(iv) flood velocity range and vectors;
(v)
shear stress;
(vi) the effects of sensitivity analyses;
(vii) impact maps portraying effects of various increment levels to demonstrate
compliance with the Flood hazard overlay code.
2.5.2
(1)
Filling and excavation plan in the flooding and inundation area
A filling and excavation plan and supporting information shall include:
(a)
a plan showing:
(i)
existing and finished surface level contours (to AHD) of the development site,
including survey point density and accuracy in accordance with Council Standards;
(ii)
the compensatory free-draining excavation area for any proposed filling within the
flood plain;
(iii) the alignment of the toe of the batter slope which is proposed to retain the fill;
(iv) the grading of the proposed cut and fill surfaces demonstrating the finished surface
is free draining;
(v)
level notations that identify the line of the defined flood event and the proposed
area of filling and excavation (before and after filling);
Sc6.2.5-30
2.5.3
(1)
(b)
section drawings showing level notations which identify the line of the defined flood event
and the proposed area of filling and excavation (before and after filling);
(c)
details of:
(i)
the hydraulic design of the development, using topographic data which includes at
least one surveyed cross-section of the floodway aligned through the proposed fill
area;
(ii)
pre and post development finished surface level and the defined flood event level;
(iii) the flood modelling undertaken;
(iv) any adverse effects on the behaviour of a flood in excess of the defined flood
event;
(v)
any proposed batter slopes and retaining walls on the premises;
(vi) the provisions for stormwater run-off from any proposed area of filling and
excavation;
(vii) how the natural drainage of adjacent premises has been catered for;
(viii) calculations of the cut, fill and balance to confirm compensatory earthworks and
loss of floodplain storage;
(ix) plots of pre and post earthworks flood storage against depth;
(x)
plots of pre and post earthworks conveyance against depth;
(xi) cross-sections at regular intervals showing the extent of cut and fill works to
confirm earthworks and if applicable no loss of floodplain storage.
Numerical modelling requirements
All modelling used to demonstrate compliance with the flood plain management requirements
shall be provided to the local government on a CD with the development application.
Note––Please refer to the SPP Guideline for further modelling methods and techniques.
Sc6.2.5-31
Part 3
3.1
(1)
Standards
Purpose
The purpose of this part is to specify the local government's standards that must be met by
development for:
(a)
filling and excavation;
(b)
movement network infrastructure;
(c)
stormwater infrastructure;
(d)
water supply infrastructure;
(e)
sewerage infrastructure;
(f)
park infrastructure;
(g)
electricity reticulation infrastructure;
(h)
gas and telecommunication reticulation infrastructure;
(i)
road lighting infrastructure;
(j)
landscaping.
3.2
Design and construction of work
3.2.1
Standards and specifications
(1)
(2)
3.2.2
(1)
All work is to be in accordance with:
(a)
the standards identified in this planning scheme policy;
(b)
the standard specifications identified in this planning scheme policy;
(c)
the standard drawings identified in this planning scheme policy.
If the standards and specifications for the design and construction of specific infrastructure are
not provided in this planning scheme policy, guidance may be obtained in reference to the
Australian Standards, Queensland Development Code – Mandatory Parts or:
(a)
for transport infrastructure:
(i)
Complete Streets;
(ii)
Austroads publications;
(iii) Manual for uniform traffic control devices (MUTCD);
(b)
for stormwater infrastructure:
(i)
Queensland Urban Drainage Manual;
(ii)
Australian Rainfall and Runoff;
(iii) Healthy Waterways Water by Design Guidelines and Standard Drawings;
(c)
for ecological restoration, rehabilitation and revegetation:
(i)
SEQ Ecological Restoration Framework;
(d)
for flood modelling software user manuals and guidelines:
(i)
Floodplain management in Australia: Best practise principles and guidelines
(2000);
(e)
for sewerage and water supply:
(i)
South East Queensland – Water Supply and Sewerage Design and Construction
Code.
Application of standards
Design and construction of work identified in section 3.1–Purpose of this planning scheme
policy shall comply with the standards. Where standards and/or specifications are not stipulated
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.1 Purpose
Sc6.2.5-32
for certain infrastructure elements guidance may be obtained in Part 4: Guidelines of this
planning scheme policy.
3.3
Filling and excavation standards
3.3.1
Standards and specifications
3.3.1.1
General
(1)
A filling and excavation plan and supporting information will be required for development where
the development involves filling or excavation which exceeds:
(a)
10m3 and where land is wholly or partly within the Flood hazard overlay Map–OM 05.00
identified in Schedule 2–Mapping of the planning scheme;
(b)
20m3 and in Centre, Community facilities, Low density residential, Low-medium density
residential, Medium density residential; Low impact industry, Medium impact industry,
Mixed use or Specialised centre zone; or
(c)
100m3 and in the Emerging community, Environmental management and conservation,
Recreation and open space, Rural residential or Rural zone.
(2)
The filling and excavation plan and supporting information shall provide the necessary
information to demonstrate compliance with the Flood hazard overlay code as it relates to filling
and excavation.
(3)
Filling and excavation must comply with the standard specifications in Part 9–Standard
specifications identified in this planning scheme policy.
3.3.1.2
(1)
Material used for filling
The quality and composition of material used for filling must comply with the following sections
of Standard specification No. 1–Earthworks 2015, identified in Part 9–Standard specifications of
this planning scheme policy:
(a)
section 8.3(1);
(b)
section 9.3(3).
3.3.2
Cover of infrastructure
(1)
The cover to a water reticulation main is to comply with the South East Queensland Water
Supply and Sewerage Design and Construction Code.
(2)
During construction works:
(3)
(a)
no existing hydrant cover or marker post is covered, obstructed or obscured;
(b)
stormwater infrastructure is not pierced.
A sewerage reticulation main and a house connection is provided in accordance with the South
East Queensland Water Supply and Sewerage Design and Construction Code so that:
(a)
the property can be commanded;
(b)
other services are not fouled;
(c)
stormwater infrastructure is not pierced.
3.3.3
General standards
3.3.3.1
Site disturbance
(1)
Soil disturbance associated with filling and excavation is limited to the minimum necessary to
perform the required filling and excavation.
(2)
A previously undisturbed area of soil is not exposed to erosion where:
(a)
a slope is greater than 1 in 10; or
(b)
a highly erosive or clay-based soil is present.
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.3 Filling and excavation standards
Sc6.2.5-33
3.3.3.2
Site and waste management
(1)
Waste water from the washing of tools and painting equipment and the cutting of concrete,
masonry, tiles or other products is discharged on the site and over a porous grassed surface or
well-drained, loosened soil.
(2)
All waste water generated on the site is:
(3)
(4)
(a)
prevented from flowing off the site and is allowed to infiltrate the soil; or
(b)
filtered through a porous, fine-grained embankment lined with filter cloth before it is
allowed to exit the site.
Sand, soil or other material from the site that is deposited on a paved road or within a gutter or a
drain is removed:
(a)
immediately, if rain is occurring or is imminent; or
(b)
upon the completion of the day’s work, if rain is not occurring or is not imminent.
Where sand, soil or other material from the site is deposited on a paved road or within a gutter
or a drain as a result of the filling and excavation on the site, the sand, soil or material is:
(a)
first shovelled, then swept from the gutter, drain or paved surface;
(b)
not washed from the surface unless directed by the local government.
(5)
Solid or liquid waste from a concrete truck and equipment is contained on the site.
(6)
Cement residue from works associated with filling and excavation, including concreting and the
preparation of exposed aggregate concrete surfaces are:
(7)
(a)
washed onto a pervious surface such as a grassed or open soil area; or
(b)
contained in a temporary collection trench formed near the concrete surface; or
(c)
filtered through a fine-grained, porous embankment lined with an appropriate filter cloth.
An erosion and sediment control measure is kept in working order until:
(a)
the disturbed parts of the site have been effectively stabilised;
(b)
a damaged erosion and sediment control measure is repaired as soon as practicable.
(8)
Site signage identifying erosion and sediment control measure and its purpose is installed and
maintained.
(9)
All solid waste collected in erosion and sediment control measure is disposed at an approved
landfill site.
3.3.3.3
Damage
(1)
No damage will be caused to grass, cultivation, fences, existing services, buildings or stock by
fire, falling timber or other causes arising from the filling and excavation.
(2)
Where damage occurs to fences and areas outside the site, the contractor is responsible for the
cost and full reinstatement of those areas.
(3)
During the clearing of lines and designated areas, care is taken not to disturb any bench marks,
survey pegs or level pegs.
(4)
The relevant service authority is informed when damage occurs to services, or is suspected to
have occurred, and the cost of repairs is borne by the contractor.
3.3.3.4
Treatment of adjoining properties
(1)
Cross-section plans for filling and excavation that show the adjoining property boundaries where
filling and excavation are adjacent to existing developments.
(2)
The affect on the drainage of adjoining properties from any cut and fill operation is considered
and designed to ensure that no pondage of water or nuisance stormwater runoff occurs.
Sc6.2.5-34
3.3.3.5
(1)
Protection of structures
Precautions are taken to ensure that filling and excavation for the construction of an
embankment or for an excavation, do not cause movement of, or undue strain to, any structure.
3.3.3.6
Use of explosives and blasting in rock
(1)
Rock is carefully excavated by blasting procedures where blasting operations comply with the
conditions of an approval or licence.
(2)
The handling, storage and use of explosives complies with the following:
(a)
State Acts;
(b)
AS 2187.1: 1998: Explosives–Storage, transport and use–Storage;
(c)
AS 2187.2: 2006: Explosives–Storage and use–Use of explosives.
(3)
During blasting operations a vibograph or other similar instrument is used to observe and record
vibrations. The record of vibrations is provided to the local government.
(4)
Where the record of vibrations indicates non-compliance with the conditions of an approval or
licence or the provisions of an Act or Australian Standard:
(a)
the amount of charge is reduced; or
(b)
another action approved by the local government is taken to ensure compliance.
(5)
Trial blasting may be required to determine the likely vibration that may be caused and the
maximum charge to be employed.
(6)
The local government is to be notified at least three business days prior to any excavation by
blasting and any excavation by blasting is only to be carried out at the times identified by the
local government.
(7)
Protective devices are provided to limit the affect of blasting.
(8)
The contractor is responsible for any loss, damage or injury caused directly or indirectly by
blasting.
(9)
Explosives are kept in secure storage places that are clearly marked with warning signs.
(10)
No explosive is to be fired until:
(a)
an audible warning, clearly different to other sounds on the site, has been sounded;
(b)
all persons within the radius of danger have been evacuated.
(11)
Where explosives are used to excavate rock, the amount of charge used does not loosen rock
outside the intended excavation lines shown on engineering drawings.
(12)
Where rock outside excavation lines shown on engineering drawings has been loosened as a
result of blasting and may slide or fall, the loosened rock is to be removed and replaced with
suitable material.
3.3.3.7
(1)
Property pegs
Survey pegs or survey marks that identify areas not to be cleared, excavated or covered by
embankments, and which are disturbed, displaced, damaged, or covered, are replaced by a
licensed surveyor.
3.3.3.8
Environmental weeds
(1)
Environmental weeds such as declared plants or noxious weeds are identified and managed in
accordance with the Land Protection (Pest and Stock Route Management) Act 2002.
(2)
Where earthmoving equipment is moved from an area with environmental weeds to a new site,
reasonable measures, including the cleaning of earthmoving equipment and vehicles, are taken
to ensure equipment does not transport the environmental weeds.
3.3.3.9
(1)
Fire ants
In a fire ant restricted area, construction complies with:
Sc6.2.5-35
(a)
the Plant Protection Act 1989;
(b)
any guidelines published by the relevant State Government Department regarding the
commercial movement of high risk material.
3.3.3.10 Acid sulfate soils
(1)
Areas identified as containing acid sulfate soils or potential acid sulfate soils are to be treated in
accordance with:
(a)
Acid sulfate soils overlay code in Part 8.2.1 of the planning scheme;
(b)
Queensland Government - Instructions for the Treatment and Management of Acid
Sulfate Soils, 2001.
3.3.3.11 Compressive soils
(1)
Filling and excavation in areas comprising compressive soils that are intended to be developed
for an urban use, including roads and parks, achieve consolidation and stability by:
(a)
pre-loading the soil in accordance with the local government’s requirements; or
(b)
another method approved by the local government.
3.3.3.12 Dispersive soils
(1)
Filling, excavation, and construction in areas comprising of dispersive and sodic soils/soils
exhibiting dispersive soil characteristics need to be managed so as to not exacerbate the
erosive and sedimentation potential.
(2)
Works should comply with the tenets set out in Best Practice Erosion and Sediment Control
Guidelines (2008)(IECA).
3.3.4
Clearing and preservation of trees
3.3.4.1
Clearing
(1)
Clearing associated with filling and excavation complies with Standard Specification No 1
(Earthworks) 2015 in Part 9–Standard specifications of this planning scheme policy.
(2)
Prior to clearing land associated with filling and excavation, the land is inspected by
appropriately qualified persons accredited and licensed under the Queensland Nature
Conservation Act, 1992 to conduct and/or supervise the preparation and implementation of
Wildlife Protection and Management plans and the detection, capture removal and disposal of
wildlife from sites proposed to be developed.
3.3.4.2
Trees to be preserved
(1)
Filling and excavation is undertaken to preserve without damage, trees and vegetation identified
by the local government.
(2)
Trees and vegetation identified by the local government to be of significance are identified,
marked and left standing and undamaged.
(3)
Trees and vegetation that form part of a riparian or other buffer zone along rivers, creeks or
waterways are clearly identified and preserved.
(4)
The management of trees to be preserved is undertaken in accordance with AS 4970-2009
Protection of Trees on Development Sites.
3.3.5
Dams and embankments
3.3.5.1
Dams
(1)
Embankments, spillways and associated water flow channels are designed and constructed in
accordance with the requirements of the Queensland Department of Environment and Heritage
and the Queensland Urban Drainage Manual.
(2)
Constructed waterways, embankments and associated outlet structures are not constructed
within:
Sc6.2.5-36
(3)
(a)
ten metres of property boundaries; or
(b)
40 metres of a building.
Maintenance dredging of dams:
(a)
has regard for water quality requirements;
(b)
is conducted in a manner that prevents siltation of any downstream watercourse or
property.
3.3.5.2
Filling of dams
(1)
Where dams are to be filled, they are dewatered in accordance with best practice, all silt
removed and the dam wall levelled to the surrounding ground level. Dewatering of dams should
be done in the presence of a spotter catcher.
(2)
To ensure the integrity of drainage lines to and from any dam that is to be filled, an alternative
drainage path is designed applying the principle of no worsening in section 3.6.2.10 of this
planning scheme policy and utilising best practise natural channel design and erosion and
sediment control measures to replace the original drainage path prior to the dam being filled.
3.3.5.3
(1)
Organic material
No tree, log or other organic material is placed in any embankment, scour, hole, dam to be filled
or other hollow place where transport infrastructure or allotments are planned.
3.3.6
Batters and retaining walls
3.3.6.1
Batters
(1)
Batters have slopes that are:
(a)
1 in 4 for all batters;
(b)
1 in 10 for batters in public open space;
(c)
1 in 4 for batters to waterways;
(d)
Rural
(i)
(ii)
(iii)
Roads depth of Cut and Fill:
<0.5m - 1 in 6;
0.5m - 1.0m 1 in 4;
>1.0 m - 1 in 2.
(2)
Stabilisation by use of vegetation is commenced immediately following completion of bulk filling
and excavation to form batters.
(3)
Batters are constructed as follows:
(a)
wholly within the property boundary;
(b)
have adequate drainage at the toe and top of the batter.
(4)
All batters and retaining walls within a road resulting from cut and fill operations provide for
drainage as specified in the standard drawings in Part 8–Standard drawings of this planning
scheme policy.
(5)
Batters are benched where the proposed freestanding batter height exceeds 2.5 metres.
(6)
Where batters are benched:
(a)
the minimum benching width is 1.0 metre;
(b)
the minimum slope is 1 in 100 towards the lower face.
(7)
Precautions are taken to effectively minimise dust that may occur during construction and that
may affect the safety or general comfort of the public and occupants of nearby properties.
(8)
Where excavation and filling shall take place near existing or proposed stormwater, water and
sewer assets, these assets shall be protected by maintaining the appropriate pipe cover,
easement width, CCTV survey and any other protection required by section 3.6.2.16–Creating
new easements; section 3.6.2.17–Specifications for new easements; section 3.6.2.18–Works
Sc6.2.5-37
within existing easements and section 3.6.2.19–Where an easement cannot be obtained of this
planning scheme policy .
(9)
Batters are contained so as not to extend into an existing or proposed road, park or
conservation area.
3.3.6.2
Retaining walls
(1)
Retaining walls, including boulder walls, concrete gravity retaining walls, reinforced concrete
cantilever retaining walls and concrete crib walls, are designed with appropriate provision for
sub-soil drainage.
(2)
Timber sleeper walls within an allotment are:
(a)
used for landscaping purposes only;
(b)
a maximum of 900mm in height;
(c)
constructed of timber suitably treated to prevent termite infestation;
(d)
not constructed within 1.5 metres of the property boundary of private property, public
open space or road reserve.
(3)
Treated timber sleeper walls are not located on boundaries of the premises, or where allotments
or transport infrastructure are planned.
(4)
A retaining structure:
(5)
(a)
does not encroach onto any adjoining property or road reserve;
(b)
up to and including 1.5 metres in height, is allowed on property boundary provided it has
adequate drainage;
(c)
exceeding 1.5 metres in height, has a minimum boundary clearance equal to the full
height of the retaining structure;
(d)
is designed in accordance with AS 4678: 2002: Earth-retaining structures, Amendment 1
- 2003 and Amendment 2 - 2008;
(e)
is designed to provide a neat architectural and aesthetic appearance;
(f)
drains storm water discharge to the street or other lawful point of discharge;
(g)
wall adjacent to road reserve boundary is fenced for pedestrian safety;
(h)
wall adjacent to road reserve boundary is fenced with guardrail to deflect vehicles where
the retaining wall falls within the clear zone as defined by Austroads. Provide appropriate
terminal ends to guardrail;
(i)
wall adjacent to road reserve boundary includes safety measures to protect pedestrians
in the road reserve during construction;
(j)
roadside design is in accordance with Austroads Guide to Road and Design.
For boundary retaining walls for differential allotment levels, a formal submission is made to the
local government for approval that demonstrates:
(a)
compliance with section 3.3.6.1(1) and section 3.3.6.1(3));
(b)
that the boundary retaining walls are located within the boundaries of the lower allotment.
(6)
Retaining walls do not impose any loading on adjoining structures including underground
services. Where the area of influence of the load of a proposed retaining structure influences
services, the services or the retaining structure, shall be re-located or re-designed so that the
wall is supported and does not have an adverse impact on the service. Retaining structures
that influence sewer assets shall submit a build over or near sewer application.
(7)
Retaining walls are not located in a road reserve, however, the local government may consider
a retaining structure located in a road reserve upon receipt of a formal submission.
(8)
Retaining walls:
(a)
in urban and non-urban areas over 1.5 metres in height are stepped a minimum of 1
metre horizontally for every 1.5 metres in height to a maximum height of 3 metres;
Sc6.2.5-38
(b)
in public open space areas, have a maximum height of 0.6 metres.
(9)
Retaining structures are not permitted within detention basins. Retaining structures may be
located within a bio-retention basin provided the bio-retention basin is not within a detention
basin or other stormwater quantity control measure.
(10)
Where retaining walls to waterways are proposed, development provides:
(11)
(12)
(a)
riparian buffers, where assessment has shown that riparian buffers are likely to remain
sustainable; or
(b)
structural edge protection, where assessment has shown that riparian buffers are likely to
not remain sustainable.
For retaining walls to waterways:
(a)
certification of the structural design and stability of the retaining structure is provided by
an appropriately qualified and experienced structural engineer in accordance with section
2.1–Competency to prepare a report of this planning scheme policy;
(b)
an assessment is conducted as to the likely performance and stability of the retaining
structure for a range of possible waterway changes for a 60 year period;
(c)
no boulder walls to be used in waterways or flood plains;
(d)
the design must address the following criteria:
(i)
the top of the wall is generally no lower than the Highest Astronomical Tide plus
200mm;
(ii)
changes to water quality;
(iii) natural meandering processes;
(iv) increased boating traffic;
(v)
increased tidal volume upstream due to future development;
(vi) increased flows due to developed catchments;
(vii) changes in sediment transport availability
(viii) maintenance requirements of walls including drainage clean out points to be stated
and identified.
Upon request, the local government may approve a retaining structure that:
(a)
has a minimum clearance from the boundary of the premises equal to the height of the
retaining structure;
(b)
is terraced and landscaped;
(c)
does not exceed an angle of repose of 45 degrees to adjoining buildings;
(d)
has a geotechnical and structural design;
(e)
in industrial and commercial areas, has a maximum height of 5 metres;
(f)
in public open space areas, has a maximum height of 0.6 metres;
(g)
has a design life of not less than 60 years.
(13)
The person who has the benefit of the development approval is responsible for the stability of
filling and excavation until final acceptance by the local government of the works offmaintenance.
(14)
Prior to the acceptance of the works off-maintenance the person who has the benefit of the
development approval will replace any section of the filling and excavation that has for any
reason become displaced.
(15)
Temporary drainage is provided to ensure that pondage, flooding, erosion or siltation does not
occur on the site, or external to the site, as a result of the filling and excavation.
(16)
Certification of the retaining structure by a RPEQ (structural) must be submitted to the local
government at the time of on maintenance submission.
Sc6.2.5-39
3.3.7
(1)
Drainage, sediment, erosion and dust control (including works in a
dispersive soil area)
Drainage, sediment, erosion and dust control are in accordance with Best Practice Erosion and
Sediment Control Guidelines (IECA 2008).
3.4
Movement infrastructure standards
3.4.1
Planning guidelines for the movement network
3.4.1.1
Movement network components
(1)
(2)
The movement network comprises the:
(a)
pedestrian network;
(b)
cycle network;
(c)
public transport network;
(d)
road network.
Development provides a movement network that is accessible to the whole community and
prioritises access and travel in accordance with the following hierarchy:
(a)
walking is the preferred mode of movement;
(b)
cycling is preferable to the use of public transport and private vehicles;
(c)
public transport use is preferable to the use of private vehicles;
(d)
private vehicle use is less preferable than public transport use, walking, and cycling.
3.4.1.2
(1)
Cycle network
The cycle network is planned:
(a)
to integrate with and ensure the safety and efficiency of the existing and planned
infrastructure for the cycle network identified in Figure 3.4.1.2.1—Cycle network of this
planning scheme policy;
(b)
in accordance with section 3.4.3–Design standards for cycle paths of this planning
scheme policy;
(c)
where development is located within 800 metres of a school, to comply with Planning for
Safe Transport Infrastructure at Schools prepared by the Department of Transport and
Main Roads.
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.4 Movement infrastructure standards
Sc6.2.5-40
Figure 3.4.1.2.1—Cycle network
Sc6.2.5-41
Table 3.4.1.2.1—Cycle network planning guidelines
Cycle path
classification
Network function
Typical user
Typical location/Types
Operational criteria
Neighbourhood
route
Connecting residential
development with local
neighbourhood centres
and facilities.
Connect to district
routes.
School children and
other inexperienced
cyclists.
Within road shared paths
(widened footpaths). On-road
cycle lanes are not to be used
for neighbourhood routes.
Located on access streets <3000 vpd, can be route
marked as a cycle route, without cycle lanes or
paths.
Shared verge path.
Minimum width: 2m
Design speed: 10km/h
Local flood immunity: Q1
District route
Connecting
neighbourhood routes
to major routes.
Serving shopping
centres and parks.
Connect residential
development with
district centres and
facilities
Higher proportion of
inexperienced
commuter or
recreational cyclists
than Major routes.
Higher proportion of
pedestrians than
Major routes.
On-road cycle lanes or shared
paths.
Shared paths connecting to
on-road cycle lanes are
supplemented with alternative
path for younger cyclists and
pedestrians.
Shared verge paths
Exclusive paths
Width: 2.5m
Design speed:
20km/h
Local flood immunity:
Q2
Width: 2.0m
Design speed: 30km/h
Local flood immunity: Q2
Links employment
areas and centres and
provide access to
neighbouring local
government areas,
road corridor routes or
open space corridor
routes
Catering for
experienced
commuter, sporting,
or touring cyclists.
Off-road 'exclusive' paths or
on-road cycle lanes.
(Desired operational
outcomes difficult to achieve
on with-in road or shared
paths.)
Shared paths connecting to
on-road cycle lanes are
supplemented with alternative
path for younger cyclists and
pedestrians.
Alternative on-road cycle lane.
Shared paths
Exclusive paths
Major route
Sc6.2.5-42
3.4.1.3
(1)
Public transport network
The public transport network is planned:
(a)
infrastructure for the public transport network identified in Figure 3.4.1.3.1–Public
transport network of this planning scheme policy;
(b)
in accordance with Table 3.4.1.3.1–Desired standard of service for public transport
services (Translink) of this planning scheme policy.
P43
Figure 3.4.1.3.1–Public transport network
Sc6.2.5-44
Table 3.4.1.3.1–Desired standard of service for public transport services (Translink)
Column 1
Column 2
Column 3
Density
Development type
Standard of service
High density
(50 dwelling per hectare, 100
residents or jobs per hectare)
Multi-storey (5+)
CBD and regional centres (i.e.
Brisbane CBD)
High frequency priority (HPF)
service - "turn up and go"
15 minute frequency or better
Medium density
(20-25 dwellings per hectare,
50 residents or jobs per
hectare)
Small lots mixed with
apartments
HFP services on major
corridors. Infill by local
services.
Low density
(7-15 dwellings per hectare, 20
residents or 10 jobs per
hectare)
Newer subdivisions
Business parks
Local services on hourly
frequency. Some access to
HFP and peak only services.
Non-urban
(Fewer than 7 dwellings per
hectare, as low as one dwelling
per hectare)
Acreage subdivisions
Rural towns
Isolated villages
Does not generally support
public transport services.
Inter-regional service may
connect to centres.
Park 'n' ride to facilitate access
to public transport network.
3.4.1.4
(1)
Road network
The road network is planned:
(a)
infrastructure for road network identified in Figure 3.4.1.4.1–Road network and in Table
7.2.1.1–General planning layouts for areas of this planning scheme policy;
(b)
to comply with Table 3.4.1.4.1–Road network planning guidelines of this planning scheme
policy;
(c)
to comply with the provisions in Queensland Department of Transport and Main Roads
Fauna Sensitive Road Design Manual - Volume 2: Preferred Practices;
(d)
in accordance with the desired maximum annual average weekday traffic for a local
government road stated in Table 3.4.1.4.2–Maximum annual average weekday traffic for
a local government (mid-block) of this planning scheme policy;
(e)
to ensure that:
(i)
the degree of saturation on any approach for an intersection is not greater than
one; or
(ii)
the maximum control delays through intersections in peak periods specified in
Table 3.4.1.4.3–Maximum control delays through intersections in peak periods of
this planning scheme policy are not exceeded.
Editor's note––Peak periods are typically from 6am to 9:30am and 3pm to 6:30pm on week days.
Editor's note––The degree of saturation for an approach is the ratio of traffic volume to road capacity.
Sc6.2.5-45
Figure 3.4.1.4.1–Road network
Sc6.2.5-46
Table 3.4.1.4.1–Road network planning guidelines
Road
Functio
n
1
Location
Road Type
Catchment
lots/vpd/Ha
2
3
4
Urban Access Street (UAS)
<=75 lots
Urban Access Road (UAR)
<=300 lots
Urban
Access
Nonurban
Rural Access Road (RAR)
Industrial
Industrial Access Road (IAR)
Centres
Main Street (MS)
<=120 lots
or 12Ha
Urban Collector single carriageway (UC-2L)
<=15,000
Urban Collector dual carriageway (UC-4L)
> 15,000
Nonurban
Rural Collector (RC)
Industrial
Industrial Collector (IC)
Urban Arterial single carriageway (UA-2L)
<=20,000
Urban Arterial dual carriageway (UA-4L)
> 20,000
Rural Arterial single carriageway (RA-2L)
<=22,000
Rural Arterial dual carriageway (RA-4L)
> 22,000
Urban
Multimodal
On bus
routes
Multi-Modal Roads (MMR)
Intersections
Operational Criteria
Other Modes
5
Access streets and roads
serve residential,
industrial or centres
development. They are
the destination for most
traffic and carry very little
'through' traffic. Access
streets will be provided by
development. Access
roads may serve multiple
developments.
6
There will be no
(driveway) access
restrictions, although the
use of rear laneways to
reduce parking on access
streets may be desirable
7
Intersections of Access
streets and roads will
be typically
uncontrolled. Access
streets and Access
roads intersect with
Collector roads typically
as roundabouts, but
intersections with
Arterial roads are
avoided.
8
Access streets should
be designed as 'places'
with priority for
meetings, pedestrians
and play. Traffic is
slowed to <20kph.
Shared space
treatments may be
desirable. Access
roads are <50kph.
9
Pedestrians and cyclists
and service vehicles, but
not buses.
Collector roads connect
access roads to arterial
roads. Collectors
generally serve one land
use and movements
contained within the land
use should be on
Collectors rather than
Arterials.
Urban Collector roads
typically carry more than
3000 vpd at speeds up to
60kph. Driveway access
is controlled but on-street
parking is acceptable.
Rear laneways or left-in,
left-out arrangements are
appropriate. Direct
frontage access to rural
collectors from large
properties may be
permitted.
There will be no parking
on, or driveway access to,
Urban Arterials. Direct
frontage access to Rural
Arterials from large
properties may be
permitted.
Intersection between
Collectors is likely to be
roundabouts.
Intersections with
Arterials are signalised.
Intersections are at
300+m spacing
Urban Collectors are
speed limited at 60kph.
Rural Collectors may
have higher speed
limits.
On-road cycle lanes are
provided on Urban
Collectors. Provision for
buses using parking
lanes.
Intersections between
Arterials are signalised.
Intersection spacing is
as large as possible
and not less than
800m.
Arterials will deliver
safe operations at
speeds >80kph.
On-road cycle lanes may
be provided on the road
shoulders, but where the
cycle route is part of the
cycle network plan,
cyclists are on separate,
wide paths in the road
verge.
Parking lanes on
Collectors may be
converted to transit lanes.
Bus priority treatment
at signalised
intersections
Transit lanes may be
introduced on Collector
and Arterial roads.
Transit roads carrying
buses, cyclists and
pedestrians but not cars
may be introduced on
Multi-Modal routes.
Arterial roads have a subregional network function
crossing land uses.
Arterial
Nonurban
Access/Parking
Restrictions
2 city blocks
Urban
Collector
Network Function
Multi-modal and transit
roads serve primary or
secondary bus routes.
Transit Roads
Sc6.2.5-47
Table 3.4.1.4.2–Maximum annual average weekday traffic for a local government (mid-block)
Column 1
Column 2
Column 3
Road function
Number of lanes
Maximum annual average weekday traffic for locality
(vehicle per day)
Urban out-ofcentre
Non urban
Arterial
Collector
Centre
2
22,000
20,000
Not applicable
4
48,000
44,000
Not applicable
2 (median divided)
Not applicable
15,000
14,000
4
Not applicable
33,000
30,000
Editor's note––The maximum annual average weekday traffic applies to both multi-modal freight and freight roads.
Table 3.4.1.4.3–Maximum control delays through intersections in peak periods
Column 1
Column 2
Location
Maximum control delay for type of intersection (seconds)
Signal controlled
intersection
Roundabout
Sign controlled
intersection
Centres and on multimodal routes
80
70
50
Urban out-of-centre
55
50
35
Non urban and on freight
routes
35
35
25
3.4.2
Design standards for footpaths
(1)
Development provides land for a pathway which is not less than 10 metres in width.
(2)
A path, being a footpath or a shared cycle and pedestrian path, constructed within a pathway, is
located not less than 1 metre from either side of the pathway.
(3)
A footpath is not less than 1.5 metres in width.
(4)
A footpath complies with standard drawings IPWEAQ SEQ R-065, LCC 08-00398 and LCC 0800399 in Table 8.1.1.1–Standard drawings for movement infrastructure of Part 8–Standard
drawings of this planning scheme policy.
(5)
Footpaths and paths in a road reserve are in accordance with Table 3.4.4.2.1–Road design
standards of this planning scheme policy.
(6)
A physical barrier to restrict vehicular access to a pathway and to prevent direct pedestrian
access to the road at the end of a pathway in accordance with standard drawings LCC 8-00399
in Table 8.1.1.1–Standard drawings for movement infrastructure of Part 8–Standard drawings of
this planning scheme policy.
(7)
Kerb ramps are provided for the safe passage of pedestrians including provision for people with
disabilities.
(8)
A kerb ramp is designed and constructed in accordance with:
(9)
(a)
AS 1428.2: 1992: Design for access and mobility - Enhanced and additional requirements
- Buildings and facilities;
(b)
standard drawings in Table 8.1.1.1–Standard drawings for movement infrastructure of
Part 8–Standard drawings of this planning scheme policy.
A pedestrian crossing in a traffic island is designed so that:
(a)
pedestrian traffic is at the same level as the road pavement;
P48
(b)
3.4.3
(1)
Design standards for cycle paths
Cycle paths comply with the following:
(a)
the cycle network identified in Figure 3.4.1.2.1—Cycle network of this planning scheme
policy;
(b)
the design standards for a cycle path identified in Table 3.4.3.1.1–Cycle path minimum
design standards of this planning scheme policy;
(c)
the Manual of Uniform Traffic Control Devices (Queensland);
(d)
the standard drawings for cycle paths in Table 8.1.1.1–Standard drawings for movement
infrastructure of Part 8–Standard drawings of this planning scheme policy.
3.4.3.1
(1)
the path through the island allows a person with disabilities to access the intersection or
the pedestrian crossing.
Cycle path geometry
A pipe and culvert:
(a)
crossing does not cause a narrowing or perceived narrowing of the width of the approach
path;
(b)
headwall is located a minimum of 1 metre from a cycle path edge.
(2)
A cycle path bridge, pedestrian bridge or boardwalk does not cause a narrowing or perceived
narrowing of the width of the approach path.
(3)
A banana rail structure:
(a)
is provided to create a slow point at the approach to a hazard that cannot be avoided;
(b)
is provided at an approach to a road crossing;
(c)
has appropriate signage.
Table 3.4.3.1.1–Cycle path minimum design standards
Network
function
Shared or
exclusive
cycle path
Major
District
Neighbourhood
3.4.3.2
Minimum design standard
Local flood
immunity
Design
speed
(kph)
Minimum
curve
radius (m)
Minimum
width (m)
Shared
10 year ARI
30
25
3.0
Exclusive
10 year ARI
40
40
2.5
Shared
2 year ARI
20
10
2.5
Exclusive
2 year ARI
30
21
2.0
Shared
1 year ARI
10
6
2.5
Cycle path gradients
(1)
Where the overall longitudinal grade of a cycle path exceeds 5%, it is designed with
interspersing short sections of steeper grades with flatter grade recovery sections.
(2)
The maximum length of steep grade on a cycle path complies with Table 3.4.3.2.1–Maximum
length of steep grade of this planning scheme policy.
(3)
Where existing cycle path grades are in excess of 5%, the cycle path incorporates measures to
minimise the potential for accidents including:
(a)
avoidance of sharp bends;
(b)
removal or relocation of fixed obstacles adjacent to the cycle path.
Sc6.2.5-49
Table 3.4.3.2.1–Maximum length of steep grade
Grade %
4
150
5
110
6
80
7
60
8
43
9
32
3.4.3.3
(1)
Maximum length (m)
Cycle path sight distance
A cycle path provides sufficient stopping sight distance in accordance with Table 3.4.3.3.1–
Minimum stopping sight distance on a cycle path of this planning scheme policy to allow a
cyclist to avoid a hazard on the cycle path.
Table 3.4.3.3.1–Minimum stopping sight distance on a cycle path
Cyclist speed (kph)
Minimum stopping sight distance on a downhill grade (m)
4% downhill grade
3.4.3.4
(1)
(2)
6% downhill grade
8% downhill grade
15
15
16
17
30
37
40
43
40
58
61
65
Cycle path lateral clearances
A cycle path provides a minimum clearance of:
(a)
0.5 metre aligned parallel to the path of a smooth feature such as a fence with a smooth
face;
(b)
1 metre to:
(i)
an obstacle such as a utility pole, sign, tree, rock, park or street furniture;
(ii)
the top of a 'down slope' surface or indent;
(iii) the base of an 'up slope' surface or indent.
Where the lateral clearance required in section 3.4.3.4(1) cannot be achieved, a fence barrier:
(a)
3.4.3.5
is provided at the side of a cycle path where it is adjacent to a steep batter or change of
level including a bridge or boardwalk that:
(i)
has a minimum height of 1.2 metres;
(ii)
is constructed from materials not likely to cause injury.
Cycle path lateral sight distance
(1)
A cycle path has a minimum lateral clearance in accordance with Table 3.4.3.5.1–Minimum
lateral clearance to provide sight distance on a cycle path of this planning scheme policy to
provide a sight distance for a curve in excess of the minimum stopping sight distance.
(2)
A cycle path has a safe lateral clearance:
(3)
(a)
for an on-road path located in the road verge;
(b)
at an approach to an intersection with a path or road;
(c)
at a bend following a straight section;
(d)
at a bridge crossing fitted with a guardrail.
A cycle path provides a speed warning sign at a location where the stated sight distance or
lateral clearance cannot be achieved.
Sc6.2.5-50
Table 3.4.3.5.1–Minimum lateral clearance to provide sight distance on a cycle path
Radius of curve (m)
Minimum lateral clearance (m)
30 metres sight
distance
40 metres sight
distance
30
4
6.5
NA
40
3
5
NA
50
2.5
4
9
60
2
3.3
7.5
70
<2
3
6.5
2.5
5.5
80
3.4.3.6
60 metres sight
distance
Lighting of a cycle path
(1)
A cycle path is lit in accordance with section 3.5–Road lighting standards of this planning
scheme policy and AS/NZS 1158: 2005 Lighting for roads and public spaces.
(2)
A cycle path is lit when the minimum usage of the path in any two hour period between:
(a)
dusk and 9pm exceeds 30 users per hour; or
(b)
9pm and dawn exceeds 20 users per hour.
3.4.3.7
(1)
(2)
(3)
Cycle path signage
Cycle path signage is in accordance with:
(a)
AS1742 - 2010 Manual of Uniform Traffic Control Devices;
(b)
Austroads.
Way finding signage of a cycle path is:
(a)
consistent with other way finding signage in the area;
(b)
clearly applies only to cyclists.
Guide signs for cyclists on a road include:
(a)
bicycle symbol with a white legend on blue background;
(b)
route marker with a white legend on blue background;
(c)
direction sign with a blue legend on white background.
(4)
A cycle guide sign includes at least one bicycle symbol, the height of which is to be not less
than the height of the principal legend.
(5)
A route marker:
(6)
(7)
(a)
includes a bicycle symbol, arrow and route letters or numbers unique to the route;
(b)
is provided on all district and major routes;
(c)
is located at:
(i)
a minor road and path intersection;
(ii)
regular intervals between direction signs with a maximum spacing of 1 kilometre.
A direction sign:
(a)
provides information about key destinations, including distance, direction and route name;
(b)
is located at a major road and path intersection with the sign position and orientation as
far as possible from the line of sight of a motorist.
A guide sign in a park:
(a)
may be modified to be consistent with park signage;
(b)
maintains consistency with the form of cycle signs stated in this planning scheme policy.
Sc6.2.5-51
3.4.3.8
(1)
An off road cycle path crossing a road carrying less than 3000 vehicles per day:
(a)
3.4.3.9
(1)
Off road cycle path crossing of a low volume road
provides a cycle wheeling ramp that:
(i)
has a holding rail on the left side of the approach to the road crossing;
(ii)
is offset from the path alignment;
(iii) has terminal fencing where primary school children are the predominant users of
the cycle path crossing;
(iv) provides good visibility for approaching cyclists;
(v)
ensures that a cyclist is slowed by a sharp curve in the cycle path close to the road
crossing.
Controlled crossing
A controlled crossing for cyclists provides a:
(a)
signalised crossing; or
(b)
zebra pedestrian crossing; or
(c)
school crossing.
(2)
Cycle symbols are installed on a cycle route at a signalised intersection.
(3)
The design of a road intersection including a signalised intersection, un-signalised intersection
priority treatment and roundabout provides for a cycle path and cycle lane that is in accordance
with Austroads Guide to Road Design Part 6A: Pedestrian and Cyclist.
3.4.3.10 Cycle refuge in the median of a divided road
(1)
A cycle refuge in the median of a divided road:
(a)
is a minimum width of 2 metres between median kerbs;
(b)
is a minimum longitudinal gap of 3 metres;
(c)
provides holding rails on each side of the median gap and on the left side of an approach
crossing ramp to allow cyclist to remain mounted within the median;
(d)
provides crossing warning signs and parking restrictions for motorists.
3.4.3.11 Shared cycle and pedestrian path
(1)
A shared cycle and pedestrian path provides:
(a)
shared path signage in the vicinity of a shopping centre, school or location where older
persons may use the path;
(b)
a maximum cross fall of 2%.
(2)
A shared path in the road verge is located closer to the lot boundary where the path is alongside
a heavily trafficked or high speed road.
(3)
A shared path in the road verge is located closer to the road where:
(a)
frequent access paths occur between the path and premises; or
(b)
it is necessary to achieve a better longitudinal profile by locating the path adjacent to the
kerb.
3.4.3.12 Cycle path on a major or district cycle route
(1)
(2)
An exclusive or separate cycle path is provided on a major or district route where:
(a)
it is not possible to provide kerb separated contra-flow lanes (Copenhagen lanes) with the
road carriageway;
(b)
the projected combined volume of cyclists and pedestrians is such that a shared path
would pose a safety risk;
(c)
the geometry of the path allows cyclists to travel safely in excess of 30kph.
An exclusive cycle path provides a maximum superelevation of 1 in 15.
Sc6.2.5-52
3.4.4
Design standards for roads
3.4.4.1
Road safety
(1)
The safety of all road users is a primary consideration in the standards set out in section
3.4.4.2Road design standards of this planning scheme policy.
3.4.4.2
(1)
(2)
Road design standards
A road complies with the following:
(a)
the design standards for a road in Table 3.4.4.2.1–Road design standards of this
(b)
the road network identified in Figure 3.4.1.4.1–Road network of this planning scheme
policy;
(c)
the planning layouts in Table 7.1.1.1–Planning layouts for road infrastructure in Part 7–
Planning layouts of this planning scheme policy;
(d)
the general planning layouts in Table 7.2.1.1–General planning layouts for areas in Part
7–Planning layouts of this planning scheme policy;
(e)
the road encroachment maps in Table 7.3.1.1–Road encroachment maps in Part 7–
Planning layouts of this planning scheme policy;
(f)
the standard drawings in Table 8.1.1.1–Standard drawings for movement infrastructure of
Part 8–Standard drawings of this planning scheme policy;
(g)
the standard specifications in Part 9–Standard specifications of this planning scheme
policy;
(h)
the pavement design standards identified in Table 3.4.8.2.1–Pavement design standards
for a road of this planning scheme policy.
Where there is inconsistency between the provisions in section 3.4.4.2–Road design standards
and Part 7–Planning layouts of the planning scheme policy, the provisions of Part 7–Planning
layouts override section 3.4.4.2–Road design standards of this planning scheme policy.
Sc6.2.5-53
Table 3.4.4.2.1–Road design standards
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
Road
function
Location
Basic road type
Likely
signed
speed
Design
speed
Maximum
grade9
Traffic
lanes
Parking
lanes
On road
cycle
lanes
Bus stop
facilities
(if
needed)
Carriage
way
width1
Path in
one
verge
Path in
other
verge1
Minimum
verge
width
Median
width
Minimu
m
reserve
width
kph
kph
%
#/m
m
Shoulder
or breakdown
lanes1
m
#/m
m
m
m
m
Urban access street
(UAS)
NA
50
12
2/3.0
unmarke
d
unmarked
Urban access road (UAR)
NA
60
12
2/3.75
unmarke
d
unmarked
Nonurban
Rural access (RA)
70
80
12
2/3.0
unmarke
d
Industrial
Industrial access (IA)
NA
50
5
2/3.5
2.5
Centres
Main Street(MS) 3
40
40
5
2/3.5
6 angled
Urban collector single
carriageway (UC-2L) 4
60
70
6
2/3.5
2.5
Urban collector dual
carriageway (UC-4L)
60
70
6
4/3.5
2.5
Nonurban
Rural collector (RC)
70
80
6
2/3.5
Industrial
Industrial collector (IC)
50
60
5
2/3.5
Urban6
Urban arterial single
carriageway (UA-2L)
70
80
6
2/3.5
Urban arterial dual
carriageway (UA-4L)
80
90
6
Rural arterial single
carriageway (RA-2L)
100
110
Rural arterial dual
carriageway (RA-4L)
100
Transit (T)
70
m
m
Access
Collector
Arterial
Urban2
6
Urban
Nonurban
Multimodal5
On bus
route
7.5 with
6m
sections1
in indent
1
2
3
7.5
1.5
4
15.5
4
15.5
6
20
2.5-3
4
20
1.5
8
in parking
lane
12
1.5
1.5
in indent
2/11
3-5
3-5
6
1.5
in parking
lane
15
1.5
2.5-3
4
1.5
in parking
lane
2/11
1.5
2.5-3
4
on
shoulder
11
6
40
23
6
36
8
27
1.5
in parking
lane
16
1.5
2.5-3
4
24
3
on
breakdown
in
breakdown
13
1.5
2.5-3
4
21
4/3.5
3
on
breakdown
in
breakdown
2/10
1.5
2.5-3
4
6
2/3.5
3
on
shoulder
in shoulder
13
8
110
6
4/3.5
3,1
on
shoulder
in shoulder
2/11
8
80
5
2/4.5
unmarked
9
1.5
2.5-3
4
6
34
29
15
53
17
Note––
1. Shoulders are provided on rural roads without kerb and channel; breakdown lanes are provided on urban roads. Carriageway width includes traffic lanes and on-road cycle lanes and breakdown
lanes or shoulders.
2. Other urban access road types may be appropriate. For example, laneways serving rear access or frontage roads acting as service roads between properties and collector or arterial roads. These
are desirable maximum grades. Where approved, the adoption of grades steeper than the maximum may be justified for comparatively short sections, difficult terrain or low number of heavy
vehicles.
3. This standard design is for main streets in greenfield developments. There are many possible variations to this design in existing and constrained locations.
Sc6.2.5-54
4.
5.
6.
7.
8.
Control of direct driveway access onto urban collectors is desirable. One possible alternative design for lower volume urban collectors would be a '2-lane divided' road having a median that restricts
access to left-in, left-out movements.
Multi-modal roads are designed to support primary and secondary bus services. This can be achieved by giving priority to busses at signal ised intersections, and/or by the provision of transit lanes
on high volume roads. The transit lane must be on a wide (4.5 metre) kerbside lane replacing the 3 metre shoulder. Transit roads are short sections of road for buses, pedestrians and cyclists but
not cars or commercial vehicles.
Where existing 2 lane collector and arterial roads are severely constrained by development, increased capacity may be achieved by the introduction of 'clearway' operations (ie. banning parking in
peak periods).
The path in the other verge will generally be a shared pedestrian and cycle path. Where an exclusive cycle path is required, it may be provided as a 3metre wide path alongside a 1.5 metre footpath
increasing the verge width, or as kerb separated contra-flow lanes in the carriageway (Copenhagen lanes) replacing the on-road cycle lanes.
Where an access street or access road abuts a collector or arterial road the 4 metre verge abutting the collector or arterial road may be omitted to restrict direct driveway access.
9. These are desirable maximum grades. Where approved, the adoption of grades steeper than the maximum may be justified for comparatively short sections, difficult terrain or low number of heavey
vehicles.
Sc6.2.5-55
3.4.4.3
Traveller comfort on a road
(1)
The vertical alignments and cross-fall changes of a road are designed to minimise motion
sickness in vehicle drivers and passengers.
(2)
When passing from one longitudinal grade to another, the vertical acceleration on a road is less
than 0.05g, where g is the acceleration due to gravity.
(3)
Reverse horizontal curves are not provided unless there is sufficient space between the curves
to introduce the full superelevation required for each curve, and without exceeding the standard
rate of change of cross-fall for the road design speed in accordance with Austroads.
3.4.4.4
(1)
Sight distance of a road
The stopping sight distance of a road shall be sufficient to satisfy the design speed of the road
specified in Table 3.4.4.2.1–Road design standards of this planning scheme policy and in
accordance with Austroads.
3.4.4.5
Design speed of a road
(1)
The design speed of a road is n accordance with Table 3.4.4.2.1–Road design standards of this
(2)
Physical design elements are incorporated for speed control purposes and are preferred ahead
of Local Area Traffic Management (LATM) speed control devices. LATM devices should only be
proposed where physical design elements cannot achieve appropriate speed control.
(3)
Where LATM speed control devices are incorporated in road design the LATM speed control
devices are constructed to comply with the requirements of:
(a)
Austroads;
(b)
the Manual of Uniform Traffic Control Devices (Queensland).
3.4.4.6
(1)
Horizontal alignment of a road
The horizontal alignment of a road complies with the road design standards specified in section
3.4.4.2 (Road design standards) of this planning scheme policy.
3.4.4.7
Vertical alignment of a road
(1)
The vertical alignment of a road complies with the documents specified in section 3.4.4.2-Road
design standards of this planning scheme policy.
(2)
A vertical curve of parabolic form is provided where the algebraic change on a road exceeds:
(3)
(a)
for Access Roads - 1 %;
(b)
for Collector and Arterial Roads - 0.6 %.
The minimum length of a vertical curve is provided for:
(a)
an Urban Access Road - 20 metres;
(b)
an Urban Collector Road - 35 metres;
(c)
an Urban Arterial Road - 60 metres;
(d)
non-urban roads - as specified by the Road Planning and Design Manual.
(4)
A vertical curve of a minimum length of 10 metres along a side road is provided where the side
road joins a through road at a three way or 'T' intersection, and it is not possible to maintain
sight distance to the pavement on the side road.
(5)
The tangent point of a vertical curve in a side road is to be located at, or outside of, the kerb line
of a through road.
(6)
A vertical curve does not mask the commencement of a horizontal curve.
3.4.4.8
(1)
Grade of a road
The minimum grade for a road which includes:
(a)
kerb and channel, is 0. 6%;
Sc6.2.5-56
(b)
an earth table drain, is 1.0%.
(2)
A table drain with a minimum grade of 1% is provided where a road has a grade of less than
1%.
(3)
The maximum grade of a road complies with Table 3.4.4.2.1–Road design standards of this
3.4.4.9
(1)
Turning area at the end of a road (cul-de-sac)
At the end of proposed and existing roads:
(a)
a vehicle turning area is provided which has a full turning circle with a kerb radii which is:
(i)
a minimum of:
(A)
(ii)
(iii)
(2)
20 metres, for the approach curve tangential to the turning circle;
(B) 9 metres, for the turning circle; or
within the outer path for the turning of an HRV complies with AS 2890.2: 2002:
Parking facilities - Off-street Commercial Vehicle Parking Facilities; or
provides access to an industrial use, a vehicle turning area which has a full turning
circle with a kerb radii which is a minimum of:
(A)
30 metres, for the approach curve tangential to the turning circle;
(B)
12.5 metres, for the turning circle.
Turning heads at the end of a road are:
(a)
circular; or
(b)
with the approval of the local government, "T" shaped; or
(c)
with the approval of the local government, "Y" shaped that:
(i)
provide access to a residential use;
(ii)
incorporate provision for parking.
(3)
Access to adjoining premises does not conflict with a parking area provided at the end or on the
verge of a cul-de-sac.
(4)
The maximum longitudinal grade at the head of a cul-de-sac is 5 percent.
3.4.4.10 Manoeuvring areas
(1)
(2)
(3)
(4)
Manoeuvring for garbage trucks is designed so that:
(a)
no more than one reversing movement is required for access to bin and skip collection
areas;
(b)
where garbage collection vehicles are required to enter a site, the garbage collection
vehicle is able to leave the site in a forward gear.
Where development is incomplete (such as a road that ends at a stage boundary) but is to be
extended in the future, temporary manoeuvring areas are constructed:
(a)
in the form of a gravel turning area with dimensions in accordance with section 3.4.4.9–
Turning area at the end of a road (cul-de-sac) of this planning scheme policy;
(b)
for a "T" or "Y" turning area that has been approved by the local government, in
accordance with section 3.4.4.9 3.4.4.9(2)(b) and 3.4.4.9(2)(c) of this planning scheme
policy.
Where a turning area is to be outside the road reserve, an easement in favour of the local
government is provided which:
(a)
extends over the full extent of the turning area that is outside the road reserve;
(b)
is for vehicular access purposes and is otherwise on terms satisfactory to the local
government.
The manoeuvring area has a maximum gradient of 12 percent.
Sc6.2.5-57
(5)
The manoeuvring area has a minimum vertical distance of:
(a)
3.5 metres for a SRV;
(b)
4.5 metres for a HRV.
3.4.4.11 Cross-section and minimum road reserve
(1)
Road type cross-sections comply with:
(a)
Table 3.4.4.2.1–Road design standards of this planning scheme policy;
(b)
Table 3.4.8.2.1–Pavement design standards for a road;
(c)
the cross section standard drawings in Table 7.1.1.1–Planning layouts for road
infrastructure of this planning scheme policy.
3.4.4.12 Auxiliary lanes of a road
(1)
An auxiliary turning lane:
(a)
has a minimum width of 3.5 metres;
(b)
is constructed to the same standard as the adjacent road pavement and not less than the
standards in Table 3.4.4.2.1–Road design standards for roads of this planning scheme
policy.
3.4.4.13 Carriageway taper of a road
(1)
A carriageway taper is provided that is constructed to the same standard as the adjacent road
pavement and complies with standards of Table 3.4.4.2.1–Road design standards for roads of
3.4.4.14 Truncation of lot boundaries
(1)
(2)
A lot is truncated so that the lane and verge width is maintained at:
(a)
a speed restriction device;
(b)
a curve;
(c)
an intersection.
A truncation to a lot boundary is provided at an intersection to maintain the minimum verge
width and minimum sight distance.
3.4.4.15 Threshold and entry treatments
(1)
Entry and threshold treatments to road surfaces may be used to reinforce the relative traffic
importance and priority of streets, at intersections and entries to low speed environments where
approved by the local government.
(2)
Where an entry statement is used on the road surface, the entry statement is:
(3)
(a)
stencilled on to the insitu asphalt; or
(b)
painted with an asphaltic paint that is compatible with the underlying material so that
cracking does not occur.
Entry statements:
(a)
do not compromise public safety or public utilities;
(b)
are basic structures confined to the entrance area only;
(c)
are constructed of low maintenance materials that can be readily maintained and
replaced;
(d)
are not located on public land and:
(i)
do not include elements made of wood; or
(ii)
where for character reasons, wood elements are desirable, incorporate alternative
materials with a wood-like appearance with superior durability and crash tolerance;
(e)
are located on private land:
(i)
do not include elements made of wood; or
Sc6.2.5-58
(ii)
where for character reasons, wood elements are desirable, incorporate alternative
materials with a wood-like appearance with superior durability and crash tolerance;
(f)
incorporate approved anti-graffiti treatments;
(g)
have mowing strips on all sides for ease of maintenance;
(h)
which incorporate attached individual letters, are designed and constructed so that the
letters are securely fastened and difficult to remove.
3.4.5
Design standards for access and driveways
(1)
Roadwork design, allotment layouts and allotment filling and excavation ensure safe vehicle
access to all allotments.
(2)
The location of driveway crossovers complies with the following:
(a)
for urban residential driveways, standard drawing IPWEAQ R-0050 in Table 8.1.1.1–
Standard drawings for movement infrastructure of Part 8–Standard drawings of this
planning scheme policy and Guidelines for the Construction of Residential Driveways
within Road Reserves fact sheet;
(b)
for non urban residential driveways, standard drawings IPWEAQ R-0056, LCC 8-00395,
LCC 8-00396 and LCC 8-00397 in Table 8.1.1.1–Standard drawings for movement
infrastructure of Part 8–Standard drawings of this planning scheme policy;
(c)
the approved operational work plans.
(3)
Driveway crossovers that incorporate a table drain or pipe culvert are in accordance with
standard drawing LCC 8-00395 in Table 8.1.1.1–Standard drawings for movement infrastructure
of Part 8–Standard drawings of this planning scheme policy.
(4)
A pipe/box culvert in a driveway crossover has:
(a)
a minimum pipe diameter or dimension of a box culvert that complies with Section 10 of
(b)
a minimum pipe length of 6 metres on all existing collector roads.
(5)
Where a reinforced concrete invert crossing is approved by the local government instead of a
pipe culvert, it is provided in accordance with standard drawing LCC 8-00396 in Table 8.1.1.1–
Standard drawings for movement infrastructure of Part 8–Standard drawings of this planning
scheme policy.
(6)
For a partial pipe system with shallow table drains, the driveway crossover is constructed in
accordance with standard drawing LCC 8-00397 in Table 8.1.1.1–Standard drawings for
movement infrastructure of Part 8–Standard drawings of this planning scheme policy.
(7)
Industrial/commercial driveway crossovers are constructed in accordance with standard drawing
IPWEAQ R-0051 in Table 8.1.1.1–Standard drawings for movement infrastructure of Part 8–
Standard drawings of this planning scheme policy.
(8)
A driveway gradient shall be:
(a)
for residential development, preferably maximum 12% with an absolute maximum of 16
percent;
(b)
for industrial development, preferably 6 percent with an absolute maximum of 8 percent.
(9)
The underside vertical clearance of vehicles at crossovers and driveways complies with
Appendix C (Ground Clearance Templates) of AS 2890.1: 2004: Parking facilities - Off Street
Car Parking.
(10)
A residential driveway access to rear lots complies with the following criteria:
(a)
where the access driveway is servicing one (1) rear dwelling:
(i)
4 metre wide driveway reserve;
(ii)
3 metre wide sealed pavement constructed in accordance with:
(A)
Table 3.4.8.2.1–Pavement design standards for a road (urban access street)
of this planning scheme policy ; or
(B)
a reinforced concrete design suitable for the use;
Sc6.2.5-59
(iii)
(b)
0.5 metre wide services corridor;
where the access driveway is servicing two (2) to five (5) rear dwellings:
(i)
(ii)
5.5 metre wide sealed pavement constructed in accordance with:
(A)
(iii)
(c)
(B) a reinforced concrete design suitable for the use;
0.5 metre wide services corridor; ;
where the access driveway is servicing more than five (5) rear dwellings:
(i)
(ii)
(A)
(iii)
(11)
of this planning scheme policy this planning scheme policy ; or
(B) reinforced concrete design suitable for the use;
0.5 metre wide services corridor.
Non-urban driveway access to rear lots complies with the following criteria:
(a)
(b)
(i)
Table 3.4.8.2.1–Pavement design standards for a road (rural access road) of the of
this planning scheme policy ; or
(ii)
an approved reinforced concrete design;
(c)
2 metre wide minimum offset from property line.
3.4.5.1
(1)
of this planning scheme policy this planning scheme policy ; or
Queuing on a road
Roads, driveways and car parking aisles have sufficient queuing space to ensure that vehicles
do not queue across intersections.
3.4.6
Design standards for car parking
3.4.6.1
General Standard drawings for a parking area
(1)
Car parking is in accordance with the standard drawings in Table 8.1.2.1–Standard drawings for
a parking area of Part 8–Standard drawings of this planning scheme policy.
3.4.6.2
(1)
Off-street parking facilities
Off-street parking facilities and associated access driveways are designed in accordance with:
(a)
AS 2890.1: 2004: Parking facilities – Off-street car parking;
(b)
AS 2890.6: Off street parking for people with disabilities;
(c)
AS 2890.2: 2002: Parking facilities—Off-street Commercial Vehicle Parking Facilities;
3.4.6.3
On-street parking facilities
(1)
On-street parking facilities are designed in accordance with AS 2890.5: 1993: Parking facilities On Street Parking.
(2)
All line marking and signage is in accordance with:
(a)
the Australian Standards identified in section 3.4.6.3(1) of this planning scheme policy;
(b)
the Manual of Uniform Traffic Control Devices (Queensland).
Sc6.2.5-60
3.4.6.4
(1)
Bicycle parking facilities are designed in accordance with AS 2890.3: 1993: Bicycle parking
facilities.
3.4.6.5
(1)
(2)
(2)
(3)
Manoeuvring
Car parks provide a vehicle manoeuvring area for the design vehicles specified in Table
9.4.6.3.5–Design vehicle for a manoeuvring area in Part 9–Development codes of the planning
scheme:
(a)
in relation to manoeuvring, are designed in accordance with AS 2890.1: 2004: Parking
facilities - Off Street Car Parking and AS 2890.2: 2002 Off-street commercial vehicle
facilities RV (12.5 metre) template;
(b)
in an industrial area, provide areas which cater for manoeuvring of a B-double vehicle as
defined in the Transport Operations (Road Use Management – Vehicle Registration)
Regulation 2010, where there is direct access onto a road classified as a B-double route.
Manoeuvring for docking bays:
(a)
caters for HRV and semi-trailer access;
(b)
is designed so that no more than one reversing movement is required for access;
(c)
is not located within a car parking aisle.
3.4.6.6
(1)
Bicycle parking
Landscaping
Landscaping setbacks from a kerb are as follows:
(a)
paving - to the back of kerb;
(b)
planting - to the back of kerb;
(c)
street furniture - 0.5 metres behind the kerb;
(d)
street trees - 0.6 metres behind a kerb measured from the centre of the tree trunk.
Landscaping complies with:
(a)
the standard drawings in Table 8.4.1.1–Standard drawings for landscaping of Part 8–
Standard drawings of this planning scheme policy;
(b)
policy;
(c)
Austroads guidelines where non-frangible landscaping is provided.
Shade tree counts and minimum landscaped areas in car parks are calculated as follows:
Shade tree count per car park = Car park area x 25%
shade provided per tree
(a)
where the minimum shade provided by a tree after 5 years growth = pi x radius² of the
tree canopy (drip line)
(4)
This calculation averages out one ‘medium size’ shade tree per 2.5 car parking spaces
(5)
The intention of this calculation is to give flexibility of design by specifying a minimum shade
requirement that may be achieved by many small trees or fewer large trees.
(6)
A minimum 2.25m² of landscaped area is provided around all shade trees, that allows the free
circulation of air and water to and from the tree’s root system and protection from foot and
vehicular traffic.
(7)
A landscaped area is the area that abuts a parking bay or access aisle and includes the
minimum 2.25m² per shade trees, but excludes any areas defined as landscaped buffer strips.
(8)
A landscaped area of at least 10 percent of the site area is provided.
Sc6.2.5-61
3.4.6.7
(1)
Lighting
Car park lighting:
(a)
is provided in accordance with section 4 of AS 2890.1: 2004: Parking facilities – Off-street
car parking;
(b)
illuminates:
(i)
an open surface car park to 15 lux;
(ii)
a basement car park to 50 lux;
(iii) the first 12 metres of the basement access way from a daylight area to a minimum
of 200 lux;
(iv) the first six metres for a basement access way from a daylight area to a minimum
of 1000 lux;
(v)
a pay station, ticket spitter and the like to a minimum of 50 lux.
3.4.6.8
Signage and line marking
(1)
Signs are setback a minimum of 0.5 metres behind a kerb.
(2)
Car park signage and line marking is provided in accordance with the Manual of Uniform Traffic
Control Devices (Queensland) to identify the location of the car park and the position of an
access point for a car park used by the public where:
(a)
the car park is located at the rear of the premises;
(b)
access to the premises is not located on the primary frontage of the premises;
(c)
there are a number of access points serving different parts of the premises.
3.4.6.9
Stormwater
(1)
If the car park is graded such that stormwater would drain across the verge via a crossover, a
grated inlet is provided the full width of the crossover immediately inside the premises;
(2)
All stormwater collected on a car park is piped to a nominated lawful point of discharge.
3.4.6.10 Road pavement design
(1)
Car parks to be maintained by the local government have a minimum flexible pavement depth of
250 mm.
3.4.7
Intersection work
3.4.7.1
Geometric standards
(1)
A four way intersection must provide signalisation or a roundabout at the intersection.
(2)
An intersection is designed:
(3)
(a)
to accommodate the turning path of the largest vehicle that might be expected to traverse
the intersection depending on its role in the network;
(b)
with a clearance of not less than 0.3 metres between the outer wheel track and the kerb
at all points for the turning path.
An intersection is designed and located in accordance with current industry best standard.
3.4.8
Road pavement design
3.4.8.1
Pavement design of a road
(1)
(2)
A road has a:
(a)
25 year design life for Urban arterial roads, Rural arterial roads, Transit roads, Industrial
collector roads and Centres access roads;
(b)
20 year design life for all other roads.
Roads comply with Austroads Pavement Structural Design Part 2, AGPT02-12.
Sc6.2.5-62
(3)
A rigid pavement complies with Austroads Pavement Structural Design Part 2, AGPT02-12.
3.4.8.2
Pavement design standards for a road
(1)
Pavement design standards for a road are in accordance with Table 3.4.8.2.1–Pavement design
standards for a road of this planning scheme policy.
(2)
Roads designated for mechanistic design in Table 3.4.8.2.1–Pavement design standards for a
road of this planning scheme policy will be designed using mechanistic design process defined
in Austroads Pavement Structural Design Part 2, AGPT02-12.
(3)
Road pavement will be designed to resist subgrade rutting, surface fatigue and cement
stabilisation fatigue for the design period.
Sc6.2.5-63
Table 3.4.8.2.1–Pavement design standards for a road
(may be
expressed 1xEn
e.g. 4.4xE4)
Minimum
pavement
thickness
(mm)(4)
Minimum AC(2)
thickness
(mm)
Quality of
material for base
course
pavement
(CBR(3))
Quality of
material for subbase course
pavement
(CBR)
Prime
1.1x105
250
30mm of 10mm mix
80
45
AC
Prime
5.9x105
300
30mm of 10mm mix
80
45
Rural access road
AC
Prime
8.3 x104
250
30mm of 10mm mix
80
45
Industrial access road
AC
Prime
5.4x106
400
45mm of 14mm mix
80
60
Centres access street
(main street)
AC
Primer seal
Mechanistic
500
45mm of 14mm mix
80
60
Urban collector
AC
Primer seal
6.4x106
400
45mm of 14mm mix
80
60
Rural collector
AC
Prime
5.5x105
300
30mm of 10mm mix
80
45
Industrial collector
AC
Primer seal
Mechanistic
500
45mm of 14mm mix
80
60
Urban arterial
AC
Primer seal
Mechanistic
500
45mm of 14mm mix
80
60
Rural arterial
AC
Primer seal
Mechanistic
500
45mm of 14mm mix
80
60
Transit road
AC
Primer seal
Mechanistic
500
45mm of 14mm mix
80
60
ESAs(1)
Paveme
nt
surface
type
Primer
type
Urban access street
AC
Urban access road
Road type
(1) ESA means equivalent standard axles.
(2) AC means asphaltic concrete.
(3) CBR means California bearing ratio.
(4) Pavement thickness excludes surfacing.
The minimum base course pavement and minimum sub-base course pavement requirements are determined on site specific conditions
Sc6.2.5-64
3.4.8.3
(1)
Sub-grade of a road
The design CBR for each sub-grade area is calculated as follows:
(a)
the least of 4 day soaked CBRs (for less than 5 results on the same material); or
(b)
the 10th percentile of all 4 day soaked CBRs (for more than 4 results on the same
material) = C- 1.3 x S where:
(i)
C is the mean of all 4 day soaked CBRs;
(ii)
S is the standard deviation of all values.
(2)
A subgrade that has shrink or swell percentages greater than 2.5 percent is assessed and
documented in the pavement design report by the design engineer which shows the potential
for subgrade volume changes to reflect through to the road surface
(3)
Where the shrink or swell percentages exceed 5 percent the mitigation measures shall be
incorporated in the design and documented.
Note––In cases where the CBR value is less than 3 adopt 3 as the design CBR and add 75mm of CBR 15 material for each 0.5
reduction in the CBR value below 3.
3.4.8.4
Pavement surfacing of a road
(1)
All road surfacing complies with the standard specifications in Part 9-Standard specifications of
(2)
Asphaltic concrete surfacing on all roads is provided in accordance with Part 9-Standard
specifications of this planning scheme policy.
(3)
Paving blocks are not provided in a road.
(4)
Stable and safe road surfaces are provided to enhance the safe and efficient use of the road
network by providing sufficient:
(a)
rolling resistance to ensure safe braking;
(b)
lateral resistance to ensure safe cornering.
3.4.8.5
(1)
Road shoulders
A road shoulder is:
(a)
in accordance with Table 3.4.4.2.1–Road design standards of this planning scheme
policy;
(b)
constructed of the same pavement material and to the same depth as the carriageway.
3.4.9
Road drainage
3.4.9.1
Kerb and channel
(1)
A concrete kerb and channel that complies with the standard drawing IPWEAQ R-0080 in Table
8.1.1.1–Standard drawings for movement infrastructure of Part 8–Standard Drawings of this
planning scheme policy will be provided on all urban roads.
(2)
For a Non-urban road, kerb and channel is not used.
(3)
The standard kerb and channel for a road is Type M3, in accordance with standard drawing
Standard Drawings of this planning scheme policy.
(4)
For a road with a one-way crossfall, a Type M6 flush concrete kerb is used on the high side of
the pavement in accordance with standard drawing IPWEAQ R-0080 in Table 8.1.1.1–Standard
drawings for movement infrastructure of Part 8–Standard Drawings of this planning scheme
policy.
(5)
A Type B1 kerb and channel with a 450mm channel is in accordance with standard drawing
Standard Drawings of this planning scheme policy is provided:
Sc6.2.5-65
(6)
(a)
on a road adjoining a park;
(b)
on an Industrial Road, where a heavy duty barrier type is used such as Type B1, with
additional 50mm base thickness;
(c)
on a Major Road;
(d)
on a Major Urban Collector Road;
(e)
in a shopping centre;
(f)
in a location where high pedestrian volumes are likely.
A Type SM5 kerb is provided in accordance with standard drawing IPWEAQ R-0080 in Table
8.1.1.1–Standard drawings for movement infrastructure of Part 8–Standard Drawings of this
planning scheme policy:
(a)
at a median and a traffic island;
(b)
in the centre island on a roundabout.
(7)
The minimum longitudinal grade of a kerb and channel is 0.6%.
(8)
Invert crossings are provided at the intersections of urban roads in accordance with standard
drawing IPWEAQ R-0080 in Table 8.1.1.1–Standard drawings for movement infrastructure of
Part 8–Standard Drawings of this planning scheme policy.
(9)
The grading of a kerb and channel complies with the road centreline grading.
3.4.9.2
Table drains
(1)
Where a kerb and channel is not constructed a table drain is provided which is no deeper than
500mm on both sides of a road.
(2)
A table drain is provided:
(3)
(4)
(a)
which remains shallow, by the incorporation of a low flow pipe and an overflow chamber
where a deep drain is required to discharge stormwater;
(b)
on both sides of Non-Urban Roads in accordance with the standard drawings in Part 8–
A table drain:
(a)
is in accordance with sections 3.4.4.7–Vertical alignment of a road and 3.4.4.8–Grade of
a road of this planning scheme policy;
(b)
is constructed with either flat or angled beds;
(c)
is diverted to a side drain, a cut off drain, a cross-road culvert or a watercourse so that
runoff does not pond near the road;
(d)
is designed to prevent the pondage of runoff in the sub-grade or on the road surface;
(e)
is turfed for the full width and length of the table drain.
Where a table drain is provided, sub-surface drainage at the outer edge of the road pavement is
also provided in accordance with section 3.4.9–Road drainage of this planning scheme policy.
3.4.9.3
Crossfall of a road
(1)
A carriageway crossfall complies with the documents listed in section 3.4.4.2–Road design
standards of this planning scheme policy.
(2)
The minimum pavement crossfall for:
(a)
bitumen sealed roads and shoulders and gravel roads is 3 percent;
(b)
asphaltic concrete surfacing is 2.5 percent;
(c)
concrete surfacing is 2.0 percent.
(3)
A pavement crossfall does not exceed 5 percent.
(4)
The crossfall on a grassed median on a divided road has an absolute maximum grade of 25
percent.
(5)
Where minimum cross falls cannot be achieved, the longitudinal grades are used to shed water.
Sc6.2.5-66
(6)
Minimise the chances of vehicles aquaplaning through the appropriate combinations of cross
fall and grade and comply with the requirements of Austroads.
3.4.9.4
(1)
(2)
Sub-surface drainage of a road
Where required, all sub-surface drainage of a road complies with:
(a)
standard drawing IPWEAQ SEQ R-140 and IPWEAQ SEQ R-142 in Table 8.1.1.1–
Standard drawings for movement infrastructure of Part 8–Standard Drawings of this
(b)
Part 9–Standard specifications of this planning scheme policy.
Perimeter sub-surface soil drainage is constructed on a median or traffic island which is
landscaped in accordance with section 3.4.9.4–Sub-surface drainage of a road and section
3.4.10.1(9) of this planning scheme policy.
3.4.10 Traffic islands, traffic signs and road markings
3.4.10.1 Medians and traffic islands in a road
(1)
Medians and traffic islands are designed in accordance with Austroads and the Department of
Transport and Main Roads - Road Planning and Design Manual.
(2)
Medians are cast in situ. Precast islands are not permitted unless otherwise approved by the
local government.
(3)
Medians and traffic islands are indicated by conspicuous raised kerbs, pavement markings or
flush treatment as detailed in the Queensland Government's Manual of Uniform Traffic Control
Devices (Queensland) and may be classified as follows:
(a)
channelising (or directional) islands;
(b)
roundabouts;
(c)
median islands;
(d)
medians;
(e)
separators;
(f)
pedestrian refuge islands.
(4)
A median is not less than 1.2 metres wide unless otherwise approved by the local government.
(5)
In an Urban arterial road, the minimum spacing between median openings is 500 metres.
(6)
Raised kerbed traffic islands less than 12.0m 2 or less than 2 metres wide between kerb faces
are:
(7)
(a)
constructed of concrete;
(b)
designed for occasional heavy vehicle wheel loadings;
(c)
where constructed of concrete, are a minimum of 100mm thick reinforced concrete with
SL72 mesh on a firm sand bedding
(d)
constructed directly on top of the existing pavement and connected by dowels.
Raised kerbed medians and raised kerbed traffic islands greater than 12.0m2 or wider than 2
metres:
(a)
are excavated in the road pavement to subgrade level;
(b)
are landscaped:
(i)
with grass; or
(ii)
where landscaping other than grass has been approved by the local government,
incorporate a 500mm wide reinforced concrete strip as a working area for garden
maintenance in accordance with standard drawing IPWEAQ SEQ R-140 and
IPWEAQ SEQ R-142 in Table 8.1.1.1–Standard drawings for movement
infrastructure of Part 8–Standard drawings of this planning scheme policy;
(c)
include water supply conduits and services every 80 metres with a minimum of one
service per median or traffic island;
Sc6.2.5-67
(d)
include an approved conduit for an electricity service to a median or traffic island that is
landscaped in a location that allows ease of connection of a future electricity service.
(8)
Where the slope across a median or traffic island is greater than 1 in 4, the median or traffic
island is surfaced with concrete or another treatment approved by the local government.
(9)
Where a surface treatment other than concrete has been provided for a median or traffic island,
sub-soil drainage is installed in the median or traffic island directly behind kerbs in accordance
with standard drawing IPWEAQ SEQ R-140 and IPWEAQ SEQ R-142 in Table 8.1.1.1–
Standard drawings for movement infrastructure of Part 8–Standard drawings of this planning
scheme policy.
(10)
Water and electricity services are provided to a median or traffic island which has been
landscaped.
3.4.10.2 Traffic signs and road markings
(1)
Traffic signs and road markings are provided in accordance with the Manual for Uniform Traffic
Control Devices (Queensland).
(2)
A temporary sign, a construction sign and road markings are provided in accordance with Part 3
of the Manual for Uniform Traffic Control Devices (Queensland).
(a)
A sign post is:
(i)
set into a concrete slab and installed using "Loc socket" or an equivalent method;
(ii)
vandal-proof bolts and fittings are used on a permanent sign.
3.4.10.3 Road name signs
(1)
A road name sign is manufactured and installed in accordance with standard drawing IPWEAQ
R-0130 in Table 8.1.1.1–Standard drawings for movement infrastructure of Part 8–Standard
Drawings of this planning scheme policy.
(2)
Road names:
(3)
(a)
are easy to pronounce;
(b)
consist of one word;
(c)
are socially acceptable.
Road names may be designated:
(a)
as avenue, court, crescent, drive, esplanade, lane, parade, road, street or terrace; or
(b)
in accordance with standard drawing IPWEAQ R-0130 in Table 8.1.1.1–Standard
drawings for movement infrastructure of Part 8–Standard Drawings of this planning
scheme policy.
3.4.10.4 Road edge guide posts and guard rails
(1)
Road edge guide posts are provided at all locations where a concrete kerb and channel is not
constructed.
(2)
A guardrail is provided in the locations specified by the Department of Transport and Main
Roads - Road Planning and Design Manual.
(3)
A guide post and a guardrail are provided which comply with standard drawings DMR 1474 and
LCC 8-00401 in Table 8.1.1.1–Standard drawings for movement infrastructure of Part 8–
Standard Drawings of this planning scheme policy.
3.4.11 Roadworks on unpaved or common boundary roads
(1)
Where development adjoins a road that is unpaved, unformed or substandard for the ultimate
design of the road, the road frontage is constructed as:
(a)
the nominated road hierarchy determined in accordance with Table 3.4.4.2.1–Road
(b)
the greater of:
Sc6.2.5-68
(i)
(ii)
(2)
sealed pavement of one half of the full width of the road for the nominated road
hierarchy in accordance with Table 3.4.8.2.1–Pavement design standards for a
road of this planning scheme policy; or
a 5.5 metre sealed pavement in accordance with Table 3.4.8.2.1–Pavement design
standards for a road of this planning scheme policy;
(c)
a 1 metre sealed shoulder;
(d)
a table drain;
(e)
if required by the local government, a turning area at the end of the road in accordance
with section 3.4.4.9–Turning area at the end of a road of this planning scheme policy.
Where it is proposed that a new road is constructed along a common boundary with an
adjoining property, the road frontage is constructed as:
(a)
the nominated road hierarchy determined in accordance with Table 3.4.4.2.1–Road
(b)
the greater of:
(i)
sealed pavement of one half of the full width of the road for the nominated road
hierarchy in accordance with Table 3.4.8.2.1–Pavement design standards for a
road of this planning scheme policy; or
(ii)
a 5.5 metre sealed pavement in accordance with Table 3.4.8.2.1–Pavement design
standards for a road of this planning scheme policy;
(c)
a 1 metre sealed shoulder;
(d)
a table drain;
(e)
a minimum of 1 metre wide verge adjacent to the adjoining property boundary;
(f)
if required by the local government, shall include a turning area at the end of the road in
accordance with section 3.4.4.9–Turning area at the end of a road of this planning
scheme policy.
3.4.12 Bridge and major culvert works
3.4.12.1 Bridge and major culvert design
(1)
All road traffic bridges, pedestrian bridges, structures to support road traffic and structures other
than bridges but associated with roads are designed in accordance with the following:
(a)
AS 5100 Set: 2007 Bridge design - Set;
(b)
AS/NZS 3845: 1999: Road safety barrier systems;
(c)
Department of Transport and Main Roads' standard drawings;
(d)
AS/NZS 3725: 2007: Design for installation of buried concrete pipes;
(e)
AS 1597.1:2010: Pre-cast reinforced concrete box culverts - Small culverts;
(f)
AS 1597.2: 1996 and supp 1-1997: Pre-cast reinforced concrete box culverts - Large
culverts.
(2)
Prior to commencement of detailed design, the local government's requirements with respect to
the form of paths service duct provisions, flood frequency immunity and acceptable construction
are obtained.
(3)
Prior to the commencement of the bridge design process, the local government's requirements
with respect to the design criteria need to be obtained. AS 5100.1-2004 /Amdt 1-2010 Bridge
design – scope and general - principles Appendix A lists design criteria which need to be
resolved prior to commencing the design process.
(4)
All road bridges:
(a)
are concrete structures;
(b)
incorporate minimum 2.5 metre wide paths between handrails and bridge kerbs;
(c)
include service ducts which are accessible from the paths;
Sc6.2.5-69
(d)
are service ducts with a minimum depth of 400mm deep and a minimum width of
1200mm.
(5)
Approach embankments are of sufficient width to accommodate a minimum 2.5 metre wide path
fitted with handrails abutting the bridge path.
(6)
Where the approach embankment exceeds 2 metres in height, a minimum 1.2 metre high chain
wire fence is to be provided at the top of the embankment.
(7)
Afflux calculations prove that bridges constructed over waterways result in no worsening of
flood levels on properties upstream of the bridge.
(8)
Copies of all approvals are required from other relevant agencies in relation to bridge
construction to be submitted to the local government with the engineering design
documentation.
(9)
The following concrete work is coated in an approved non-sacrificial, anti-graffiti protection
system:
(a)
abutment and wing walls;
(b)
piers, piles and site caps;
(c)
facings of reinforced soil structures;
(d)
service duct covers;
(e)
barrier walls;
(f)
easily accessible areas.
(10)
A brass plug PSM and brass Date-plaque is installed on one of the bridge abutments in a
location approved by the local government.
(11)
Terrestrial and aquatic fauna movement solutions are included in all waterway crossings.
3.4.12.2 Pedestrian bridges
(1)
(2)
(3)
(4)
Pedestrian bridges are designed in accordance with section 3.4.12.1–Bridge and major culvert
design of this planning scheme policy and:
(a)
AS (Set)-2010: Design for access and mobility Set;
(b)
the provisions of Austroads with respect to bicycles.
The minimum clear width for a pedestrian bridge is:
(a)
2.5 metres; or
(b)
where it is deemed necessary for the local government to access the pedestrian bridge
with maintenance vehicles, 3.5 metres.
A pedestrian bridge that incorporates timber elements:
(a)
incorporates termite management systems;
(b)
is designed:
(i)
to achieve a 50 year design life;
(ii)
in accordance with:
(A)
AS 1720.1-2010: Timber structures-design methods;
(B)
AS 3660 (Set): Termite management.
A design report must include:
(a)
horizontal and vertical geometry;
(b)
hydrologic and hydraulic data;
(c)
statements on environmental impact, aesthetics and future maintenance;
(d)
specification codes and design loads used for loading calculations.
Sc6.2.5-70
3.4.13 Noise barriers
3.4.13.1 Acoustic fence design
(1)
(2)
(3)
(4)
(5)
Acoustic fences are designed and constructed:
(a)
in accordance with the Queensland Department of Transport and Main Roads
Specification MRS 15 (Noise Fences) and Technical Standard MRTS 15 (Noise Fences);
(b)
in accordance with the Road Traffic Noise Management Code of Practice;
(c)
in accordance with standard drawing LCC 8-00390 in Table 8.1.1.1–Standard drawings
for movement infrastructure of Part 8–Standard Drawings of this planning scheme policy;
(d)
to not impede fauna movement.
The minimum density of panel material used in the construction of an acoustic fence is 12.5
kg/m2, where the minimum panel thickness is:
(a)
25mm wood cladding at a moisture content of 8-18% with a protective top capping;
(b)
2.5mm for reflective steel sheets; or
(c)
from a material that meets a minimum surface mass density of 12.5kg/m².
Any gaps in the acoustic fence:
(a)
are less than 1% of the total surface area of the acoustic fence; or
(b)
where 1% or more of the total surface area of the acoustic fence, are filled with acoustic
sealant.
An acoustic fence:
(a)
has a design life of 40 years;
(b)
is low maintenance;
(c)
is a minimum of 1.8 metres height;
(d)
includes water supply conduits and services installed every 80 metres along the
carriageway side of the acoustic fence;
(e)
allows for stormwater/flood movement (and overland flow) without diminishing its overall
acoustic performance.
Acoustic fences are protected by an approved anti-graffiti treatment and designed to withstand
damage by resisting:
(a)
an impact from a 4 kg steel ball dropped from a height of 3 metres when the panel is
supported horizontally;
(b)
defacement by sharp implements;
(c)
ignition by cigarettes, cigarette lighters or similar ignition sources.
3.4.13.2 Visual amenity of acoustic fences
(1)
An acoustic fence is screened by three levels of trees, shrubs and other plants within a
landscaped frontage area in accordance with the following:
(a)
the acoustic fence is located a minimum of 6 metres from a road carriageway;
(b)
the minimum 6 metre area between an acoustic fence and a road carriageway provided
in paragraph (a), includes:
(i)
a minimum 2 metre wide landscaped frontage area between the acoustic fence
and the road carriageway;
(ii)
a minimum 4 metre wide clear verge between the road carriageway and the
landscaped frontage area associated with the acoustic fence;
(c)
the minimum 2 metre wide landscaped frontage area screens the acoustic fence by
planting in the 1 metre wide area closest to the acoustic fence, trees or shrubs are:
(i)
planted at spacings to ensure full screening at maturity;
(ii)
that have a mature height of approximately the same height as the acoustic fence;
Sc6.2.5-71
(d)
in the 1 metre wide area closest to the carriageway, shrubs:
(i)
planted at 0.9 metres spacings;
(ii)
that have a mature height of approximately 0.9 metres.
3.4.13.3 Earth mounds
(1)
An earth mound proposed as a noise barrier is landscaped in accordance with the standard
specifications in Part 9–Standard specifications of this planning scheme policy.
(2)
Earth mounds are constructed:
(3)
(a)
within the road reserve;
(b)
to provide a minimum 4 metre wide clear verge between the edge of an earth mound and
a road carriageway.
An earth mound is designed to:
(a)
ensure sufficient road reserve width is provided for the mound to achieve the required
height while ensuring the slope of the batter is a maximum of 1 in 4;
(b)
have a minimum top width of 1 metre;
(c)
include drainage of the mound and adjoining area to the roadway drainage system;
(d)
ensure a 3.5 metre clearance from the toe of the batter to the property boundaries to
permit access by maintenance vehicles;
(e)
include water supply conduits and services installed every 80 metres along the
carriageway side of the earth mound.
3.4.14 Construction standards for movement infrastructure
(1)
Pedestrian paths, cycle paths and roads are constructed in accordance with standard
specifications specified in column 1 of Table 9.1.1.1–Application of standard specifications of
Part 9–Standard specifications of this planning scheme policy.
3.5
Road lighting standards
3.5.1.1
Design standards for road lighting
(1)
The objective of road lighting is to increase the safety and amenity of pedestrians in public
areas and to improve traffic safety and operation at intersections and hazardous locations.
(2)
Development is to provide lighting that deters criminal activity and anti-social behaviour and
contributes to the amenity of the area through increased aesthetic appeal by using Crime
prevention through environmental design (CPTED) principles.
(3)
Road lighting complies with:
(a)
AS/NZS 1158 Set: 2010: Lighting for roads and public spaces Set;
(b)
in respect of lighting roads in rural areas, chapter 17 (Lighting) of the Department of
Transport and Main Roads - Road Planning and Design Manual;
(c)
Part 12 (Roadway lighting) of Austroads;
(d)
Energex policies and public lighting manuals;
(e)
the lighting categories in Table 3.5.1.1.1–Lighting categories of this planning scheme
policy.
(4)
Development in a non-urban area provides a minimum lighting standard of M80 unless
approved otherwise by the electricity provider, except where the development abuts a Major
Road1 where category V lighting may also be required.
(5)
Supplementary road lighting is provided:
1
See Table 3.4.4.2.1–Road design standards of this planning scheme policy.
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.5 Road lighting standards
Sc6.2.5-72
(6)
(7)
(8)
(9)
(a)
at a pedestrian crossing that is not controlled by traffic signals;
(b)
that complies with:
(i)
AS/NZS 1158 Set: 2009: Lighting for roads and other public spaces - Lighting of
pedestrian crossings;
(ii)
the requirements of the electricity service provider.
Category P lighting is provided in accordance with AS/NZS 1158 Set:2010: Lighting for roads
and public spaces at a:
(a)
roundabout;
(b)
local area traffic management device;
(c)
pedestrian refuge;
(d)
speed control device on the carriageway.
A lesser lighting standard may be provided to that identified in section 3.5.1.1(6) of this planning
scheme policy where the local government is satisfied that:
(a)
the lighting standard does not compromise safety;
(b)
a local area traffic management device is installed as part of a local area traffic
management system.
Street lights are installed to achieve a balanced streetscape and street light poles are installed:
(a)
alternately on the opposite sides of the road in a staggered arrangement; or
(b)
on the same side of the road that accommodates any footpath or cycleway.
Intersection lighting of Non-Urban Roads complies with:
(a)
Figure 17.1–Warrants for consideration of road lighting of the Queensland Department of
Transport and Main Roads - Road Planning and Design Manual;
Note––In respect of subsection (a), strict adherence to the warrants in Figure 17.1 is not intended, particularly where traffic
volumes suggest no lighting is necessary. Designers are to exercise good engineering judgement and consider all relevant
issues including road geometry, visibility, speed environment and accident history of the location.
(b)
Figure 3.5.1.1.1–Flag lighting at isolated intersections - Non-urban roads of this planning
scheme policy in locations that require lighting:
(i)
for indication purposes; or
(ii)
to highlight localised conflicts that do not meet the warrants for intersection lighting
in Figure 17.3–Warrants for consideration of road lighting of the Queensland
Department of Transport and Main Roads - Road Planning and Design Manual.
Note––The intersection lighting referred to in section 3.5.1.1(9)(b) is termed 'flag' lighting and is serviced by one or more lights.
Sc6.2.5-73
Table 3.5.1.1.1–Lighting categories
Road function
Location
Basic road type
Lighting category
Access
Urban
Urban Access Street
P4
Urban Access Road
P3, P4
Non-Urban
Rural Access
Intersections, cul-desacs, bends, bridges,
potential hazards, night
time accident history
Industrial
Industrial Access
P3, V5
Centres
Main Street
V3, V5
Urban
Urban Collector Single
P3, V3, V5
Urban Collector Dual
Carriageway
P3, V3, V5
Non Urban
Rural Collector
Intersections, cul-desacs, bends, bridges,
potential hazards, night
time accident history
Industrial
Industrial Collector
P3, V5
Urban
Urban Arterial Single
Carriageway
V3, V5
Urban Arterial Dual
Carriageway
V3, V5
Rural Arterial Single
Carriageway
Rural Arterial Dual
Carriageway
Intersection Lighting Refer to Fig 17.1 of the
Road Planning and
Design Manual
Transit
V3, V5
Collector
Arterial
Non Urban
Multi-Model
On Bus Route
Pathway & Cycleway
1
P1 to P4
Refer to AS/NZS 1158 Set: 2010: Lighting for roads and public spaces Set.
Sc6.2.5-74
Figure 3.5.1.1.1–Flag lighting at isolated intersections - Non-urban roads
3.5.1.2
(1)
(2)
Design standards for road light poles, lamps and luminaries
A road light pole is provided which is:
(a)
made of timber or steel, unless otherwise required by the service provider;
(b)
one of the following:
(i)
a frangible/slip base pole in accordance with AS/NZS1158.1.2: 2010: Road lighting
- Vehicular traffic (Category V) lighting - Guide to design, installation, operation and
maintenance; or
(ii)
in laneways and other areas inaccessible to an elevated working platform vehicle,
a hinged pole with five metre mounting height and 0.5 metre integral outreach; or
(iii) on roundabouts, a hinged high mast pole.
The outreach bracket length on a road light pole is provided to:
(a)
be the length of the existing outreach brackets, where there is existing lighting;
(b)
where there is no existing lighting to be a minimum of:
(i)
1.5 metres for a steel pole;
(ii)
1.2 metres for a timber pole.
(3)
A high pressure sodium aeroscreen luminaire is used on a major road, unless otherwise
approved by the electricity provider;
(4)
A mercury vapour lamp or an S70 aeroscreen luminaire is used for low wattage road lighting on
a minor road, unless otherwise approved by the electricity provider;
(5)
An S70 or larger aeroscreen luminaire, unless otherwise approved by the electricity provider, is
used to light local area traffic management devices on Lighting Category P3 and P4 roads and:
(a)
is mounted on a road light pole:
(b)
has a maximum height of 6.5 metres;
(c)
where decorative fittings, such as avenue brackets and estate columns, are being used,
has an outreach bracket of 0.5 metres and a mounting height of 5.3 metres.
(6)
New luminaries and brackets match an existing installation where the development joins to an
existing installation or is a stage of a staged development.
(7)
No opal sphere luminaries are provided.
(8)
Nostalgia and avenue bracketed luminaries are only provided for decorative use on an Urban
Access Street, Urban Access Road or match existing lighting on a pathway or a cycleway.
(9)
No decorative lighting on Lighting Category V, P1 and P2 roads is provided.
Sc6.2.5-75
3.5.1.3
(1)
(2)
Lighting for a public thoroughfare such as a pathway, a cycleway and a pedestrian subway is
provided that complies with:
(a)
Austroads;
(b)
Category P lighting as described in AS/NZS 1158 Set:2010: Lighting for roads and public
spaces;
(c)
section 3.4.3.6 - Lighting of a cycle path of this planning scheme policy.
Unless otherwise approved by the electricity provider, lighting of park pathways or cycleways by
S70 or S70A luminaries, mounted on a 6.5 metre steel pole, are provided with an integral
outreach of:
(a)
where there is existing lighting, the length of the existing outreach; or
(b)
where there is no existing lighting, 0.5 metres.
3.5.1.4
(1)
Lighting of public thoroughfares
Alignment of road lighting
On a verge that:
(a)
does not exceed four metres, the road light pole alignment is 3.075 metres from the
boundary of the premises;
(b)
exceeds four metres, the road light pole alignment is 1 metre behind the face of a kerb.
(2)
Pole alignment in street light schedules is shown as the distance from the real property
boundary.
(3)
A road light pole is only placed on a 500mm alignment from a property boundary when it is
needed to facilitate a crossover and the property is:
(a)
a rear lot; or
(b)
at the head of a cul-de-sac.
(4)
A road light pole is offset by 1 metre from a water supply road crossing conduit, provided
access to a lot is not affected.
(5)
A road light pole is provided on the approach side of an intersection, a roundabout and a traffic
management device.
(6)
A road light pole is provided on the inside of a bend or curve.
3.6
Stormwater infrastructure standards
(1)
A conceptual site based stormwater management plan is required for development being a
material change of use or a reconfiguring a lot where stormwater quality, frequent flow
management or waterway stability infrastructure is being provided.
(2)
A detailed site based stormwater management plan is required for development being an
operational work application where stormwater quality, frequent flow management or waterway
stability infrastructure is being provided.
(3)
The stormwater network is planned and designed in accordance with the Queensland Urban
Drainage Manual and the Australian Rainfall and Runoff (ARR), except as modified by Section
3.6 (Stormwater infrastructure standards).
3.6.1
Planning the stormwater network
3.6.1.1
Relationship with other matters
(1)
The stormwater network is planned, designed and constructed having regard to:
(a)
Flood hazard overlay code;
(b)
the Waterway corridors and wetlands overlay code;
(c)
the Infrastructure code as it relates to the:
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.6 Stormwater infrastructure standards
Sc6.2.5-76
(i)
(ii)
3.6.1.2
(1)
park network;
pedestrian and cycle network.
Multifunctional network
The function of the stormwater network is to:
(a)
manage stormwater to ensure that it causes minimal nuisance, damage or danger to
people, property or the environment (stormwater quantity infrastructure);
(b)
minimise the impacts of development on receiving environments through:
(i)
limiting pollutant loads discharging to receiving waters (stormwater quality
infrastructure);
(ii)
minimising the change in frequency of disturbance to aquatic ecosystems by
managing the volume and frequency of surface runoff during small rainfall events
(frequent flow management infrastructure);
(iii) controlling bed and bank erosion in waterways (waterway stability infrastructure).
3.6.1.3
Stormwater quantity infrastructure
(1)
Stormwater quantity infrastructure is provided to convey stormwater runoff from the
development site to a lawful point of discharge in accordance with Section 3.02 of Queensland
Urban Drainage Manual.
(2)
An increase in the runoff rate from a development site is to be mitigated on site unless it can be
demonstrated that a regional stormwater system has adequate capacity to cope with the
increased runoff and the stormwater infrastructure downstream of the site has adequate
capacity to convey the increased runoff.
3.6.1.4
(1)
Stormwater quality, frequent flow management and waterway stability infrastructure
Stormwater quality, waterway stability and frequent flow infrastructure is provided to achieve the
stormwater management design objectives where the development site is a:
(a)
material change of use for urban purposes where:
(i)
the size of the premises is greater than 2,500m 2; or
(ii)
it results in the creation of six or more additional dwellings; or
(b)
reconfiguring a lot for urban purposes where:
(i)
the size of the subject premises is greater than 2,500m2 and results in an
increased number of non-residential lots (e.g., industrial, commercial, etc); or
(ii)
it results in the creation of six or more residential lots.
(2)
Section 3.6.1.4(1)(1)(a) of this planning scheme policy does not apply where the development
has less than 25 percent impervious area.
(3)
Section 3.6.1.4(1) of this planning scheme policy does not apply where the development
captures and manages the first 10mm of runoff per day from all impervious areas using:
(4)
(a)
evaporation of stormwater; or
(b)
reuse of stormwater (e.g. adequately sized rainwater tank with reuse facilities); or
(c)
infiltration to native soils or filtration through an appropriately designed soil and plant
stormwater treatment system.
Section 3.6.1.4(1) of this planning scheme policy does not apply for waterway stability and
frequent flow infrastructure where run-off from or within the site drains to a receiving waterway
that is degraded.
(a)
A waterway is degraded where:
(i)
the proportion of impervious area within the catchment, prior to the proposed
development, is greater than 30 percent and the waterway stability objective has
not been applied to any existing development within the catchment, prior to the
proposed development; or
Sc6.2.5-77
(ii)
(iii)
3.6.1.5
the waterway is designed as 'highly disturbed' in Schedule 1 of the Queensland
Environmental Protection (Water) Policy 2009.The stormwater management design
objectives; or
as determined by the local government.
Stormwater management design objectives
(1)
The design objective for stormwater quality is to achieve the minimum reductions in total
pollutant load, compared with that in untreated stormwater runoff, from the development part of
the site as set out in the State Planning Policy.
(2)
The design objective for frequent flow management is to:
(a)
provide a total stormwater capture volume in cubic metres (m 3) equal to the impervious
area (m2) multiplied by the target design runoff capture depth (mm/day) divided by 1000;
(b)
manage the captured stormwater. This should include one or more of the following:
(i)
reuse of stormwater (including collection and use of roof water);
(ii)
infiltration to native soils (where adverse impacts will not arise);
(iii) diversion of surplus flows around sensitive downstream receiving environments;
(iv) evaporation of stormwater.
(3)
The spatial distribution of the required total stormwater capture volume in section 3.6.1.5(2)(a)
of this planning scheme policy may be adapted to suit individual site conditions, provided that
the required volume from all impervious areas is captured before leaving the site.
(4)
The design objective for frequent flow management requires that the capacity to capture the
volume of runoff be available each day. The management system (whether reuse, infiltration or
diversion) must therefore be capable of draining the captured stormwater within 24 hours.
Editor's note––Capturing the required volume of runoff reduces pollutant load and simultaneously improve water quality.
Therefore, it may eliminate the need for separate additional storage to meet the objective for managing frequent flow.
(5)
The design objective for waterway stability is to limit the post-development peak one-year
average recurrence interval (ARI) event discharge within the receiving waterway to the predevelopment peak one-year ARI event discharge.
Editor's note––Pre-development is defined in Appendix B of Technical Note: Derivation of Design Objectives January 2009.
3.6.1.6
Trunk and non-trunk stormwater infrastructure
(1)
The stormwater network comprises the trunk stormwater network and non-trunk stormwater
infrastructure.
(2)
The trunk stormwater network comprises existing trunk infrastructure and future trunk
infrastructure planned to be provided up to 2021 in each of the stormwater network planning
areas.
Editor's note––Future trunk infrastructure for the stormwater network is identified in Table 3.2.3.1–Stormwater network schedule
of works in Schedule 3–Priority infrastructure plan mapping and plans of the planning scheme.
Editor's note––The trunk stormwater network and the stormwater network planning areas are conceptually identified on Priority
Infrastructure Plan Map PIP 06.00–Plan for trunk stormwater infrastructure in Schedule 3–Priority infrastructure plan mapping
and plans of the planning scheme.
(3)
Development within a stormwater network planning area is required to provide stormwater
infrastructure for the premises that is consistent with the plan for trunk stormwater infrastructure
identified in the priority infrastructure plan. This includes ensuring development does not inhibit:
(a)
the delivery of the future trunk infrastructure identified in Table 3.2.3.1–Stormwater
network schedule of works in Schedule 3–Priority infrastructure plan mapping and plans
of the planning scheme;
(b)
any other future development from connecting to the trunk stormwater network.
3.6.1.7
(1)
Minor and major drainage systems
The stormwater network comprises a minor and major drainage system. Both drainage
systems need to be planned, designed and constructed as one integrated system.
Sc6.2.5-78
(2)
(3)
The minor drainage system fully contains and conveys relatively minor and frequent stormwater
flow to prevent nuisance from stormwater runoff on-site as well as offsite. It may comprise
infrastructure items including, but not limited to:
(a)
inlets;
(b)
underground drainage;
(c)
junction pits;
(d)
access chambers;
(e)
outlets;
(f)
field or kerb inlets installed to collect surface runoff from within allotments as well as the
roof water provision for buildings;
(g)
cross drainage under minor roads such as low flow pipes or box culverts installed under
floodways;
(h)
low flow pipes installed under drainage reserves or park areas.
The major drainage system conveys a design major storm event beyond the capacity of the
minor drainage system. It may comprise both stormwater quantity and quality infrastructure
items including, but not limited to:
(a)
open space channels, road reserves, grassed or vegetated channels, pavement
expanses and other flow paths that can act as overland flow paths in excess of the
capacity of the major drainage system;
(b)
culverts and bridges;
(c)
natural or constructed waterways;
(d)
detention or retention basins;
(e)
underground drainage;
(f)
other major water bodies.
3.6.2
(1)
Design standards for stormwater infrastructure
Stormwater infrastructure is provided in accordance with the Queensland Urban Drainage
Manual and the Australian Rainfall and Runoff (ARR), except as modified by Section 3.6–
Stormwater infrastructure standards of this planning scheme policy.
3.6.2.1
Minor drainage system
(1)
A minor drainage system is provided that is designed for a storm event in accordance with
Table 7.02.1 of Queensland Urban Drainage Manual.
(2)
The underground drainage systems, together with associated inlets, access chambers, outlets
and other such infrastructure are designed to convey the discharge for the design minor storm
event.
(3)
A minimum blockage factor of inlets, grates and letter box openings to be considered in
designing these components of the minor drainage system is in accordance with Chapter 7
(Urban drainage) of Queensland Urban Drainage Manual.
(4)
Road flows shall be restricted by:
(a)
the flow spread limitations on the road pavement and the position of kerb inlets as
detailed in Section 7.04 of the Queensland Urban Drainage Manual;
(b)
achieving a D*V <= 0.4m2/s for flow transverse to the road alignment, where there is a
potential risk to human safety. Otherwise a D*V <= 0.6m2/s may be acceptable for low
risk area.
Editor's note––Refer to Australian Rainfall and Runoff Project 10 Report (1) ‘Appropriate Safety Criteria for People’ and Report
(2) ‘Appropriate Safety Criteria for Vehicles’ for guidance.
(5)
Where the minor drainage system is conveyed through a park or open space, the total flow for
the design minor storm event must be contained within the drainage easement.
Sc6.2.5-79
3.6.2.2
Major drainage system
(1)
A major drainage system is designed to convey the developed, unmitigated 100 year ARI storm
event. However, the major drainage system must accommodate a provision for managing flows
for storm events larger than 100 year ARI, such as an overland flow path with adequate
freeboard.
(2)
The design of the major drainage system:
(a)
includes provision for the future development of buildings and earthworks on the land;
(b)
includes provision for an overland flow path;
(c)
achieves a freeboard of not less than 300mm above the 100 year ARI flood level;
Editor's note––’In some instances it may be more appropriate to adopt higher freeboard in steeper streams due to roughness
variability and sensitivity of Mannings ‘n’ values. The freeboard to the finished floor level of habitable area to be a minimum 500
mm.
(3)
(4)
(d)
achieves a flow depth and velocity product equal to or less than:
(i)
0.6m2 per second where there is no obvious danger to human life; or
(ii)
0.4m2 per second where there is an obvious danger to human life;
(e)
does not result in an increase to discharge or velocity rates external to the subject
property;
(f)
makes consideration of blockages within the minor drainage system by adopting an
appropriate level of debris blockage to the inlets of the minor drainage system.
The major drainage system is designed to comply to a maximum permissible flow depth within
the road reserve of:
(a)
300mm at the kerb (subject to velocity and pedestrian safety requirements);
(b)
200mm in trafficable areas not being the kerb, where:
(i)
the flow depth is near uniform across its width; or
(ii)
the width of the trafficable area is a drainage reserve;
(c)
equal to the height of the kerb where the profile of the footpath prevents the flow from the
roadway from entering onto the adjacent property;
(d)
50mm above the height of the kerb where:
(i)
the fall across the footpath to the kerb is greater than 100mm;
(ii)
the profile of the footpath prevents flow from the roadways from entering onto the
adjacent property;
(iii) the floor level of the adjacent building is not less than 350mm above the top of the
kerb;
(e)
300mm above the roadway surface where the road is subject to transverse flow, such as
from causeways and culverts overtopping.
The total overland flow for the designed major drainage system must be contained entirely
within:
(a)
the road reserve;
(b)
a drainage reserve;
(c)
the overland flow path obtained through a park, open space or local government
easement.
(5)
Wherever possible, the major drainage system (e.g., bio-retention and detention basins) shall
be designed to be open air systems.
(6)
Where compliance with section 3.6.2.2(5)(5) of this planning scheme policy cannot be achieved,
any underground components shall be supported by an overhead or otherwise appropriately
aligned and sized overland flow path.
(7)
Detention or bioretention basin systems (whether for reuse, infiltration or diversion) must be
designed to be capable of draining the captured stormwater flows within 72 hours.
Sc6.2.5-80
3.6.2.3
Lawful point of discharge
(1)
All development shall discharge to a legal point of discharge in accordance with Section 3.02 of
Queensland Urban Drainage Manual.
(2)
Where the lawful point of discharge is to a park, the receiving waterway shall be an
appropriately designed, naturalised and constructed within an existing channel or waterway.
Any works undertaken within the park shall ensure that the park function is not degraded and
the written permission of the asset owner is obtained prior to application being submitted to the
local government.
(3)
A lawful point of discharge is established for infill (brown field) development where the site
slopes downward away from the road reserve and no inter-allotment drainage system exists. If
the drainage system passes through a private property, a letter of consent from the owner(s) of
downstream property(ies) must be submitted as a part of an approval process for the
development application.
3.6.2.4
(1)
Safety
Stormwater infrastructure is designed to preserve and enhance public safety. This shall be
achieved by methods including, but not limited to the following:
(a)
meeting velocity, depth and velocity*depth limitations for pedestrians and motor vehicles;
(b)
providing safe egress from detention systems;
(c)
ensuring that in the event of carpark flooding, flooding is limited to a depth of 600mm and
a depth*velocity product of less than 0.4m2/s;
(d)
applying the principles of crime prevention through environmental design;
(e)
adequate signage.
3.6.2.5
Design of roads
(1)
Except where modified by this planning scheme policy, development shall ensure that the
drainage system meets flow depth, flow width, pedestrian and vehicle safety requirements for
both minor and major storm conditions in accordance with Queensland Urban Drainage Manual,
Australian Rainfall and Runoff Project 10 ‘Appropriate Safety Criteria for People’ and
‘Appropriate Safety Criteria for Vehicles.
(2)
In addition to the requirements of Queensland Urban Drainage Manual and Australian Rainfall
and Runoff, development shall ensure that:
(a)
the road reserve flow capacity is able to convey the minor and major design storm
requirements;
(b)
flood depth over all roads does not exceed 300mm;
(c)
depth*velocity product assessment is undertaken for the assessment of pedestrian
safety;
(d)
the depth*velocity product in all roads is less than or equal to 0.4 m 2/s, except where it is
demonstrated that pedestrians will not be at risk, in which case it is less than or equal to
0.6m2/s.
(3)
For the purposes of adhering to the road classification specifications of the Queensland Urban
Drainage Manual, urban collector and urban arterial roads shall be deemed to be major roads
and urban access roads shall be deemed to be minor roads.
(4)
Development provides that non-frangible dome top grates are not used within the clear zone as
defined by Austroads.
3.6.2.6
(1)
Waterway crossings
Waterways crossings such as, but not limited to, bridge and culvert crossings shall be designed
and constructed in accordance with:
(a)
Australian Rainfall and Runoff;
(b)
Queensland Department of Transport and Main Roads - Fauna Sensitive Road Design
Manual - Volume 2: Preferred Practices;
Sc6.2.5-81
(c)
3.6.2.7
section 3.4.12–Bridge and major culvert works of this planning scheme policy.
Allotment and inter-allotment drainage systems
(1)
Wherever site topography permits, premises shall drain roof and surface water to the adjoining
road reserve or stormwater network (i.e. allotment drainage system).
(2)
Where site topography does not facilitate drainage of roof and surface water in accordance with
section 3.6.2.7(1) of this planning scheme policy, then an inter-allotment drainage system is
required.
(3)
The allotment and inter-allotment drainage systems are comprised of a number of key
elements. Figure 3.6.2.7.1–Allotment and inter-allotment stormwater drainage system of this
planning scheme policy graphically depicts these elements.
Figure 3.6.2.7.1–Allotment and inter-allotment stormwater drainage system
(4)
An allotment and inter-allotment drainage system must be in accordance with Table 3.6.2.7.1–
Allotment and inter-allotment drainage system requirements and Table 3.6.2.7.2–Design
standards for allotment and inter-allotment drainage system requirements of this planning
scheme policy.
Sc6.2.5-82
Table 3.6.2.7.1–Allotment and inter-allotment drainage system requirements
Category
Zone
Number of lots feeding the
system
Level of connector pipe design
Level of connector pipe and
surface water collection
design
Easement requirements
Urban
residential
Medium density residential zone,
Low-medium density residential
zone, Suburban and small lot
precinct in the Low density
residential zone
1 lot
Queensland Urban Drainage
Manual Level 2
N/A
N/A
2 to 5 lots
Manual Level 2
Manual Level 2
N/A
>5 lots
Manual Level 2 or 3
Manual Level 3 with minimum
300mm diameter pipe or
Manual Level 4
Easement in favour of
Council over collector pipe
1 lot
Manual Level 2
N/A
N/A
2 to 5 lots
Manual Level 2
Manual Level 2 or appropriately
sized overland flow path
N/A
>5 lots
Manual Level 2 or 3
300mm diameter pipe, or
Manual Level 4
Easement in favour of
Council over collector pipe
2 to 5 lots
Manual Level 2
Manual Level 2 or appropriately
sized overland flow path
N/A
>5 lots
Manual Level 2 or 3
300mm diameter pipe, or
Manual Level 4
N/A
Suburban
residential
Rural
residential
Large suburban, Small acreage
and Village precinct in the Low
density residential zone.
Park residential precinct in the
Rural residential zone
Sc6.2.5-83
Category
Zone
Number of lots feeding the
system
Level of connector pipe design
Level of connector pipe and
surface water collection
design
Easement requirements
Commercial
and industrial
Centre zone, Specialised centre
zone, Mixed use zone, Low
impact industry zone, Medium
impact industry zone
Impervious area less <1001m2
Manual Level 4
Commercial and industrial areas
shall connect directly to the local
government stormwater
network.
N/A
Impervious area >1000m2
Manual Level 5
Commercial and industrial areas
shall connect directly to the local
government stormwater
network.
Note––For any other development type not mentioned in Table 3.6.2.7.1 an appropriate level and type of inter-allotment drainage system is to be adopted based on principles outlined in Queensland
Urban Drainage Model and in consultation with local government.
Sc6.2.5-84
Table 3.6.2.7.2–Design standards for allotment and inter-allotment drainage system
requirements
Item
Level applicable
ll
lll
lV
V
Minimum pipe
size
150mm
225mm
375mm
Minimum stub
size
150mm
150mm
To be designed
Pipe material
UPVC
UPVC, RCP, FRC
RCP, FRC
Jointing system
RRJ, S&S
RRJ, S&S
RRJ, S&S
Flow calculation
10L/s per allotment
Rational method
Rational method or runoff model
ARI for design
2 year for development
 20d/ha
10 year for
development > 20d/ha
2 year for
development 
20d/ha
10 year for
development >
20d/ha
20 years within the greater network
Pipe system
design
2 year for development
 20d/ha
10 year for
development > 20d/ha
2 year for
development 
20d/ha
10 year for
development >
20d/ha
Full hydraulic
analysis or pipe
nomograph plus
structure losses
Major design
storm overland
flow check
Ensure the land development and its drainage system does not unlawfully
concentrate flows onto, or aggravate flooding within, neighbouring properties. The
overland flow path is to be identified within the design system and be based on full
development (i.e. make allowance for buildings and earthworks etc.)
Full hydraulic
analysis with
determination of
H.G.L.
Editor's note––.
Editor's note––Source: QLD Urban Drainage Manual (Table 7.13.3 - Levels of roof and allotment drainage classification).
(5)
All pipes must have a minimum longitudinal gradient of 0.1 percent, except as altered by section
3.6.2.8 Inter-allotment drainage systems.
(6)
Soakage or rubble pits are not permitted in the urban residential, suburban residential,
commercial or industrial areas category as identified in Table 3.6.2.7.1–Allotment and interallotment drainage system requirements of this planning scheme policy. Soakage pits are
permitted in the rural area category.
(7)
Charged roofwater systems are not permitted except in exceptional circumstances where no
other option is available. Any proposal for such a system must be accompanied by a hydraulic
report which demonstrates that the system can adequately discharge the roof water.
(8)
Drainage pits or inspection manholes are provided at all changes in allotment and interallotment drainage direction and connection points and above and below retaining walls..
3.6.2.8
Inter-allotment drainage systems
(1)
This section needs to be read in conjunction with section 3.6.2.7-Allotment and inter-allotment
drainage systems of this planning scheme policy. Where there is a conflict between the two
sections, this section prevails.
(2)
All inter-allotment drainage with an easement in favour of the local government achieves a
minimum design standard of Queensland Urban Drainage Manual level III with a minimum pipe
diameter of 375mm.
(3)
All collector pipes with an easement in favour of the local government:
Sc6.2.5-85
(a)
are designed to a minimum Queensland Urban Drainage Manual level III standard,
including construction with RCP or FRC pipe material, RRJ or S&S joining systems, and
sized to convey at a minimum the two year ARI storm event;
(b)
have a minimum longitudinal gradient of 0.5 percent;
(c)
are a minimum of 375mm in diameter.
(4)
Any fences located within an easement in favour of the local government are demountable and
removable.
(5)
Retaining walls are not located within an easement in favour of the local government, such that:
(6)
(a)
the retaining wall is located outside the zone of influence of the easement and the piped
network;
(b)
the easement is located outside the zone of influence of the retaining wall.
All collector pipes, whether local government managed or otherwise, are located within a single
line of lots, away from the property boundary as identified in Figure 3.6.2.8.1–Location of
collector pipes in inter-allotment drainage systems of this planning scheme policy.
Figure 3.6.2.8.1–Location of collector pipes in inter-allotment drainage systems
Sc6.2.5-86
3.6.2.9
Allotment and Inter-allotment drainage systems for peri-urban areas
(1)
In the Rural residential, Rural zone and Environmental management and conservation zone
areas, the design and construction of the drainage system is the responsibility of the owner.
(2)
An overland flow path in the Rural residential, Rural zone and Environmental management and
conservation zone areas is preserved or an open channel is constructed:
(3)
(a)
in accordance with the provisions of this planning scheme policy;
(b)
in accordance with depth*velocity safety provisions of Queensland Urban Drainage
Manual and Equation 3.6.2.1–Depth and velocity safety standards from Queensland
Urban Drainage Manual;
(c)
to achieve a minimum freeboard of 500mm to all finished habitable floor levels within the
site;
(d)
so batter slopes on any swale are no greater than 1:4 (V:H).
Where overland flow is conveyed within a road on site:
(a)
the maximum depth within kerb and channel is 300mm;
(b)
a minimum freeboard of 500mm is provided to all finished floor levels within the site.
Equation 3.6.2.1–Depth and velocity safety standards from Queensland Urban Drainage
Manual
dg.Vave0.6m2/s, or
0.4m2/s for areas where risk to personal safety is reasonably foreseeable;
Where:
dg is the maximum flow depth (m)
Vave is the average velocity within the flow path (m/s)
3.6.2.10 No worsening
(1)
Development must achieve the principle of "no worsening", as per the Queensland Urban
Drainage Manual and the provisions of this planning scheme policy.
(2)
In achieving the principle of no worsening, development:
(a)
does not result in a detrimental impact on the flooding, or flood risk of any area;
(b)
does not result in adverse impacts of any other property in terms of changes in peak
discharge, flood levels, the frequency of flooding, the shape of the hydrograph, flow
velocities, water quality, sedimentation or scour effects for the full range of ARI storm
events up to and including the defined flood event;
(c)
not result in an increase in peak discharge from the development site;
(d)
ensures that the time of concentration to the peak of the event does not decrease and
where it does increase, consideration is given to the impacts upstream, adjacent, and
downstream of the property boundary so as to ensure runoff from the site does not bring
the hydrograph peak closer to coincidence with the peak flow in adjoining catchments;
(e)
undertakes a method of modelling agreed with the local government, upstream and,
where appropriate, downstream of the site.
Sc6.2.5-87
Figure 3.6.2.10.1–Peak discharge and allowable change
No allowable change in hydrograph (including shape of
hydrograph) earlier than the rising limb or above the
pre-developed peak flow
The above line shows envelope of
allowable maximum peak flow for
developed case
Existing, predeveloped
hydrograph
(3)
Infrastructure which may be appropriate to contribute to compliance with the principle of "no
worsening" includes:
(a)
(b)
controlled conveyance within the development site of flow which enters the site from
upstream or adjacent areas;
(c)
infiltration areas;
(d)
stormwater storage and harvesting subject to availability of storage after a large rainfall
event for mitigation of peak discharge;
(e)
where exceptional circumstance exist such that the existing overland flow path is highly
degraded and both ecological and flood risk benefits can be achieved, channel
enhancement and other rehabilitation measures.
3.6.2.11 Estimation of stormwater runoff
(1)
(2)
An estimation of runoff is calculated using rainfall-runoff modelling software (e.g. XP-RAFTS,
XP-STORM or RORB, etc) where:
(a)
the catchment area is larger than 5 ha (As per Queensland Urban Drainage Manual’s
requirements for use of the Rational Method); or
(b)
an analysis of storage capacity (e.g. basin storage/stage discharge relationship) is
required for an existing or proposed detention basin.
The Rational Method can be used for relatively small scale catchment as well as for verifying
the rainfall-runoff model. Some parameters for using the Rational Method is provided below
3.6.2.12 Flow Coefficient of runoff and Impervious fraction values
(1)
Development design shall adopt a coefficient of runoff and fraction imperviousness values in
accordance with Section 4.05 of the Queensland Urban Drainage Manual.
3.6.2.13 Rainfall intensity values
(1)
Development shall be designed in accordance with the rainfall intensity-frequency-duration
(IFD) data for the Logan City Council area. The IFD information used in development
assessment and design must be catchment and location specific.
3.6.2.14 Standard inlet times
(1)
Development shall be designed in accordance with the standard inlet times contained in Section
4.06.4 of the Queensland Urban Drainage Manual.
3.6.2.15 Sensitivity analysis
(1)
Sensitivity analysis shall be undertaken for all modelled results.
Sc6.2.5-88
(2)
The sensitivity of all results shall be assessed with regards to the influence of:
(a)
an increase in rainfall intensity of 10 percent;
(b)
a variation of all Mannings 'n' values of 10 percent to 20 percent depending on the
circumstances on the implications/risk profile;
(c)
a variation of the tail water depth of +/- 10%;
(d)
blockage considerations as outlined in Queensland Urban Drainage Manual and
Australian Rainfall and Runoff Project 11 Blockage of Hydraulic Structures.
3.6.2.16 Creating new easements
(1)
An easement is provided over all major drainage system elements, open or piped, that form part
of the public stormwater infrastructure network and is not located within property under the
control of the local government.
(2)
The easement shall be for the entire length of the drainage infrastructure that is not located
within property controlled by the local government.
(3)
The easement shall be created in accordance with the Land Title Act 1994.
(4)
A formal written agreement between the owner of the intervening land and the person who has
the benefit of the development approval shall be provided to the local government prior to a
registrable lease or easement being created.
(5)
For further detail on easements with regards to inter-allotment drainage see section 3.6.2.7–
Allotment and inter-allotment drainage systems of this planning scheme policy.
3.6.2.17 Specifications for new easements
(1)
Easements shall be of a size so as to enable necessary works including, but not limited to
construction, maintenance or inspection, to be carried out.
(2)
Easement widths shall be no less than the greater of:
(a)
three metres for all single pipes from 300mm up to 1350mm diameter;
(b)
one metre wider than the width of the outer edges of the pipes or box culverts;
(c)
the width of the flow path required to carry:
(i)
the difference between the peak discharge for the 100 year ARI event and the
capacity of the underground system; or
(ii)
freeboard of 300 mm or greater and as outlined in Section 7.03 of Queensland
(d)
the width of:
(i)
any open channel;
(ii)
a maintenance track for the operation of maintenance vehicles along at least one
side of the channel, in accordance with Sections 9.02 and 9.07.2 of Queensland
(iii) freeboard in accordance with section 9.03.4 of Queensland Urban Drainage
Manual.
(3)
In highly constrained situations, mainly for brownfields developments, it may be acceptable that
the width of easements over Queensland Urban Drainage Manual level II drainage systems be
a minimum of two metres.
(4)
All drainage easements shall be sized and located so as to ensure they are not effected by, and
do not impact on an existing building's footing zone of influence and give consideration to any
future building footings on the subject or adjoining premises.
3.6.2.18 Works within existing easements
(1)
Where development seeks to use an existing easement that is part of the local government's
stormwater network, the local government's written consent is required prior to lodging a
development application.
Sc6.2.5-89
3.6.2.19 Where an easement cannot be obtained
(1)
(2)
Where a downstream property owner will not grant an easement, the local government may, at
its discretion, accept a signed letter of agreement from the downstream property owner that:
(a)
states the owner agrees to the installation of stormwater drainage across or within their
property without the encumbrance of an easement;
(b)
outlines the conditions by which the owner agrees to maintain the drainage infrastructure;
(c)
forms a legally binding agreement that will be placed as a property note on all premises
involved.
For the management of allotment and inter-allotment drainage:
(a)
all allotment drainage, connector pipes and surface water collection as depicted in Figure
3.6.2.7.1–Allotment and inter-allotment stormwater drainage system of this planning
scheme policy shall remain the responsibility of the lot owner;
(b)
where a collector pipe, as depicted in Figure 3.6.2.7.1–Allotment and inter-allotment
stormwater drainage system of this planning scheme policy:
(i)
drains 2 to 5 lots in the Residential zone category excluding the Acreage precinct a private easement shall be provided over the entire length of the pipe in favour of
all lots benefiting from and affected by the pipe;
(ii)
drains to greater than 5 lots in the Residential zone category excluding the
Acreage precinct - an easement shall be provided that:
(A)
is in favour of the local government;
(B)
extends over the entire collector pipe;
(C)
results in the collector pipe becoming a local government asset.
3.6.2.20 Stormwater infrastructure located in a park or open space
(1)
A stormwater infrastructure item is only to be provided in or adjacent to a park or open space where it results in an:
(a)
increase in the continuity of greenspace area;
(b)
improvement in overall amenity of the area.
(2)
If development cannot achieve the requirements of section 3.6.2.20(1) of this planning scheme
policy, the stormwater infrastructure item must be located within a drainage reserve dedicated
for the purpose of stormwater drainage.
(3)
A stormwater infrastructure item located within a park, open space, or drainage reserve shall be
designed to:
(a)
reflect the natural character of the land and its surrounds;
(b)
preserve community safety;
(c)
allow for maintenance activities to be undertaken.
3.6.2.21 Stormwater infrastructure located in a waterway and wetland buffer area
(1)
A stormwater infrastructure item may only be provided in a waterway and wetland buffer area
where the buffer area is degraded to such an extent that the construction of the stormwater
infrastructure item would result in an enhancement to the condition and ecological function of
the buffer area.
(2)
A stormwater infrastructure item may not be located within the waterway and wetland buffer
area where the buffer area:
(a)
contains intact riparian vegetation; or
(b)
is located below the 20 year ARI flood level; or
(c)
adjoins a stream order 1 or 2 minor waterway as mapped in Logan City Council’s
Waterway corridors and wetlands overlay mapping; or
Sc6.2.5-90
(d)
(3)
where the mapped waterway or wetland buffer is less than 30m in width, measured from
the top bank.
Where a stormwater infrastructure item is located within a waterway or wetland buffer area, it
shall be located a minimum distance of:
(a)
10m extending perpendicularly outwards from the top of bank for waterways of stream
order 3 or minor wetlands that is retained, restored or rehabilitated; or
(b)
25m extending perpendicularly outwards from the top of bank for waterways of stream
order 4 and 5 major wetlands or significant wetlands that is retained, restored or
rehabilitated.
3.6.2.22 Stormwater infrastructure located in a road reserve
(1)
A stormwater infrastructure item may only be located within a road reserve where the item is a:
(a)
bioretention street tree approved in accordance with Table 4.2.1–Guidelines for satisfying
the performance outcomes of the landscape code of this planning scheme policy; or
(b)
streetscape bioretention system.
3.6.3
Stormwater quantity infrastructure
3.6.3.1
Minor drainage system
(1)
Minor drainage system elements are designed and constructed in accordance with the standard
drawings identified in Table 8.5.1.1–Standard drawings for stormwater infrastructure in Part 8–
3.6.3.2
Pipe locations
(1)
Where sufficient verge width is available, stormwater pipes may be located in the verge to suit
the service allocations of the local government.
(2)
In divided roads, stormwater pipelines may be located within the median and should be offset
1.5 m from the centreline.
(3)
Where a minor pipe connects directly from one kerb inlet to another in the upper reaches of the
street drainage system, it may be located underneath the kerb and channel.
(4)
Where a pipeline is greater than 600 mm in diameter, it should be located 2.0 m from the invert
of the kerb and channel towards the road centreline.
(5)
The minimum vertical and horizontal clearance between pipes of differing services shall be 300
mm.
3.6.3.3
Pipe size
(1)
Drainage pipes intended to be local government assets must be a minimum size diameter of
375 mm.
(2)
The local government may accept a minimum pipe size diameter of 300 mm for:
(a)
a low flow pipe;
(b)
a kerb and channel collection pipe;
(c)
an inter-allotment drainage collector pipe that drains six or more lots.
3.6.3.4
(1)
Pipe cover
Development shall provide minimum cover over pipes in accordance with Queensland Urban
Drainage Manual, except as altered by:
(a)
Table 3.6.3.4.1—Minimum cover over pipes of this planning scheme policy
Sc6.2.5-91
Table 3.6.3.4.1—Minimum cover over pipes
Location
Minimum cover (mm)
Rigid type pipes (e.g. Concrete, FRC)
Residential private property and parks not subject to
traffic
300
Private property and parks subject to occasional traffic
450
Footpaths
450
Road pavement and under kerb and channel
600
Source: Queensland Urban Drainage Manual 2007: Section 7.10 Minimum cover over pipes.
3.6.3.5
Pipe velocity limits
(1)
Pipe velocities are in accordance with Queensland Urban Drainage Manual and Table
3.6.3.5.1–Acceptable flow velocities for pipes and box sections of this planning scheme policy.
(2)
It should be noted that hydraulic consideration may require the velocity be controlled to well
below the "Desirable Maximum" and/or the pipe size increased to minimise drainage structure
losses and the slope of the hydraulic grade line.
(3)
Where possible, development should ensure:
(a)
A minimum pipe velocity of 1.2m/s; and
(b)
A maximum pipe velocity of 4.0ms.
Table 3.6.3.5.1–Acceptable flow velocities for pipes and box sections
Flow condition
Absolute
minimum1 (m/s)
Desirable
minimum1 (m/s)
Desirable
maximum2 (m/s)
Absolute
maximum2 (m/s)
Partially full
0.7
1.2
4.7
7.0
Full
0.6
1.0
4.0
6.0
Note––1 Minimum flow velocities apply to 1 year ARI design storm and apply to all pipe materials.
Note––2 Maximum flow velocities apply to concrete pipes and other types subject to damage by abrasion or erosion.
Note––It should be noted that hydraulic consideration may require the velocity be controlled to well below the "Desirable
Maximum" and/or the pipe size increased to minimise structure losses and the slope of the hydraulic grade line.
3.6.3.6
(1)
Pipe grade limits
Development must achieve the maximum and minimum grades for pipes specified in Table
3.6.3.6.1–Acceptable pipe grades for full flowing pipes of this planning scheme policy.
Table 3.6.3.6.1–Acceptable pipe grades for full flowing pipes
Column 1
Column 2
Column 3
Pipe diameter (mm)
Maximum grade (%)
Minimum grade (%)
300
375
450
20.0
15.0
11.0
0.50
0.40
0.30
525
600
675
9.0
7.5
6.5
0.25
0.20
0.18
750
900
1050
5.5
4.5
3.5
0.15
0.12
0.10
1200
1350
3.0
2.5
0.10
0.10
Sc6.2.5-92
1500
2.2
0.10
1650
1800
1950
2.0
1.7
1.5
0.10
0.10
0.10
2100
2250
2400
1.4
1.3
1.2
0.10
0.10
0.10
Editor's note––
1. Based on maximum velocity for pipe flowing pull of 6.0m/s.
2. Based on minimum velocity for pipe flowing pull of 1.0m/s except where Note 4 is applicable.
3. Manning's n = 0.013 for all cased (concrete pipes).
4. The minimum grade of 0.10% is based on construction tolerance requirements.
5. The Maximum grade requirement (Column 2) applies to both the pipe grade and the hydraulic grade.
6. The Minimum grades (Column 3) apply to the pipe grade only.
7. Where the pipe is flowing less than half full for the design flow being considered, it is permissible to exceed the above
maximum grades provided the velocity limits are not exceeded.
3.6.4
(1)
Channels
Where development is to provide a constructed stormwater drainage channel, it shall be
constructed in accordance with the Queensland Urban Drainage Manual, Australian Rainfall
and Runoff and the Brisbane City Council Technical Guidelines for Natural Channel Design,
except as modified by this planning scheme policy.
3.6.4.1
Unlined channel flow velocities
(1)
Flow velocities in unlined channels shall be in accordance with Table 9.05.3 of the Queensland
Urban Drainage Manual.
(2)
Where Table 9.05.3 of the Queensland Urban Drainage Manual does not specify a permissible
velocity for a given combination of gradient and vegetation cover, then that combination of
gradient and vegetation cover shall be taken to be unacceptable.
3.6.4.2
(1)
The maximum bank slope gradients for constructed channels are 1:4 (V:H).
3.6.4.3
(1)
Bank slope requirements for constructed channels
Allowable channels types
The seven types of allowable channel designs that can be constructed are listed in Table
3.6.4.3.1–Allowable channel types of this planning scheme policy.
Table 3.6.4.3.1–Allowable channel types
Channel type description
C1
C2
C3
C4
C5
C6
C7
Hard lined channel
Grass channel with
low-flow pipe
Grass channel with
low-flow channel
Vegetated channel
Vegetated channel with
low-flow channel
Vegetated channel and
floodway
Vegetated channel with
low-flow channel and
floodway
Typical
Catchment
Area
<30ha
<30ha
Tolerance to
Sediment
Flow
High
Medium to
High
Medium to
High
Low
30 to 60ha
Low
Yes
Yes
>60ha
Low
Yes
Yes
>60ha
Low
Yes
Yes
<30ha
<30ha
No
Terrestrial
Passage
Corridor
No
No
Limited
Limited
Limited
Possible
Yes
Fish Passage
Corridor
Sc6.2.5-93
Source: Queensland Urban Drainage Manual 2007: Table 9.02.1 Typical attributes of various
constructed drainage channels.
(2)
Development in residential and rural areas shall use channel types C4, C5, C6 and C7.
(3)
Development in commercial and industrial areas shall use channel types C1, C2 and C3.
(4)
Where a proposed channel in a commercial or industrial area is located:
(a)
adjacent to: parkland; environmental and/ or habitat corridors; open space; or
(b)
where a natural overland flow path exists across or adjacent to the development site,
then channel types C4, C5, C6 and C7 shall be used.
3.6.4.4
(1)
Type C1 channel - Hard lined channel
A type C1 channel is provided in accordance with Figure 3.6.4.4.1–Type C1 channel of this
Figure 3.6.4.4.1–Type C1 channel
Source: Queensland Urban Drainage Manual 2007: Section 9 Open Channel Hydraulics.
3.6.4.5
(1)
Type C2 channel - Grass channel with low-flow pipe
3.6.4.6
(1)
Type C3 channel - Grass channel with low-flow channel
Sc6.2.5-94
3.6.4.7
(1)
Type C4 channel - Vegetated channel with no formal low-flow channel
A type C4 channel is provided in accordance with Figure 3.6.4.7.1-Type C4 channel of this
Figure 3.6.4.7.1-Type C4 channel
(2)
(3)
The channel banks shall have a maximum gradient of 1 in 4, except:
(a)
on the outside of bends where steeper gradients may be appropriate; or
(b)
where shading of the channel bed from overbank trees is required to provide water
temperature control, in which situation steeper gradients may be appropriate.
Public safety is maintained and enhanced through:
(a)
the provision of batter slopes with a maximum gradient of 1 in 4;
Sc6.2.5-95
(b)
the design, provision and maintenance of bank and overbank vegetation;
(c)
where applicable adopting the principles of Crime Prevention Through Environmental
Design (CPTED) into the design of the channel.
3.6.4.8
(1)
Type C5 channel - Vegetated trapezoidal channel with low-flow channel
(2)
(3)
(a)
(b)
(a)
(b)
(c)
3.6.4.9
(1)
Type C6 channel - Two stage vegetated channel and floodway
Where applicable, development shall provide a type C6 channel in accordance with Figure
3.6.4.9.1–Type C6 channel of this planning scheme policy.
Sc6.2.5-96
(2)
(3)
(a)
(b)
(a)
(b)
(c)
3.6.4.10 Type C7 channel - Multi-stage vegetated channel with low-flow channel
(1)
Sc6.2.5-97
(2)
(3)
(a)
(b)
(a)
(b)
(c)
3.6.5
Overland flow
3.6.5.1
Overland flow hydrology
(1)
With respect to overland flow hydrology and associated design, overland flow is comprised of
both sheet flow and concentrated flow.
(2)
The maximum overland sheet flow length is:
(3)
(a)
50m in urban areas; or
(b)
200m in rural residential areas.
Overland sheet flow travel time is calculated using either:
(a)
Friend’s Equation; or
(b)
the Kinematic Wave Equation.
Editors Note—Council's preference is that Friend’s Equation (Queensland Urban Drainage Manual Equation 4.06) is used for
this purpose.
(4)
Concentrated overland flow travel time shall be determined using Manning's equation and fall
within the accepted time periods identified in the Queensland Urban Drainage Manual.
3.6.5.2
(1)
Overland flow design standards
Overland flow is to be provided such that:
(a)
the developed 100 year ARI flow is conveyed;
Sc6.2.5-98
(b)
it is designed in accordance with Section 9 of Queensland Urban Drainage Manual, ARR
and the Brisbane City Council Technical Design Guidelines for Natural Channel Design;
(c)
existing overland flow paths are retained, maintained and protected;
(d)
existing waterway values are protected, enhanced and rehabilitated;
(e)
waterway stream flow lengths are not reduced;
(f)
no worsening of overland flow and potential associated flooding is achieved;
(g)
a minimum 500mm freeboard between the overland flow path 100 year ARI flow level and
all finished floor levels is achieved; and
(h)
aesthetic amenity is enhanced.
(2)
Where modification of the overland flow path is unavoidable or necessary - the new overland
flow path design must conform to the principle of no worsening and provide beneficial
environmental enhancement.
(3)
Where possible and having regard for the type and scale of infrastructure concerned development should provide interpretive/ educational opportunities.
3.6.6
(1)
Detention systems
Where development is to provide a detention system, it shall be constructed in accordance with
the Queensland Urban Drainage Manual, ARR and the provisions of this planning scheme
policy.
3.6.6.1
Acceptable types of detention systems
(1)
A variety of different detention systems are acceptable for use, provided they are suitable for
site constraints, development type and intended ownership.
(2)
Detention basins are an acceptable type of detention system in all developments except where
attenuated flood peaks from tributaries coincide with the main stem flood wave in a manner that
causes or worsens overfloor flooding downstream.
(3)
Detention basins, incorporating stormwater quality treatment infrastructure items, are an
acceptable type of detention system in all developments, subject to the bioretention basin's
suitability to in-situ soil conditions.
(4)
Development may provide underground tanks, but this type of detention system will not be
accepted as a local government asset.
(5)
Development may provide above ground tanks where site constraints prohibit the use of all
other detention systems. However this type of detention system will not be accepted as a local
government asset.
(6)
The local government will not accept the use of rainwater tanks as a detention system in any
development.
3.6.6.2
(1)
(2)
(3)
Location of detention basins
Detention systems are designed and constructed to be:
(a)
at or above the 50 year ARI local flood level;
(b)
at or above the 50 year ARI regional flood level.
Flood plain storage and function, and detention system functions are maintained. This shall
include ensuring that:
(a)
detention system design does not remove flood plain storage;
(b)
detention systems continue to operate effectively during a major storm event.
Detention basins falling within the flood plain area will be provided with compensatory
excavation equal to the volume of the basin including both bunds and storage volume between
the natural surface level and the invert of the detention weir. The pre and post development
stage-storage relationships should remain essentially unchanged unless part of the local
government approved flood mitigation scheme.
Sc6.2.5-99
(4)
Detention basins shall not be provided in locations that prevent easy access to or maintenance
of the detention basin. In particular, detention basins within residential subdivisions shall be
designed, located and constructed on land solely dedicated for stormwater management.
(5)
Detention systems are to be designed as off-line systems.
(6)
Off-line detention systems are to receive and detain stormwater prior to it entering:
(7)
(a)
a waterway, wetland or overland flow path that originates upstream of the development
site; or
(b)
a waterway or wetland as shown in the Waterway corridors and wetlands overlay code; or
(c)
any other applicable overland flow path that originates within the development site itself.
Figure 3.6.6.2.1–Off-line detention systems in this planning scheme policy graphically show the
principle expressed in section 3.6.6.2(5) above.
Figure 3.6.6.2.1–Off-line detention systems
3.6.6.3
(1)
Design requirements
Detention basins shall be designed and constructed such that:
(a)
the shape of the base maximises storage area and minimises flooded depth;
(b)
basin batter gradients are no steeper than 1:4 (V:H);
(c)
embankments have a top with a minimum width of 3m;
(d)
the inundation depth during the 20 year ARI event is equal to or less than 1.2m.
However, where the system is a carpark - the depths shall be limited to 600mm during a
100 year ARI event;
(e)
freeboard is provided according to Table 3.6.6.3.1–Freeboard requirements of this
Sc6.2.5-100
Table 3.6.6.3.1–Freeboard requirements
Location
Freeboard requirements
Assessable basin in urban area
0.3m with preferred minimum storage depth of
1.2m
Detention basin adjacent to road embankment
0.3m below edge of shoulder
Detention basin adjacent to railway
embankment
Underside of ballast
Detention basins within urban development
designed with high level spillways
0.3m or 10% of the 100 year ARI storage depth,
whichever is the greater.
3.6.6.4
Vegetation specifications
(1)
Detention basins shall be either grassed or planted with vegetation native to the local area, and
appropriate to an inundated or intermittently wet environment.
(2)
Trees are not generally considered appropriate within detention basins.
(3)
If trees are provided within a detention basin, the design shall incorporate as far as possible the
principles of Crime Prevention Through Environmental Design (CPTED).
(4)
If trees are provided within a detention basin, the basin’s size shall be increased by the volume
of storage occupied by those trees at maturity. This volume shall be calculated using the
equation below.
Volume at maturity = no. of trees * (pi*((Dbhm)2)/4)*dw
Where:
(a)
Dbhm is the diameter at breast height of a mature specimen of the specified tree;
(b)
dw is the maximum depth of water in a design event.
3.6.6.5
(1)
Basin floor design
The minimum cross gradient of a detention basin shall be:
(a)
1:80 (V:H) for grassed basins; or
(b)
1:100 (V:H) for vegetated basins.
3.6.6.6
Outflow characteristics
(1)
All detention basins shall be designed and constructed with a minimum two staged outlet.
(2)
The low level outlet is located low in the basin and is designed to allow normal flow discharge,
with due consideration to any potential blockage of the outlet. The low level outlet may consist
of:
(3)
(4)
(a)
pipes;
(b)
culverts.
Flows greater than the normal flow discharge shall be conveyed via a weir and pipe or spillway
system with no increase in flow from all flood events up to the design event. Weir and pipe, or
spillway systems shall be designed:
(a)
with a depth*velocity value across the weir or spillways of less than or equal to 0.6m 2/s;
(b)
to ensure structural integrity of the basin is retained during any event, including spilling of
the basin.
All outlets are to be designed such that:
(a)
blockages are prevented;
(b)
safety of the public and maintenance personnel is preserved;
(c)
intake provisions comply with Queensland Urban Drainage Manual;
Sc6.2.5-101
(d)
3.6.6.7
scour protection and energy dissipation are provided within the development site
boundary for the detention basin inflow and discharge.
Maintenance
(1)
Detention basins shall be designed to provide for maintenance.
(2)
All detention basins shall be designed and constructed with a reinforced concrete heavy vehicle
access into the base of the detention basin, or equivalent.
(3)
Maintenance access must be provided for:
(a)
removal of sediment deposits from within the basin;
(b)
removal of debris and rubbish after flood events;
(c)
repair of cracking, erosion and leakage;
(d)
removal of undesirable tree and vegetation growth;
(e)
mowing;
(f)
reinstatement of basin materials and planting.
3.6.6.8
Detention basin size
(1)
Suitable sized detention basins are to be provided in accordance with ARR, Sections 4, 5.05.2
and 6 of the Queensland Urban Drainage Manual and the provisions of this planning scheme
policy.
(2)
Detention basin size shall:
(a)
be determined using an appropriate computer model;
(b)
consider the function of the detention system within the catchment;
(c)
assess and satisfy the requirements for no worsening for the full range of ARI storm
events up to and including the 100 year ARI event.
Editor's note––1. For sub-section (a) above - the use of only the Rational Method and/ or the methods detailed in Section
5.05.1 of Queensland Urban Drainage Manual is not acceptable.
Editor's note––2. For sub-section (c) above - it is not acceptable to assess only the largest peak discharge from a designed
basin, nor only the critical storm.
3.6.6.9
Management of detention systems
(1)
All detention systems, designed and constructed to become a Council asset, other than a
detention system identified in a Priority Infrastructure Plan, shall be provided on land dedicated
in favour of Council at no cost to Council.
(2)
All private on-site systems shall be maintained and managed by the private property owner.
Such systems shall not be established on Council owned land, nor will they be accepted by
Council as a Council managed asset.
3.6.6.10 Secondary uses for detention systems sites
(1)
Detention systems sites are to be designed and constructed primarily for flood mitigation
purposes.
(2)
However detention systems sites can also be designed for a secondary purpose, that include:
(a)
usable recreational space during dry periods; or
(b)
carparking and hardstand areas.
(3)
Detention systems sites designed as usable recreational space during dry periods will not be
included as park land. Table 3.12.4.1–Minimum post development flood immunity for park of
this planning scheme policy, provides suggestion on flood immunity levels for various park
types.
(4)
Detention systems sites designed to provide usable open space during dry periods shall be
designed and constructed such that:
(a)
it dries rapidly after rainfall;
Sc6.2.5-102
(5)
(b)
it is inundated to a maximum depth of 1.2m during the 20year ARI event, except where
the system is a carpark, in which case depths shall be limited to 600mm during a 100
year ARI event;
(c)
it is safe;
(d)
includes a low flow channel, flow path or pipe to maximise community benefit from the
area;
(e)
provides pedestrian access to disabled grades and access.
Carparking space may be configured to provide stormwater detention in private development.
Where this occurs, development shall ensure that:
(a)
it satisfies the requirements for carpark design and stormwater detention system design;
(b)
safety is maintained or enhanced;
(c)
flood free or low flood hazard access for the entry and exit points of the car park are
provided.
3.6.7
Stormwater quality, frequent flow management and waterway stability
infrastructure
3.6.7.1
Standards for stormwater quality, frequent flow management and waterway stability
infrastructure
(1)
Except as altered by the provisions of this planning scheme policy, stormwater quality, frequent
flow management and waterway stability infrastructure is designed and constructed in
accordance with the most recent versions of:
(a)
the Water by Design Water Sensitive Urban Design Technical Design Guidelines for
South East Queensland;
(b)
the Construction and Establishment Guidelines: Swales, Bioretention Systems and
Wetlands;
(c)
the Concept Design Guidelines for Water Sensitive Urban Design;
(d)
Standard Drawings WSUD-001 to WSUD-012 produced by the Queensland Division of
the Institute of Public Works Engineering Australia;
(e)
the MUSIC modelling guidelines for South East Queensland;
(f)
the Deemed to Comply Solutions for Stormwater Management in South East
Queensland;
(g)
the Water Sensitive Urban Design Asset Handover Guideline;
(h)
Southeast Queensland Regional Plan Implementation Guideline 7 Water sensitive urban
design: Design objectives for urban stormwater management (2009);
(i)
Water by Design Asset Maintenance Guidelines;
(j)
Water by Design Asset Rectification Guidelines.
(2)
All computer modelling undertaken for the design of stormwater quality infrastructure uses the
Model for Urban Stormwater Improvement Conceptualisation (MUSIC) software and is in
accordance with the most current version of the Water by Design MUSIC Modelling Guidelines
for South East Queensland.
(3)
All runoff routing computer modelling undertaken for the design of waterway stability
infrastructure is in accordance with:
(a)
Water by Design's Developing Design Objectives for South East Queensland Report;
(b)
the Queensland Urban Drainage Manual;
(c)
the Australian Rainfall and Runoff;
(d)
the provisions of this section 3.6–Stormwater infrastructure standards of this planning
scheme policy.
Sc6.2.5-103
3.7
Landscaping standards
3.7.1
Standards for landscaping
(1)
Landscaping complies with:
(a)
the standard drawings in Table 8.4.1.1–Standard drawings for landscaping of Part 8–
Standard drawings of this planning scheme policy;
(b)
policy;
(c)
Austroads guidelines where non-frangible landscaping is provided.
3.7.2
(1)
Coverage of infrastructure
Development ensures that the minimum cover to water supply infrastructure, sewerage
infrastructure and stormwater infrastructure is maintained in accordance with section 3.3.2–
Cover of infrastructure of this planning scheme policy.
3.7.3
(1)
Water sensitive urban design
Where water sensitive urban design principles are incorporated into the landscaping design,
development is in accordance with the Water by Design Guidelines.
3.7.4
(1)
Landscaped buffers
Where a proposed development abuts an existing development and the planning scheme codes
require the provision of landscaping; a planted buffer strip is to be used as follows:
(a)
locate and landscape a buffer strip or combination planting strip, screen fencing or
earthen mound, on the abutting common boundary and within the proposed development;
(b)
locate and landscape a buffer strip to side and rear building elevations, utility structures,
trade entrances, storage and disposal areas, property boundaries and areas of high noise
and air pollution generation;
(c)
specify and detail species and spacing that will provide the total required screening
function within 3 years of plant growth;
(d)
specify and locate district street trees to the frontage of the building;
(e)
specify and detail an in ground, automatic irrigation system and subsurface or swale
drainage system to all landscaped areas and tree stations;
(f)
specify a concrete dwarf wall or, where appropriate, car stops and bollards to landscaped
areas and tree stations that abut road frontages, car park aisles and bays, driveways and
any other landscaped area accessible by vehicles.
3.8
Electricity reticulation standards
3.8.1
Underground electricity reticulation
3.8.1.1
Circumstances where underground electricity reticulation is required
(1)
Underground electricity reticulation is provided to every new registered lot unless otherwise
specified in section 3.8.2–Electricity reticulation – overhead of this planning scheme policy.
3.8.1.2
Designing the underground infrastructure network
(1)
Underground electricity reticulation complies with Energex Subdivision Standards and
Specification Underground Distribution and Construction.
(2)
A shared trench for an electrical conduit is not provided with another service unless it is:
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.7 Landscaping standards
Sc6.2.5-104
(3)
(a)
for a telecommunication service or for a service of the Department of Transport and Main
Roads;
(b)
at a road crossing.
An electrical conduit at a road crossing is:
(a)
at a right angle to the road boundary; or
(b)
at an angle of up to 45° to the road boundary, where the road crossing is directly between
electrical service pillars on both sides of a road.
(4)
A road crossing for an electrical conduit within an area defined as an intersection under the
Transport Operations (Road Use Management - Road Rules) Regulation 1999, is provided on a
standard electricity reticulation alignment of 0.3 metres from a projection of the lot boundary.
(5)
A road crossing for an electrical service pillar conduit is provided at the opposite boundary to a
road crossing for a water service conduit unless the road crossing for the:
(6)
(a)
electrical conduit is at an angle of 45°;
(b)
water service conduit is perpendicular.
An electrical service pillar:
(a)
is not located on a truncated boundary;
(b)
is located at the;
(i)
vehicular entry point to the premises; or
(ii)
side boundary of the premises where on an alternate boundary to a hydrant or
water service connection; or
(iii) tangent point of a marked boundary; or
(iv) entry points to a park.
(7)
An 11kV entry point to an internal transformer provides a "cabmark" cable marker post
approved by the electricity provider at the entry point to the premises.
(8)
An overhead to an underground cable crosses the verge at right angles to an electrical service
pillar of a “cabmark” post in accordance with the electricity provider's standard drawing.
3.8.1.3
Transformers
(1)
A new transformer is pad mounted (PMT).
(2)
A pad mounted transformer is located in the road reserve.
(3)
A pad mounted transformer in road reserve adjacent to a park provides:
(a)
a screen fence with a minimum height of two metres erected on the boundary of the road
adjacent to the park to minimise any negative impacts on visual amenity of the park and
road frontage;
(b)
landscaping, maintained by the electricity provider, adjoining the fence and within the
park.
(4)
The upgrading of an existing pole transformer (PT) occurs only where the replacement pole is at
the same location.
(5)
An existing pole mounted transformer is replaced by a new pole mounted transformer only:
(a)
where there is no additional pole provided;
(b)
where there is no extension to the overhead electricity reticulation;
(c)
for a development of up to five lots where those lots are provided with underground
reticulation.
3.8.2
Electricity reticulation - overhead
3.8.2.1
Circumstances where overhead electricity reticulation is provided
(1)
Overhead electricity reticulation may be provided in the:
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.8 Electricity reticulation standards
Sc6.2.5-105
(a)
Environmental management and conservation zone;
(b)
Rural residential zone;
(c)
Rural zone;
(d)
in the urban footprint as identified in Figure 3.1-Strategic Intent of Part 3–Strategic
framework of the planning scheme as a temporary installation to service the balance area
of a development where further development, being a reconfiguring of a lot, is possible
and underground electrical reticulation supply can be readily obtained in a further
development permit.
3.8.3
Electrical service connection
3.8.3.1
Underground electricity service connection
(1)
An underground electricity service connection is provided unless specified in section 3.8.3.2(1)
of this planning scheme policy.
3.8.3.2
(1)
(2)
Overhead electricity service connection may be provided:
(a)
in an urban residential zone where:
(i)
there is existing overhead electricity reticulation;
(ii)
it does not involve a new road;
(iii) it does not involve a property pole, a cross street service pole or a flying fox
overhead property connection;
(b)
in a rural or rural residential zone where:
(i)
there is existing overhead electricity reticulation;
(ii)
it does not involve a new road.
(c)
in a rural or rural residential zone where new rear lots are created, providing the access
handle has a minimum width of 20 metres.
Where a new road is created, an underground electricity service connection is provided to all
new lots with frontage to the new road.
3.8.3.3
(1)
(2)
Circumstances where overhead electricity service connection may be provided
Designing the overhead service connection
An overhead electricity service connection does not result in a connection that crosses:
(a)
premises other than the premises being serviced; or
(b)
the road; except in section 3.8.3.2(1) of this planning scheme policy.
Where an overhead electricity reticulation pole already services the new premises and is
intended to be retained for wider reticulation purposes, development provides an electrical
conduit:
(a)
where the new premises is located on the same side of the road as the electricity
reticulation pole:
(i)
at right angles across the verge to the underground power reticulation alignment,
and then parallel to and adjacent the road reserve boundary up to the pillar into the
premises being serviced, where the electricity reticulation pole is located within the
frontage of the new premises; or
(ii)
at right angles across the verge from the electricity reticulation pole to the
underground electricity alignment, and then parallel to and adjacent the road
reserve boundary up to the pillar into the premises being serviced, where the
electricity reticulation pole is not located within the frontage of the new premises;
(b)
where the new premises is located on the opposite side of the road as the electricity
reticulation pole, at right angles across the road from the electricity reticulation pole to the
underground electricity alignment (with kerb markers at the appropriate locations on both
sides of the road crossing), and then parallel to and adjacent the road reserve boundary
up to the pillar into the premises being serviced;
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.8 Electricity reticulation standards
Sc6.2.5-106
(c)
3.9
by thrust boring under the existing road unless approved otherwise.
Gas and telecommunication reticulation standards
(1)
Gas and telecommunication services are in accordance with the service provider’s
requirements.
(2)
Unless otherwise stipulated by telecommunications legislation at the time of construction,
developments must be provided with all necessary conduits, pits and pipes to accommodate the
future connection of optic fibre technology telecommunications.
3.9.1
Service trenches
(1)
Trenches are excavated so that conduits can be laid with a 75mm clearance all around.
(2)
The bottom of a trench:
(a)
is firm and smooth;
(b)
is level or where there is a change in level from the footpath to the roadway or an
embankment, the change is gradual.
(3)
Conduits shall be bedded for 120 degrees of their circumference on at least 75mm of
compacted sand or trench backfill material as approved by the local government.
(4)
Trenches across roadways and pavement areas:
(5)
(a)
are excavated before pavement material has been placed;
(b)
along footpaths, are excavated before topsoiling and grassing has been carried out;
(c)
comply with standard drawings in Table 8.1.1.1–Standard drawings for movement
infrastructure of Part 8–Standard drawings of this planning scheme policy.
The alignments and nominal depths for each utility shall be specified with minimum separation
distances.
3.9.2
(1)
Coverage of infrastructure
The minimum cover to water supply infrastructure, sewerage infrastructure and stormwater
infrastructure is maintained in accordance with section 3.3.2–Cover of infrastructure of this
3.9.3
(1)
Maintenance structures (access chambers)
Where filling has occurred over existing infrastructure:
(a)
maintenance structures are:
(i)
extended to the new surface level; or
(ii)
reconstructed to the new surface level;
(b)
filling adjacent to maintenance structures is retained and shaped to allow access to the
maintenance structure where the area around the maintenance structure is self-draining.
3.9.4
(1)
(2)
Conduits
All PVC pipe conduits, joints and couplings comply with:
(a)
AS/NZS 1477:2006 and Amdt 1:2009 PVC pipes and fittings for pressure applications;
(b)
AS/NZS 2053.1:2001 Conduits and fittings for electrical installations-general
requirements;
(c)
AS 2439.1-2007 Perforated plastics drainage and effluent pipe and fittings-perforated
drainage and associated fittings.
Brass marker discs are supplied and installed in accordance with the standard drawings in
Table 8.1.1.1–Standard drawings for movement infrastructure of Part 8–Standard drawings of
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.9 Gas and telecommunication reticulation standards
Sc6.2.5-107
(3)
3.10
(1)
3.11
(1)
3.12
Where there is no kerb and channel, concrete marker blocks are constructed in accordance with
the standard drawings in Table 8.1.1.1–Standard drawings for movement infrastructure of Part
8–Standard drawings of this planning scheme policy and the following:
(a)
using grade N25 concrete;
(b)
225mm x 75mm x 450mm long;
(c)
with indentation for the indicator disc centrally placed on the top face of each block.
Water supply infrastructure standards
Water supply infrastructure is to be designed and constructed in accordance with the South
East Queensland - Water Supply and Sewerage Design and Construction Code.
Sewerage infrastructure standards
Sewerage infrastructure is to be designed and constructed in accordance with the South East
Queensland - Water Supply and Sewerage Design and Construction Code.
Park infrastructure standards
3.12.1 Planning the park network
(1)
The park network is planned in accordance with Part 4–Priority infrastructure plan (section
4.5.5.1 (Park network)) of the planning scheme.
3.12.2 Standards for park
(1)
Park infrastructure is provided in accordance with Table 3.12.2.1–Design standards for park of
Table 3.12.2.1–Design standards for park
Column 1
Park classification
Column 2
Design standards
Local recreation
Local recreation park:
(a) is fair average land;
(b) is on an urban access road in a residential area;
(c) is easily accessible for pedestrians and cyclists in accordance with Part
4–Priority infrastructure plan (Table 4.4.5.2–Accessibility standard for
park) of the planning scheme;
(d) is configured such that the land can be expanded by the addition of
adjoining land;
(e) has an area in accordance with Table 3.12.3.1–Minimum size of park of
(f) is of a compact shape free of irregular boundaries;
(g) has a post development flood immunity in accordance with Table
3.12.4.1–Minimum post development flood immunity for park of this
(h) has a post development grade in accordance with Table 3.12.5.1–
Maximum post development grade for park of this planning scheme
policy;
(i) has road frontage of not less than 50 percent;
(j) has vehicular access for maintenance and management purposes;
(k) has clear and visible lines of sight from formalised park entries and
(l) provides for casual surveillance to and from the park. Planning scheme
policy 1–CPTED provides additional guidance;
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.10 Water supply infrastructure standards
Sc6.2.5-108
Column 1
Park classification
Column 2
Design standards
(m) provides embellishments in accordance with Table 3.12.6.1–Typical
embellishments for recreation park of this planning scheme policy.
Local recreation - Civic
park (Village green,
Town square and
Plaza)
Local recreation - Civic park:
(b) has a minimum area in accordance with Table 3.12.3.1–Minimum size of
park of this planning scheme policy;
(c) is square, rectangular or semicircular in shape with a minimum width of
20 metres;
(d) has a post development flood immunity in accordance with Table
(e) has a post development grade in accordance with Table 3.12.5.1–
policy;
(f) has a minimum 50 per cent road frontage, or 25 per cent road frontage
where it is integrated with premises with an active frontage;
(g) has vehicular access for maintenance and management purposes;
(h) has clear and visible lines of sight from formalised park entries and
(i) provides for casual surveillance to and from the park. Planning Scheme
Policy 1–CPTED provides additional guidance;
(j) provides embellishments in accordance with Table 3.12.6.1–Typical
District recreation
District recreation park:
(b) is adjacent to a trunk road;
4–Priority infrastructure plan (Table 4.4.5.2 - Accessibility standard for
(d) has an area in accordance with Table 3.12.3.1–Minimum size of park of
(e) is of a compact shape free of irregular boundaries;
(f) has a post development flood immunity in accordance with Table
(g) has a post development grade in accordance with Table 3.12.5.1–
policy;
(h) has a minimum 40 per cent road frontage;
(i) has an area above the defined flood event for locating buildings,
structures and facilities liable to damage by flooding;
(j) has clear and visible lines of sight from formalised park entries and
(k) provides for casual surveillance to and from the park. Planning scheme
(l) has vehicular access for maintenance and management purposes;
Metropolitan recreation
The land:
Sc6.2.5 Planning scheme policy 5—Infrastructure 3.12 Park infrastructure standards
Sc6.2.5-109
Column 1
Park classification
Column 2
Design standards
4–Priority infrastructure plan (Table 4.4.5.2–Accessibility standard for
(e) is of a compact shape, free of irregular boundaries;
policy;
(i) has clear and visible lines of sight from formalised park entries and
(j) provides for casual surveillance to and from the park. Planning scheme
(k) has an area above the defined flood events for locating buildings,
structures and facilities liable to damage by flooding;
(l) has vehicular access for maintenance and management purposes;
Corridor recreation
Corridor recreation park:
(a) is part of a safe, linked open space and park network;
(b) is suitable for cycle and pedestrian paths;
(c) has a minimum 40 per cent road frontage;
(d) has clear and visible lines of sight from formalised park entries and
(e) provides for casual surveillance to and from the park. Planning scheme
has vehicular access for maintenance and management purposes;
(f) does not include:
(i) land subject to cut and fill with a batter slope with a batter slope
which does not comprise the provisions of (a) to (g);
(ii) any land required for stormwater infrastructure;
(iii) any areas of land less than 20 metres wide;
(g) provides embellishments in accordance with Table 3.12.6.1–Typical
Metropolitan and
district sport
Metropolitan and district sport park:
(c) is easily accessible for pedestrians and cyclists in accordance with Table
4.4.5.2-Accessibility standard for park in Section 4.4.5–Park and land for
community facilities network of Part 4–Priority infrastructure plan of the
planning scheme;
(e) is of a compact shape, free of irregular boundaries;
Sc6.2.5-110
Column 1
Park classification
Column 2
Design standards
planning scheme policy ;
policy;
(i) has a minimum 60 per cent of the area suitable for sports fields or
courts;
(j) is connected to infrastructure including power, water and sewerage;
(k) has vehicular access for maintenance, management and emergency
vehicle purposes;
(l) has clear and visible lines of sight from formalised park entries and
(m) provides for casual surveillance to and from the park. Planning scheme
(n) has an area above the defined flood event for locating buildings,
structures and facilities susceptible to damage by flooding;
(o) provides embellishments in accordance with Table 3.12.7.1–Typical
embellishments for sport park of this planning scheme policy.
3.12.3 Minimum size of park
(1)
Park size must comply with Table 3.12.3.1–Minimum size of park of this planning scheme
policy.
Table 3.12.3.1–Minimum size of park
Column 1
Column 2
Park classification
Minimum size of park (hectares)
Urban planning
region
Growth planning
region
Rural planning
region
Local recreation
1
1
Not applicable
Local recreation - civic
park (town square)
0.2
0.2
Not applicable
park (village green)
0.2
0.2
Not applicable
park (plaza)
0.04
0.04
Not applicable
District recreation
5
10
10
10
20
20
District sport
5
10
10
Metropolitan sport
10
20
20
Corridor recreation
Not applicable
Not applicable
Not applicable
Note––The network planning areas that comprise the Urban, Growth and Rural planning regions for the park network are
identified in Table 4.2.5.6-Park and land for community facilities network-Planned demand summary in section 4.2.5–
Infrastructure demand of Part 4–Priority infrastructure plan of the planning scheme.
Sc6.2.5-111
3.12.4 Minimum post development flood immunity for park
(1)
Park flood immunity for park must comply with Table 3.12.4.1–Minimum post development
flood immunity for park of this planning scheme policy.
Table 3.12.4.1–Minimum post development flood immunity for park
Column 1
Column 2
Park classification
Post development flood immunity (percentage of minimum size of
park)
10 year ARI flood event
Local recreation
100
75
10
park (town square /
village green / plaza)
100
100
100
District recreation
100
50
10
100
50
10
District sport
100
75
10
Metropolitan sport
100
50
10
Corridor recreation
Not applicable
Not applicable
Not applicable
Editor's note––The minimum park size for a park is identified in Table 3.12.3.1–Minimum size of park of this planning scheme
policy.
3.12.5 Maximum post development grade for park
(1)
Park post development grade must comply with Table 3.12.5.1–Maximum post development
grade for park of this planning scheme policy.
Table 3.12.5.1–Maximum post development grade for park
Column 1
Column 2
Column 3
Park classification
Maximum
grade
(percent)
Percentage of minimum size of park having a post
development grade less than the maximum grade
Urban planning
area
Growth planning
area
Rural planning
area
Local recreation
5
50
50
Not applicable
park (town square /
village green / plaza)
2
75
75
Not applicable
District recreation
5
30
30
30
5
25
25
25
District sport
2
60
60
60
Metropolitan sport
2
60
60
60
Editor's note––The minimum park size for a park is identified in Table 3.12.3.1–Minimum size of park.
3.12.6 Typical embellishments for recreation park
(1)
Embellishments for recreation park are listed in Table 3.12.6.1–Typical embellishments for
recreation park of this planning scheme policy.
Sc6.2.5-112
Table 3.12.6.1–Typical embellishments for recreation park
Column 1
Column 2
Embellishment
type
Recreation park
Activity areas
Local
District
Metropolitan
Corridor
Yes
11
Yes
42
Yes
82
No
Local - Civic (Town
square / village green /
plaza)
Yes
13
Note––1. Local recreation parks should desirably provide a limited number of discrete activity areas for
basic recreation, allowing for a few separate groups to safely share the facility.
Note––2. District and metropolitan recreation parks provide several discrete activity areas allowing
numerous separate groups to safely share the facility. Activity areas cater for specific recreational
pursuits including but not limited to young play, major barbecue and picnics, skating/freestyle biking,
informal court sport, kick-about, dog off leash and special events.
Note––3. Civic parks provide formalised spaces in an urbanised environment. Structured activity areas
are designed to integrate with internal and external pathways and the surrounding community facilities.
Activity areas are formalised through landscaping and the inclusion of purpose designed event space
including but not limited to outdoor stages or auditoriums and hard surface spaces.
Artwork
No
site
specific
on merit
Yes
Yes
No
Yes
major interactive
Barbecue
No
Yes
Yes
No
Yes
Village green only
Bins
Yes
2 units
Yes
6 units
Yes
20 units
Yes
1 unit
Yes
Plaza 1 unit;
Village green or town
square 2 units
Ceremonial
space
No
No
Site
specific
on merit
Yes
1 unit
No
No
Site specific
on merit
Covered seating
and table
Yes
2m² /
10,000m²
Yes
2m² /
10,000m²
Yes
2m² /
10,000m²
No
Yes
Village green only
1m² / 1,000
Dog off-leash
Site
specific
on merit
Yes
Yes
No
No
Potable water
Yes
1 unit
Yes
4 units
Yes
8 units
Yes
1 unit /
5km
Yes
Plaza 1 unit;
Village green or Town
square 2 units
Fencing /
bollards / locking
rail
Yes
Yes
Yes
Yes
Yes
Fitness
equipment
Yes
Yes
Yes
Yes
No
Half court
Yes
Yes
Yes
No
No
Internal roads
No
Yes
Yes
No
No
Interpretative
signage
Yes
Yes
Yes
Yes
Yes
Sc6.2.5-113
Table 3.12.6.1–Typical embellishments for recreation park
Column 1
Column 2
Embellishment
type
Recreation park
Local
District
Metropolitan
Corridor
Local - Civic (Town
square / village green /
plaza)
Landscaping
Yes
Yes
Yes
Yes
Yes
Lighting
Yes
minor
4 units
Yes
moderate
12 units
Yes
major
80 units
Yes
pathway
Yes
Major
Plaza 2 units;
Village green or town
square 4 units
Parking
Yes
kerbside
Yes
moderate
40 bays
Yes
major
120 bays
including bus
parking and
turnaround or
pull through
No
Yes
kerbside
Pathways/
cycleways / trails
Yes
Yes
Yes
Yes
Yes
Platforms /
pontoons
No
Yes
Yes
No
site
specific
on merit
No
Multi-activity
Play space
Yes
300m²
soft fall
footprint
Yes
450m²
soft fall
footprint
Yes
600m²
soft fall
footprint
No
No
Seating
Yes
3 units
Yes
6 units
Yes
15 units
Yes
Yes
4m² / 500m²
Shading
Yes
Yes
Yes
Yes
Yes
Signage
Yes
Yes
Yes
Yes
Yes
Skate bowls
No
Yes
Yes
No
No
Surveillance
cameras
Yes
mobile
Yes
1 facility
Yes
2 facilities
No
site
specific
on merit
Yes
1 facility
Toilets
No
Yes
1 facility
Yes
2 facilities
No
Yes
Village green and town
square only
2 facilities
3.12.7 Typical embellishments for sport park
(1)
The embellishments for sport park are listed in Table 3.12.7.1–Typical embellishments for
sport park of this planning scheme policy.
Sc6.2.5-114
Table 3.12.7.1–Typical embellishments for sport park
Column 1
Column 2
Embellishment type
Sport park
District
Metropolitan
Artwork
No
site specific on merit
Yes
interactive
Barbecue
No
Yes
3 facilities
Drainage
Yes
Yes
Potable water
Yes
6 units
Yes
25 units (2 connections)
Fencing/bollards/ locking rail
Yes
Yes
Fields / courts
Yes
2 rectangular fields and 1
oval
Yes
5 rectangular fields, 2 ovals and 6
courts
Note––District and metropolitan sport parks provide several discrete playing
fields and court facilities allowing numerous separate sporting groups to safely
share the facility.
Field / court lighting
Yes
2 rectangular fields; and
1 oval - competition
standard
Yes
6 courts;
5 rectangular fields;
3 rectangular fields; and
2 ovals
Note––The standard of lighting to be provided at sport parks will be
commensurate with the level of use and standard of competition. Where
necessary this lighting may be provided to a national competition standard.
Goal posts / line marking
Yes
Yes
Internal roads
Yes
Yes
Irrigation
Yes
Yes
Landscaping and earthworks
Yes
Yes
major
Lighting (path / activity areas)
Yes
8 units
Yes
20 units
Parking
Yes
80 bays
including bus parking and
turnaround or pull through
Yes
400 bays
including bus parking and
turnaround or pull through
Paths
Yes
Yes
Multi-activity play space
Yes
300m² soft fall footprint
Yes
450m² soft fall footprint
Safety fencing
Yes
Yes
Scoreboard
Yes
2 units
Yes
3 units
Signage
Yes
Yes
Spectator seating
Yes
20 units
Yes
100 units and grandstand seating
Sc6.2.5-115
Table 3.12.7.1–Typical embellishments for sport park
Column 1
Column 2
Embellishment type
Sport park
District
Metropolitan
Note––The standard of spectator seating to be provided will be commensurate
with the level of demand and standard of competition. Sufficient spectator
seating will be provided where required to cater for a regional level sporting
competition.
Sports club facility
Yes
Yes
Surveillance cameras
Yes
1 unit
Yes
2 units
Toilets
Yes
1 facility
Yes
2 facilities
Sc6.2.5-116
Part 4
4.1
(1)
Guidelines
Guidelines for satisfying Flood hazard overlay code
Table 4.1.1–Guidelines for satisfying the performance outcomes of the Flood hazard overlay of
this planning scheme policy identifies in:
(a)
column 1, the performance outcome of the flood hazard overlay code;
(b)
column 2, the guidelines for satisfying the performance outcome.
Table 4.1.1–Guidelines for satisfying the performance outcomes of the Flood hazard overlay
Column 1
Column 2
Performance outcomes of
the Flood hazard overlay
code
Guidelines for satisfying the performance outcome
Risk to people and property
PO5
A car park other than a
Parking station is only
located below the flood level
during the defined flood
event where there is no
increase in risk to:
(a) pedestrian and vehicular
safety;
(b) a building or other
structure.
(a) Development, being a single car parking space, carport or
similar located below the flood level of the defined flood
event and not used for storage, is to be designed with
finished floor levels at or above the ground level.
(b) Development, being more than one car parking space, may
be located below the flood level of the defined flood event
provided that the following are achieved:
(i) any increase in stormwater runoff is mitigated;
(ii) car park access is inundated to a maximum depth of
300 millimetres;
(iii) car park, excluding access, is inundated to a maximum
depth of 600 millimetres;
(iv) the depth multiplied by velocity safety standards of the
Queensland Urban Drainage Manual and equation
3.14.2 (Depth and velocity safety standards).
(c) Development, being an open car park not located under a
building or structure is to be designed and constructed so
that it achieves the following during flood events up to the
Defined flood event:
(i) is inundated to a maximum depth of 600 millimetres;
(ii) complies with the requirements specified in Table
7.03.1 (Flow depth and width limitations) of the
(iii) achieves a maximum depth multiplied by velocity value
of 0.4m2/s;
(iv) achieves adequate flood warning times.
(d) Development, being a car park located underneath a building
or structure which is on stilts and not enclosed, as depicted
in Figure 4.1.1–Open car parking located under building built
on stilts of this planning scheme policy is to achieve the
following:
(i) the requirements of open car parking contained in subsection (c);
(ii) allow the flow of flood water through the car park
without impediment;
(iii) preserve flood plain storage.
(e) Development, being a car park located underneath a building
where less than 50 percent of the total perimeter is enclosed
is to achieve the following:
Sc6.2.5 Planning scheme policy 5—Infrastructure 4.1 Guidelines for satisfying Flood hazard overlay code
Sc6.2.5-117
Column 1
Column 2
code
(i)
the requirements of open car parking contained in subsection (c);
(ii) allow the flow of flood water through the car park
without impediment or causing adverse flood impacts
external to the site;
(iii) preserve flood plain storage.
(f) Development, being a car park located underneath a building
with more than 50% of the total perimeter is enclosed, as
depicted in Figure 4.1.2–Car park under a building with more
than 50% enclosed area of this planning scheme policy is to
achieve the following:
(i) the requirements of open car parking contained in subsection (c);
(ii) be used only in highly constrained sites;
(iii) provide compensatory flood plain storage;
(iv) provide an alternative, secondary pedestrian access to
facilitate safe exit.
(g) Development, being a car park located underneath a building
with more than 50% of the total perimeter is enclosed and
part or all of the car park below ground level, as depicted in
Figure 4.1.3–Car parking under a building with more than
50% of car parking area located below surface level of this
planning scheme policy, is only acceptable if the
development:
(i) achieves the requirements of open car parking
contained in sub-section (c);
(ii) provides compensatory flood plain storage;
(iii) provides an alternative, secondary pedestrian access
to facilitate safe exit;
(iv) provides adequate flood warning;
(v) the car park entrance is located, where possible,
outside the flood plain area.
Flood storage and discharge capacity
PO8
The natural conveyance of
flood waters and natural
overland flow paths are
protected and maintained
without adversely affecting
adjoining premises.
(a) An overland flow path is designed to achieve the following—
(i) convey the unmitigated 100 year ARI storm event;
(ii) is designed in accordance with section 9 of the
Queensland Urban Drainage Manual, Australian
Rainfall and Runoff and the Brisbane City Council
Technical Design Guidelines for Natural Channel
Design;
(iii) the existing overland flow paths are retained,
maintained and protected;
(iv) the existing waterway values are protected, enhanced
and rehabilitated;
(v) the waterway stream flow lengths are not reduced;
(vi) no worsening of an overland flow path and potential
associated flooding;
(vii) a minimum 500 millimetre freeboard between the
overland flow path 100 year ARI flow level and all
finished floor levels;
Sc6.2.5-118
Column 1
Column 2
code
(b)
(c)
(d)
(e)
(f)
(g)
(h)
(viii) a naturalised channel design.
The overland flow path is to be contained entirely within any
of the following:
(i) the road reserve;
(ii) a drainage reserve;
(iii) an overland flow path obtained through a park, open
space or local government easement.
Where modification of the overland flow path is unavoidable
or necessary, the new overland flow path design is to comply
with the following requirements of the Queensland Urban
Drainage Manual:
(i) conform to the principle of no worsening;
(ii) not increase the duration of the flood;
(iii) not result in the loss of or changes to flood paths;
(iv) not reduce flood warning times;
(v) not reduce flood storage;
(vi) provide beneficial environmental enhancement.
With respect to overland flow path hydrology and associated
design, overland flow is comprised of both sheet flow and
concentrated flow.
Development is to ensure that the maximum overland sheet
flow length is:
(i) 50 metres in urban areas; or
(ii) 200 metres in rural residential areas.
(iii) Development is to ensure that overland sheet flow
travel time is calculated using either:
(A) Friend’s Equation; or
(B) the Kinematic Wave Equation.
Concentrated overland flow path travel time is to be
determined using Manning's equation and fall within the
accepted time periods identified in the Queensland Urban
Drainage Manual.
Development in a rural residential area is to ensure that
either an overland flow path is preserved or an open channel
is constructed to achieve the following:
(i) the depth multiplied by velocity safety provisions of the
Queensland Urban Drainage Manual and equation
3.14.2 (Depth and velocity safety standards);
(ii) a minimum freeboard of 500 millimetres to all finished
floor levels within the site;
(iii) the batter slopes on any swale are no greater than 1:4
(V:H).
Development in a rural residential area is to ensure that
where an overland flow path is conveyed within a road on
site:
(i) the maximum depth within kerb and channel is 300
millimetres;
(ii) a minimum freeboard of 500 millimetres is provided to
all finished floor levels within the site.
Sc6.2.5-119
Column 1
Column 2
code
PO9
Development (or
development in combination
with other development) for
all flood events up to and
including the defined flood
event does not:
(a) cause or have the
potential to cause
damage;
(b) cause ponding of flood
water;
(c) adversely affect the flood
discharge capacity of the
floodplain;
(d) decrease the flood
resilience of properties
and infrastructure;
(e) cause a cumulative
increase in flood levels
external to the premises.
Achieving this performance outcome needs to be demonstrated
through the submission of a flood study report in accordance
with section 2.5.1–Flood study report of this planning scheme
policy.
PO10
Any loss of floodplain storage
is compensated with
compensatory storage or
excavation that:
(a) is of equal volume,
creating a balance of cut
to fill;
(b) is free draining;
(c) is located within the
premises;
(d) does not adversely affect
the hydraulic conveyance
capacity of the flood
channel or floodplain;
(e) is provided to the
corresponding flood level;
(f) is landscaped to provide
visual amenity and
erosion control;
(g) is solely for the purpose
of compensatory storage.
(a) Development, being earthworks, within the flood plain is not
to create isolated or non-connected areas of development.
(b) Where development results in the loss of flood plain storage
capacity, compensatory storage or excavation is to (as
depicted in Figure 4.1.4–Earthworks within the floodplain of
this planning scheme policy be provided to achieve the
following:
(i) it is of equal or greater volume to the flood plain storage
lost, thus creating a balance of cut to fill;
(ii) has a depth-conveyance relationship that is similar to
the pre-development depth-conveyance relationship;
(iii) it is free draining;
(iv) it is located within the premises;
(v) it maintains the flood plain function and conveyance;
(vi) it has no adverse impact on the hydraulic capacity of
the flood channel or flood plain;
(vii) it is provided at the corresponding level to that at which
the fill occurred;
(viii) it results in no increased risk of flooding or impact from
flooding on any other property;
(ix) it is solely for the purpose of compensatory excavation
and storage.
(c) Development, being earthworks required for providing a
stormwater network (except in the case of open drainage
channels) cannot be used as compensatory cut.
(d) Any permanent or temporary storage of material on site
within the flood plain occurring above the flood level of the 10
year average recurrence interval is to be treated as fill and
thus constitute a loss of flood plain storage.
Sc6.2.5-120
Column 1
Column 2
code
PO11
Development does not
adversely change the
following flood characteristics
for all flood events up to and
including the defined flood
event:
(a) peak flow;
(b) flow of any part of the
flood before the peak;
(c) flood flow velocity;
(d) level of flooding;
(e) flood time to peak.
(a) Development is to achieve the principle of no worsening, in
accordance with the Queensland Urban Drainage Manual.
(b) In achieving the principle of no worsening, development is to
achieve the following:
(i) not result in a detrimental impact on the flooding, or
flood risk of any area;
(ii) not result in adverse impacts of any other property in
terms of changes in peak discharge, flood levels, the
frequency of flooding, flow velocities, water quality,
sedimentation or scour effects for all events up to and
including the defined flood event and the major storm
event;
(iii) not result in an increase in peak discharge as depicted
in Figure 3.6.2.10.1–Peak discharge and allowable
change or level for the 2, 5, 10, 20, 50 and 100 year
average recurrence interval event of this planning
scheme policy;
(iv) ensure that the time of concentration to the peak of the
event does not decrease and where it increases,
consideration is given to the impacts up and
downstream of the property boundary so as to ensure
runoff from the site does not bring the hydrograph peak
closer to coincidence with the peak flow in adjoining
catchments;
(v) undertake modelling upstream of the site and where
appropriate downstream of the site.
Filling and excavation
PO14
Filling and excavation is
carried out above the level of
the 10 percent AEP event to
protect in stream and banks
of a waterway and wetland.
Earthworks on a floodplain may be considered where:
(a) flooding is predominantly due to backflow;
(b) the peak velocity is less than the maximum permissible
velocity for considerable bare earth channels (typically
0.5m/sec) in accordance with Table 9.05.3 of Queensland
Urban Drainage Manual 2007;
(c) the cut/fill batter is not steeper than 1V:4H and the exposed
earth surface is landscaped with erosion resistant vegetation
cover.
Access
PO15
Development provides
vehicular access to a road
network that is sufficient to
enable safe access and
egress.
Development is to, during events up to and including the defined
flood event, provide access to the road network via:
(a) an access which is above the flood level of the defined flood
event or is low flood hazard; or
(b) a secondary access route which is above the flood level of
the defined flood event or is low flood hazard; or
(c) a temporary access arrangement which is above the flood
level of the defined flood event or is low flood hazard and can
be implemented without significant preparation being
required.
Sc6.2.5-121
Column 1
Column 2
code
PO16
Development provides an
access area to a building or
fill area on which a building is
to be constructed where the
access is located on land
classified as a low flood
hazard in the defined flood
event.
Development where an internal road is proposed is to achieve a
low flood hazard internal road network.
Sc6.2.5-122
Figure 4.1.1–Open car parking located under building built on stilts
Figure 4.1.2–Car park under a building with more than 50% enclosed area
Figure 4.1.3–Car parking under a building with more than 50% of car parking area located
below surface level
Sc6.2.5-123
Figure 4.1.4–Earthworks within the floodplain
natural ground
level
minimum freeboard - 500mm
finished floor level
A
fill taken
from within
the site
Defined Flood Event
new surface level
B
Defined
Limit
compensatory
cut within the
site (free
draining)
10year ARI
Editor's note––Compensatory cut volume (B) must equal fill within the site (A). A is only the volume of fill within the site that is at
or below the defined flood level. 'Fill taken from within the site' may be imported material so long as it is equivalent in v olume as
the compensatory cut and all excavated material is removed from the flood plain. Where preferable, fill should be provided from
site material. All earthworks must occur above the defined limit.
Editor's note––’Development as drawn will change the fundamental stage-storage relationship and how the floodplain storage
will function in a hydrodynamic sense. If this is within a core or peripheral floodway area, it will change the natural conveyance
mechanism. The net impacts will have to be determined by hydrodynamic computer modelling to assess the net effects. These
will need to be addressed in the flood modelling report which should include graphs of stage-storage and stage-conveyance
relationships in the report. The report should also show the pre and post development hydrographs above, across and below
the earthworks area as well as at any point downstream where there is an existing flood risk.
Sc6.2.5-124
4.2
(1)
Guidelines for satisfying the landscape code
Table 4.2.1–Guidelines for satisfying the performance outcomes of the landscape code of this
planning scheme policy identifies in:
(a)
column 1, the performance outcome of the landscape code;
(b)
column 2, the guidelines for satisfying the performance outcome.
Table 4.2.1–Guidelines for satisfying the performance outcomes of the landscape code
Column 1
Column 2
Performance outcomes of the
Landscape code
PO1
Development provides landscaping
that is designed and located to:
(a) enhance the visual amenity of
premises;
(b) provide street trees;
(c) protect the movement network
by:
(i) maintaining pedestrian
accessibility;
(ii) not obstructing sightlines
for pedestrians, cyclists
and motorists;
(iii) being consistent with the
function of the road;
(iv) being of a scale that is in
proportion with the road
width.
(d) be responsive to and
compatible with soil conditions,
topography and micro climate;
(e) utilise species selection that:
(i) is suitable for the available
space and growing
conditions;
(ii) incorporates, where
practicable, native
vegetation in public open
space and roads;
(f) protect, where practicable,
existing native trees;
(g) conserve energy and water;
(h) incorporate water sensitive
urban design principles;
(i) prevent pondage and manage
overland flow;
(j) act as a buffer to screen
adverse visual impact of
development and incompatible
uses;
(k) rehabilitate degraded areas on
the premises;
(l) be easily maintained.
(a) Landscaping is designed and located to enhance visual
amenity of premises by:
(i) being compatible with the planned scale of a
building and structure;
(ii) integrating with the built form;
(iii) facilitating a safe, comfortable and attractive
movement network;
(iv) providing visual interest through the use of form,
texture and variations in colour.
(b) Landscaping provides street trees that are in accordance
with Table 4.2.2–Street landscape typologies of this
planning scheme policy and Table 4.2.3–Strategies for
street landscape typologies of this planning scheme
policy.
(c) Existing and proposed site conditions should be identified
to ensure that landscaping appropriately responds to the
site conditions in accordance with section 2.3.3–
Landscape site analysis and section 2.3.4–Landscape
concept plan of this planning scheme policy.
(d) Landscaping uses easily maintained species which
conserve energy and water in accordance with Table
4.2.4–Indicative street tree list; Table 4.2.5–Indicative
shrub list; Table 4.2.6–Indicative ground cover list and
Table 4.2.7-Indicative native grasses list of this planning
scheme policy.
(e) Landscaping uses Water Sensitive Urban design (WSUD)
objectives for street landscaping and is applied in
conjunction with objectives identified in Healthy
Waterways Sensitive Urban Design Technical Guidelines
for South East Queensland.
(f) Existing native trees are protected, where practicable, in
accordance with AS 4970 - Protection of trees on
development sites.
(g) Landscape works include species selection and
treatments to conserve use of energy and water in
accordance with Part 5–Hardworks, Part 6–Softworks and
Part 7–Maintenance of Standard Specification No. 2–
Landscaping 2015 of this planning scheme policy.
(h) Landscaping is designed to prevent pondage and to
manage overland flow and incorporates the use of
swales, streetscape bioretention basins, medians and
kerbs as well as the strategies contained in Column 2 of
Table 4.2.3–Strategies for street landscape typologies of
this planning scheme policy. Figure 4.2.14 to Figure
Sc6.2.5 Planning scheme policy 5—Infrastructure 4.2 Guidelines for satisfying the landscape code
Sc6.2.5-125
4.2.21 of this planning scheme policy provide guidance
on the design of swales, bioretention basins, medians
and kerbs.
(i) Buffer planting that consists of trees, shrubs and
groundcovers are in accordance with Part 5–Hardworks,
Part 6–Softworks and Part 7–Maintenance of Standard
Specification No. 2–Landscaping 2015 of this planning
scheme policy.
(j) Rehabilitation of degraded areas is in accordance with
section 6.5–Rehabilitation planting of Standard
Specification No. 2–Landscaping 2015 of this planning
scheme policy.
Table 4.2.2–Street landscape typologies
Road types
Street landscape
typologies
Figure number
Non urban
Access
Rural Access
Typology 1
Figure 4.2.1
Collector*
Rural Collector
Typology 2
Figure 4.2.2
Arterial*
Rural Arterial Single Carriageway
Typology 3
Figure 4.2.3
Rural Arterial Dual Carriageway
Typology 4
Figure 4.2.4
Urban Access Street
Typology 5
Figure 4.2.5
Urban Access Road
Typology 6
Figure 4.2.6
Urban Collector single carriageway
Typology 7
Figure 4.2.7
Urban Collector Dual Carriageway
Typology 8
Figure 4.2.8
Urban Arterial Single Carriageway
Typology 9
Figure 4.2.9
Urban Arterial Dual Carriageway
Typology 10
Figure 4.2.10
Access
Industrial Access
Typology 11
Figure 4.2.11
Collector
Industrial Collector
Typology 12
Figure 4.2.12
Main Street
Typology 13
Figure 4.2.13
Urban
Access
Collector*
Arterial*
Industrial
Urban Centre
Sc6.2.5-126
Notes:
1. Refer Table 3.4.4.2.1–Road design standards for road design standards and Figure 3.4.1.4.1–
Road network for road network map of this planning scheme policy.
2. The street landscape typologies show the location of footpaths (1.5m wide) and shared
pedestrian/cycle paths (2.5m) wide. Principal and Major cycle routes will have either 3m wide
shared paths or a 3m exclusive cycle path with a separate 1.5m footpath alongside (refer note 7 in
Table 3.4.4.2.1–Road design standards of this planning scheme policy). This will necessitate a
wider verge on one side of the road than shown in the typologies.
* Collector and Arterial roads may be designated as multi-modal roads on secondary public
transport routes (refer Figure 3.4.1.3.1–Public transport network of this planning scheme policy). On
multi-modal roads the parking/shoulder and bike lanes are replaced by 4.5m wide transit lanes.
Table 4.2.3–Strategies for street landscape typologies
Column 1
Column 2
Land use category
Strategies
Non-urban
 Maintain view lines through appropriate selection of plants;
 Plant trees to frame views;
 Ensure new vegetation does not block views of existing
features;
 Locate new roads around significant vegetation;
 Roads are to be widened in one direction in order to
maintain roadside vegetation on a least one side;
 Maintain wide verges incorporating drainage swales;
 Maintain flush kerbs for natural drainage;
 Supplement existing vegetation with informal clusters of
street tree planting of native species;
 Roundabout should incorporate native trees and shrubs;
 Road shoulders should be grassed to enable slashing;
 Kerb and channel and nature strips are avoided to reduce
costs and maintain non-urban character;
 Encourage wide verges with grassed or planted swales;
 Utilise run off from surrounding property to irrigate
vegetation;
 Incorporate footpaths and cycle ways on main routes to
centres and community facilities;
 Utilise existing road side vegetation for shade to
pedestrians;
 Supplement existing vegetation with informal street tree and
mass planting of native species;
 Provide off road recreation trails on rural collector and
arterial roads for safety and amenity.
Urban
 Street trees are to be incorporated into the road landscape
where possible;
 Where a street contains overhead power lines, shade trees
and a footpath are to be located on the opposite side of the
street;
Sc6.2.5-127
 Encourage the provision of wider verges or medians where
possible to allow for street tree planting;
 Utilise drought tolerant native plants;
 Utilise low maintenance plants that do not require regular
pruning;
 Discourage the use of high fences adjacent to street so as to
optimise surveillance and access from adjacent residential
development to the street;
 In locations where fences are required, mitigate the visual
impact through landscape planting treatments;
 Provide pedestrian permeability at the end of cul de sacs
with casual surveillance;
 Maintain native vegetation in a new developments where
possible;
 Reinforce existing native vegetation by planting indigenous
species;
 Improve access to community facilities with appropriate
streetscape treatment and pedestrian access;
 Define local identity through gateway tree planting and
neighbourhood parks;
 Provide shaded paths on at least one side of every street for
pedestrians;
 In existing development where wide verges are present,
incorporate grassed or planted swales;
 In new development, incorporate flush kerbs with bollards for
water drainage into streetscape bioretention systems.
Industrial
 Retain appropriate vegetation in new developments;
 Incorporate large scale street trees in road verges and kerb
build outs;
 Utilise planted medians;
 Provide appropriate locations for bus stops with shade and
seating;
 Provide shaded pedestrian and cycle paths integrated with
public transport routes;
 Incorporate wide verges for planted swales and detention
basin in new development;
 Incorporate storage for appropriate water reuse;
 Incorporate localised detention basins in existing
development where possible;
 Utilise flush kerbs and swales to roadside for streetscape
bioretention systems
Centres
 Reduce car priority and road speed by reducing lane widths
an increasing verge widths to allow for tree planting;
 Combine street tree planting with other street furnishings
such as seating and lighting;
 Utilise street tree species that contribute to the character of
the centre;
 Create a streetscape that highlights the natural and cultural
qualities of the local area to establish a strong identity;
 Use drought tolerant plants;
 Use low maintenance plants that do not require regular
pruning;
Sc6.2.5-128
 Incorporate street trees into the street landscape to achieve
continuous cover of the tree canopy over the footpath at
maturity;
 Widen verge space and incorporate kerb build outs or
medians where possible to allow for street tree planting;
 Convert existing garden beds into localised detention basins
by breaking through kerbs in low points for water drainage
into garden beds;
 Incorporate permeable paving into hard stand areas;
 Provide for irrigation from tank supply and or passive
collection of runoff.
Figure 4.2.1–Rural Access Road - Typology 1
Sc6.2.5-129
Figure 4.2.2–Rural Collector - Typology 2
Figure 4.2.3–Rural Arterial Single Carriageway - Typology 3
Sc6.2.5-130
Figure 4.2.4–Rural Arterial Dual Carriageway - Typology 4
Figure 4.2.5–Urban Access Street - Typology 5
Sc6.2.5-131
Figure 4.2.6–Urban Access Road - Typology 6
Figure 4.2.7–Urban Collector Single Carriageway - Typology 7
Sc6.2.5-132
Figure 4.2.8–Urban Collector Dual Carriageway - Typology 8
Figure 4.2.9–Urban Arterial Single Carriageway - Typology 9
Sc6.2.5-133
Figure 4.2.10–Urban Arterial Dual Carriageway - Typology 10
Sc6.2.5-134
Figure 4.2.11–Industrial Access - Typology 11
Figure 4.2.12–Industrial Collector - Typology 12
Sc6.2.5-135
Figure 4.2.13–Main Street - Typology 13
Sc6.2.5-136
Figure 4.2.14–Examples of indicative swales
Sc6.2.5-137
Figure 4.2.15–Indicative swale designs
Sc6.2.5-138
Figure 4.2.16–Indicative bioretention basin design and examples
Sc6.2.5-139
Figure 4.2.17–Indicative centre median treatment one
Sc6.2.5-140
Figure 4.2.18–Indicative centre median treatment two
Sc6.2.5-141
Figure 4.2.19–Indicative centre median treatment three
Sc6.2.5-142
Figure 4.2.20–Indicative kerb designs
Sc6.2.5-143
Figure 4.2.21–Indicative kerb build out designs
Sc6.2.5-144
Table 4.2.4–Indicative street tree list
Species
Common name
Suitable for:
Verge
planting
Roundabout
Median
planting
Under
power
lines
Allocasuarina littoralis
Black sheoak


Allocasuarina torulosa
Forest oak


Banksia integrifolia
Coastal banksia


Barklya syringifolia
Crown of gold


Brachychiton acerifolius
Illawarra flame tree



Backhousia citriodora
Lemon scented myrtle

Backhousia myrtifolia
Cinnamon myrtle
Bolusanthus speciosus
Tree wisteria

Buckinghamia
celsissima
Ivory curl flower

Callistemon salignus
Willow bottlebrush


Callistemon viminalis
Weeping bottlebrush


Casuarina
cunninghamina
River she-oak


Casuarina glauca
Swamp oak


Cupaniopsis
anacardiodes
Tuckeroo
Elaeocarpus reticulatis
Blueberry ash
Elaeocarpus grandis
Blue quandong

Elaeocarpus emundi
Smooth-leaved quandong
Flindersia australis












Crows ash


Fraxinus griffithii
Griffith’s ash


Grevillea banksii
Red silky oak


Grevillea robusta
Silky oak
Glochidion ferdinandii
Cheese tree

Harpullia pendula
Tulipwood

Lagerstroemia indica
Crape myrtle


Lepiderema pulchella
Fine-leaved tuckeroo


Lophostemon confertus
Brush box

Lophostemon
suaveolens
Swamp box

Melicope elleryana
Pink doughwood

Neolitsea dealbata
White bolly gum

Notelaea longifolia
Long-leaved mock olive

Podocarpus elatus
Plum pine

Pullea stutzeri






Hard alder


Rhodomyrtus psidioides
Native guava


Schotia brachypetala
Weeping schotia

Stenocarpus sinuatus
Firewheel tree

Syzygium francisii
Giant water gum





Sc6.2.5-145
Species
Common name
Suitable for:
Verge
planting
Syzygium leuhmanii
Small-leaved lilly pilly

Tristaniopsis laurina
Water gum

Xanthostemon
chrysanthus
Golden penda

Roundabout
Median
planting
Under
power
lines


Table 4.2.5–Indicative shrub list
Species
Common name
Austromyrtus dulcis
Midyim
Banksia (Dwarf species)
Banksia
Bauhinia galpinii
Orchid tree
Bauhinia croymbosa
Orchid tree
Bauhinia multinervia
Petite bauhinia
Calliandra species
Powder puff
Callistemon species
Bottlebrushes
Callistemon salignus
White bottlebrush
Callistemon viminalis
Weeping bottlebrush
Camellia reticulata
Camillea
Cordyline rubra
Cordyline
Doryanthes excelsa
Gymea lily
Ficus microcarpa 'Green Island'
Chinese banyan
Hibiscus heterophyllus
Native hibiscus
Leptospermum species
Tea tree
Melaleuca species
Paperbarks
Strelitzia reginae
Bird of paradise
Syzgium australe ‘Tiny Trev’
‘Tiny Trev’ lilly pilly
Westringia 'Wynyabbie Gem'
Coastal rosemary
Westringia fruticosa
Coastal rosemary
Table 4.2.6–Indicative ground cover list
Species
Common name
Agapanthus varieties
Agapanthus
Brachyscome basaltica
Swamp daisy
Callistemon ‘Little John’
Dwarf bottlebrush
Callistemon viminalis ‘Rose Opal’
‘Rose Opal’ bottlebrush
Chrysocephalum apiculatum
Yellow buttons
Cissus antarctica
Kangaroo vine
Crinum pedunculatum
Swamp lily
Dietes bicolour
Fortnight lily
Eustrephus latifolius
Wombat berry
Evolvulus pilosus 'Blue Sapphire'
Shaggy dwarf morning glory
Gardenia radicans
Creeping gardenia
Sc6.2.5-146
Species
Common name
Geitonoplesium cymosum
Scrambling lily
Grevillea ‘Poorinda Royal Mantle’
Grevillea ‘Poorinda Royal Mantle’
Grevillea ‘Red Ruby’
Grevillea ‘Red Ruby’
Helichrysum species
Helichrysum
Hemerocallis hybrids
Daylilies
Hibbertia species
Guinea flower
Jasminium didymium subsp. racemosum
Native jasmine
Jasminium simplicifolium subsp. australiense
Native jasmine
Jasminium suavissimum
Native jasmine
Liriope muscari ‘Evergreen Giant’
Turf lily
Liriope ‘Stripy White’
Variegated turf lily
Myoporum ellipticum
Coastal myoporum
Myoporum parvifolium
Creeping boobialla
Pandorea jasminodes
Bower of beauty
Pandorea pandorana
Wonga wonga
Patersonia sericea
Silky purple flag
Pseuderanthemum variable
Love flower
Xerochrysum bracteatum
Golden everlasting
Table 4.2.7-Indicative native grasses list
Species
Common name
Use in streetscape
bioretention systems
Carex appressa
Tall sedge

Crinum pedunculatum
Swamp lily

Dianella caerulea
Blue flax lily

Dianella revolute 'Little Rev'
‘Little Rev’ lily
Dianella revolute var. revoluta
Flax lily
Gahnia sieberiana
Red-fruited saw sedge

Isolepsis nodosa
Knobby club rush

Juncus flavidus
Yellow rush

Juncus usitatus
Common rush

Lepidosperma laterale
Variable sword sedge

Lomandra confertifolia
Mat rush
Lomandra filiformis
Wattle mat-rush

Lomandra hystrix
Slender mat rush

Lomandra longifolia
Mat rush

Lomandra multiflora
Club rush

Ottochloa gracillima
Graceful ottochloa
Persicaria decipiens
Slender knotweed

Poa labillardieri
Common tussock grass

Themeda australis cv 'Mingo'
Dwarf blue kangaroo grass
Themeda trianda
Kangaroo grass

Sc6.2.5-147
Part 5
Local government infrastructure work
5.1
Preliminary
5.1.1
Purpose of Part 5
(1)
The purpose of Part 5–Local government infrastructure work of this planning scheme policy is to
identify:
(a)
the administrative steps for carrying out local government infrastructure work;
(b)
the inspections and testing regime for local government infrastructure work;
(c)
when local government infrastructure work will be accepted on-maintenance;
(d)
when local government infrastructure work will be accepted off-maintenance.
5.2
Pre-construction
5.2.1
Pre-start meeting
(1)
The person who has the benefit of the development approval must ensure that a pre-start
meeting is conducted on the premises between the engineer, the consultant and the contractor
before the local government infrastructure work commences on the premises (the pre-start
meeting).
(2)
The pre-start meeting must be based on an agenda which includes:
(3)
(a)
the introduction of the engineer, consultant and contractor;
(b)
a review of the conditions of the development approval;
(c)
a review of the standard specifications applicable to the local government infrastructure
work;
(d)
the inspection and identification of any areas of park or plants which are to be retained on
the premises;
(e)
a review of the proposed sediment and erosion control measures;
(f)
the provision of job construction details and the construction program to the engineer by
the consultant;
(g)
discussion of workplace health and safety issues;
(h)
the provision of the name of the responsible contractor to the engineer, who has received
a notice of appointment of principal contractor under the Workplace Health and Safety
Act 1995 by the consultant;
(i)
any other relevant matters specified by the person who has the benefit of the
development approval, the consultant, the engineer and the contractor.
The person who has the benefit of the development approval must, at least 24 hours before the
local government infrastructure work commences on the premises, advise the local government
of:
(a)
the name, address, telephone number and after hours telephone number of the
consultant supervising the local government infrastructure work;
(b)
the name, address, telephone number and after hours telephone number of the
contractor and any major sub-contractor carrying out the local government infrastructure
work;
(c)
the intended date of commencement of the local government infrastructure work and the
contract period.
Sc6.2.5 Planning scheme policy 5—Infrastructure 5.1 Preliminary
Sc6.2.5-148
5.3
Inspection and testing
5.3.1
Compliance with inspection and testing plan
(1)
(2)
The person who has the benefit of the development approval must comply with the inspection
and testing plan for engineering work in:
(a)
Table 5.3.1.1–Part 1 of inspection and testing plan of this planning scheme policy;
(b)
Table 5.3.1.2–Part 2 of inspection and testing plan of this planning scheme policy;
(c)
Table 5.3.1.3–Part 3 of inspection and testing plan of this planning scheme policy.
The results of each test must:
(a)
meet the specified standard;
(b)
be repeated after removal work has been carried out if a test does not meet the specified
standard;
(c)
for water supply and sewerage infrastructure, be undertaken by a REPQ Consultant
Engineer (i.e. supervise, conduct inspections and testings) in accordance with Table
5.3.1.1Table 5.3.1.1–Part 1 of inspection and testing plan of this planning scheme policy.
(3)
Water and sewerage infrastructure inspection and testing is required to comply to the
requirements in the South East Queensland Water Supply and Sewerage Design and
Construction Code.
(4)
The REPQ Consultant Engineer may conduct audit inspections on all donated water supply and
sewerage asset installations at the discretion of the Engineer.
Table 5.3.1.1–Part 1 of inspection and testing plan
Column 1
Column 2
Column 3
Column 4
Element of works
Test
Standard
Frequency
Bulk filling and excavation
Lot filling.
Filling of a dam.
Quality of
material.
Visual.
Compaction.
AS 1289.5.1.1: 2003:
Methods of testing soils for
engineering purposes Soil compaction and
density tests Determination of the dry
density/moisture content
relation of a soil using
standard compactive
method.
95% Standard.
Compaction.
AS 1289.5.1.1: 2003:
standard compactive
method
95% Standard.
Sc6.2.5 Planning scheme policy 5—Infrastructure 5.3 Inspection and testing
AS 3798: 2007:
Guidelines on
earthworks for
commercial and
residential
developments, Table
8.1 Type 1.
AS 3798: 2007:
Guidelines on
earthworks for
commercial and
residential
developments, Table
8.1 Type 1.
Sc6.2.5-149
Column 1
Column 2
Column 3
Column 4
Element of works
Test
Standard
Frequency
Roads and stormwater drainage
Road
embankments
and fill.
Subgrade.
Quality of
material.
Grading, Atterberg Limits,
and 4 day soaked CBR
tests (in situ).
AS 3798:2007:
Guidelines on
earthworks for
commercial and
residential
developments.
One test per each job
or one test per each
type of material.
Compaction.
AS 1289.5.1.1: 2003:
standard compactive
method
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme policy.
One test per every
100m length per 250
mm layer.
Minimum 2 tests per
layer.
Proof rolling.
No discernible
movement.
One test per each
layer.
Profile and
depth.
String line.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme policy.
Every 20m.
Quality of
material –
subgrade
replacement
.
tests (in situ).
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme policy.
One test per each job
or one test per each
type of material.
Compaction
300mm
below the
subgrade
level.
AS 1289.5.1.1: 2003:
standard compactive
method
95% Standard.
One test per 100m
length, Minimum 2
tests for any job.
Proof Rolling.
No discernible
movement.
One test per each job.
AS 1289.5.1.1: 2003:
standard compactive
method
100% Standard.
One test per 100m
length, Minimum 2
tests for any job.
Proof rolling.
No discernible
movement.
Compaction
at the
subgrade
level.
Sc6.2.5-150
Column 1
Column 2
Column 3
Column 4
Element of works
Test
Standard
Frequency
Profile and
depth.
String line.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme policy.
One test every 20m.
Quality of
Material.
tests.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme policy.
The higher of:
 one test per each
job;
 one test per each
type of material; or
 one test per 500
Cu.M.
Compaction.
AS 1289.5.1.1: 2003:
standard compactive
method
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme policy.
One test per 100m
length of road per
250mm layer.
Minimum 2 tests for
any job.
Proof rolling.
No discernible
movement.
String line/Electronic level.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme policy.
One test every 20m.
Sub-base and
base layers.
Level and
grades
Profile and
depth.
Column 1
Column 2
Column 3
Column 4
Element of works
Test
Standard
Frequency
Quality of
material.
Mix analysis.
-
One test per 500
tonne.
Compactio
n and
thickness.
Horizontal
and vertical
alignment
profile.
String line.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme.
One test every 20m.
Pipe.
AS 2439.1: 2007:
Perforated plastics drainage
and effluent pipe and
fittings-perforated drainage
pipe and associated fittings.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme
-
Wearing
surface.
Sub-soil drain.
Sc6.2.5-151
AS 2439.2: 2007:
Perforated plastics drainage
and effluent pipe and fittings
- Perforated effluent pipe
and associated fittings for
sewerage applications.
Filter
material.
Grading.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme
Cleaning
joints and
markers.
Visual.
-
-
Kerb and
channel.
Horizontal
and vertical
alignment.
Levels and grades.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme
Sufficient readings for
control.
Road crossing
conduits.
Location
markers.
Visual.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme
Each conduit.
Stormwater
drainage.
Location of
structures,
FL and IL,
of
structure.
Survey.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme
Each Structure.
Bedding
material.
Visual.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme
Drainlines.
Visual and video check.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme
Topsoiling and
grassing.
-
Visual.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme
Once.
All works prior
to “onmaintenance”.
-
Visual.
Infrastructure code
(Part 9) of the
planning scheme
and this planning
scheme
Once.
Sc6.2.5-152
Column 1
Column 2
Column 3
Column 4
Element of works
Test
Standard
Frequency
Water Supply Infrastructure
Water supply
pipelines and
fittings
Quality of
materials.
Visual and Supplier
certificate
Type of
materials
Infrastructure Products and
Material (IPAM) list of the
South East Queensland
Water Supply & Sewerage
Design & Construction Code.
Boundary set
out,
Survey, visual.
Horizontal and
vertical
alignments, pipe
covers
Water supply
pipe laying
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code
(SEQ-Code)
Each delivery for
each type of
material.
and
Approved
engineering
documentation of
Development.
The whole of all
the alignments.
Pipeline, valves,
hydrants, bends,
scours.
Survey, visual.
Each item.
Bedding material
Grading.
Bulkhead and
trench stops
Visual
Thrust blocks –
size and location
Visual, photographic (for
submission to the Engineer
prior to on maintenance)
Approved
engineering
documentation of
Development.
Before concrete
pour
Backfilling and
compaction
AS 1289.5.1.1:2003;
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code
One test per
300m length and
one test on each
road crossing
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code
Each delivery for
each type of
material.
Each items
and
Method of testing soils for
engineering purposes – Soil
compaction and density tests
– Determination of the dry
[Where trenching
across Council roads
Sc6.2.5-153
Column 1
Column 2
Column 3
Column 4
Element of works
Test
Standard
Frequency
standard compactive
method.
or facilities occurs
refer Infrastructure
Code (s9.4.3) and
Planning Scheme
Policy No. 5 –
Infrastructure].
Thrust boring,
enveloper pipe,
thrusting work,
grout fill works
Visual.
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code
and the requirements
of the owner of the
infrastructure under
which the bore is
made.
All thrust bore
installation.
Pressure test
Pressure test
All pipelines.
Water Quality
Bacteriological and chemical
test(s)
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code
Disinfection
Water supply
pump Station
Structure base
and wall,
reinforcing steel
Visual
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code
Each item.
Mechanical,
electrical and
commissioning.
Commissioning Plan.
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code IPAM list and Asset
Information
Specification.
Each component
and the pumping
station in its
entirety.
Decommissioning plan,
unless otherwise agreed, to
the water service providers
satisfaction
Decommissioning
Plan to be
determined in
discussion with water
Each component
and the pumping
station in its
entirety
Sc6.2.5-154
Column 1
Column 2
Column 3
Column 4
Element of works
Test
Standard
Frequency
service provider and
developer.
Wastewater/Sewerage Infrastructure
Wastewater
pipelines and
fittings
Wastewater
pipelines and
fittings
Quality of
material.
Visual and supplier
certificate.
Type of material.
Infrastructure Products and
Material (IPAM) list of the
South East Queensland
Water Supply & Sewerage
Design & Construction Code.
Boundary set,
horizontal and
vertical
alignments, pipe
covers
Survey and visual
Manholes,
shafts, access
chambers,
Survey and visual.
Each delivery for
each type of
material.
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code
The whole of all
the alignments.
and
Each item.
Approved
engineering
documentation of
Development.
junctions, invert
and finished
levels
Wastewater
pipe laying
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code.
Pipelines,
bends.
Survey and visual.
Bedding
material.
Grading, visual, supplier
certificate.
Bulkhead, trench
stops
Visual, photographic (for
prior to on maintenance).
Backfill and
compaction
AS 1289.5.1.1:2003;
Method of testing soils for
engineering purposes – Soil
compaction and density tests
– Determination of the dry
. South East
Queensland Water
Supply & Sewerage
Design &
Construction Code
And
Approved
engineering
documentation of
Development.
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code
The whole
alignment and
Each item.
Each delivery for
each type of
material.
Each item.
One test per
300m length and
one test on each
road crossing.
Sc6.2.5-155
Column 1
Column 2
Column 3
Column 4
Element of works
Test
Standard
Frequency
standard compactive
method.
Thrust boring,
Visual.
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code
and the requirements
of the owner of the
infrastructure under
which the bore is
made.
All thrust boring
works.
All sewer
installation
Pressure test and Vacuum
test
All pipelines.
CCTV
Video and report (for
prior to On Maintenance).
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code.
Wet well base
and wall
construction,
reinforcing,
steels, cabinets.
Visual.
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code.
Each item.
Mechanical,
electrical and
commissioning
Commissioning Plan.
South East
Queensland Water
Supply & Sewerage
Design &
Construction Code,
SEQ-Code IPAM list
and SEQ-Code
Asset Information
Specification.
Each component
and the pumping
station in its
entirety.
Decommissioning plan,
unless otherwise agreed, to
Decommissioning
Plan to be
Each component
and the pumping
enveloper pipe,
thrusting work,
grout fill works
Wastewater
pump station
[Where trenching
across Council roads
or facilities occurs
refer Infrastructure
Code (s9.4.3) and
Planning Scheme
Policy No. 5 –
Infrastructure].
As described in
SEQ-Code Asset
Information
Specification.
Sc6.2.5-156
Column 1
Column 2
Column 3
Column 4
Element of works
Test
Standard
Frequency
the water service providers
satisfaction
determined in
discussion with water
service provider and
developer.
station in its
entirety
5.3.2
(1)
Sub-grade evaluation test results
The person who has the benefit of the development approval must, prior to commencing any
work on a pavement, provide to the engineer the results of the sub-grade evaluation tests at the
approximate box level and recommended pavement depth in accordance with the standard
specifications in Part 3–Standards of this planning scheme policy.
5.3.3
Sub-grade inspection
(1)
The person who has the benefit of the development approval must ensure that before the
placement of the pavement materials, the consultant and the local government inspect the subgrade (the sub-grade inspection).
(2)
The sub-grade inspection must include:
(3)
(a)
the checking of the service conduit locations against the markers, if the kerb and channel
is in place;
(b)
the determination of the location of the mitre drains and the side drains;
(c)
the proof rolling of the bottom of the box after compaction;
(d)
the checking of the box depths;
(e)
the checking of the sub-grade levels and the crossfalls;
(f)
the checking of all related works.
The person who has the benefit of the development approval must at the time of the sub-grade
inspection, provide to the engineer:
(a)
the sub-grade compaction test results;
(b)
the trench backfill compaction test results.
5.3.4
Pre-seal inspection
(1)
The person who has the benefit of the development approval must ensure that before the
pavement is sealed the developer,consultant and local government, in the presence of the
contractor, inspect the pavement (the pre-seal inspection).
(2)
The pre-seal inspection must include:
(a)
an inspection of the base course gravel after compaction, including, if required by the
engineer, a review of the compaction test results and the gravel quality test results for the
base, sub-base and select fill courses;
(b)
an inspection of the pavement surface before priming takes place to ensure that the
profile is correct and the surface is suitable for priming in accordance with the standard
specifications in Schedule 3 (Standard specifications) of this planning scheme policy;
(c)
before priming takes place:
(i)
(the checking and testing of the side drains and the mitre drains by the engineer
and the consultant;
(ii)
the checking of the conduit markers against the service conduits by the engineer
and the consultant;
(iii) the completion of the stormwater drainage works affecting the roadworks;
Sc6.2.5-157
(iv)
(v)
(vi)
(3)
The person who has the benefit of the development approval must ensure that before the preseal inspection occurs, the local government has approved:
(a)
the proposed application rates of primer and binder and the spread rates of pre-coated
aggregate for spray seal, if the pavement is a spray seal construction;
(b)
the proposed application rates of primer and the results of mix acceptance tests for
asphaltic concrete, if the pavement is an asphaltic concrete construction.
5.3.5
(1)
Landscaping work inspections
The person who has the benefit of the development approval must ensure that the engineer and
the landscape architect inspect:
(a)
the means of protection of plants before the pre-start meeting;
(b)
the completion of the setting out;
(c)
the sub-soil drainage prior to backfilling;
(d)
the irrigation trenching and system testing prior to backfilling;
(e)
the commissioning of the irrigation system;
(f)
the installation or construction of hardworks;
(g)
the planting including grassing, hydroseeding and turfing;
(h)
the cultivation or preparation of sub-grade prepared prior to the placing of topsoil, paving
materials or footings.
5.3.6
(1)
(2)
the completion and certification of all pipe and services crossing roadworks as
correctly located by the consultant;
the certification of the kerb and channel line and levels as being within the
permitted tolerances by the consultant;
the checking of the intersection contouring.
On-maintenance inspections
The person who has the benefit of the development approval must ensure that:
(a)
at the end of the construction of the local government infrastructure works the local
government carries out an on-maintenance inspection;
(b)
live connection to existing live sewers or water supply mains shall not be made until the
requirements of the SEQ Water Supply and Sewerage Design and Construction Code
Asset Information Specification have been met for the infrastructure up to the point of the
remaining connection works;
(c)
on maintenance inspection shall not be made until the information requirements of the
SEQ Water Supply and Sewerage Design and Construction Code have been met unless
otherwise agreed by the water service provider.
The on-maintenance inspection must include:
(a)
for roadworks, and any landscaping not approved as a separate Operational works
approval, an inspection of:
(i)
the as constructed drawings;
(ii)
the maintenance program;
(iii) the grades and profiles of the roads and the paths;
(iv) the topsoiling and seeding of the verges and other areas shown on the approved
drawings;
(v)
the asphaltic concrete texture and the finish;
(vi) the road signs and the line-marking;
(vii) the lot survey pegs;
(viii) the sub-soil drains, clean out points and outlets;
(ix) tree planting on roads;
(x)
the conduit markers against the lot survey pegs;
Sc6.2.5-158
(xi)
(xii)
(xiii)
(xiv)
(xv)
(xvi)
(xvii)
(xviii)
(xix)
(xx)
(xxi)
retaining walls (Local government infrastructure only);
WSUD (Local government infrastructure only);
the filling and excavation;
the removal of rubbish, stockpiles and other deleterious materials;
the final trimming;
the topsoil and grass coverage;
the structures including bridges, culverts, earth mounds and the like;
the low profile fencing and locking posts and rails;
the irrigation system, including backflow prevention devices and taps in parks;
the paths, pathways and cycleways;
the premises to ensure that they are clean, tidy, free of rubbish, rocks, sticks and
unauthorised stockpiles;
(xxii) filling and excavation to ensure that they are free draining and in accordance with
the approved drawings;
(xxiii) the integrity of an area identified in the approved drawings or by the engineer as an
environmentally significant area;
(xxiv) other salient items;
(b)
for stormwater drainage, an inspection of:
(i)
the roads, pipes, structures and flowpaths to ensure that they are clear of silt and
debris;
(ii)
the roads, pipes, structures and kerbs as flow paths to ensure that they are not
subject to ponding;
(iii) the turfing of turfed areas shown on the approved drawings;
(iv) the pipes to ensure they are laid straight to grade and line;
(v)
the pipes to ensure they are not damaged;
(vi) the pipes to ensure that the pipe penetration to a manhole is finished off;
(vii) the quality of the concrete work;
(viii) the quality of the render work;
(ix) manhole lids to ensure that they comply with the standard specifications;
(x)
the correct drop through manholes;
(xi) gullies and grates;
(xii) overland flow paths;
(xiii) the opening of GPTs to ensure cleanliness ;
(xiv) the CCTV of the complete stormwater network;
(xv) the water quality control measures;
(xvi) the as-constructed drawings if available;
(c)
for landscaping, an inspection of:
(i)
(ii)
the landscaping;
(iii) the topsoil and grass coverage (parks only);
(iv) the irrigation system, including backflow prevention devices and taps in parks;
(v)
the paths, pathways and cycleways within parks;
(vi) (the water quality control WSUD planting only;
(d)
for water supply reticulation the testing and inspection of:
(i)
alignment and location check of system;
(ii)
hydrants and valves in accordance with the approved design and the South East
Queensland Water Supply and Sewerage Design and Construction Code;
(iii) hydrant, valve and property service locations markers completed;
(iv) specialised infrastructure complete (pumps, PRV's, reservoirs, etc);
(v)
pressure and Water Quality Testing results have been carried out in accordance
with the South East Queensland Water Supply and Sewerage Design and
Construction Code and that these results be submitted with an accompanying
Sc6.2.5-159
plans (‘as constructed’), for approval prior to any domestic connections to
allotments;
(e)
(3)
for Sewerage Reticulation the testing and inspection of:
(i)
alignment and location check of the system;
(ii)
manholes have been constructed in accordance with the Approved Engineering
Drawings and the South East Queensland Water Supply and Sewerage Design
and Construction Code;
(iii) visual inspection of all sewer lines including benching;
(iv) where applicable pump and lift stations constructed in accordance with the
Approved Engineering Drawings and the South East Queensland Water Supply
and Sewerage Design and Construction Code with all pumping and electrical
facilities in working order;
(v)
pressure and testing results have been carried out in accordance with the South
East Queensland Water Supply and Sewerage Design and Construction Code
including (where applicable):
(A)
air testing of sewers;
(B)
vacuum testing of manholes;
(C)
ovality testing of sewers;
(D)
hydraulic testing of pressure mains;
(E)
CCTV inspection report and video.
WSUD hand-over process shall be in accordance with the local government's guidelines.
5.3.7
Off-maintenance inspections
(1)
The person who has the benefit of the development approval must ensure that at the expiry of
the maintenance period, the consultant and the engineer carry out an off-maintenance
inspection (an off-maintenance inspection).
(2)
The off-maintenance inspection must include:
(a)
for roadworks, an inspection of:
(i)
the pavements and surfacing for deformation or damage;
(ii)
the road signs and the line marking;
(iii) the tree planting on the road, where relevant;
(iv) the removal of rubbish and other deleterious materials;
(v)
the drainage;
(vi) the structures including bridges, culverts, earth mounds and the like;
(vii) the low profile fencing and locking posts and rails;
(viii) the irrigation system, including taps in parks;
(ix) the pathways and cycle paths;
(x)
the water quality control measures;
(xi) the repairs of earlier defects;
(xii) the integrity of areas designated on the approved drawings or by the local
government officer as environmentally significant areas;
(b)
for stormwater drainage, an inspection of:
(i)
the roads, pipes, structures and flow paths to ensure that they are clear of silt and
debris;
(ii)
the turfing of the verges and other turfed areas shown on the approved drawings;
(iii) the roads, pipes, kerb or flow paths to ensure there is no ponding;
(iv) the pipes for damage and movement;
(v)
the reinforcing steel for exposure or corrosion;
(vi) the profile of overland paths;
(vii) the interallotment drainage system for damage or movement;
(viii) the manholes to ensure they are not buried or damaged;
Sc6.2.5-160
(ix)
(3)
the opening of GPTs to ensure cleanliness;
(c)
for landscaping, an inspection of:
(i)
(ii)
the landscaping to ensure that it shows healthy growth typical for the species and
season;
(iii) the removal of rubbish and other deleterious materials (parks only);
(iv) grass coverage which has 95% coverage for a seeded area and has 100%
coverage for a turfed area;
(v)
the irrigation system, including taps in parks;
(vi) the pathways and cycleways (parks only);
(vii) the water quality control measures planting only;
(d)
for Water Supply Reticulation an inspection of:
(i)
hydrants, valves and other fittings functioning and surrounds and associated
markings shall be still clearly visible;
(ii)
ensure height of valves and hydrants in accordance with Council's Standard
Drawing No 59607;
(iii) signs of any surface subsidence along alignment;
(iv) other infrastructure components operational, i.e. reservoirs, pump stations;
(e)
for Sewerage Reticulation an inspection of:
(i)
a CCCTV inspection of defective sewer lines;
(ii)
manholes and associated benching;
(iii) no infiltration of groundwater into sewer lines/ system;
(iv) signs of any surface deformation along alignment;
(v)
no ponding of surface water above manholes;
(vi) other infrastructure components operational, i.e. sewerage lift and pump stations.
The hand-over process shall be in accordance with the local government's WSUD Hand Over
process.
5.4
Acceptance of local government infrastructure work onmaintenance
5.4.1
Criteria for acceptance
(1)
(2)
The person who has the benefit of the development approval must ensure that, before local
government infrastructure work on-maintenance is accepted by the local government:
(a)
the local government infrastructure work is completed in accordance with the approved
drawings;
(b)
the on-maintenance inspection is completed to the satisfaction of the local government;
(c)
the as constructed drawings and documentation have been accepted by the local
government;
(d)
a maintenance security deposit has been lodged with the local government
(e)
for water supply and sewerage infrastructure:
(i)
all test results, certificates, CCTV videos, photographs of thrust block installations,
as constructed information, reports and the like are submitted to the Engineer for
acceptance in accordance with the SEQ Water Supply and Sewerage Design and
Construction Code Asset Information Specification;
(ii)
RPEQ engineering certification is provided for all building and structural works
associated with water supply and sewerage infrastructure;
(iii) building certification is provided for all building and structural works associated with
water supply and sewerage infrastructure.
The person who has the benefit of the development approval must provide to the local
government within 14 days of the on-maintenance inspection date:
Sc6.2.5 Planning scheme policy 5—Infrastructure 5.4 Acceptance of local government infrastructure work onmaintenance
Sc6.2.5-161
(a)
as constructed drawings and documentation, including electronic formats;
(b)
a completed bonding summary (application) sheet, including full Schedule of works;
(c)
the maintenance security deposit;
(d)
The on-maintenance period will:
(i)
not commence until the person who has the benefit of the development approval
complies with section 5.4.1(2) of this planning scheme policy;
(ii)
be the period notified in writing by the local government to the person who has the
benefit of the development approval.
5.4.2
(1)
Maintenance security deposit
The person who has the benefit of the development approval must provide a maintenance
security deposit which is:
(a)
in the form of:
(i)
EFTPOS; or
(ii)
cheque; or
(iii) a banker’s undertaking or, as Insurance Bond, which satisfies the following:
(iv)
(b)
5.4.3
(1)
(A)
is in the local government’s favour;
(B)
is given by a financial institution consented to by the local government;
(C)
is irrevocable;
(D)
is unlimited in time;
(E)
is otherwise unconditional;
(F)
includes a full property description of the subject premise;
(G)
includes a full description of the purpose of the bond;
(H) is established by the owner of the subject premise; or
such other security as the local government may approve;
for an amount:
(i)
of 5 percent of the agreed value of the local government infrastructure work, or the
amount prescribed in the local government’s register of fees and charges,
whichever is higher;
(ii)
$200 per drawing page for each as constructed engineering plan, as prescribed in
the local government’s register of fees and charges;
(iii) the person who has the benefit of the development approval must seek the local
government’s approval to the bond content prior to lodging the bond;
(iv) the bonding of uncompleted works peripheral to the actual works may be waived at
the discretion of the local government.
Approval of plan of survey
The person who has the benefit of the development approval must ensure that before the local
government approves a plan of survey:
(a)
the local government infrastructure work is accepted on-maintenance by the local
government; or
(b)
any uncompleted local government infrastructure work is bonded in accordance with the
relevant planning scheme policy.
5.5
Acceptance of local government infrastructure work offmaintenance
5.5.1
Maintenance period
(1)
The person who has the benefit of the development approval must maintain the local
government infrastructure work for 12 months from the date the local government infrastructure
Sc6.2.5 Planning scheme policy 5—Infrastructure 5.5 Acceptance of local government infrastructure work offmaintenance
Sc6.2.5-162
work is accepted on-maintenance or as until such time as the works are accepted off
maintenance by the local government. The time period for pump stations is 24 months (or as
otherwise conditioned) from the date the local government infrastructure work is accepted onmaintenance.
5.5.2
(1)
Acceptance of local government infrastructure work off-maintenance
The person who has the benefit of the development approval must ensure that before the local
government infrastructure work is accepted off-maintenance by the local government:
(a)
an off-maintenance inspection is completed to the satisfaction of the local government;
(b)
any other outstanding matters have been completed to the satisfaction of the local
government.
5.6
As-constructed information
5.6.1
General standard for as constructed information
(1)
(2)
The person who has the benefit of the development approval must, prior to the on-maintenance
approval, submit to the local government:
(a)
the as-constructed drawings, CDs and documentation in accordance with the
requirements described in sections 5.6.2; 5.6.3; 5.6.4 and 5.6.5. The as-constructed
drawings need to comply with IPWEA As Design As Constructed (ADAC) compliant
schema unless otherwise approved;
(b)
a completed statement of compliance, in the format specified in Figure 5.6.1.1–Statement
of compliance of this planning scheme policy;
The person who has the benefit of the development approval is responsible to rectify any noncompliance unless otherwise agreed by the local government.
Sc6.2.5 Planning scheme policy 5—Infrastructure 5.6 As-constructed information
Sc6.2.5-163
Figure 5.6.1.1–Statement of compliance
Development application number:
Consultant:
I certify that the following design/ as constructed drawings* submitted herewith have
been prepared, checked/ amended* in accordance with the requirements of Planning
Scheme Policy No. 5 (Infrastructure). Those aspects of the design/ as constructed
drawings* which do not comply with the requirements of Planning Scheme Policy No. 5
(Infrastructure) are listed above.
Consultant:
RPEQ No./ CP Eng Membership No* :
Signature:
Date:
* Delete whichever does not apply
Sc6.2.5-164
5.6.2
(1)
(2)
Requirements for full set of approved engineering drawings amended
with as constructed information
The following as constructed submission requirements apply to local government
infrastructure work:
(a)
drawings must be A3 size hardcopies (drawn in 1:500 scale);
(b)
drawings must be certified and signed as 'As Constructed';
(c)
the certification text must be in accordance with Figure 5.6.2.1–As Constructed
certification of this planning scheme policy;
(d)
Auto CAD.dwg files must be created in version 2014 (or compatible with current system)
and in MGA (Zone 56) co-ordinates on the GDA 94 datum;
(e)
subdivisions of 10 or less lots are tied into at least 2 permanent survey marks and
subdivisions of more than 10 lots are tied into 3 or more permanent survey marks.
Permanent survey marks are to have horizontal co-ordinates of at least fourth order;
(f)
drawings are not to contain wipe out over data;
(g)
the minimum allowable font size is 2.5 mm on A1 size drawings;
(h)
the printing colour for AutoCAD drawings is monochrome;
(i)
as constructed information in XML format is compliant to the current version of the ADAC
schema (if applicable);
(j)
the tolerance for survey, alignment tolerance, is 0.02 metre and the level tolerance is 0.02
metre;
(k)
easements created as part of the development must be shown on drawings, and must be
clearly labelled with the purpose of the easement (e.g. 'Drainage Purposes', 'Access
Purposes' etc).
Each drawing must include:
(a)
the approved development name;
(b)
the approved stage number;
(c)
the names, addresses and contact numbers of consultants;
(d)
the drawing number which corresponds with the approved engineering drawing number;
(e)
revision name as 'As Constructed' ('AC'), with the latest rev. number (e.g. 'AC1', 'AC2'
etc.);
(f)
the approved operational work number (e.g. 'OW/254/2012');
(g)
approved street names;
(h)
north point on each plan;
(i)
the design values, amended with the surveyed as constructed values, beyond approved
tolerances. This is to be denoted by a strikethrough line with the as constructed values
noted nearby.
Sc6.2.5-165
Figure 5.6.2.1–As Constructed certification
Consulting Engineer's Certification:
I, ……………………………………………. hereby certify that the As Constructed information shown
on this plan/contained on this electronic device (delete whichever is not applicable) is a true and
correct record of the sizes, types, materials, classes etc., and it corresponds with the relevant
approved Engineering Drawings.
Signed……………………………………...
Dated…………………………..
RPEQ No…………………
Registered Surveyor's Certification:
I, ……………………………………………. hereby certify that the horizontal and vertical locations,
and dimensions shown on this plan/contained on this electronic device (delete whichever is not
applicable) are a true and correct record of the As Constructed information.
Signed ……………………………………..
……………………………
5.6.3
(1)
(2)
As constructed standard drawings prepared as follows:
The person who has the benefit of the development approval must ensure that as constructed
standard drawings be provided and prepared in:
(a)
A3 hardcopies (Drawn in 1:500 scale);
(b)
accordance with Table 8.3.1.1–Standard drawings for sewerage infrastructure of this
(c)
accordance with Table 8.2.1.1–Standard drawings for water supply infrastructure of this
(d)
accordance with Table 8.5.1.1–Standard drawings for stormwater infrastructure of this
planning scheme policy. For preparation details refer to the local government;
Each drawing must contain certification in accordance with Figure 5.6.2.1–As constructed
certification of this planning scheme policy.
5.6.4
(1)
Reg. No..………………… Dated
Requirements for one CD (or DVD or other electronic device):
The CD must contain:
(a)
certification text completed in accordance with Figure 5.6.2.1–As constructed certification
of this planning scheme policy and shown on the label on the face of the CD /
accompanying device;
(b)
individual files of all drawings described in section 5.6.2–Requirements for full set of
approved engineering drawings amended with as constructed information and section
Sc6.2.5-166
5.6.3–As constructed standard drawings prepared as follows, of this planning scheme
policy in:
(i)
AutoCAD.dwg file 2014 format (or compatible with current system) and in MGA
(Zone 56) co-ordinates on the GDA 94 datum;
(ii)
PDF format, saved in A1 size and as individual documents with certification
signed and dated;
(iii) XML format compliant with the current version of the ADAC schema or when
approved asset data excel spreadsheets (in Excel 2013 or compatible with current
system) for stormwater details. Asset data spreadsheets are available from the
local government
5.6.5
(1)
As constructed documentation
The person who has the benefit of the development approval must ensure that the asconstructed documentation submitted to the local government before the on-maintenance
inspection includes:
(a)
an inspection and testing certificate signed by the consultant;
(b)
a certification of foundation conditions signed by the consultant where relevant;
(c)
copies of test results in respect of:
(i)
the compaction of fill including compaction of trench backfill;
(ii)
the sub-grade CBR;
(iii) the sub-grade compaction;
(iv) the CBR 15 material quality;
(v)
the CBR 15 compaction;
(vi) the sub-soil drain filter media grading;
(vii) the grading of all bedding materials used in the works;
(viii) the base course material quality;
(ix) the base course compaction;
(x)
the sub-base course material quality;
(xi) the sub-base course compaction;
(xii) the prime or primer seal spray and application rates;
(xiii) the AC core tests;
(xiv) any concrete testing required by the standard specifications in Part 3–Standards of
(xv) sewer pressure tests;
(xvi) water main pressure tests;
(xvii) water quality tests in accordance with the document Requirements for water quality
test results – Connection of new water mains (to be submitted separately, after
approval of As constructed data);
(xviii) any other job specific testing carried out or required by the engineer;
(d)
details of the retesting or rectification actions carried out where any test results specified
in paragraph (c) fail to meet the standard specifications in Part 3–Standards of this
(e)
CCTV video for underground stormwater infrastructure work;
(f)
photographs, video or digital imagery covering major asset attributes for local government
infrastructure work not covered in (e), unless otherwise approved by the local
government. During construction, digital photographs must:
(i)
be taken of complex constructions or installations which will be below ground level
or not visible after construction completion;
(ii)
be taken prior to backfilling.
(iii) include a chainage or exact location reference in the title of the digital photo file;
(iv) be date stamped;
(v)
be submitted electronically in .jpg format, no less than 4MB per file or 720x576
resolution;
Sc6.2.5-167
(2)
(g)
a list of assets and/or major components in editable spreadsheet format comprising
assets with design life, geographical, geometrical attributes consistent with the asconstructed drawings;
(h)
copies of maintenance and operation or vendor manuals for the following (but not limited
to) asset types:
(i)
bridges;
(ii)
street lighting, traffic lights, electrical assets;
(iii) gross pollutant traps (GPT);
(iv) water sensitive urban design assets (WSUD).
Maintenance and operations or vendor manuals specified in subsection (h) must:
(a)
be finalised on completion of commissioning;
(b)
be in pdf format;
(c)
cover design, construction, operations, maintenance routines and procedures.
5.6.6
(1)
As Constructed information for water supply infrastructure for water
asset management
As constructed information for Water supply infrastructure must be in accordance with the SEQ
Total Asset Information Package.
5.6.7
(1)
As Constructed drawings for sewerage infrastructure for water asset
management
As constructed information for Sewerage infrastructure must be in accordance with the SEQ
Total Asset Information Package.
5.7
Video formats for inspection and testing of local government
infrastructure work
5.7.1
Requirements for video format
(1)
5.8
Where the local government requires video of local government infrastructure work for
inspection and testing purposes, the video must be:
(a)
provided in one of the following formats:
(i)
WINCAM (version 7 or later) or CCTV footage; or
(ii)
DVD-ROM for digital video file; or
(iii) MPEG 4 for a video clip;
(b)
where it is obtained from the stormwater drainage system, taken:
(i)
at the first drainage maintenance hole upstream and downstream of the local
government infrastructure work; or
(ii)
at the stormwater entry upstream and stormwater discharge downstream of the
local government infrastructure work;
(c)
where it is obtained for movement infrastructure, it needs to cover the front, rear and top
view of the local government's infrastructure work.
Requirements for ADAC Schema for stormwater and
movement infrastructure assets
(1)
The ADAC asset data requirements for stormwater and movement infrastructure assets are set
out in the latest ADAC schema specifications, as published by IPWEA or as otherwise informed.
The document is available on the ADAC website (http://www.engicom.com.au).
(2)
The ADAC data file must only be generated from accurate survey information as this data is
imported into relevant GIS systems.
Sc6.2.5 Planning scheme policy 5—Infrastructure 5.7 Video formats for inspection and testing of local
government infrastructure work
Sc6.2.5-168
(3)
For ADAC submissions as-constructed data must only contain final details of construction
including the removal of any deletions, addition of any additional items and removal of any
previously relocated items.
(4)
Where ADAC data is provided for stormwater drainage systems:
(5)
(a)
the pipes must be captured in the direction of flow;
(b)
all features in the ADAC specification must be collected;
(c)
the ends of line features must be snapped to point features;
(d)
the stormwater pipe elements must be broken at fittings and changes in pipe attributes;
(e)
the stormwater pipe elements must be broken by access pits or maintenance shaft points
or by changes in pipe attributes.
ADAC files:
(a)
must be provided electronically in .dwg and .xml formats according to the latest version
of the ADAC schema;
(b)
must conform to the ADAC .xml data specification as published by the Institute of Public
Works Engineering Australia;
(c)
must include project cross reference metadata for ADAC xml fillies;
(d)
have mandatory fields and must be filled in with correct information and never left blank.
5.9
Summary of final package of as-constructed information for
submission
Table 5.9.1–As constructed information
REQUIREMENT
FORM OF SUBMISSION
As-Constructed Drawings
A3 size hardcopies (Drawn in 1:500 scale on
A1)
AutoCAD .dwg version 2014
A1 PDFs saved as individual documents
ADAC data file
ADAC compliant schema .dwg and .xml formats
As-Constructed Documentation
As per 5.6.5
Maintenance / Operations Manuals
.PDF format
Certification
Figure 5.6.2.1
Statement of Compliance
Figure 5.6.1.1
Video
WINCAM, DVD-ROM or MPEG 4
Photos
Electronically in .jpg format, no less than 4MB
per file or 720 x 576 resolution
Sc6.2.5 Planning scheme policy 5—Infrastructure 5.9 Summary of final package of as-constructed information for
submission
Sc6.2.5-169
Part 6
(1)
Bonding of development
Bonding of development is in accordance with the local government's Bonding of works policy.
Sc6.2.5 Planning scheme policy 5—Infrastructure 5.9 Summary of final package of as-constructed information for
submission
Sc6.2.5-170
Part 7
Planning layouts
7.1
Road infrastructure
7.1.1
Planning layouts for road infrastructure
(1)
Table 7.1.1.1–Planning layouts for road infrastructure of this planning scheme policy identifies in
column 3 the planning layouts for road infrastructure in respect of the road scheme identified in
column 1 and column 2.
(2)
Disclaimer: Property boundary data for these drawings has been sourced from the Digital
Cadastral Database supplied to Council by Department of Natural Resources and Mines
(DNRM). Final horizontal/vertical alignments and any land requirements for roads are subject to
prior survey, detailed road design and consultation with land owners. Planning layouts are
constantly updated. Ensure the latest drawing version is used.
Table 7.1.1.1–Planning layouts for road infrastructure
Column 1
Column 2
Column 3
Road scheme
Parts of the road scheme
Planning layouts for
roads
Green Road - Park Ridge
Mount Lindesay Service Road to
Rai Drive
Drawing 01/25777 to
01/25790
Bumstead Road - Park Ridge
Clarke Road to Chambers Flat
Road
Drawing 01/25798 to
01/25805
Bayliss Road extension - Park
Ridge
Green Road to Park Ridge Road
Drawing 01/25810 to
01/25815
Clarke Road - Park Ridge
Bumstead Road to Park Ridge
Road
Drawing 01/25819 to
01/25823
Unnamed Urban Collector 1
(UA1) - Park Ridge
Kantenna Street to Green Road
Drawing 01/25826 to
01/25829
Unnamed Urban Collector 3 Park Ridge
UA1 to Bayliss Road extension
Drawing 01/26053 to
01/26055
Unnamed Industrial Collector 3 (IC3) - Park Ridge
Drawing 01/26072 to
01/26077
Unnamed Industrial Collector 4
- (IC4) - Park Ridge
IC3 to IC1
Drawing 01/26081 to
01/26084
(IC1) - Park Ridge
Drawing 01/26057 to
01/26062
(IC2) - Park Ridge
Bumstead Road to IC1
Drawing 01/26066 to
01/26069
Gilmore Road
Link Road to Pagewood Street
Sc6.2.5 Planning scheme policy 5—Infrastructure 7.1 Road infrastructure
Sc6.2.5-171
Column 1
Column 2
Column 3
Road scheme
Parts of the road scheme
Planning layouts for
roads
Wuraga Road
Menora Road to BeaudesertBeenleigh Road
Greenlink Bridge
Pagewood Street to Anderson
Road
Chambers Flat Road
Entrance Street to Park Ridge
Road/School Road
Drawing 14/00117 to
14/00123
Beaumont Road
Lindenthal Road to Chambers
Flat Road
Drawing 14/00178 to
14/00183
Johanna Street - Jimboomba
Cusack Lane to Mount Lindesay
Highway
Drawing 14/00252 to
14/00256
South Street - Jimboomba
Mount Lindesay Highway to
Johanna Street
Drawing 14/00259 to
14/00261
7.2
General planning layouts
7.2.1
General planning layouts for areas
(1)
Table 7.2.1.1–General planning layouts for areas of this planning scheme policy identifies in
Column 2 the general planning layouts for the areas identified in Column 1.
(2)
The general planning layouts identified in Table 7.2.1.1–General planning layouts for areas,
column 2 of this planning scheme policy, demonstrate an indicative proposed road network.
Table 7.2.1.1–General planning layouts for areas
Column 1
Column 2
Area
Underwood Road
General planning layouts
Figure 7.2.1.1–Underwood Road general planning layout.
Third Avenue
Figure 7.2.1.2–Third Avenue general planning layout
Short Street
Figure 7.2.1.3–Short Street general planning layout
Park Ridge
Figure 7.2.1.4–Park Ridge general planning layout
Berrinba
Figure 7.2.1.5–Berrinba general planning layout.
Jimboomba
Figure 7.2.1.6–Jimboomba general planning layout.
Wembley Road
Figure 7.2.1.7–Wembley Road general planning layout.
Sc6.2.5 Planning scheme policy 5—Infrastructure 7.2 General planning layouts
Sc6.2.5-172
Figure 7.2.1.1–Underwood Road general planning layout
Sc6.2.5-173
Figure 7.2.1.2–Third Avenue general planning layout
Sc6.2.5-174
Figure 7.2.1.3–Short Street general planning layout
Sc6.2.5-175
Figure 7.2.1.4–Park Ridge general planning layout
Sc6.2.5-176
Figure 7.2.1.5–Berrinba general planning layout
Sc6.2.5-177
Figure 7.2.1.6–Jimboomba general planning layout
Sc6.2.5-178
Figure 7.2.1.7–Wembley Road general planning layout
Sc6.2.5-179
7.3
Road encroachment maps
7.3.1
Road encroachment maps
(1)
Table 7.3.1.1–Road encroachment maps of this planning scheme policy, identifies in Column 1
the project number, Column 2 the map name, Column 3 the number of encroachment maps
prepared for the project (Column 1) and Column 4 the road section.
(2)
Disclaimer: Property boundary data for these drawings have been sourced from the Digital
Cadastral Database supplied to Council by Department of Natural Resources and Mines
(DNRM). Final horizontal/vertical alignments and any land requirements for roads are subject to
prior survey, detailed road design and consultation with land owners. Planning layouts are
constantly updated. Ensure the latest drawing version is used.
Table 7.3.1.1–Road encroachment maps
Column 1
Column 2
Column 3
Column 4
Project no.
Map name
Drawing no.
Road section
70-144
Loganlea Road (Nujooloo Road
to Kingston Road)
5-7 of 9 plans
Loganlea Road between
Armstrong Road ramp and
Queens Road
Sc6.2.5 Planning scheme policy 5—Infrastructure 7.3 Road encroachment maps
Sc6.2.5-180
Part 8
Standard drawings
8.1
Movement infrastructure
8.1.1
Standard drawings for movement infrastructure
(1)
Table 8.1.1.1–Standard drawings for movement infrastructure of this planning scheme policy,
identifies the standard drawings for movement infrastructure.
Table 8.1.1.1–Standard drawings for movement infrastructure
Column 1
Column 2
Column 3
Subject of standard
drawing
Title of standard drawing
Number of standard
drawing
Cross sections
Road Cross Sections - Access Function
LCC 8-00373
LCC 8-00374
LCC 8-00375
LCC 8-00376
LCC 8-00377
LCC 8-00378
Road Cross Sections - Collector Function
LCC 8-00379
LCC 8-00380
LCC 8-00381
LCC 8-00382
Road Cross Sections - Arterial Function
LCC 8-00383
LCC 8-00384
Road Cross Sections - Multi-Modal
Function
Verge Cross Sections
LCC 8-00385
LCC 8-00386
LCC 8-00387
LCC 8-00388
LCC 8-00389
LCC 8-00391
Acoustic Fence
Design
Noise Barriers
LCC 8-00390
Public utilities
Service Corridors and Alignment in Road
Reserves
LCC 8-00392
Public Utilities Typical Services Sections
LCC 8-00393
New Roads Service Conduit Crossing
Pavement Extension Trenching and
Widening
LCC 8-00394
IPWEAQ SEQ R-170
Driveways - Residential Driveways Breakout Type
IPWEAQ SEQ R-050
Driveways - Heavy Duty Vehicle Crossing
IPWEAQ SEQ R-051
Driveways - Residential Driveways Abutting Type
IPWEAQ SEQ R-053
Driveways - Rural Driveway
IPWEAQ SEQ R-056
Access crossing with pipe culvert
Access crossing without pipe culvert
Access crossing with box culvert for
shallow table drain
LCC 8-00395
LCC 8-00396
LCC 8-00397
Crossovers
Sc6.2.5 Planning scheme policy 5—Infrastructure 8.1 Movement infrastructure
Sc6.2.5-181
Column 1
Column 2
Column 3
Subject of standard
drawing
Number of standard
drawing
Footpaths
Concrete Pathway Construction Details
IPWEAQ SEQ R-065
Pathway Details and Sections
LCC 8-00398
Concrete Footpath Full Width
Kerb Ramps on Corners and Median Cut
Through Details
Kerb Ramp to Grass Verges Type 2
Kerb Ramp to Concrete/Paved Verges
Type 3
LCC 8-00399
LCC 8-0411
Kerbs and Channels, Profiles and
Dimensions, including Edge Restraints,
Median and Invert
IPWEAQ SEQ R-080
Kerb and Channel Residential Drainage
Connections - Layout
IPWEAQ SEQ R-081
Ghost Median Island Using Delineator
Bars and RRPM's
LCC 8-00400
Kerb Ramp - Ramped Pedestrian
Crossings
IPWEAQ SEQ R-090
Kerb Ramp - Ramped and Cut Through
Treatments for Pedestrian Crossinngs, Slip
Lanes and Medians
IPWEAQ SEQ R-091
Installation of TGSIs - On Ramped Kerb
Crossings Sheet 1 of 2
IPWEAQ SEQ R-092
Installation of TGSIs - On Ramped Kerb
Crossings Sheet 2 of 2
IPWEAQ SEQ R-093
Kerb Ramp - Locations and Configurations
Kerb Ramp on corners and median cut
through details
Kerb ramp to grass verges – Type 2
Kerb ramp to concrete/paved verges –
Type
IPWEAQ SEQ R-094
LCC 8-00411
Road edge guide
post
Timber and Tubular Steel Post and
Installation Detail
DMR 1356
Guard rails and
barriers
Steel Beam Guardrail
DMR 1474
Steel Box Beam Median Barrier
LCC 8-00401
Street Name Sign (Finger Board)
IPWEAQ SEQ R-130
Traffic Sign Installation Details
IPWEAQ SEQ R-131
Subsoil Drains Detail
IPWEAQ SEQ R-140
Subsoil Drains Access Points
IPWEAQ SEQ R-142
Sub-soil Drainage Details at Medians &
Islands
LCC 8-00402
Bikeway Entrance Control Type 1 - Low
Volume
IPWEAQ SEQ P-010
Bikeway Entrance Control Type 2 - High
Volume
IPWEAQ SEQ P-011
Kerb and channel
Kerb ramps
Signs
Sub-surface
drainage
Cycleways
LCC 8-0412
LCC 8-0413
LCC 8-00412
LCC 8-00413
Sc6.2.5-182
Column 1
Column 2
Column 3
Subject of standard
drawing
Number of standard
drawing
Bikepath Slowdown Control Reverse
Curve
Bikeway Entrance Control Offset Chicane
Bikeway Deflection and Rest Rail Detail
Bikeway Slowdown Control Double
Chicane
IPWEAQ SEQ P-013
Timber footbridge
Timber Footbridge
LCC8-00404
Fencing
Chainwire Security Fence
Tubular Steel Fence, with and without
Chainwire
Weldmesh Fencing and Control Fence
IPWEAQ SEQ G-041
IPWEAQ G-0044
Fencing 4 and 6 Strand Barbed Wire
Fence
Fencing- Log Barrier and Alternative
Hardwood Timber Bollard
Fencing - Locking Rails Types 1,2 and 3.
IPWEAQ G-0040
Typical Bus Stop Layout
Indented Rural Bus bay
IPWEAQ SEQ R-180
IPWEAQ SEQ R-181
Bus Stops
8.1.2
(1)
IPWEAQ SEQ P-015
IPWEAQSEQ P-016
LCC 8-00403
IPWEAQ G-0045
IPWEAQ SEQ G-042
IPWEAQ SEQ G-043
Standard drawings for parking area
Table 8.1.2.1–Standard drawings for a parking area of this planning scheme policy, identify the
standard drawings for a parking area.
Table 8.1.2.1–Standard drawings for a parking area
Column 1
Column 2
Column 3
Subject of standard
drawing
Parking areas
Number of standard
drawing
LCC 8-00405
Behind Kerb Parking Bays
Sc6.2.5-183
8.2
Water supply infrastructure
8.2.1
Standard drawings for water supply infrastructure
(1)
Table 8.2.1.1–Standard drawings for water supply infrastructure in this planning scheme policy,
identify the standard drawings for water supply infrastructure.
Table 8.2.1.1–Standard drawings for water supply infrastructure
Column 1
Column 2
Column 3
Subject of standard
drawing
Airvalves
Number of standard
drawing
IPWEAQ W-0010
As constructed plan
Water
Reticulation
Constructed Plan
Backflow
Backflow Prevention Device, Slab and
Pole Mounted Cubicle
IPWEAQ W-0030
Bedding and thrust
block
Bedding and Backfill for Water Main
Construction
IPWEAQ W-0040
Borehead
Headworks at Bores
IPWEAQ W-0050
Hydrants and valves
Hydrant and Valve Installation
IPWEAQ W-0060
C I Hydrant and Valve Boxes
IPWEAQ W-0061
Scour
Scour Details
IPWEAQ W-0080
Water connections
Water Connection, Single, Double and
Ghost Above Ground Meter
IPWEAQ W-0090
Water Connection, Single and Double,
Below Ground Meter
IPWEAQ W-0091
Air Valve Pit, o50 and o80 valves
Sample
As
LCC 08-00408
Sc6.2.5 Planning scheme policy 5—Infrastructure 8.2 Water supply infrastructure
Sc6.2.5-184
8.3
Sewerage infrastructure
8.3.1
Standard drawings for sewerage infrastructure
(1)
Table 8.3.1.1–Standard drawings for sewerage infrastructure in this planning scheme policy,
identify the standard drawings for sewerage infrastructure.
Table 8.3.1.1–Standard drawings for sewerage infrastructure
Column 1
Column 2
Column 3
Subject of standard
drawing
Access chambers
1050mm nom Dia - Insitu Construction
Number of standard
drawing
IPWEAQ S-0020.
1050 Nom Dia- Precast Components
IPWEAQ S-0021.
1500mm Nom Dia - Insitu Construction
IPWEAQ S-0022.
Alternative Drops - Insitu Construction
IPWEAQ S-0023.
Rectangular, including Cast Iron Cover
and Frame
IPWEAQ S-0024.
Cast Iron Cover and Frame Cast Iron
Concrete Filled Cover
IPWEAQ S-0025.
Cast Iron Cover and Frame Bolt Down
IPWEAQ S-0026.
As constructed
Sample Sewerage As Constructed
Plan
LCC
House connection
branches
House Connection Branches
IPWEAQ S-0030.
Pressure mains
Pressure Main Discharge Details.
IPWEAQ S-0070.
Pump stations
Submersible Sewage Pumping Station
08-00407.
General Arrangement, 2000mm dia.
IPWEAQ S-0050.
7.2 Vent Pole Terrain Cat 2 and 3
IPWEAQ S-0051.
12.0mm Vent Pole Terrain Cat 2 and 3
IPWEAQ S-0052.
2000mm Dia, Reinforcement, Pressure
Gauge Arrangement. Air Release
Pipework Details
IPWEAQ S-0054.
Fabricated Metalwork Sheet 1
IPWEAQ S-0055.
Fabricated Metalwork Sheet 2
IPWEAQ S-0056.
Lift Station Submersible, 1800mm dia
(0-20L/sec)
IPWEAQ S-0057.
Pump Station Overflow
IPWEAQ S-0058.
General Arrangement, Reinforcement
2400mm dia.
IPWEAQ S-0059.
Aluminium Covers and Frames,
2400mm dia.
IPWEAQ S-0060
LCC Standard-Double Sided Front &
Rear Access Master Control CabinetGeneral Arrangement
08-00249
LCC Standard-Schematic Switchboard
Master Control Cabinet Wiring
Diagram for all Sewerage Pump
Stations
08-00250
Sc6.2.5 Planning scheme policy 5—Infrastructure 8.3 Sewerage infrastructure
Sc6.2.5-185
Column 1
Column 2
Column 3
Subject of standard
drawing
Number of standard
drawing
08-00251
Stations
Sewer construction
Stations
08-00252
LCC Standard–SPS 2 Pump Telemetry
layout for all Sewerage Pump Stations
08-00253
LCC Standard-2 Pump Equipment
Schedule for all Sewerage Pump
Stations
08-00254
LCC Standard-2 Pump Equipment
Schedule for all Sewerage Pump
Stations
08-00255
Sewer Construction, Pipeline
Construction Types
IPWEAQ S-0090
Sc6.2.5 Planning scheme policy 5—Infrastructure 8.3 Sewerage infrastructure
Sc6.2.5-186
8.4
Landscaping
8.4.1
Standard drawings for landscaping
(1)
Table 8.4.1.1–Standard drawings for landscaping in this planning scheme policy, identify the
standard drawings for landscaping.
Table 8.4.1.1–Standard drawings for landscaping
Column 1
Column 2
Column 3
Subject of standard
drawing
Number of standard drawing
Softworks
Landscaping Areas on Verges Plans and
Sections
LCC 8-00204
Organic Matting Detail
LCC 8-00231
Turf Mounding Detail
LCC 8-00232
Garden Bed Planting Detail
LCC 8-00233
Mounding for Mulched Planting Beds
LCC 8-00234
Shade Trees to Car Parks
LCC 8-00235
Street Tree Planting Detail and Tree Cage
Detail
LCC 8-00236
LCC 8-00237
Car Park Planting Detail
LCC 8-00238
Tubestocking Detail (Where Natural
Regeneration is Present)
LCC 8-00239
Tubestocking Detail (Where Natural
Regeneration is Not Present)
LCC 8-00240
Vegetation Protection Detail
LCC 8-00241
Typical Verge Tree Detail
LCC 8-00242
Flush Concrete Edging Detail
LCC 8-00243
Brick Paver Edging Detail
LCC 8-00244
Timber Edging Detail
LCC 8-00245
Spade Edge to Garden Beds in Bushland
Revegetation Area
LCC 8-00246
Standard Bollard Detail
LCC 8-00247
Unit Paving Detail
LCC 8-00248
Locking Post and Rail Detail
LCC 8-00256
Hardworks
Sc6.2.5 Planning scheme policy 5—Infrastructure 8.4 Landscaping
Sc6.2.5-187
8.5
Stormwater infrastructure
8.5.1
Standard drawings for stormwater infrastructure
(1)
Table 8.5.1.1–Standard drawings for stormwater infrastructure in this planning scheme policy,
identify the standard drawings for stormwater infrastructure.
Table 8.5.1.1–Standard drawings for stormwater infrastructure
Column 1
Column 2
Column 3
Subject of
standard
drawing
Access chamber
Number of standard
drawing
Stormwater Access Chamber Detail 1050 to 2100
Diameter
IPWEAQ DS-010
Roof Slabs 1050 to 2100 Diameter
IPWEAQ DS-011
Roof Slabs, diameter 1500 extended 600 and
900mm
IPWEAQ DS-012
Roof Slabs, Rectangular, Standard Reinforcement
IPWEAQ DS-013
Manhole Frame (Roadway and Non-Roadway) 1050
to 2100 Diameter
IPWEAQ DS-014
Manhole Riser Details (Roadway)
IPWEAQ DS-018
Manhole Cover (Roadway) 1050 to 2100 Diameter
IPWEAQ DS-019
Manhole Cover (Non-Roadway) 1050 to 2100
Diameter
IPWEAQ DS-020
Manhole Cover Concrete Infill (Pedestrian Traffic)
1050 to 2100 Diameter
IPWEAQ DS-021
Excavation, Bedding and Backfilling of Stormwater
Drainage Pipes
Excavation, Bedding and Backfilling of Precast Box
Culverts
IPWEAQ DS-030
Drainage Inlets - Field Inlet Type 1 and 2
IPWEAQ DS-050
Drainage Pits - Kerb Inlet Kerb in Line General
Arrangement
IPWEAQ DS-060
Drainage Pits - Kerb Inlet Precast Lintel Details
IPWEAQ DS-061
Kerb Inlet - Gate and Frame
IPWEAQ DS-062
Drainage Pits - Kerb Inlet - Lip in Line
IPWEAQ DS-063
Drainage Pits - Kerb Inlet - Kerb in Line
IPWEAQ DS-068
Sediment control
Sediment fence entry/exit, sediment traps.
Kerb and field inlets, check dams, straw bale bank.
IPWEAQ DS-040.
IPWEAQ DS-041
Inlets and outlets
RC Box Culverts and Slab Link Box Culverts Construction and Reinforced Concrete Wingwalls
and Headwalls
MR Drg1303
Pipe Culverts - Construction and Reinforced
Concrete Wingwalls and Aprons for Pipe Diameter
up to 2400
DMR 1304
Ends op pipe Culverts - Construction of
Unreinforced Wingwalls, Headwalls and Aprons
DMR 1306
Bedding and
backfilling
Field inlet gully
Sc6.2.5 Planning scheme policy 5—Infrastructure 8.5 Stormwater infrastructure
IPWEAQ DS-031
Sc6.2.5-188
Column 1
Column 2
Column 3
Subject of
standard
drawing
Number of standard
drawing
RC Box Culverts and Slab Link Box Culverts Construction of Unreinforced Wingwalls and RC
Headwalls - H=750 - 2400
DMR 1319
Drainage Details Culvert Inlet Screen.
IPWEAQ DS-082
Standard for As constructed stormwater
presentation layout
As constructed detail for roofwater reticulation
LCC 08-00410
Construction of reinforced concrete wingwalls and
headwalls
DMR 1303
Construction of reinforced concrete wingwalls and
apron for pipe diameter up to 2400 mm
DMR 1304
General alignment and installation of wingwalls,
headwalls and aprons
DMR 1305
Construction of unreinforced wingwalls, headwalls
and aprons
DMR 1306
Access chamber details 1050 to 2100 diameter
DMR 1307
General arrangements and installation of precast
units
DMR 1316
Construction of bases with nibs and aprons
DMR 1317
Construction of base with recesses and aprons
DMR 1318
Construction of unreinforced wingwalls and RC
headwalls
DMR 1319
Crown unit holding down anchors
DMR 1320
Bioretention Standard Profile - Overflow Pit
WSUD001
Bioretention Saturated Zone - Overflow Pit
WSUD002
Bioretention Standard Profile - Underdrain Cleanout
WSUD003
Bioretention Saturated Zone - Underdrain Cleanout
WSUD004
Bioretention Basin Large Coarse Sediment Forebay
WSUD005
Bioretention Basin Weir Details
WSUD006
Bioretention Pod Kerb Cutout
WSUD007
Bioretention Swales Flush Kerb Set Down
WSUD008
Constructed Wetland Outlet Riser Pit A
WSUD009
Constructed Wetland Outlet Riser Pit B
WSUD010
Constructed Wetland Outlet Riser Pit C (for very flat
sites)
WSUD011
Constructed Wetland Inlet Zone Weir Details
WSUD012
Stormwater
Roofwater
Stormwater
quality
Sc6.2.5 Planning scheme policy 5—Infrastructure 8.5 Stormwater infrastructure
LCC 08-00409.
Sc6.2.5-189
Part 9
Standard specifications
9.1
Introduction
9.1.1
Application of Standard Specifications
(1)
The standard specifications specified in column 1 of Table 9.1.1.1–Application of standard
specifications apply to the provisions in column 2 of this planning scheme policy.
Table 9.1.1.1–Application of standard specifications
Column 1
Column 2
Standard specification
Provisions
Standard specification No. 1 (Earthworks) 2015.
Part 1 – Part 17
Standard specification No. 2 (Landscaping) 2015.
Part 1 – Part 8
Standard specification No. 3 (Stormwater
infrastructure) 2015.
Part 1 – Part 9
Standard specification No. 4 (Water supply
infrastructure) 2015.
Part 1 – Part 10
Standard specification No. 5 (Sewerage infrastructure)
2015.
Part 1 – Part 11
Standard specification No. 6 (Pavements) 2015.
Part 1 – Part 7
Standard specification No. 7 (Concrete) 2015.
Part 1 – Part 8
Standard specification No. 8 (Minor concrete works)
2015.
Part 1 – Part 6
Standard specification No. 9 (Reinforcement) 2015.
Part 1 – Part 11
Standard specification No. 10 (Provision for traffic)
2015.
Part 1 – Part 4
Standard specification No. 11 (Construction) 2015.
Part 1 – Part 4
Standard specification No. 12 (Sub-soil drainage) 2015.
Part 1 – Part 4
Standard specification No. 13 (Asphaltic concrete
surfacing) 2015.
Part 1 – Part 4
Standard specification No. 14 (Sprayed bitumen
surfacing) 2015.
Part 1 – Part 11
Sc6.2.5 Planning scheme policy 5—Infrastructure 9.1 Introduction
Sc6.2.5-190
9.2
Interpretation of the standard specifications
9.2.1
Administrative Definitions
(1)
9.2.2
The administrative definitions in Schedule 1–Definitions of the planning scheme defines
particular words used in the standard specifications.
Interpretation of the standard specifications
(1)
A term used in the standard specifications which is not defined in Schedule 1–Definitions of the
planning scheme is to be given the meaning in this planning scheme policy.
(2)
A term used in the standard specifications which is not defined in Schedule 1–Definitions of the
planning scheme is to be interpreted in accordance with section 1.3-Interpretation of Part 1–
About the planning scheme of the planning scheme.
Sc6.2.5 Planning scheme policy 5—Infrastructure 9.2 Interpretation of the standard specifications
Sc6.2.5-191
Standard specification No. 1 (Earthworks) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
Purpose of the standard specification .................................................................... 1
Application of the standard specification ............................................................... 1
Interpretation of terms ............................................................................................. 1
PART 2
2.1
2.2
2.3
2.4
CLEARING ................................................................................................................ 2
Requirement to clear premises................................................................................ 2
Extent of clearing ..................................................................................................... 2
Removal of trees ...................................................................................................... 2
Removal of material from the premises .................................................................. 2
PART 3
3.1
3.2
GRUBBING ............................................................................................................... 3
Extent of grubbing ................................................................................................... 3
Completion of grubbing ........................................................................................... 3
PART 4
4.1
4.2
4.3
4.4
DAMAGE ................................................................................................................... 4
Damage to property ................................................................................................. 4
Damage to a service ................................................................................................. 4
Damage to plants ..................................................................................................... 4
Dial before you dig ................................................................................................... 4
PART 5
5.1
5.2
5.3
5.4
5.5
5.6
TOLERANCES .......................................................................................................... 5
Horizontal alignment ................................................................................................ 5
Pavement width ........................................................................................................ 5
Batter slope .............................................................................................................. 5
Grade ........................................................................................................................ 5
Crossfall ................................................................................................................... 5
Existing work ............................................................................................................ 5
PART 6
6.1
6.2
6.3
6.4
6.5
CARRYING OUT EARTHWORKS ............................................................................. 6
Carrying out earthworks .......................................................................................... 6
Test methods............................................................................................................ 6
Testing frequency .................................................................................................... 6
Stripping and stockpiling of topsoil ........................................................................ 6
Rock and non–rippable material.............................................................................. 6
PART 7
7.1
7.2
7.3
7.4
7.5
SUB-GRADE ABOVE THE EXISTING SURFACE ..................................................... 8
Construction of sub-grade....................................................................................... 8
Sub-grade up to 150mm above the existing surface .............................................. 8
Sub-grade to 150mm to 300mm above the existing surface .................................. 8
Sub-grade more than 300mm above existing the surface ...................................... 8
Shoulder ................................................................................................................... 8
PART 8
8.1
8.2
8.3
FILLING ..................................................................................................................... 9
Extension of excavation to win material ................................................................. 9
Imported fill .............................................................................................................. 9
Selected gravel fill or selected backfill.................................................................... 9
PART 9
9.1
9.2
9.3
9.4
9.5
EXCAVATION CUTTINGS ....................................................................................... 10
General requirements ............................................................................................ 10
Excess material ...................................................................................................... 10
Unsuitable material ................................................................................................ 10
Batter ...................................................................................................................... 10
Sub-grade in rock ................................................................................................... 10
PART 10
10.1
EMBANKMENT CONSTRUCTION AND LOT FILLING ........................................... 12
General standards .................................................................................................. 12
Standard Specification No. 1 (Earthworks)
Pi
10.2
10.3
10.4
Springs or seeps .................................................................................................... 12
10.2.1
Benching .............................................................................................. 12
Construction methods ........................................................................................... 12
Slope of an embankment ....................................................................................... 13
PART 11
11.1
DISTURBED AREAS ............................................................................................... 15
Reinstatement of disturbed areas ......................................................................... 15
PART 12
12.1
SPOIL ...................................................................................................................... 16
Spoil ........................................................................................................................ 16
PART 13
13.1
13.2
13.3
BACKFILL AGAINST A STRUCTURE AND A CULVERT ....................................... 17
Type of material ...................................................................................................... 17
Placement of backfill .............................................................................................. 17
Non-cohesive fill material ...................................................................................... 17
PART 14
14.1
14.2
14.3
14.4
STONE PITCHING ................................................................................................... 18
Type of material ...................................................................................................... 18
Abutment, inlet and outlet ..................................................................................... 18
Construction ........................................................................................................... 18
Grouting.................................................................................................................. 18
PART 15
15.1
15.2
15.3
TABLE DRAIN AND A DIVERSION DRAIN ............................................................. 19
Diversion drain ....................................................................................................... 19
Table drain on a steep grade ................................................................................. 19
PART 16
16.1
CHANNEL AN INLET, OUTLET AND A FLOODWAY ............................................. 20
Channel to an inlet, outlet and a floodway ............................................................ 20
PART 17
17.1
17.2
17.3
17.4
17.5
CONTRACTUAL PROVISIONS ............................................................................... 21
Alignment ............................................................................................................... 21
Excavation .............................................................................................................. 21
Spoil ........................................................................................................................ 21
Services .................................................................................................................. 21
Measurement and payment.................................................................................... 21
Standard Specification No. 1 (Earthworks)
Pii
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 1–Earthworks 2015.
1.2
Purpose of the standard specification
(1)
This standard specification forms part of planning scheme policy 5–Infrastructure and as such
specifies assessment provisions in respect of which an application for development approval for
development being work specified in section 1.3–Application of the standard specification of this
standard specification is assessed.
(2)
This standard specification may also form part of a contract:
(a)
of which the local government is a principal; or
(b)
of which the local government is not a principal as a result of a development approval
granted by the local government.
1.3
(1)
Application of the standard specification
This standard specification applies to work being earthworks.
1.4
(1)
(2)
(3)
Interpretation of terms
If this standard specification forms part of a contract, a term used in this standard specification
which:
(a)
is defined in this standard specification has the meaning given in this standard
specification;
(b)
is not defined in this standard specification but is defined in the contract, has the meaning
given in the contract;
(c)
is not defined in this standard specification or the contract, has the meaning given in
accordance with SC1.2–Administrative definitions of Schedule 1 of the planning scheme
If this standard specification is used to assess development, a term used in this standard
specification which:
(a)
is defined in this standard specification, is to have the meaning given in this standard
specification;
(b)
is not defined in this standard specification, is to have the meaning given in accordance
with SC1.2–Administrative definitions of Schedule 1 of the planning scheme.
If this standard specification forms part of a contract in which the local government is a principal
then, for the purpose of that contract, all references to “local government” will be read as
“Principal”.
Standard Specification No. 1 (Earthworks) Part 1 Introduction—1.1 Title
Ss1-1
Part 2
2.1
(1)
Requirement to clear premises
Where an area of the premises are required to be cleared, the clearing includes the removal of:
(a)
all artificial obstructions including fences, unnecessary structures, building foundations,
obsolete pipelines and the like;
(b)
plants (including stumps and boulders) other than the plants required to be retained as
shown on the approved drawings;
(c)
rubbish.
2.2
(1)
Clearing
Extent of clearing
The extent of the cleared area is limited to:
(a)
the minimum area of the premises to be occupied by the completed earthworks;
(b)
1 metre on each side of the completed earthworks;
(c)
the minimum area of the premises required to safely install a service.
(2)
Clearing does not take place on land outside the premises without the written consent of the
owner of the land.
(3)
Any area which is identified as an area not to be disturbed, is to be fenced off.
2.3
Removal of trees
(1)
A tree is cut down progressively from the top where necessary to avoid a risk to public health
and safety and the property of the community.
(2)
A tree and a bough is cut down and removed in such a manner so as to avoid damage to
another plant if it is:
2.4
(a)
overhanging the formation;
(b)
hung up as a result of clearing;
(c)
dead, dying or otherwise dangerous.
Removal of material from the premises
(1)
Cleared plants are disposed of by mulching and reusing the mulch on the premises as far as
possible.
(2)
All material, other than plant material that is mulched and reused on the premises, is removed
from the premises to a place approved by the local government.
(3)
Cleared material is not be incinerated.
(4)
Inflammable material is not to be permitted to accumulate on the premises.
Standard Specification No. 1 (Earthworks) Part 2 Clearing—2.1 Requirement to clear premises
Ss1-2
Part 3
3.1
(1)
3.2
(1)
Grubbing
Extent of grubbing
Grubbing, being the removal from the ground of trees, roots and stumps to a depth of 300mm
below the surface of the ground, is carried out across the entire cleared area.
Completion of grubbing
A grub hole is filled with selected material and thoroughly compacted.
Standard Specification No. 1 (Earthworks) Part 3 Grubbing—3.1 Extent of grubbing
Ss1-3
Part 4
4.1
(1)
4.2
(1)
4.3
(1)
4.4
Damage
Damage to property
Any material which falls on property outside of the premises is removed immediately, unless the
owner of the property gives a written consent for the material to remain on the property.
Damage to a service
A utilities infrastructure is protected from damage by a falling tree and other causes arising from
the work.
Damage to plants
Damage to plants is treated in accordance with Standard Specification No. 2–Landscaping
2015.
Dial before you dig
(1)
Before the commencement of any earthworks, current information on the location of
underground services is obtained from the “Dial before you dig” service and the relevant service
authorities.
(2)
The location of all underground services contained within the premises identified pursuant to
section 4.4(1) of this standard specification are clearly marked on the ground.
(3)
The exact location and level of all services that may conflict with the work is determined by pot
holing.
Standard Specification No. 1 (Earthworks) Part 4 Damage—4.1 Damage to property
Ss1-4
Part 5
5.1
(1)
Horizontal alignment
The area of the finished earthworks is such that the top of an embankment batter and the toe of
the batter in a cutting, does not vary from its true horizontal location by:
(a)
50mm; or
(b)
+300mm, where +300mm would increase the width of the earthworks.
5.2
(1)
Pavement width
The location of an excavation for a pavement does not vary from the location shown in the
approved drawings such that the overall width of the pavement is reduced below the width
shown in the approved drawings, at either:
(a)
the level of the sub-grade; or
(b)
the finished level; or
(c)
the level of the finished pavement.
5.3
(1)
Batter slope
The slope of a batter does not vary from the slope in the approved drawings.
5.4
(1)
(2)
5.5
Tolerances
Grade
The surface at the finished sub-grade is graded to within the tolerances of +0mm to -50mm on
the finished level less the pavement thickness in accordance with:
(a)
the level shown in the approved drawings; or
(b)
calculated from data given in the approved drawings, with due allowance being made for
the thickness of any pavement required, provided that:
(i)
the difference between the deviation from the correct levels at any two points 15
metres apart does not exceed 30mm;
(ii)
the deviation from a straight edge laid parallel to the centre line does not exceed
15mm in 3 metres.
Where the finished surface level is not shown in the approved drawings, the surface of the
finished sub-grade does not deviate from a straight edge laid parallel to the centre of the road
by more than 15mm in 3 metres.
Crossfall
(1)
The crossfall of the surface of the finished sub-grade does not deviate from that shown in the
approved drawings by more than 0.5 percent.
(2)
A template and spirit level used for checking the cross profile is kept on each section of the
work.
5.6
Existing work
(1)
When the section of the road to be constructed adjoins a section which has been constructed,
the grade level at the end of the new work conforms to that of the existing work.
(2)
If the section of the road under construction does not adjoin a previously constructed section,
the ends of the new formation are joined to the existing surface level by means of a ramp at a
grade which does not vary from the plan gradient by more than 1 in 20.
Standard Specification No. 1 (Earthworks) Part 5 Tolerances—5.1 Horizontal alignment
Ss1-5
Part 6
6.1
(1)
Carrying out earthworks
Carrying out earthworks
Earthworks are carried out in accordance with AS 3798–2007 and Amendment 1–2008,
Guidelines on earthworks for commercial and residential developments, unless otherwise
specified.
6.2
Test methods
(1)
The testing of work associated with the earthworks is carried out in accordance with AS 1289.0–
2000, Method of testing soils for engineering purposes, Part 0: General requirements and list of
methods.
(2)
Testing carried out in accordance with AS 1289.0–2000, Method of testing soils for engineering
purposes, Part 0: General requirements and list of methods, is carried out at either level 1 or
level 2 in accordance with AS 3798–1996, Guidelines on earthworks for commercial and
residential developments.
6.3
Testing frequency
(1)
Compaction testing for density testing is carried out at the frequency specified in accordance
with an approved inspection and testing plan.
(2)
Compaction testing frequencies not specified in Table 1.5.3 of AS 3798-2007 and Amendment
1–2008, Guidelines on earthworks for commercial and residential developments, are carried out
in accordance with Table 8.1 of AS 3798–2007 and Amendment 1-2008, Guidelines on
earthworks for commercial and residential developments.
(3)
If a compaction test referred to in section 6.3(2) of this standard specification fails, retesting is to
occur.
(4)
Where a compaction test or a group of tests is carried out on part of an area which has been
subjected to the same preparation and compaction procedures as the rest of the area, the
whole of the area is deemed to be represented by the testing.
(5)
If the testing indicates that compliance with the standard specification has not been achieved,
the whole of the area is deemed not to comply with the standard specification, unless it can be
demonstrated that the area in which the non-complying test result was taken can reasonably be
separated from the whole.
6.4
(1)
(2)
6.5
Stripping and stockpiling of topsoil
An area is stripped clear of all grass, root growth, wet or spongy natural soil, vegetable matter,
and topsoil such that a natural solid undisturbed surface is exposed to provide a solid base
before the commencement of earthworks if the area is:
(a)
to be covered by fill; or
(b)
to have fill temporarily stored on it ; or
(c)
to be covered by pavement; or
(d)
to be excavated.
Stripped topsoil is stockpiled in an area approved by the local government in readiness for
respreading on footpaths and batters after the completion of the earthworks.
Rock and non–rippable material
(1)
For the purposes of this standard specification, rock is material that cannot be ripped.
(2)
Non–rippable material is material which cannot be ripped at a production rate exceeding the
rate specified in column 2 of Table 6.5.1–Production rates for rippable material of this standard
specification in respect of the particular class of crawler tractor specified in column 1 equipped
with a heavy duty single tyne matching ripper.
(3)
All material other than non-rippable material is classified as normal excavation.
Standard Specification No. 1 (Earthworks) Part 6 Carrying out earthworks—6.1 Carrying out earthworks
Ss1-6
Table 6.5.1–Production rates for rippable material
Column 1
Column 2
Class of tractor (as specified in
AS2868
M3 per hour
150 C
50
200 C
75
300 C
90
Standard Specification No. 1 (Earthworks) Part 6 Carrying out earthworks—6.5 Rock and non–rippable material
Ss1-7
Part 7
7.1
(1)
Sub-grade above the existing surface
Construction of sub-grade
Construction of sub-grade is to occur in accordance with the compacted layer method or the
mechanical interlock method so as to achieve the specifications referred to in Part 7–Sub-grade
above the existing surface of this standard specification.
7.2
Sub-grade up to 150mm above the existing surface
(1)
Where the level of the sub-grade is 150mm or less above the existing surface, the existing soil
is scarified to a depth of 150mm and compacted to 95 percent relative dry density standard
compaction.
(2)
Earthworks placed between the existing soil and the sub-grade are also compacted to 95
percent relative dry density standard compaction.
7.3
(1)
Sub-grade to 150mm to 300mm above the existing surface
Where the level of the sub-grade is between 150mm to 300mm above the existing surface, the
whole of the earthworks placed, plus the existing soil directly under the earthworks, is
compacted to ensure that a minimum thickness of 300mm immediately below the sub-grade
level is compacted to 100 percent relative dry density standard compaction.
7.4
(1)
7.5
(1)
Sub-grade more than 300mm above existing the surface
Where the level of the sub-grade is more than 300mm above the existing surface:
(a)
the top 300mm of formation is compacted to 95 percent relative dry density standard
compaction;
(b)
the remainder down to the level of the existing soil is compacted to 95 percent relative dry
density standard compaction.
Shoulder
Where a shoulder is required on new work or on sections of existing work that is to be
reconstructed, the whole of any additional shoulder material above the sub-grade level is
compacted to 100 percent relative dry density standard compaction.
Standard Specification No. 1 (Earthworks) Part 7 Sub-grade above the existing surface—7.1 Construction of subgrade
Ss1-8
Part 8
8.1
(1)
Filling
Extension of excavation to win material
If the excavated material is insufficient to complete the earthworks, additional filling may be
obtained by uniformly increasing the width of the excavations if approved by the local
government.
8.2
Imported fill
(1)
Where it is necessary to import fill material, the material used for such imported fill has a
minimum four day soaked California bearing ratio value of 10 percent in accordance with AS
1289.0–2000, Method of testing soils for engineering purposes, Part 10: General requirements
and list of methods.
(2)
Before any fill is imported and placed in the work, a certificate from an approved National
Association of Testing Authorities (NATA) Testing Laboratory is provided to the local
government which certifies that the material meets the requirements of section 8.2(1) of this
standard specification.
(3)
The imported fill is placed in embankments so that the better quality material of the onsite
material or the imported fill is placed in the embankment to form the upper portion of the
embankment directly below the sub-grade level.
8.3
(1)
(2)
Selected gravel fill or selected backfill
Selected gravel fill or selected backfill, being a gravel or decomposed or broken rock which is
free from vegetative matter and lumps of clay, is:
(a)
tested in accordance with AS 1289.0-2000, Method of testing soils for engineering
purposes, Part 10: General requirements and list of methods;
(b)
has a soaked California bearing ratio of 10;
(c)
material properties and comply with section 14 Embankments of Department of Transport
and Main Roads General Earthworks Technical Standard MRTS04.
Before any selected fill or gravel fill is placed in the work, a certificate from an approved NATA
Testing Laboratory is provided to the local government which certifies that the material meets
the requirements of section 8.3(1) of this standard specification.
Standard Specification No. 1 (Earthworks) Part 8 Filling—8.1 Extension of excavation to win material
Ss1-9
Part 9
9.1
(1)
General requirements
Where the bottom of an excavation is free of rock or a rock bar:
(a)
the existing soil is compacted to 95 percent relative dry density standard compaction, for
a depth of 300mm below the sub-grade;
(b)
care is taken to ensure that the topsoil and organic material is removed and replaced with
approved selected material for a depth of 500mm and compacted to 95 percent relative
dry density standard compaction where the sub-grade passes through the natural surface
at the ends of the excavation or anywhere in cross-section.
9.2
(1)
Excavation cuttings
Excess material
If the material excavated from an excavation is in excess of that required to complete the
embankments the surplus material is:
(a)
run to spoil in accordance with section 12.1–Spoil of this standard specification; or
(b)
used to flatten the slope of an embankment if approved by the local government.
9.3
Unsuitable material
(1)
Unsuitable material for an embankment, is to be removed and run to spoil in accordance with
section 12.1–Spoil of this standard specification.
(2)
Unsuitable material below the level of the sub-grade in an excavation is:
(3)
(a)
removed and run to spoil in accordance with section 12.1–Spoil of this standard
specification;
(b)
replaced with select backfill in accordance with section 8.3–Selected gravel fill or selected
backfill of this standard specification;
(c)
In this section “unsuitable material” means material which contains vegetative matter, a foreign
body or any other deleterious matter such that it is not able to adequately support without
excessive settlement:
(a)
a road pavement; or
(b)
in the case of general fill, the load of the fill or a structure.
9.4
(1)
(2)
9.5
(1)
Batter
The batter of an excavation is:
(a)
neatly cut to the slope shown in the approved drawings;
(b)
carried regularly around the curves;
(c)
flattened to blend into the natural contour at the ends of the excavation.
In a rock excavation, the batter shown in the approved drawings applies to the average rate of
batter of the face of the excavation, which need not be accurately trimmed provided that:
(a)
no rock projects beyond the lesser of:
(i)
the designated batter by more than 300mm; or
(ii)
one third of the vertical height of the batter;
(b)
where the approved drawings indicate a vertical batter, no rock is permitted to project
beyond the vertical batter.
Sub-grade in rock
Where rock or a rock bar is encountered at the level of the sub-grade:
Standard Specification No. 1 (Earthworks) Part 9 Excavation cuttings—9.1 General requirements
Ss1-10
(a)
the rock or the rock bar is shattered or ripped to a depth of 150mm below the sub-grade
to the full extent of the excavation;
(b)
the shattered or ripped material is:
(i)
removed from the excavation;
(ii)
used as fill or run to spoil.
(2)
Excavation is carried out in a manner to avoid the formation of a pocket of shattered or ripped
material below the level of excavation.
(3)
Loose material is removed from the excavation and the excavation is trimmed so that it will shed
water.
(4)
The allowable tolerance for an excavation is:
(a)
plus 80mm where plus 80mm increases the depth of excavation; or
(b)
minus 10mm on the sub-grade level less the pavement thickness and less the 150mm of
required excavation below the sub-grade.
(5)
A trench which is 200mm wide and 150mm deep is formed below the revealed rock surface on
both sides of the excavation for the purpose of accommodating sub-soil drainage, including the
placing of filter material to the full 150mm depth, which is installed in accordance with Standard
Specification No. 12–Sub-soil drainage 2015.
(6)
An over break resulting in a depression in the surface of the excavation outside the tolerance
specified in section 9.5(4) of this standard specification is backfilled with 20Mpa concrete.
(7)
After the completion of the sub-soil drainage, the excavation is:
(a)
filled back to the sub-grade with selected backfill as specified in section 8.3-Selected
gravel fill or selected backfill of this standard specification;
(b)
Standard Specification No. 1 (Earthworks) Part 9 Excavation cuttings—9.5 Sub-grade in rock
Ss1-11
Part 10
10.1
Embankment construction and lot filling
General standards
(1)
Embankment construction and lot filling only occurs on an area which has first been stripped in
accordance with section 6.4-Stripping and stockpiling of topsoil of this standard specification.
(2)
Embankment construction and lot filling:
(3)
(a)
occurs in the construction of a road and other embankments, and the general filling of a
lot;
(b)
includes:
(i)
the preparation of an area upon which an embankment is to be placed;
(ii)
the placing and compacting of approved material where unsuitable material has
been removed;
(iii) the placing and compacting of approved material in a hole, pit or other depression
in the road or the lot.
In addition to the clearing, grubbing, backfilling and compacting of a stump hole:
(a)
the whole of the surface upon which an embankment is to be constructed is stripped of all
grass and other vegetative matter;
(b)
any loose, soft or saturated area is excavated, surface drained where necessary and
backfilled with compacted approved material.
10.2
(1)
Springs or seeps
The local government is informed immediately if any spring or seep is found during
embankment construction or lot filling.
10.2.1 Benching
(1)
When an embankment is constructed on a natural surface with a side slope exceeding 8 in 1, a
bench of adequate width is cut at the toe of the embankment to permit the initial embankment
construction to commence with horizontal layers of uniform cross-sectional depth.
(2)
Where the side slope of the natural surface is 3 in 1 or steeper, the natural surface is ploughed
or cut into at least 300mm to provide a key for the embankment.
10.3
(1)
Construction methods
The compacted layer is carried out such that:
(a)
each layer of material is placed with controlled moisture content and compacted to a
specified density;
(b)
fill material is deposited and spread in uniform layers to a depth of not more than 250mm
loose measurement, to the full extent of the embankment so that a stone with a minimum
dimension of 150mm is not included above a plane 150mm below the sub-grade;
(c)
an individual rock and boulder with a minimum dimension of 150mm may be used below
a plane 150mm below the sub-grade provided that:
(i)
the dimension of the rock and the boulder does not exceed:
(A)
(ii)
one third of the height of the embankment; or
(B) a maximum dimension of 600mm;
the rock and the boulder is spaced to allow compacting equipment to compact the
area between the layers to a thickness not exceeding 250mm loose measurement;
(d)
all fill material is compacted at the optimum moisture content or within a range of
moisture contents to give the specified dry density;
(e)
after the material has been uniformly spread, each layer is uniformly compacted to the
required relative dry density, as follows:
Standard Specification No. 1 (Earthworks) Part 10 Embankment construction and lot filling—10.1 General
standards
Ss1-12
(i)
(ii)
(2)
(3)
10.4
(1)
for all material between the sub-grade level and a plane 300mm below the subgrade level, 95 percent relative dry density standard compaction as measured by
AS 1289.0-2000, Method of testing soils for engineering purposes, Part 0: General
requirements and list of methods; or
for all material below a plane 300mm below the sub-grade level and to the top
300mm of material surfaces upon which embankment construction and lot filling is
to occur, 95 percent relative dry density standard compaction as measured by AS
1289.0-2000, Method of testing soils for engineering purposes, Part 0: General
requirements and list of methods.
Construction involving rocky material, being material in which rocks of a dimension in excess of
150mm but not exceeding 600mm maximum dimension predominate, and the percentage of
fine material is such as to prevent surface contact or mechanical interlock of adjacent rocks, is
carried out such that:
(a)
the embankment below a plane 300mm below the sub-grade is constructed by:
(i)
bringing moisture content to the optimum moisture content;
(ii)
spreading the material in layers of loose thickness, which does not exceed the
maximum size of the rock in the material;
(iii) compacting as to produce 95 percent relative dry density standard compaction, in
the fine material;
(b)
where the nature of the material precludes the testing of the fine material for relative dry
density, the layers are compacted by equipment approved by the local government as
suitable for the particular material until either:
(i)
there is no visible movement; or
(ii)
a minimum number, sequence and pattern of passes have been made by the
compacting equipment;
(c)
rocks which may have a tendency to bridge between adjacent material are broken up by
compacting or other equipment even if the maximum dimension of such rocks does not
exceed 600mm;
(d)
the maximum vertical dimension of any rock does not exceed one third of the height of
the embankment at the section where the rock is placed;
(e)
the maximum horizontal dimension of any rock does not exceed one half of the height of
the embankment at the section where the rock is placed;
(f)
the embankment is constructed above a plane 300mm below the sub-grade with
approved material compacted in accordance with the compacted layer method outlined in
section 10.3(1) of this standard specification.
Construction involving material which is predominantly coarse material with insufficient fines to
fill the voids so that mechanical interlock is relied upon for stability, is carried out such that:
(a)
the material is placed, dozed, ripped and worked until stable interlock is achieved where
side dumping is not allowed and the fill is to be advanced by full width construction;
(b)
the advancing ends are concave with the shoulder face well in advance of the centre and
the top 600mm below the sub-grade level is closed, locked and filled to provide a solid
surface to carry the pavement and shoulders without loss of stability or fretting of the
pavement and shoulder materials;
(c)
no rock which is placed in a fill is:
(i)
greater in vertical dimension than one third of the depth of the section of the
embankment where the material is placed; or
(ii)
greater in horizontal dimension than one half the depth of the section of the
embankment where the material is placed.
Slope of an embankment
The slope of an embankment is neatly finished to the slope indicated in the approved drawings.
Standard Specification No. 1 (Earthworks) Part 10 Embankment construction and lot filling—10.4 Slope of an
embankment
Ss1-13
(2)
A slope is stabilised with a suitable landscaping treatment.
(3)
Where a batter slope on an embankment is not specified it is comprised of the material
indicated for the slope in Table 10.4.1–Table embankment slopes of this standard specification.
Table 10.4.1–Table embankment slopes
Column 1
Column 2
Material
Slope
Loose sand and soft clay
1 in 3 to 1 in 5
Ordinary earth
1 in 1 to 1 in 2
Rock
1 in 1 to1 in 1.25
Hand packing
1 in 1
Standard Specification No. 1 (Earthworks) Part 10 Embankment construction and lot filling—10.4 Slope of an
embankment
Ss1-14
Part 11
11.1
(1)
Disturbed areas
Reinstatement of disturbed areas
An area which is disturbed during clearing and grubbing is reinstated in accordance with the
approved drawings and Standard Specification No. 2–Landscaping 2015.
Standard Specification No. 1 (Earthworks) Part 11 Disturbed areas—11.1 Reinstatement of disturbed areas
Ss1-15
Part 12
12.1
(1)
(2)
(3)
Spoil
Spoil
Surplus material which is run to spoil is:
(a)
not loosely tipped over the side of an embankment;
(b)
neatly spread adjacent to the work; or
(c)
used to uniformly flatten the slope of an embankment.
Spoil which is spread on the site is:
(a)
compacted as specified in this standard specification;
(b)
left in a neat, tidy and self draining condition with a slope of not flatter than 1 in 100
unless otherwise shown in the approved drawings.
Rock and other material is removed from the site which is:
(a)
surplus to the requirements of the job;
(b)
unsuitable for disposal on the site.
Standard Specification No. 1 (Earthworks) Part 12 Spoil—12.1 Spoil
Ss1-16
Part 13
13.1
(1)
Type of material
Backfill comprises gravel, sandy loam, sand or river gravel which allows the production of a
compacted mass free of voids.
13.2
(1)
Backfill against a structure and a culvert
Placement of backfill
Backfill is not placed until:
(a)
the structure or the culvert has been completed, inspected and approved;
(b)
any specified curing period for a material in the structure or the culvert has elapsed.
(2)
Backfill against an in-place structure is constructed to the shape and other requirements
specified in the approved drawings.
(3)
Placing and compacting operations do not damage an in-place structure.
(4)
Where the backfill material is placed against a precast or preformed structures, the operation is
carried out in accordance with the culvert component manufacturer’s recommendations unless
otherwise specified in this standard specification.
(5)
Material is placed and compacted uniformly in layers which do not exceed 250mm in thickness.
(6)
Where the material is placed on the opposite sides of a structure, the difference in level of
compacted material on the opposing sides does not exceed 150mm.
(7)
Construction operations which involve the puddling or jetting of material are not used.
13.3
(1)
Non-cohesive fill material
If a non-cohesive material is used for the backfill material with the approval of the local
government, the non-cohesive material is:
(a)
not used within 300mm of the sub-grade surface;
(b)
compacted to a density index of not less than 70 in accordance with Table 5.1 of AS
3798–2007, Guidelines on earthworks for commercial and residential developments;
(c)
compacted by flooding and the use of immersion vibrators or by such other means as will
achieve the specified compaction standard.
Standard Specification No. 1 (Earthworks) Part 13 Backfill against a structure and a culvert—13.1 Type of
material
Ss1-17
Part 14
14.1
Stone pitching
Type of material
(1)
Stone pitching is composed of sound igneous, metamorphic, or approved sedimentary rock
which does not disintegrate in water.
(2)
A stone used is not less than:
(3)
(a)
0.01m3;
(b)
200mm in dimension except where the superficial area of the stone is 0.1m 2 or greater in
which case the dimension of the stone may be reduced to 150mm.
The stones are bedded to even planes on approved loam or sand.
14.2
Abutment, inlet and outlet
(1)
Where stone pitching is provided at a bridge or a culvert abutment, invert, or inlet and an outlet
to a culvert, such pitching is grouted with cement mortar.
(2)
The depth of the grout is equal to the depth of the stone pitching.
14.3
(1)
(2)
14.4
Construction
After trimming of the embankment is complete and the bedding material compacted, selected
rock is placed:
(a)
with the face of the greatest area against the bedding and the longest side of the rocks
horizontal;
(b)
so that joints are staggered as much as possible.
All rocks are firmly wedged with stone chips driven into the joint so that the finished surface
presents an even face with joints of a nominal width of 25mm.
Grouting
(1)
After the placing and finishing of the rocks, a mortar consisting of one part of Portland cement to
three parts of approved sand, by volume, is applied as far down as practicable, but to a depth of
at least 150mm.
(2)
The grouted stone is shaded and kept damp for at least 48 hours.
(3)
If any stones are not firmly held in position after the mortar has set, the mortar is removed
around such loose stones and the area re-grouted.
(4)
Weep holes are left in the grout at two metre intervals, both horizontal and vertical.
Standard Specification No. 1 (Earthworks) Part 14 Stone pitching—14.1 Type of material
Ss1-18
Part 15
15.1
(1)
(2)
General standards
A table drain is:
(a)
constructed parallel to the centre line of the road except where curve widening is
designated;
(b)
evenly graded so as to prevent obstruction to the flow of water.
A table drain is dished opposite the entrance to premises, at a cross road or wherever access to
a road is necessary.
15.2
(1)
(2)
Diversion drain
A diversion drain:
(a)
is uniformly graded;
(b)
has an excavated cross sectional area at least equal to the cross sectional area of the
table drain carrying water to the diversion drain;
(c)
is cut to a profile which allows maintenance by a motor grader.
Material excavated from the diversion drain may be used in the formation or banked on the low
side of the drain at least 0.3 metres from the edge of the drain.
15.3
(1)
Table drain and a diversion drain
Table drain on a steep grade
A paved table drain and shoulder or a scour check in a table drain is constructed where:
(a)
the grade of the table drain is steeper than five percent;
(b)
the soil is likely to scour;
(c)
it is not possible to turn water out at sufficiently frequent intervals.
Standard Specification No. 1 (Earthworks) Part 15 Table drain and a diversion drain—15.1 General standards
Ss1-19
Part 16
16.1
Channel an inlet, outlet and a floodway
Channel to an inlet, outlet and a floodway
(1)
A channel to an inlet and outlet of a culvert and a floodway is formed as detailed in the
approved drawings.
(2)
The excavated material may be either:
(a)
used in making the embankment to the channel; or
(b)
deposited in a neatly trimmed and uniform bank on the lower side of the drain with the toe
of the bank being at least 0.3 metres from the edge of the drain.
Standard Specification No. 1 (Earthworks) Part 16 Channel an inlet, outlet and a floodway—16.1 Channel to an
inlet, outlet and a floodway
Ss1-20
Part 17
17.1
(1)
Alignment
If the finished alignment is approved by the Superintendent as a different alignment from that
shown in the approved drawings and in the absence of other requirements for as constructed
drawings, the Contractor must provide detailed as constructed drawings of the altered alignment
to the satisfaction of the Superintendent.
17.2
(1)
Contractual provisions
Excavation
The Superintendent retains the right to utilise the Principal’s tractor and tractor operator to
assess whether or not material is rippable in accordance with section 6.5(3) of this standard
specification.
17.3
Spoil
(1)
Surplus material from the earthworks remain the property of the Principal unless the
Superintendent directs otherwise.
(2)
For spoil sites, the Contractor must provide to the Superintendent a spoil dumping indemnity
identifying the property upon which the fill material is to be placed, signed and dated by the
property owner and including the following minimum provisions:
(3)
17.4
(1)
17.5
(1)
(a)
that the property owner agrees to indemnify the Principal (including its employees and
agents) against any claim, action, liability, loss or damage which may arise in connection
with the Principal entering upon the property owner’s property for the purpose of
placement of fill material;
(b)
that the property owner agrees and acknowledges that the Principal bears no
responsibility for, nor does it guarantee, the quality of the fill material and any
compaction, levelling or trimming of the fill material;
(c)
that the property owner agrees and acknowledges that the Principal bears no
responsibility for:
(i)
the placement of fill material on the property owner’s property by other persons or
authorities;
(ii)
any contamination arising out of or in connection with the fill material.
If a direction is given by the Superintendent pursuant to section 17.3(1) of this standard
specification, the cost of such work is deemed to be included in the Contract Sum.
Services
If any damage occurs to existing services, the Contractor must immediately notify the relevant
service authority and the Principal.
Measurement and payment
All quantities in respect of excavation materials shown in cubic metres in the Contract are solid
volumes of excavation as compacted in accordance with this standard specification.
Standard Specification No. 1 (Earthworks) Part 17 Contractual provisions—17.1 Alignment
Ss1-21
Standard specification No. 2 (Landscaping) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
Interpretation of standard specification .................................................................. 1
PART 2
2.1
2.2
MATERIALS .............................................................................................................. 2
Landscaping materials............................................................................................. 2
Removal of material from the premises .................................................................. 2
PART 3
3.1
3.2
3.3
3.4
3.5
3.6
3.7
PLANT MANAGEMENT ............................................................................................ 3
Protection of a plant to be retained ......................................................................... 3
Work near a tree ....................................................................................................... 3
Damage to a plant to be retained............................................................................. 3
Maintenance of a plant to be retained ..................................................................... 3
Removal of a plant ................................................................................................... 3
Weed eradication...................................................................................................... 4
Methods for removal of plants ................................................................................. 4
PART 4
4.1
4.2
4.3
4.4
4.5
EARTHWORKS ......................................................................................................... 5
Erosion and sediment control ................................................................................. 5
Clearing and grubbing ............................................................................................. 5
Stockpiles ................................................................................................................. 5
Softworks grades ..................................................................................................... 5
Earth mounds ........................................................................................................... 5
PART 5
5.1
HARDWORKS ........................................................................................................... 6
Edges to a garden area ............................................................................................ 6
5.1.1
General requirements for edges to a garden area ................................... 6
5.1.2
Flush concrete edging ............................................................................ 6
5.1.3
Timber edging ........................................................................................ 6
5.1.4
Spade edging ......................................................................................... 6
Paths ......................................................................................................................... 6
5.2.1
General requirements for paths............................................................... 6
5.2.2
Concrete path ......................................................................................... 6
5.2.3
Unit paving path...................................................................................... 6
Outdoor furniture ..................................................................................................... 7
5.3.1
General requirements for outdoor furniture.............................................. 7
5.3.2
Footings to outdoor furniture ................................................................... 7
5.3.3
Water connection and drainage to outdoor furniture ................................ 7
Play area ................................................................................................................... 7
5.4.1
Play equipment ....................................................................................... 7
5.4.2
Footings for play equipment .................................................................... 7
5.4.3
Soft fall area ........................................................................................... 8
5.4.4
Shade structure ...................................................................................... 8
Bollards .................................................................................................................... 8
5.5.1
Cycleway in a park intersecting with a road ............................................. 8
5.5.2
A park adjacent to a road ........................................................................ 8
5.5.3
Materials................................................................................................. 8
5.5.4
Installation of a bollard ............................................................................ 9
5.2
5.3
5.4
5.5
PART 6
6.1
6.2
6.3
SOFTWORKS.......................................................................................................... 10
Cultivation .............................................................................................................. 10
Soil .......................................................................................................................... 10
Garden area and tree planting ............................................................................... 11
6.3.1
Fertiliser ............................................................................................... 11
Standard Specification No. 2 (Landscaping)
Pi
6.4
6.5
6.3.2
Plant material ....................................................................................... 11
6.3.3
Tree planting ........................................................................................ 12
6.3.4
Transplanting........................................................................................ 12
6.3.5
Plant sizes ............................................................................................ 13
6.3.6
Mulch ................................................................................................... 13
6.3.7
Composted Forest mulch ...................................................................... 13
6.3.8
Pine bark mulch.................................................................................... 13
6.3.9
Hoop pine bark mulch ........................................................................... 13
6.3.10
Washed river mulch .............................................................................. 13
6.3.11
Organic embankment stabilisation matting ............................................ 14
Turf and grassing ................................................................................................... 14
6.4.1
Fertiliser ............................................................................................... 14
6.4.2
Grass seed ........................................................................................... 14
6.4.3
Turfed area........................................................................................... 14
Rehabilitation planting ........................................................................................... 14
6.5.1
Rehabilitation planting .......................................................................... 14
6.5.2
Plant communities ................................................................................ 15
6.5.3
Specific location requirements .............................................................. 15
PART 7
7.1
7.2
7.3
7.4
MAINTENANCE....................................................................................................... 16
General maintenance ............................................................................................. 16
Spraying of plants .................................................................................................. 16
Maintenance period ................................................................................................ 16
Maintenance works ................................................................................................ 16
7.4.1
Maintenance of a garden area .............................................................. 16
7.4.2
Maintenance of a grassed area ............................................................. 17
7.4.3
Maintenance of a tree ........................................................................... 17
PART 8
8.1
8.2
8.3
Materials ................................................................................................................. 18
Damage to plants ................................................................................................... 18
Landscape maintenance works ............................................................................. 18
Standard Specification No. 2 (Landscaping)
Pii
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 2–Landscaping 2015.
1.2
(1)
(2)
This standard specification also forms part of a contract:
(a)
(b)
1.3
(1)
This standard specification applies to work being landscaping.
1.4
(1)
(2)
(3)
Interpretation of standard specification
which:
(a)
specification;
(b)
(c)
accordance with SC1.2–Administrative definitions of Schedule 1 of the planning scheme.
(a)
is defined in this standard specification, has the meaning given in this standard
specification;
(b)
is not defined in this standard specification, has the meaning given in accordance with
SC1.2–Administrative definitions of Schedule 1 of the planning scheme.
“Principal”.
Standard specification No. 2 (Landscaping) Part 1 Introduction—1.1 Title
Ss2-1
Part 2
2.1
(1)
Materials
Landscaping materials
The materials and workmanship in respect of landscaping complies with:
(a)
AS 3660/1/2/3 2000 (Set) Termite Management;
(b)
AS 2156.1:2001 Walking tracks, Part 1: Classification and signage;
(c)
AS 1289.0:2000 Method of testing soils for engineering purposes, Part 0: General
requirements and list of methods;
(d)
AS/NZS 2878:2000 Timber-Classification into strength groups;
(e)
AS 1604.1:2005 Specification for preservative treatment - Sawn and round timber;
(f)
AS/NZS 1604.2:2010 Specification for preservative treatment - Reconstituted woodbased products;
(g)
AS/NZS 1604.3:2010 Specification for preservative treatment - Plywood;
(h)
AS/NZS 1604.4:2010 Specification for preservative treatment - Laminated veneer lumber
(LVL));
(i)
AS/NZS 1604.5:2010 Specification for preservative treatment - Glued laminated timber
products;
(j)
AS/NZS 1428.4.1:2009 Design for access and mobility, Part 4: Tactile indicators;
(k)
AS 3727-1993 Guide to residential pavements;
(l)
AS 1141.0-1999 Methods for sampling and testing aggregates - List of methods;
(m)
AS 4454-2012 Composts, soil conditioners and mulches;
(n)
AS 4419-2003 Soils for landscaping and garden use;
(o)
AS 2156.2-2001 Walking tracks, Part 2: Infrastructure design;
(p)
AS 1657-1992 Fixed platforms, walkways, stairways and ladders - Design construction
and installation;
(q)
AS 4373-2007 Pruning of amenity trees;
(r)
AS 4685.1-2004 Playground equipment - General safety requirements and test methods;
(s)
AS 4970-2009 Protection of trees development sites;
(t)
AS 4687 - 2007 Temporary fencing and hoardings;
(u)
AS 1319-1994 Safety signs for the occupational environment;
(v)
AS 4970-2009 Protection of trees on development sites;
(w)
Specifying Trees NATSPEC 2nd Edition (2003) - Ross Clarke;
(x)
Chemicals Distribution Control Act 1966.
(2)
Unless otherwise specified in this standard specification, a manufactured item is used according
to the manufacturer’s specification.
(3)
All landscape materials (soil, plants and mulch) are free from fire ants, certificate or legislation.
2.2
(1)
Removal of material from the premises
The removal of material from the premises is in accordance with section 2.4–Removal of
material from the premises of Standard Specification No. 1–Earthworks 2015.
Standard specification No. 2 (Landscaping) Part 2 Materials—2.1 Landscaping materials
Sc2-2
Part 3
3.1
(1)
Protection of a plant to be retained
If a plant is to be retained the provisions of section 2.1–Protection of plants to be retained of
Standard specification No. 11–Construction 2015 are to be complied with.
3.2
(1)
Plant management
Work near a tree
Work near a tree which is to be retained is carried out in accordance with section 2.2–Work
near a tree of Standard specification No. 11–Construction 2015.
3.3
Damage to a plant to be retained
(1)
If a plant to be retained is damaged, the plant is repaired or replaced in accordance with section
2.3–Damage to plants of Standard specification No. 11–Construction 2015.
(2)
In subsection 3.3(1)“damaged” means:
(a)
the destruction of a plant; or
(b)
the breaking of branches or roots; or
(c)
the debarking of trunks or limbs; or
(d)
the contamination of root zone soil or plants from drift sprays, dust or contaminated
stormwater; or
(e)
the damage by the placement of fill or building materials within the canopy perimeter or
otherwise; or
(f)
compaction from machinery; or
(g)
modification of surrounding hydrology; or
(h)
soil build up around the base of a tree.
3.4
(1)
(2)
Maintenance of a plant to be retained
A plant that is to be retained is maintained by:
(a)
root and canopy pruning, irrigation and fertilisation of any necessary severing of the root
system;
(b)
continued irrigation and fertilisation during establishment;
(c)
formative pruning as required in accordance with AS 4373-2007 Pruning of amenity trees;
(d)
maintenance until the plant demonstrates healthy growth.
Tree maintenance work is supervised by an AQF Level 5 qualified arborist.
3.5
Removal of a plant
(1)
A tree that is not to be retained is removed in accordance with section 2.3–Removal of trees of
Standard specification No. 1–Earthworks 2015.
(2)
A non-native plant is removed from an area requiring natural regeneration, revegetation or
rehabilitation.
(3)
A native plant is only removed if:
(a)
the removal of the plant is necessary to ensure compliance with section 2.3–Damage to
plants of Standard specification No. 11–Construction 2015; or
(b)
the native plant poses a threat to human health or safety or the functioning of a regional
ecosystem.
(4)
If a native plant community poses a threat to the functioning of a regional ecosystem, thinning is
to be carried out in respect of the native plant community.
(5)
The thinning of a native plant community does not:
Standard specification No. 2 (Landscaping) Part 3 Plant management—3.1 Protection of a plant to be retained
Sc2-3
3.6
(a)
focus on or completely eradicate one native plant;
(b)
reduce the regenerative capacity of the ecosystem;
(c)
alter the plant composition of the community so that it no longer represents the regional
ecosystem;
(d)
remove all the plants forming part of the understorey or mid-storey of the plant
community;
(e)
result in selective clearing that just retains large or older trees;
(f)
result in the replacement of the understorey of the plant community with pasture for
grazing;
(g)
have an adverse impact on a remaining forest, erosion, waters, a habitat or a heritage
place.
Weed eradication
(1)
An environmental weed is removed from the premises.
(2)
An environmental weed on stockpiled topsoil is eradicated by the application of a glyphosphate
herbicide or a similar herbicide approved by the local government, in accordance with the
manufacturer’s specification.
(3)
An existing plant which is capable of colonising an area is retained where topsoil is not used
directly in that area.
(4)
A weed or grass on an area to be landscaped is eradicated by the application of a herbicide
prior to the spreading of topsoil.
(5)
Weed eradication is to occur in accordance with the SEQ Ecological Restoration Framework.
3.7
Methods for removal of plants
(1)
A plant that roots directly from its base and has shallow roots is to be removed by hand, by
removing the main root system.
(2)
A weed that grows from a clumped, fibrous root system is to be removed using the crowning
method, by cutting the roots from the crown of the weed.
(3)
A large weed infestation is to be removed in accordance with the SEQ Ecological Restoration
Framework.
(4)
A plant being a tree or a vine is to be removed using the cut and paint method, by cutting the
base of the stem close to the ground and immediately applying herbicide to the cut.
Standard specification No. 2 (Landscaping) Part 3 Plant management—3.6 Weed eradication
Sc2-4
Part 4
4.1
(1)
4.2
(1)
4.3
(1)
4.4
Earthworks
Erosion and sediment control
Erosion and sediment control measures are undertaken in respect of earthworks in accordance
with Standard specification No. 11–Construction 2015.
Clearing and grubbing
Clearing and grubbing are to be carried out in accordance with Standard specification No. 1–
Earthworks 2015.
Stockpiles
Stockpiles are created in accordance with Standard specification No. 1-Earthworks 2015.
Softworks grades
(1)
The maximum grade for a garden bed is 1 in 3.
(2)
The maximum grade for a grassing area is 1 in 4.
4.5
Earth mounds
(1)
An earth mound is constructed from excavated material or imported fill, approved by the local
government, in layers approximately 150mm thick and compacted to minimise slumping.
(2)
The corners and intersections of a plane of an earth mound is rounded and gradual.
(3)
The grading from the edgings has horizontal shoulders, with a minimum width of 500mm, before
any change of level.
Standard specification No. 2 (Landscaping) Part 4 Earthworks—4.1 Erosion and sediment control
Sc2-5
Part 5
Hardworks
5.1
Edges to a garden area
5.1.1
General requirements for edges to a garden area
(1)
Where an edging crosses over an area of fill, the ground is compacted to the same level of
compaction as an undisturbed area.
(2)
The sub-grade is compacted to the specified depth to form a level bed for the edging material.
(3)
Sub-grade material is free from extraneous material that will prevent even compaction and
cause subsidence.
(4)
The finished grade of the edge to the garden bed is flush with all abutting hard finished and
grass surfaces.
(5)
The alignment of an edge is a continuous curve or a straight line as shown on the approved
drawings.
(6)
Edges to a garden area is in accordance with standard drawing LCC–8–00246.
5.1.2
Flush concrete edging
(1)
Flush concrete edging is installed in accordance with standard drawing LCC 8–00243.
(2)
The concrete used in concrete edging is equivalent to N20.
(3)
The sub-grade is compacted to a minimum depth of 150mm.
(4)
The curves for flush concrete edging are set out so that the radii are smoothly connected.
(5)
Flush concrete edging has control joints on 5 metre centres and at the apex of curves.
5.1.3
Timber edging
(1)
Timber edging is designed and installed in accordance with standard drawing LCC 8–00245.
(2)
Timber edging is not used on premises that is a public place or is to become a public place.
5.1.4
Spade edging
(1)
Spade edging is not used on premises that is a public place or is to become a public place,
other than a rehabilitation area and a bush regeneration area.
(2)
Spade edging is created by using a sharp edge spade, to create a ‘v’ shaped channel to the
edge of a garden bed.
5.2
Paths
5.2.1
General requirements for paths
(1)
A path is constructed in accordance with Standard specification No. 1–Earthworks 2015.
5.2.2
(1)
5.2.3
(1)
Concrete path
A path is designed and installed in accordance with:
(a)
standard specification No. 8 (Minor concrete works) 2015;
(b)
standard drawings IPWEAQ R–0065 and LCC 8–00309.
Unit paving path
Unit paving is designed and installed in accordance with standard drawing LCC 8–00248.
Standard specification No. 2 (Landscaping) Part 5 Hardworks—5.1 Edges to a garden area
Sc2-6
5.3
Outdoor furniture
5.3.1
General requirements for outdoor furniture
(1)
Outdoor furniture is:
(a)
selected from items of outdoor furniture approved by the local government;
(b)
vandal proof;
(c)
suitable for the use to which it is proposed;
(d)
consistent with the immediate environment and existing outdoor furniture within that
environment.
5.3.2
Footings to outdoor furniture
(1)
Unless the manufacturer specifies otherwise, the footings to outdoor furniture are to be core
mounted and footings to be constructed in accordance with Standard specification No. 7–
Concrete 2015.
(2)
The footings to outdoor furniture are installed in accordance with the manufacturer’s
specifications or an engineering specification approved by the local government.
(3)
The concrete footings to outdoor furniture have the minimum strength of 20MPa.
5.3.3
(1)
Water connection and drainage to outdoor furniture
Outdoor furniture which requires water supply and stormwater drainage is provided with a water
connection and stormwater drainage in accordance with Standard specification No. 12–Sub-soil
drainage 2015 and the manufacturer’s requirements.
5.4
Play area
5.4.1
Play equipment
(1)
5.4.2
(1)
Play equipment complies with:
(a)
AS/NZS 4486.1:1997 Playgrounds and playground equipment, Part 1:Development,
installation, inspection, maintenance and operation;
(b)
AS 4685.1-2004amdt 2 - 2008 Playground equipment–General safety requirements and
test methods;
(c)
AS 4685.2-2004 amdt 2 - 2008 Playground equipment–Particular safety requirements
and test methods for swings;
(d)
AS 4685.3-2004/samdt 1 - 2006 Playground equipment–Particular safety requirements
and test methods for slides;
(e)
AS 4685.4-2004 Playground equipment–Particular safety requirements and test methods
for runways;
(f)
AS 4685.5-2004/amdt 1 - 2006 Playground equipment–Particular safety requirements
and test methods for carousels;
(g)
AS/NZS 4422-1996 Playground surfacing–Specifications, requirements and test method
(incorporating Amdt 1 May 1999);
(h)
AS 2555–1982 Supervised adventure playgrounds, Guide to establishment and
administration;
(i)
As4685.6–2004/amdt 1 - 2008 Playground equipment - Particular safety requirements
and test methods for rocking equipment.
Footings for play equipment
Play equipment is installed to allow for a 50mm clearance from the top of the footing of the play
equipment to the top of the surrounding subgrade.
Standard specification No. 2 (Landscaping) Part 5 Hardworks—5.3 Outdoor furniture
Sc2-7
5.4.3
(1)
Soft fall area
A soft fall area:
(a)
has a minimum 250mm depth soft fall sand bed complying with AS/NZS 4422–1996
Playground surfacing–Specifications, requirements and test method (incorporating Amdt
1 May 1999) above the subgrade;
(b)
provides for free drainage from the sub-grade and no ponding to the sub-grade;
(c)
is excavated to the levels shown on the approved drawings.
(2)
The soft fall area is connected to the stormwater drainage.
(3)
If the soft fall area cannot be connected to the stormwater drainage:
(a)
the outlets of the sub-soil drainage pipes are to be provided at a minimum of 3 metres
from the play equipment pad;
(b)
if the premises do have sufficient fall to divert the flow, the flow is diverted via a turfed
spoon drain, the profile of which is mowable, to the lowest point on the premises;
(c)
if the premises do not have sufficient fall to divert the flow, the drainage pipe is to be
discharged into a rubble pit of 1m 3 water holding capacity per 5m² of softfall area. Pit is
to be a minimum of 300mm below the sub-grade of the play equipment pad.
5.4.4
Shade structure
(1)
Where a shade structure is installed over play equipment, the shade structure is not to impede
the vertical clearance heights of the play equipment.
(2)
The shade structure is certified by an engineer as structurally sound in the upper range
conditions experienced in south east Queensland, including the wind terrain category and
design wind speed for a specific site.
(3)
The shade structure has a minimum clearance of 2 metres between the fabric cover and each
play equipment.
(4)
The shade structure provides a minimum shade shadow to cover of 90 percent of all equipment
during the period from 11:30 to 14:30 during December to mid March.
(5)
The shade structure is rated above 90 percent for UV block out and uses Monotec 370 fabric or
equivalent.
5.5
Bollards
5.5.1
Cycleway in a park intersecting with a road
(1)
A bollard which is provided at the end of a cycle path in a park to prevent direct access to a
road is in accordance with standard drawing LCC 8–00702.
5.5.2
(1)
A park adjacent to a road
A bollard which is provided in a park adjacent to a road to prevent vehicular access to the park
is:
(a)
in accordance with standard drawing LCC 8–00247;
(b)
provided at 1.5m centres to the sides of the park abutting a road reserve.
5.5.3
(1)
Materials
A bollard is:
(a)
1200mm or 1500mm in length and 150mm in diameter;
(b)
made from a treated pine post in accordance with AS1604.1–2005 Specification for
preservative treatment–Sawn and round timber;
(c)
circular routed at the top of the post;
(d)
free from defects, splits and splinters.
Standard specification No. 2 (Landscaping) Part 5 Hardworks—5.5 Bollards
Sc2-8
(2)
5.5.4
The footing to a bollard:
(a)
is concrete;
(b)
has a minimum strength of 20MPa;
(c)
is installed to a depth of 650mm with a diameter of 400mm.
Installation of a bollard
(1)
A bollard is installed with a maximum spacing of 1.5 metres and no deviations from the line or
curve of the bollards shown on the approved drawings.
(2)
A footing to a bollard is excavated to achieve the footing dimensions and filled with concrete.
(3)
The bollard is stabilised in a vertical position at the centre of the footing to a depth of 600mm
below the finished surface level until the concrete is cured.
(4)
On completion of the installation of the bollard, the surrounding area is cleaned up, debris is
removed and any area disturbed by the work is re-established.
Standard specification No. 2 (Landscaping) Part 5 Hardworks—5.5 Bollards
Sc2-9
Part 6
6.1
Softworks
Cultivation
(1)
The sub-grade is rotated by rototilling to a minimum depth of 150mm.
(2)
Where a clay pan or a shale like rock lies within 500mm of the surface, layers are to be ripped
to a minimum depth of 500mm.
(3)
The area in proximity to a service or a tree root is:
(4)
(a)
to be undisturbed; or
(b)
cultivated by hand where it cannot be left undisturbed.
Any stone exceeding 50mm in any direction and any extraneous material brought to the surface
during cultivation is removed.
6.2
(1)
Soil
Soil:
(a)
is a fine soil type in accordance with Table 6.2.1–Soil type by texture of this standard
specification;
(b)
is friable;
(c)
is moderately free draining;
(d)
complies with AS 4419–2003 Soils for landscaping and garden use;
(e)
is free of fire ants;
(f)
is free from Nut Grass (Cyperus rotundus);
(g)
report is to provided at pre-start meeting.
(2)
Soil is imported from a source approved by the local government or is provided from material
upon the premises where approved by the local government.
(3)
Soil from the premises which is improved to comply with Table 6.2.1–Soil type by texture of this
standard specification by the use of additives such as Gypsum, may be used as topsoil where
(4)
If an additive is used to improve soil from the premises, the additive is applied in accordance
with the manufacturer’s specification.
(5)
Soil is spread such that:
(6)
(7)
(a)
the finished surface of the soil is smooth, free of lumps and free draining;
(b)
the finished surface levels allows for the settling and spreading of mulch;
(c)
the soil is lightly compacted over the prepared sub-grade;
(d)
in a grassed area the edge of the soil is feathered into undisturbed ground.
Where soil is next to a kerb, a path, a mowing strip or other hard paved surface:
(a)
the soil is finished flush for a seeded grass area and bevelled below the abutting finished
grade to allow for turf or mulch;
(b)
the finished grade of the mulch is approximately 10mm below the abutting finished
surface level;
(c)
the finished surface level of the turf is flush with the abutting finished surface level;
(d)
the finished surface level of a grass area, turf and a garden bed adjacent to a building or
other structure is 125mm below the weepholes in the building or the structure.
The minimum depth of soil for:
(a)
a turfed area and a seeded grass area is 100mm;
(b)
a garden bed is 300mm.
Standard specification No. 2 (Landscaping) Part 6 Softworks—6.1 Cultivation
Sc2-10
Table 6.2.1–Soil type by texture
Column 3
Soil type by texture
Column 1
Composition
Column 2
Test method
Fine
(loam)
Medium
(sandy loam)
Coarse
(loamy
sand)
Sand
-
<52
50-70
70-85
Silt
-
28-50
0-50
0-30
Clay
-
7-27
0-20
10-15
Organic
matter
AS1289.4.1.1-1997
engineering purposes - Soil
chemical
tests
Determination of the organic
matter content of a soil Normal method
>2
>5
>5
Salt content
Electrical conductance
<3.0dS/m
<3.0dS/m
<3.0dS/m
Reaction
pH value
AS1289.4.3.1-1997
engineering purposes - Soil
chemical
tests
Determination of the pH
value
of
a
soil
Electrometric method
5-7
5-7
5-7
6.3
Garden area and tree planting
6.3.1
Fertiliser
(1)
If fertiliser is required to be applied, the fertiliser is applied as determined by the manufacturer's
specifications. Application of fertilizer should be in response to site soil conditions, imported
soils and plant species to ensure continuous healthy growth.
(2)
Fertiliser is placed 50mm away from the root ball and at a depth that is equivalent to half the
depth of the root ball, but no deeper than 250mm.
6.3.2
(1)
Plant material
A plant is:
(a)
free from disease, a pest and nursery weeds;
(b)
not an environmental weed.
(2)
A plant is not planted in adverse conditions including extreme weather conditions or
waterlogged soils.
(3)
During planting:
(a)
the root ball of a plant receives minimum disturbance and exposure;
(b)
minor root pruning is carried out where necessary;
(c)
remove all nursery stakes and ties.
(4)
A tree is of stock quality as specified on standard drawing LCC 8–00237.
(5)
A plant is prepared for the specific growing conditions of the premises.
(6)
The mature size of a plant is appropriate for its location.
Standard specification No. 2 (Landscaping) Part 6 Softworks—6.3 Garden area and tree planting
Sc2-11
6.3.3
Tree planting
(1)
A tree planted in a garden area without a root barrier is planted in accordance with standard
drawings LCC 8-00236 and LCC 8-00237.
(2)
A tree planted in a garden area with a root barrier is planted in accordance with standard
drawing LCC 8-00235.
(3)
A street tree planted in a grassed verge is planted in accordance with:
(4)
(a)
LCC 8-00242 Typical footpath setout detail;
(b)
Table 6.3.3.1–Street tree setback requirements of this standard specification;
(c)
standard drawings LCC 8–00236 and LCC 8-00237.
A street tree planted in a paved area is planted in accordance with:
(a)
Table 6.3.3.1–Street tree setback requirements of this standard specification;
(b)
standard drawing LCC 8-00235 modified to provide a metal grate around the base of the
street tree, flush with the paved surface and with a maximum 4mm gap between the
metal grate and the paved surface.
Table 6.3.3.1–Street tree setback requirements
Column 1
Column 2
Object
Minimum setback (metres)
Road light pole
6.3.4
(1)
8
Electricity or telephone pole or pillar
2.5
Powerline
3.5
Water supply system and sewerage system
1.5
Back of kerb
0.6
Road sign
10.0
Path
0.6 from a path running
generally parallel to a
carriageway and 3.0 from a
path which is running
generally perpendicular to a
carriageway
Tangent point of the extension of the property
alignment of a side road that intersects with a
through road
8.0 if the through road is a
minor road
15.0 if the through road is a
major road
Crossover
3.0
Street tree with a mature height which is less than
4 metres
6.0
Street tree with a mature height of between 4 and 6
metres
7.0
Street tree with a mature height of greater than 6
metres
10.0
Bus stop and bus shelter
10.0
Transplanting
A plant is transplanted during its dormant period, where practical.
Sc2-12
(2)
A planting hole is prepared to allow for a minimum width, equivalent to 50 percent of the root
ball diameter, to be backfilled beneath and surrounding the root ball.
(3)
The root ball is prepared for transportation by wrapping the root ball in hessian or a similar
material to prevent disturbance of the root ball.
(4)
A transplanted tree with a calliper greater than 50mm at a height of 1.5 metres from the ground
level is guyed with:
6.3.5
(1)
(a)
three wires spaced equally around the tree and attached at a 45 degree angle, at
approximately 40 percent of the trunk height from the ground;
(b)
wires that are evenly taut and anchored or pegged into the ground;
(c)
wires with a surrounding rubber hose to protect the tree;
(d)
wires that are temporarily flagged where conflict with traffic may occur;
(e)
wires and flags that are removed after the tree has become established.
Plant sizes
A plant is of a size specified in Table 6.3.5.1–Plant size of this standard specification.
Table 6.3.5.1–Plant size
6.3.6
Column 1
Type of plant
Column 2
Minimum container size or type
Column 3
Staked
Tree
25/L
Yes
Shrub
200 mm
As required
Groundcover
140 mm
No
Vine
140 mm
No
Rehabilitation or
revegetation work
Tubestock or virocell
As required
Mulch
(1)
Mulch is kept free from the stem or the trunk of a plant to a minimum distance of 200mm radius.
(2)
Mulch is free of foreign matter including rock, soil, weeds and sticks.
(3)
Mulch in a garden area and at the base of a tree has a minimum depth of 100mm.
6.3.7
Composted Forest mulch
(1)
Composted Forest mulch comprises chipped tree trunk, branches and leaves of mixed plant
species other than an environmental weed.
(2)
Composted Forest mulch is used on a batter, a mass planting area and in combination with
other mulch in a garden area.
6.3.8
Pine bark mulch
(1)
Pine bark mulch is graded from 25-50mm in length free from other wood products.
(2)
Pine bark mulch is used around individual trees planted in a grassed area and in combination
with forest litter mulch in a garden area.
6.3.9
(1)
Hoop pine bark mulch
Hoop pine bark mulch is used on a batter, a mass planting area and in combination with pine
bark mulch in a garden area.
6.3.10 Washed river mulch
(1)
Washed river pebble is graded in size to ensure no movement in a peak stormwater event.
Sc2-13
(2)
Stones are free from foreign material and are consistent in colour and size.
(3)
Washed river pebble is used:
(a)
around stormwater drainage;
(b)
around an inlet and an outlet in an organic mulched area;
(c)
along a garden area where an organic pebble washout is probable or to aid in the
drainage of the garden area.
(4)
The minimum depth of washed river pebble is a minimum of twice the diameter of the largest
pebble.
(5)
Washed river pebble is not used in an area accessible to the public unless indicated on an
approved drawing.
6.3.11 Organic embankment stabilisation matting
(1)
Organic matting shall be pinned and installed in accordance with manufacturers specification to
ensure no movement.
6.4
Turf and grassing
6.4.1
Fertiliser
(1)
Fertiliser is to be applied as per manufacturer's specification to ensure healthy long term growth.
6.4.2
Grass seed
(1)
Grass seed is mixed and applied at the rates in accordance with the suppliers specifications
and guidelines.
(2)
A failed grassed area is immediately repaired by raking, the seeding of grass and watering.
6.4.3
Turfed area
(1)
A turf roll has a minimum soil thickness of 20mm.
(2)
The turf is delivered to the premises within 24 hours of being cut.
(3)
The turf is laid within 36 hours of being cut.
(4)
Where the laying of the turf is delayed, the turf is:
(a)
protected and watered to maintain its condition;
(b)
not allowed to dry out at any stage from cutting to laying.
(5)
The turf is laid along the contours of the premises in staggered rows with the butt ends of the
turf rolled together.
(6)
The edges of the finished grade of the turf are bevelled down a maximum 15mm below an
abutting hard surface such as a kerb, a path, a mowing strip or other hard paved surface.
(7)
The turf is rolled to ensure contact between the roots of the turf and the topsoil bed.
(8)
Loamy sand is worked into the joints and depressions in a turfed area to correct any
unevenness in the surface of the turfed area.
(9)
The turf is not provided on a slope steeper than 1 in 4.
(10)
A newly turfed area is protected from traffic.
(11)
A failed turfed area is immediately repaired by raking, the relaying of turf and watering.
6.5
Rehabilitation planting
6.5.1
Rehabilitation planting
(1)
Rehabilitation shall be carried out in accordance with the SEQ Ecological Restoration
Framework (2012).
Standard specification No. 2 (Landscaping) Part 6 Softworks—6.4 Turf and grassing
Sc2-14
6.5.2
Plant communities
(1)
The plant community is representative of the species and density of endemic plant
communities.
(2)
The plant community is self sustaining and self-regenerating.
(3)
The plant community provides habitat for native animals.
6.5.3
(1)
(2)
(3)
Specific location requirements
The upper part of a slope or a bank is planted with:
(a)
large trees with deep root systems;
(b)
shrubs that bind the soil;
(c)
ground covers that can filter stormwater.
The lower part of a slope or a bank is planted with:
(a)
a dense undergrowth of shrubs;
(b)
native rushes and sedges with matted root systems and flexible branches to protect the
bank from scouring;
(c)
plants that are tolerant of periodic inundation.
An area subject to regular tidal inundation is planted with:
(a)
trees and shrubs suited to areas which are subject to regular tidal inundation;
(b)
herbs, grasses and vines that increase in density further away from areas which are
subject to regular tidal inundation.
Standard specification No. 2 (Landscaping) Part 6 Softworks—6.5 Rehabilitation planting
Sc2-15
Part 7
7.1
Maintenance
General maintenance
(1)
The premises is to be kept free of weeds and rubbish.
(2)
Any damaged, defective or stolen landscaping item is to be repaired or replaced.
7.2
Spraying of plants
(1)
An insect attack or disease amongst plant material is reported to the local government
immediately.
(2)
A plant is sprayed with an insecticide or a fungicide or herbicide approved by the local
government.
(3)
All spraying is to be undertaken in accordance with Chemicals Distribution Control Act 1966.
7.3
(1)
Maintenance period
The plants are maintained during the maintenance period such that at the end of:
(a)
the plant establishment period:
(i)
a seeded grass area is established with 80 percent grass coverage;
(ii)
a turfed area is established with 100 percent turf coverage;
(iii) trees, shrubs and groundcovers display a level of growth consistent with the
species;
(iv) plants are in good health and display no evidence of disease, pest infestation or
other damage;
(v)
the landscape area is free from weeds and rubbish;
(b)
the maintenance period, the provisions of paragraph (a) are complied with except that a
seeded grass area is established with 95 percent grass coverage.
(2)
In section 7.3 “plant establishment period” means a minimum period of 12 weeks from the date
of practical completion approval.
(3)
In this Part 7–Maintenance of this standard specification “maintenance period” means a period
of 52 weeks from the Date of Practical Completion unless otherwise required by the local
government.
7.4
Maintenance works
7.4.1
Maintenance of a garden area
(1)
A garden area is maintained during the maintenance period by:
(a)
watering, mowing, weeding, fertilising, controlling pests and diseases, returfing,
reseeding, re-staking and tying, replanting, re-mulching, cultivating, pruning, aerating,
renovating, top dressing and keeping the landscape area neat and tidy;
(b)
replacing a failed, damaged or stolen plant with a plant of the same size and species and
equal to the size of a similar plant at the time of replanting;
(c)
watering each plant as necessary from the date of planting to maintain continuing healthy
stress free growth;
(d)
maintaining a mulched area by keeping the area clean and tidy and reinstating the mulch
as necessary;
(e)
adjusting and replacing a stake and a tie as required;
(f)
removing a stake as a plant becomes established and no longer needs support unless
the stake is for a street tree or a marker staked plant;
(g)
adjusting any uneven settling or slumps by lifting the mulch, adding or removing approved
soil and replacing the mulch to the required level;
Standard specification No. 2 (Landscaping) Part 7 Maintenance—7.1 General maintenance
Sc2-16
(h)
carrying out such other activities as are necessary to ensure compliance with this
standard specification;
(i)
keeping mulch clear of plant stems to prevent damage to plants.
7.4.2
(1)
Maintenance of a grassed area
A grassed area is maintained during the maintenance period by:
(a)
mowing grass to 50mm height when grass has grown no higher than 75mm and
removing grass clippings from the landscape area or as otherwise approved by the local
government;
(b)
applying water at regular intervals to ensure ongoing healthy growth.
7.4.3
(1)
(2)
Maintenance of a tree
A tree is maintained during the maintenance period by:
(a)
replacing a failed, damaged or stolen plant with a plant of the same size and species and
equal to the size of a similar plant at the time of replanting;
(b)
watering each plant as necessary from the date of planting to maintain continuing healthy
stress free growth;
(c)
maintaining a mulched area by keeping the area clean and tidy and reinstating the mulch
as necessary;
(d)
regularly removing weeds;
(e)
adjusting and replacing a stake and a tie as required;
(f)
adjusting any uneven settling or slump by lifting the mulch, adding or removing the
approved topsoil and replacing the mulch to the required level;
(g)
removing the lower branches of a tree planted in a road area as necessary;
(h)
fertilising and spraying the tree as necessary to ensure healthy growth;
(i)
pruning a street tree in accordance with AS 4373–1996 Pruning of amenity trees.
If tree surgery is required to be carried out on an existing retained tree, a transplanted tree, a
newly planted tree, or a damaged tree, the tree surgery is performed by a qualified tree
surgeon.
Standard specification No. 2 (Landscaping) Part 7 Maintenance—7.4 Maintenance works
Sc2-17
Part 8
8.1
Materials
(1)
Without derogating from the obligation of the Contractor to achieve Practical Completion by the
Date for Practical Completion, the Contractor must advise the Superintendent immediately the
Contractor becomes aware that supplies specified on the approved drawings are not available
and provide names of alternative suppliers and proposed alternative materials.
(2)
The Contractor must obtain the written approval of the Superintendent before ordering
alternative materials.
8.2
(1)
Damage to plants
If the Contract contains a provisional sum for the replacement of stolen or damaged trees, the
Contractor must cost that provisional sum item.
8.3
Landscape maintenance works
(1)
The Contractor is not required to comply with the requirements set out in section 7.3(1)(b) of this
(2)
If the Contactor fails to achieve the requirements set out in section 7.3(1)(a) of this standard
specification within the plant establishment period:
(3)
(4)
(a)
the Contractor is to achieve the requirements of section 7.3(1)(a) of this standard
specification as soon as possible after the plant establishment period;
(b)
the Contractor is not entitled to lodge its final payment claim under the Contract until such
time as, in the Superintendent’s opinion, the Contractor has complied with its obligations
under section 7.3(1)(a) of this standard specification.
Subject to section 8.3(2) of this standard specification, from the Date of Practical Completion to
the expiry of the plant establishment period, the Contractor is required to carry out landscape
maintenance in accordance with:
(a)
Section 7.4–Maintenance Works of this standard specification;
(b)
the Maintenance Program.
For the purposes of section 8.3(3) of this standard specification, the Maintenance Program:
(a)
is to be prepared by the Contractor and submitted to the Superintendent for approval
prior to commencement of work under the Contract;
(b)
is to be approved by the Superintendent within 21 days of receipt;
(c)
is to contain details of the frequency with which the Contractor proposes to carry out its
obligations under section 7.4– Maintenance Works of this standard specification.
Standard specification No. 2 (Landscaping) Part 8 Contractual provisions—8.1 Materials
Sc2-18
Standard specification No. 3 (Stormwater infrastructure)
2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
PART 2
2.1
2.2
2.3
2.4
2.5
2.6
MATERIALS .............................................................................................................. 2
Materials and workmanship ..................................................................................... 2
Reinforced concrete pipe......................................................................................... 2
Fibre reinforced concrete pipe ................................................................................ 2
Unplasticised PVC (uPVC) ....................................................................................... 2
Precast reinforced concrete box culverts ............................................................... 2
No crack policy......................................................................................................... 3
PART 3
3.1
3.2
3.3
EXCAVATION............................................................................................................ 4
Excavation ................................................................................................................ 4
Drainage of bedding material .................................................................................. 4
Unsuitable trench foundations ................................................................................ 4
PART 4
4.1
4.2
4.3
4.4
4.5
BEDDING LAYING AND JOINTING OF PIPES AND BOX CULVERTS ..................... 5
Bedding and surround ............................................................................................. 5
Pipe laying ................................................................................................................ 5
Jointing pipes ........................................................................................................... 6
Pipe laying compliance testing................................................................................ 6
Laying and jointing of box culverts ......................................................................... 6
PART 5
5.1
5.2
5.3
5.4
5.5
5.6
BACKFILLING ........................................................................................................... 8
General standards .................................................................................................... 8
Under proposed pavements .................................................................................... 8
Under existing pavements ....................................................................................... 8
Under footpaths ....................................................................................................... 9
Sand, silt and debris in stormwater drainage pipeline ........................................... 9
Disposal of surplus spoil ......................................................................................... 9
PART 6
6.1
6.2
6.3
6.4
6.5
6.6
DRAINAGE STRUCTURES ..................................................................................... 10
Materials ................................................................................................................. 10
Construction of drainage structures ..................................................................... 10
Stone pitching ........................................................................................................ 11
Hand packed rubble ............................................................................................... 11
Concrete surround ................................................................................................. 11
PART 7
7.1
7.2
7.3
7.4
INTER-ALLOTMENT DRAINAGE SYSTEM............................................................. 12
Pipe bedding and backfill ...................................................................................... 12
Pipe materials ......................................................................................................... 12
Inspection manholes .............................................................................................. 12
Footpath crossing—outfall to kerb........................................................................ 12
PART 8
8.1
8.2
8.3
8.4
8.5
8.6
RESTORATION ....................................................................................................... 13
Asphalt pavements ................................................................................................ 13
Kerb and channel ................................................................................................... 13
Concrete pavements .............................................................................................. 13
Grassed areas ........................................................................................................ 13
Connection to water supply infrastructure ........................................................... 13
PART 9
9.1
9.2
Excavation in rock.................................................................................................. 14
Drainage of bedding material ................................................................................ 14
Standard specification No. 3 (Stormwater infrastructure)
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 3–Stormwater
infrastructure 2015.
1.2
(1)
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving stormwater
infrastructure.
1.4
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification;
(b)
SC1.2 Administrative definitions of Schedule 1 of the planning scheme.
“Principal”.
Standard specification No. 3 (Stormwater infrastructure) Part 1 Introduction—1.1 Title
Ss3-1
Part 2
2.1
(1)
Materials
Materials and workmanship
The materials and workmanship in respect of the construction of stormwater infrastructure
comply with:
(a)
AS/NZS 1254:2010 and Amendment 1–2011–PVC Pipes and fittings for storm and
surface water applications;
(b)
AS 1646:1–2007–Elastomeric seals for waterworks purposes–General requirements;
(c)
AS 4058-2007 Precast concrete pipes (pressure and non-pressure)–incorporating Amdt
1–1996;
(d)
AS 1597.2–1996 Precast reinforced concrete box culverts–Large culverts (from 1500mm
span and up to and including 4200mm span and 4200mm height);
(e)
AS 1597.2 Supp1-1997 Precast reinforced concrete box culverts–Large culverts (from
1500mm span and up to and including 4200mm span and 4200mm height)–Commentary
(Supplement to AS 1597.2–1996);
(f)
AS 4139–2003 Fibre reinforced concrete pipes;
(g)
AS 3725–2007 Loads on buried concrete pipes;
(h)
AS 3725-1989 Supp 1–2007 Loads on buried concrete pipes–Commentary (Supplement
to AS 3725–2007).
2.2
Reinforced concrete pipe
(1)
Unless otherwise noted on the approved drawings all pipes are Class 2 and comply with the
requirements of AS 4058–2007.
(2)
Reinforced concrete pipes are subjected to the load and absorption tests specified in AS 3725–
2007 Loads on buried concrete pipes where the load test is the three edge bearing method.
(3)
Pipes up to and including 600mm diameter are rubber ring jointed.
(4)
Pipes larger than 600mm diameter are either:
(a)
rubber ring jointed; or
(b)
flush jointed with manufacturer’s external fitting jointing bands.
2.3
Fibre reinforced concrete pipe
(1)
Unless otherwise noted on the approved drawings all pipes are Class 2 and comply with the
requirements of AS/NZS 1254:2010 and Amendment 1-2011 - PVC Pipes and fittings for storm
and surface water applications.
(2)
Fibre reinforced concrete pipes are subjected to the load and absorption tests specified in AS
4139-2003 Fibre reinforced concrete pipes - Appendices E and F.
(3)
All pipes are double-v-ring jointed (Elastomeric joint).
2.4
Unplasticised PVC (uPVC)
(1)
All uPVC pipes are Class SN8 minimum.
(2)
All uPVC pipes and fittings up to and including 225mm in diameter are either solvent welded or
rubber ring jointed.
(3)
Pipes larger than 225mm diameter are rubber ring jointed.
(4)
Pipes larger than 300mm are not used.
2.5
(1)
Precast reinforced concrete box culverts
This section applies to a culvert which:
(a)
does not exceed 3.66 metres in width and 3.66 metres in depth;
Standard specification No. 3 (Stormwater infrastructure) Part 2 Materials—2.1 Materials and workmanship
Ss3-2
(b)
is for installation either directly under a pavement or under a fill up to but not exceeding
1.5 metres in height.
(2)
The culvert comprises a single inverted U-shaped section forming the deck and the two walls,
with a separate invert slab.
(3)
The invert slab provides a minimum depth of recess (including tolerance) into which the legs are
mortared during placement so as to provide lateral restraint in service of:
(a)
30mm for precast slabs;
(b)
40mm for in-situ slabs.
(4)
The culvert and spanning slab supplied are suitable for use in fresh water.
(5)
A propriety “link slab system” may be used where approved by the local government.
2.6
No crack policy
(1)
Any pipe or culvert exhibiting any visible cracks on delivery is to be rejected.
(2)
For the purposes of section 2.6(1) of this standard specification ‘crack’ does not include:
(a)
surface craze cracks (usually of irregular pattern); or
(b)
hairline cracks (cracks just visible to the naked eye) not extending through the pipe wall.
Standard specification No. 3 (Stormwater infrastructure) Part 2 Materials—2.6 No crack policy
Ss3-3
Part 3
3.1
Excavation
Excavation
(1)
The site of all excavation is cleared and a hole made as a result of an excavation is filled in.
(2)
At no time during the progress of the work is a length of trench opened up in advance of the
pipe laying greater than can be laid in one working day.
(3)
All excavated material which is not used on the site as backfill is removed from the site and
disposed of lawfully in accordance with all applicable laws.
(4)
Excavation does not commence until sufficient materials are on site, together with the
necessary appliances and plant to ensure the uninterrupted progress and continuance of the
works after excavation has commenced.
(5)
Excavation is made to the alignment and level shown in the approved drawings.
(6)
Where excavation is carried out in asphaltic concrete sealed pavements, the asphaltic concrete
at 150mm beyond the limits of the excavation is cut prior to excavation with saws or other
approved tools to near straight lines to facilitate restoration of the pavement to its original state.
(7)
Where excavation is carried out through grassed areas, turf is taken up and stockpiled for later
relaying of the turf within the disturbed area.
(8)
All trenches are generally vertically sided, however open-cut trenches in which the sides above
a level of 300mm over the top of the pipe are battered from the vertical may only be provided if
the trenches are clear of structures and improvements.
(9)
If trenches are sheeted, the clear width between the inside faces of the vertical sheeting equals
the trench width shown on the approved drawings.
(10)
Trenches are not excavated wider than the trench width shown on the approved drawings.
(11)
All excavations are made in a careful manner to ensure they are rendered secure and safe by
sheeting or other means.
(12)
An excavation is protected to prevent slips or falls.
(13)
Excavation is shored up by props and intermittent, partial or complete planking in accordance
with the Workplace Health and Safety Regulation 1997.
3.2
Drainage of bedding material
(1)
Upstream of each headwall, manhole, or gully (other than an end of line gully), a 3.0 metre
length of 100mm diameter sub-soil drainage pipe is laid in the bedding material.
(2)
The sub-soil drainage pipe is:
(a)
Class 400 perforated corrugated PVC pipe Type 1 that complies with AS 2439.1–2007
Perforated plastics drainage and effluent pipe and fittings–Perforated drainage pipe and
associated fittings and AS 2439.2–2007 Perforated plastics drainage and effluent pipe
and fittings–Perforated effluent pipe and associated fittings for sewerage applications;
(b)
fitted with an approved geotextile filter sock where sand bedding is used.
3.3
Unsuitable trench foundations
(1)
Where the excavation encounters ground water or other poor ground conditions, the depth of
the bedding and surround material is increased to provide adequate support for the pipe as
(2)
If poor trench conditions exist, the pipe, or structure is supported by rock ballast which is:
(a)
sound igneous or metamorphic material that does not disintegrate in water;
(b)
of a 50mm nominal size;
(c)
completely wrapped in a non-woven geotextile fabric 1.9mm minimum thickness;
(d)
tamped into place.
Standard specification No. 3 (Stormwater infrastructure) Part 3 Excavation—3.1 Excavation
Ss3-4
Part 4
4.1
(1)
(2)
(3)
Bedding laying and jointing of pipes and box
culverts
Bedding and surround
Bedding material conforms with the specifications in respect of:
(a)
type 1 (Ballast), or type 2 (Screenings), or type 3 (Course sand) as shown on standard
drawing IPWEAQ D–0030;
(b)
the gradings in Table 4.1.1–Bedding material of this standard specification;
(c)
consists of clean, hard, tough, durable uncoated material of uniform quality, free from clay
or any other deleterious matter;
(d)
is thoroughly compacted under the haunches and around the barrel of pipes;
(e)
is separated from other approved trench backfill materials by a layer of non-woven
geotextile (Terrain 1000 s/uv or approved equivalent).
Type 1 (Ballast) bedding material is:
(a)
used for reinforced concrete pipes, fibre-reinforced concrete pipes and pre-cast drainage
structures;
(b)
is in accordance with standard drawing LCC8–0054.
Type 2 (Screenings) bedding material is:
(a)
used for reinforced concrete pipes and fibre reinforced concrete pipes;
(b)
is in accordance with standard drawing LCC8–0054.
(4)
Type 3 (Course sand) bedding material is used:
(a)
for small u-PVC pipes;
(b)
in accordance with standard drawing LCC8–0054.
Table 4.1.1–Bedding material
Column 1
Sieve
mm
4.2
37.5
Column 2
Type 1
(Ballast)
% Passing
98-100
Column 3
Type 2
(Screenings)
% Passing
-
Column 4
Type 3
(Coarse Sand)
% Passing
-
26.5
75-90
-
-
19
15-25
98-100
-
9.5
0-2
35-50
98-100
4.75
0-1
5-10
95-100
2.36
0-1
0-2
70-98
1.8
-
-
33-88
0.6
-
-
12-63
0.43
0-1
0-1
8-40
0.3
-
-
5-15
0.08
0-1
0-1
0-2
Pipe laying
(1)
Pipes are laid true to line and grade, and are free draining and firmly bedded.
(2)
Pipes are laid from the discharge end upstream to the following tolerances:
Standard specification No. 3 (Stormwater infrastructure) Part 4 Bedding laying and jointing of pipes and box
culverts—4.1 Bedding and surround
Ss3-5
(a)
invert levels–±50mm;
(b)
manhole locations–within 1000mm of design;
(c)
gully locations–within 300mm of design.
(3)
Circular pipes with elliptical reinforcement are supplied marked “Top” and “Bottom” to indicate
the correct position when laid and such pipes are laid correctly according to the marking.
(4)
For pipes up to and including 600mm diameter, the socketed end of the pipe is laid upstream
and a shallow excavation is made under the socket of each pipe so that the pipe fully rests for
its full length of barrel upon the bedding material in the trench.
(5)
Elastomeric ring joints are carefully made ensuring the spigot and socket are clean, and the
rubber ring is rolled evenly into place and elastomeric ring lubricant is used for fibre reinforced
concrete pipes.
(6)
For concrete pipes greater than 600mm diameter, internal interlocking joints may be used and
the pipes are laid generally as specified in section 4.2 (Pipe laying) of this standard
specification.
(7)
Externally the pipe joint is sealed with an approved proprietary manufactured natural rubber
jointing band.
(8)
Lifting holes in all pipes are plugged by a method approved by the local government.
(9)
Unless otherwise shown in the approved drawings, pipes are to be bedded as specified in
section 4.1 (1) of this standard specification.
(10)
Pipe laying is in accordance with the recommended pipe laying practice set out in AS 3725–
2007 Loads on buried concrete pipes.
4.3
Jointing pipes
(1)
Where specified, spigot and socket pipes are joined by elastomeric ring joints which is in
accordance with AS 1646–2007 Elastomeric seals for waterworks purposes–General
requirements.
(2)
When a flush jointed pipe is used:
4.4
(a)
the first pipe (downstream) is bedded to established line and grade with the groove
upstream;
(b)
the external band is installed after the joint is made, in accordance with manufacturer’s
recommendations.
Pipe laying compliance testing
(1)
All pipes lines are subject to internal inspection and approval by the local government before
being accepted on-maintenance.
(2)
The inspection of all pipes is carried out using a remote controlled video camera and the original
copy of the unedited video tape with the date and time of the inspection visible on the pictures is
submitted to the local government before being accepted on-maintenance.
(3)
A report on the findings of a remote controlled video camera inspection is to be submitted to the
local government in an electronic format suitable for utilisation in “Sewer Rat” compatible
applications.
(4)
Pipes do not show clearly visible cracks of more than one millimetre for a length of 300mm or
more on the inside.
(5)
All rejected pipes are replaced with new pipes which undergo further compliance testing.
4.5
Laying and jointing of box culverts
(1)
Box culverts are laid on cast in-situ bases.
(2)
The crown of the culvert may be bedded on a stiff cement mortar made of three parts of sand to
one part of portland cement.
(3)
The transverse joints between the crowns are sealed with a waterproof self-adhesive tape,
225mm wide such as “Denso 760” or equivalent.
culverts—4.3 Jointing pipes
Ss3-6
(4)
Longitudinal joints between multi cell box culverts are formed by a gap between the crowns of
40mm in width, which is filled with an approved concrete mix of maximum aggregate size of
10mm which is placed in appropriate layers.
(5)
Recessed mortar joints are provided on the bottom of all box culverts as specified in section
2.5–Precast reinforced concrete box culverts of this standard specification.
culverts—4.5 Laying and jointing of box culverts
Ss3-7
Part 5
5.1
Backfilling
General standards
(1)
Backfill is not placed until the pipe drain or box culvert has been inspected and approved.
(2)
All backfilling is benched in accordance with SEQ R-170-Trenching and widening in 250mm
thick layers and compacted as specified in this section.
(3)
Trenches from a point 300mm above the crown of the pipe or box culvert and the spaces
behind concrete drainage structures are backfilled with material approved by the local
government from the excavations.
(4)
Where the onsite excavated material is not approved for use as backfill by the local
government, the backfill material is to be an imported selected gravel or decomposed or even
broken rock free from vegetable matter and lumps of clay with a four day soaked California
bearing ratio of not less than 15.
(5)
The pipe bedding or box culvert bedding and the lower layers of backfill up to a point 300mm
above the crown of the pipe or box culvert are carefully packed and rammed solidly in layers of
150mm, to 95 percent standard compaction as determined by AS 1289.1.1–2001 and
Amendment 1–2002 and Amendment 2–2008 Methods of testing soils for engineering purposes
- General requirements and list of methods.
(6)
Where the use of ballast as bedding material is approved by the local government, compaction
of the ballast is not required.
(7)
The backfill on both sides of the pipe or culvert is placed concurrently and the level of the
respective backfilling, after compaction, does not differ by more than 150mm.
(8)
The backfill material used for backfilling to a point 300mm above the crown of the pipe or culvert
consists of approved material from the excavations or other material approved by the local
government.
5.2
(1)
Under proposed pavements
The trench above the approved bedding and pipe surround to subgrade level is:
(a)
backfilled with approved material of minimum 4 day soaked California bearing ratio of 15
and compacted to 100 percent standard compaction as determined by AS 1289.1.1–
2001and Amendment1–2002 and Amendment 2–2008 Methods of testing soils for
engineering purposes - General requirements and list of methods; or
(b)
backfilled with coarse sand compacted to a density index of 100 percent as determined
by AS 1289.1–2000 Methods of testing soils for engineering purposes–General
requirements and list of methods or ballast with no compaction.
5.3
(1)
Under existing pavements
At least 150mm clear of the trench wall, the existing pavement is cut with a clean, straight line
prior to excavation and the trench is backfilled as follows:
(a)
with cement stabilised gravel so that:
(i)
the trench above the approved bedding and pipe surround to subgrade level is
backfilled with the cement stabilised gravel which is thoroughly compacted;
(ii)
the remainder is backfilled to within 50mm of finished surface level with approved
pavement material and compacted to 100 percent modified compaction as
determined by AS 1289.1.1-2001 and Amendment 1-2002 and Amendment 2-2008
Methods of testing soils for engineering purposes - General requirements and list
of methods within a tolerance of +5% or – 2%;
(iii) the top 50mm of the trench is filled with asphaltic concrete between the clean lines
150mm clear of the trench wall; or
(b)
with pavement material so that:
(i)
the trench above the approved bedding and the pipe surround, to within 300mm of
subgrade level which is backfilled with material approved by the local government,
with a minimum four day soaked California bearing ratio of 15, and compacted to
95 percent standard compaction as determined by AS 1289.1–2000 Methods of
Standard specification No. 3 (Stormwater infrastructure) Part 5 Backfilling—5.1 General standards
Ss3-8
(ii)
(iii)
(iv)
(v)
5.4
(1)
5.5
testing soils for engineering purposes - General requirements and list of methods
within a tolerance of +5% or – 2%;
the top 300mm thickness, immediately below the subgrade is compacted to 100
percent standard compaction;
the remainder is filled to within 50mm of finished surface level with pavement
material approved by the local government and compacted to 98 percent modified
compaction;
the top 50mm of the trench is filled with asphaltic concrete;
the surface is restored to a condition at least equal to that of the original pavement.
Under footpaths
The trench above the approved bedding, pipe surround or blanket course is filled with approved
material from the excavations and compacted to 95 percent of the maximum dry density as
determined by AS 1289.1.1–2001 and Amendment 1-2002 and Amendment 2–2008 Methods of
testing soils for engineering purposes–General requirements and list of methods.
Sand, silt and debris in stormwater drainage pipeline
(1)
All stormwater drainage pipes are cleared of sand, silt and debris before being accepted onmaintenance.
(2)
If an outlet level is below the permanent water level allowance is to be made for bunding of the
outlet and pumping out of the drain line before accepted on-maintenance.
5.6
Disposal of surplus spoil
(1)
At the completion of backfilling operations surplus spoil is removed from the site or is spread
and compacted, as specified, on the site where directed by the local government in order to
improve the area as much as possible.
(2)
All spoil spread on the site is left in a neat, tidy and self-draining condition with slopes of not
flatter than 1 in 100 unless otherwise shown in the approved drawings.
(3)
Any rock or other material surplus to the requirements of the work and which is unsuitable or
undesired for disposal on site, as above, is removed from the site.
(4)
Proposed spoil sites are approved by the local government before use.
(5)
For spoil sites within the local government area, a spoil dumping indemnity signed by the
property owner is provided.
(6)
No spoil is dumped on any land within the local government area where the owner of such land
has not obtained in writing from the local government an approval for the filling of the land.
Standard specification No. 3 (Stormwater infrastructure) Part 5 Backfilling—5.4 Under footpaths
Ss3-9
Part 6
6.1
(1)
General standards
A drainage structure includes all work and materials necessary for the construction of gullies,
inlet pits and manholes, including excavation, concrete rendering and all necessary frames,
curves, gratings, precast units and surrounds, precast troughs, chambers, lintels and shafts for
side entry gullies, as specified in the approved drawings and standard drawings.
6.2
(1)
Drainage structures
Materials
The following materials which are proprietary products and are supplied by a manufacturer
approved by the local government are used:
(a)
precast concrete back-units for gullies and precast surrounds;
(b)
precast concrete side inlet gullies and manholes;
(c)
grates and frames which comply with AS 3996-2006 Metal access covers, road grates
and frames;
(d)
mild steel components which comply with:
(i)
AS/NZS 3678:2011 Structural steel - Hot-rolled plates, floorplates and slabs
(incorporating Amdt 1:1999);
(ii)
AS/NZS 3679.1:2010 Structural steel - Hot-rolled bars and sections (incorporating
Amdt 1:1997 and Amdt 2:2000);
(iii) AS/NZS 3679.2:2010 Structural steel - Welded I sections (incorporating Amdt
1:1998);
(iv) AS/NZS 4791:2005 - Hot-dip galvanised (zinc) coatings on ferrous open sections,
applied by an in-line process.
(2)
Cast iron components are fabricated from cast iron, grade T200, and comply with AS 18302007 Grey cast iron and AS 1831-2007 Ductile cast iron.
(3)
All cast iron components are:
(a)
thoroughly cleaned of all rust and scale prior to coating;
(b)
coated with hot bitumen or other system approved by the local government before leaving
the manufacturer.
(4)
Epoxy mortar is a proprietary product from a manufacturer approved by the local government.
(5)
The class of the concrete is N32 with the exception of precast units which is Class N50
concrete.
6.3
Construction of drainage structures
(1)
Where necessary, localised excavations are constructed to permit the installation of concrete
gullies, inlet pits and manholes.
(2)
Where in situ material at the bottom of excavations is other than rock, the material is compacted
to not less than 95 percent standard compaction as determined by AS 1289.1-2000 Methods of
testing soils for engineering purposes - General requirements and list of methods.
(3)
Where the sides of excavations are in solid ground, the manhole shafts may be constructed
without the use of backforms.
(4)
Where concrete is placed without the use of backforms, the specified wall thicknesses is
increased by not less than 50mm.
(5)
The walls of gullies and manholes are constructed so the thickness is nowhere less than the
minimum shown on the plans nor greater than 300mm above the design thickness.
(6)
Gullies are generally the side entry type and manholes are the flat top type of the dimensions
shown in the standard drawings.
(7)
Concrete benching is provided to manholes, gullies and inlet pits and is shaped to the shapes
specified and has smooth, even surfaces and neat edges.
Standard specification No. 3 (Stormwater infrastructure) Part 6 Drainage structures—6.1 General standards
Ss3-10
6.4
Stone pitching
(1)
Stone pitching is composed of sound igneous, metamorphic or approved sedimentary rock
which does not disintegrate in water.
(2)
Pitchers:
6.5
(a)
have an average superficial area of not less than 650cm2 and a thickness of not less than
150mm, unless heavier pitching is specified;
(b)
are properly bedded to even planes on approved loam or sand, wedged together with
stone chips and grouted with cement mortar to a depth of 65mm below the surface.
Hand packed rubble
(1)
Hand packed rubble is used where specified and consists of sound igneous, metamorphic or
approved sedimentary rock which will not disintegrate in water.
(2)
The stones are undressed and are not less than 0.015 to 0.02 cubic metres, except stones for
wedging.
(3)
Large stones are selected for the lower row and for the downstream face and are so interlocked
and wedged that no single stone can be dislodged.
(4)
Stones are laid with the side of greatest area perpendicular to the surface of the work and
thoroughly wedged with stone chips.
(5)
Hand packed rubble is either dry packed, dry packed with cement grouted face or solid grouted
with cement mortar as indicated on the approved drawings.
(6)
Mortar for grouting is composed of one part cement to three parts sand.
(7)
In the case of solid grouted hand packed rubble, stones are laid for their full depth in mortar and
all interstices filled with mortar.
(8)
In the case of grouted face, mortar is worked between the stones to a depth of at least 75mm.
(9)
The joints are finished by being pointed in a workmanlike manner and stones thoroughly
cleaned. After grouting, the mortar is kept moist and shaded for at least 48 hours.
6.6
(1)
Concrete surround
If drains under pavements have less than 600mm clear cover (from top of pipe to finished
pavement level) they are to be surrounded with grade N10 concrete.
Standard specification No. 3 (Stormwater infrastructure) Part 6 Drainage structures—6.4 Stone pitching
Ss3-11
Part 7
7.1
(1)
Pipe bedding and backfill
Pipes are bedded:
(a)
as shown in the approved drawings;
(b)
on clean sharp river sand or other approved bedding;
(c)
with a minimum bed depth of 75mm.
7.2
(1)
Inter-allotment drainage system
Pipe materials
Pipe materials used for inter-allotment drainage are:
(a)
uPVC sewer pipe minimum class SN8; or
(b)
uPVC drainage pipe PLASCOR or equivalent, of equivalent class to uPVC sewer class
SN8; or
(c)
RC pipe class 2 rubber ring jointed; or
(d)
FRC pipe class 1 rubber ring jointed; or
(e)
uPVC pipes, that may be either rubber ring jointed or solvent weld jointed.
(2)
Standard manufacturer’s fittings are used with all the above pipes.
(3)
Saddles are not used.
7.3
Inspection manholes
(1)
Pre-cast systems are constructed by embedding the lower precast shaft section into a wet
cast-in-situ concrete base.
(2)
Cut outs for pipe penetrations are made using concrete saws or drills in such a manner as to
minimise damage to the pre-cast units.
(3)
Lids to cast-in-situ manholes are light duty, close fitting bolt down cast iron or galvanised steel,
concrete infill type (Gatic Light Duty, polycrete broadsteel access covers or similar) of
approximately the same internal dimensions as the manhole.
(4)
Lids to FRC and RCP manholes are the manufacturer’s proprietary concrete or concrete infill
types.
(5)
Infill concrete is Grade N25.
(6)
Lids match the finished surface ground slope and sit 25–50mm proud.
(7)
Lids are marked “stormwater” impressed into the concrete infill.
7.4
(1)
Footpath crossing—outfall to kerb
Where the discharge of an inter-allotment drainage system is into the kerb and channel:
(a)
steel rectangular hollow sections separated by 25mm minimum spacers welded together
and hot dip galvanised are used and are placed on compacted sand bedding;
(b)
the opening is either formed at the time of kerb and channel construction or saw cut and
reinstated neatly with mortar.
Standard specification No. 3 (Stormwater infrastructure) Part 7 Inter-allotment drainage system—7.1 Pipe
bedding and backfill
Ss3-12
Part 8
8.1
Restoration
General standards
(1)
All buildings, fences, gardens, walls, paved surfaces, paths and other structures, grass and
trees and other property are restored to a condition equivalent to that in which they were found
before the commencement of works.
(2)
Initial cleaning up of the works is carried out as soon as backfilling is completed and
restorations are completed within seven days.
8.2
Asphalt pavements
(1)
Saw cuts are made across the road surface at least 150mm clear of the trench wall prior to
excavation.
(2)
All trenches across either asphalt or bitumen road pavements are restored with asphalt to a
standard of finish existing before the work was commenced.
(3)
The surface of the restored gravel pavement between the saw cuts is:
(4)
8.3
(a)
dried;
(b)
given a thorough brooming;
(c)
uniformly covered with a fine sprayed coating of bitumen emulsion;
(d)
covered with a minimum 50mm layer of asphalt so as to join smoothly to the existing
pavement.
The restored surface does not pond water and the variation from a string line stretched across
the trench does not exceed 5mm.
Kerb and channel
(1)
Every care is taken to protect the kerb and channel from damage during the construction of the
main kerb and channel is protected from damage.
(2)
When crossing the kerb and channel to lay the pressure main, the water supply infrastructure is
burrowed under the kerb and channel.
8.4
Concrete pavements
(1)
Prior to excavation across concrete pavements, saw cuts are made for the full width of the
concrete at least 150mm clear of the trench walls.
(2)
The depth of the reinstated concrete is not less than the depth of concrete section removed and
is not less than 100mm and the concrete is Grade N20.
(3)
The surface finish of the reinstated section matches the adjoining sections with a neat, even
joint.
8.5
Grassed areas
(1)
In grassed areas, the top 75mm to 80mm of backfilling is carried out with topsoil material which
is free of stones and noxious weeds and is at least equivalent to the existing topsoil in the area
being restored.
(2)
The grassed area is returfed with turf that has been stripped and stockpiled from the site.
8.6
Connection to water supply infrastructure
(1)
All connections to the existing water supply infrastructure are carried out by the local
government.
(2)
All necessary fittings and joints are prepared ready for insertion in the line.
Standard specification No. 3 (Stormwater infrastructure) Part 8 Restoration—8.1 General standards
Ss3-13
Part 9
9.1
(1)
9.2
(1)
Excavation in rock
The actual quantity of rock excavated is to be measured and calculated by the Superintendent
from the width of the trench as shown on approved drawings and depths of rock measured
along the trench.
Drainage of bedding material
Payment for drainage of bedding material is deemed to be included in the Contract Sum for
construction of stormwater drainage including pipe jointing.
Standard specification No. 3 (Stormwater infrastructure) Part 9 Contractual provisions—9.1 Excavation in rock
Ss3-14
Standard specification No. 4 (Water supply infrastructure)
2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
PART 2
2.1
2.2
MATERIALS .............................................................................................................. 2
Accreditation of pipe layers ..................................................................................... 2
Storage of materials ................................................................................................. 2
PART 3
EXCAVATION............................................................................................................ 3
PART 4
4.1
4.2
LAYING AND JOINTING OF PIPES .......................................................................... 4
Laying and jointing of pipes .................................................................................... 4
PART 5
BACKFILLING ........................................................................................................... 5
PART 6
VALVES AND HYDRANTS ........................................................................................ 6
PART 7
7.1
7.2
RESTORATION ......................................................................................................... 7
Restoration ............................................................................................................... 7
PART 8
8.1
8.2
8.3
INSPECTION AND TESTING..................................................................................... 8
Hydraulic pressure testing ...................................................................................... 8
Flushing and disinfection ........................................................................................ 8
Connection to existing live mains ........................................................................... 8
Standard specification No. 4 (Water supply infrastructure)
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 4–Water supply
infrastructure 2015.
1.2
(1)
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving water supply.
1.4
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification;
(b)
“Principal”.
Standard specification No. 4 (Water supply infrastructure) Part 1 Introduction—1.1 Title
Ss4-1
Part 2
(1)
2.1
(1)
2.2
(1)
Materials
Materials used in water supply infrastructure comply with the SEQ Accepted Products and
Materials in the South East Queensland Water Supply and Sewerage Design and Construction
Code.
Accreditation of pipe layers
Where the pipe manufacturer has a formal quality assurance program in place for the laying of
its pipes and associated materials, the contractor is to ensure that at least one person who has
been accredited to that program is present at the site during all pipe laying activities.
Storage of materials
Unless otherwise specified construction of water supply infrastructure shall comply with the
South East Queensland Water Supply and Sewerage Design and Construction Code.
Standard specification No. 4 (Water supply infrastructure) Part 2 Materials—2.1 Accreditation of pipe layers
Ss4-2
Part 3
3.1
(1)
Excavation
Excavation
Construction of water supply infrastructure shall comply with the South East Queensland Water
Standard specification No. 4 (Water supply infrastructure) Part 3 Excavation—3.1 Excavation
Ss4-3
Part 4
4.1
(1)
4.2
(1)
Laying and jointing of pipes
General standards
Supply and Sewerage Design and Construction Code .
Standard specification No. 4 (Water supply infrastructure) Part 4 Laying and jointing of pipes—4.1 General
standards
Ss4-4
Part 5
5.1
(1)
Backfilling
Backfilling
Standard specification No. 4 (Water supply infrastructure) Part 5 Backfilling—5.1 Backfilling
Ss4-5
Part 6
6.1
(1)
Valves and hydrants
Valves and hydrants
Standard specification No. 4 (Water supply infrastructure) Part 6 Valves and hydrants—6.1 Valves and hydrants
Ss4-6
Part 7
7.1
Restoration
General standards
(1)
All buildings, fences, gardens, walls, paved surfaces, paths and other structures, grass, trees
and other property are restored to a condition equivalent to that in which they were found before
the commencement of works.
(2)
Initial cleaning up of the works is carried out as soon as backfilling is completed and restoration
is completed within seven days.
7.2
(1)
Restoration
Standard specification No. 4 (Water supply infrastructure) Part 7 Restoration—7.1 General standards
Ss4-7
Part 8
8.1
Hydraulic pressure testing
(1)
If water is extracted from the water supply system for the purposes of flushing and disinfection,
the water abstracted is to be metered with a metered hydrant standpipe obtained from the local
government at the contractor’s cost.
(2)
Testing complies with the South East Queensland Water Supply and Sewerage Design and
Construction Code.
8.2
(1)
(2)
Flushing and disinfection
Water is extracted from the water supply infrastructure:
(a)
via a material hydrant stand pipe;
(b)
with the approval of the local government;
(c)
at the cost of the person extracting the water.
Flushing and disinfection complies with the South East Queensland Water Supply and
Sewerage Design and Construction Code.
8.3
(1)
(2)
Connection to existing live mains
Water is extracted from the water supply infrastructure:
(a)
via a metered hydrant stand pipe;
(b)
with the approval of the local government;
(c)
at the cost of the person extracting the water.
Testing complies with the South East Queensland Water Supply and Sewerage Design and
Construction Code.
Standard specification No. 4 (Water supply infrastructure) Part 8 Inspection and testing—8.1 Hydraulic pressure
testing
Ss4-8
Standard specification No. 5 (Sewerage infrastructure) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
PART 2
MATERIALS .............................................................................................................. 2
PART 3
3.1
3.2
3.3
3.4
CONSTRUCTION ...................................................................................................... 3
Accreditation of pipe layers ..................................................................................... 3
Construction ............................................................................................................. 3
Alignment and levels of a sewerage reticulation main ........................................... 3
Alignment and levels of a sewer rising main .......................................................... 3
PART 4
EXCAVATION............................................................................................................ 4
PART 5
5.1
LAYING AND JOINTING OF PIPES .......................................................................... 5
Laying and jointing of pipes .................................................................................... 5
PART 6
BACKFILLING ........................................................................................................... 6
PART 7
7.1
7.2
7.3
MANHOLES .............................................................................................................. 7
Step irons or ladders................................................................................................ 7
Manhole covers ........................................................................................................ 7
PART 8
8.1
RESTORATION ......................................................................................................... 8
PART 9
PUMPING STATIONS................................................................................................ 9
PART 10
10.1
INSPECTION AND TESTING................................................................................... 10
Testing of sewers ................................................................................................... 10
Standard specification No. 5 (Sewerage infrastructure)
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 5–Sewerage
specification 2015.
1.2
(1)
development being work specified in 1.3–Application of the standard specification of this
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving sewerage
infrastructure.
1.4
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification;
(b)
“Principal”.
Standard specification No. 5 (Sewerage infrastructure) Part 1 Introduction—1.1 Title
Ss5-1
Part 2
2.1
(1)
Materials
Materials
Materials used in sewerage infrastructure shall comply with the SEQ Accepted Products and
Materials in the South East Queensland Water Supply and Sewerage Design and Construction
Code.
Standard specification No. 5 (Sewerage infrastructure) Part 2 Materials—2.1 Materials
Ss5-2
Part 3
3.1
(1)
3.2
(1)
3.3
Construction
Accreditation of pipe layers
Where the pipe manufacturer has a formal quality assurance program in place for the laying of
its pipes and associated materials, the contractor is to ensure at least one person who has been
accredited to that program is present at the site during all pipe laying activities.
Construction
Construction of sewerage infrastructure shall comply with the South East Queensland Water
Alignment and levels of a sewerage reticulation main
(1)
A sewerage reticulation main is constructed to the alignment and invert levels shown on the
approved drawings.
(2)
3.4
Alignment and levels of a sewer rising main
(1)
A sewer rising main is constructed to the alignment and invert levels shown on the approved
drawings.
(2)
Standard specification No. 5 (Sewerage infrastructure) Part 3 Construction—3.1 Accreditation of pipe layers
Ss5-3
Part 4
4.1
(1)
Excavation
Excavation
Standard specification No. 5 (Sewerage infrastructure) Part 4 Excavation—4.1 Excavation
Ss5-4
Part 5
5.1
(1)
All pipe lines are constructed of pipes of such sizes and laid to such levels and grades as
specified in the approved drawings.
(2)
Standard specification No. 5 (Sewerage infrastructure) Part 5 Laying and jointing of pipes—5.1 Laying and jointing
of pipes
Ss5-5
Part 6
6.1
(1)
Backfilling
Backfilling
Standard specification No. 5 (Sewerage infrastructure) Part 6 Backfilling—6.1 Backfilling
Ss5-6
Part 7
7.1
(1)
7.2
(1)
7.3
(1)
Manholes
General standards
Step irons or ladders
Step irons or ladders are not to be incorporated into sewer manholes unless approved by a
specific design request in consultation with the Water Operations Branch.
Manhole covers
Standard specification No. 5 (Sewerage infrastructure) Part 7 Manholes—7.1 General standards
Ss5-7
Part 8
8.1
Restoration
General standards
(1)
All buildings, fences, gardens, walls, paved surfaces, paths and other structures, grass and
trees and other property are restored to a condition equivalent to that in which they were found
before the commencement of work.
(2)
Initial cleaning up of the work is carried out as soon as backfilling is completed and restoration
is completed within 7 days.
(3)
Standard specification No. 5 (Sewerage infrastructure) Part 8 Restoration—8.1 General standards
Ss5-8
Part 9
9.1
(1)
Pumping stations
Pumping stations
Standard specification No. 5 (Sewerage infrastructure) Part 9 Pumping stations—9.1 Pumping stations
Ss5-9
Part 10
10.1
Testing of sewers
(1)
Testing shall comply with the South East Queensland Water Supply and Sewerage Design and
Construction Code.
(2)
Before the Contractor advises the local government that any pipelines are ready for an
inspection, the Contractor must ensure the as constructed information regarding the location
and level is available and provided to the local government.
(3)
The as constructed information for the purpose of this clause is the information agreed by the
Contractor and the local government, before any work is backfilled.
(4)
If any work is backfilled before the as constructed material is obtained, no payment is to be
made to the Contractor for that work until the work has been re-excavated and exposed and the
relevant as constructed information obtained.
(5)
Hydraulic pressure testing is to be carried out by the Contractor at its own risk and expense,
and the Contractor is to provide all the labour together with all pumps, engines, pipes,
temporary valves, plugs or flanges as may be necessary.
(6)
Temporary thrust blocks associated with testing are to be removed by the Contractor upon
completion of testing unless otherwise directed by the local government.
Standard specification No. 5 (Sewerage infrastructure) Part 10 Inspection and testing—10.1 Testing of sewers
Ss5-10
Standard specification No. 6 (Pavements) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
1.4.1
Interpretation of terms............................................................................. 1
1.4.2
Definitions .............................................................................................. 1
PART 2
2.1
2.2
PAVEMENT MATERIAL ............................................................................................ 2
Pavement material.................................................................................................... 2
Pavement material specification ............................................................................. 2
PART 3
3.1
3.2
MATERIAL COMPLIANCE TESTS ............................................................................ 5
General requirements .............................................................................................. 5
Test methods............................................................................................................ 5
PART 4
4.1
4.2
PAVEMENT PREPARATION AND CONSTRUCTION ............................................... 6
Pavement preparation .............................................................................................. 6
Pavement construction ............................................................................................ 6
PART 5
5.1
TOLERANCE ON THE ALIGNMENT, GRADE AND CROSSFALL ............................ 8
Tolerance on the alignment, grade and crossfall ................................................... 8
PART 6
6.1
CONSTRUCTION COMPLIANCE TESTING .............................................................. 9
Construction compliance testing ............................................................................ 9
PART 7
7.1
7.2
7.3
TESTING FREQUENCY .......................................................................................... 10
Material quality tests .............................................................................................. 10
Compaction testing and degree of saturation ...................................................... 10
Test locations ......................................................................................................... 11
Standard specification No. 6 (Pavements)
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 6–Pavements 2015.
1.2
(1)
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving pavement.
1.4
1.4.1
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification;
(b)
is not defined in this standard specification, has the meaning given in accordance SC1.2–
Administrative definitions of Schedule 1 of the planning scheme.
“Principal”.
1.4.2
(1)
(2)
Definitions
Despite the specifications of this standard specification, if the approved drawings specify a
minimum soaked CBR value for the structural pavement materials, the value is determined
unless otherwise specified:
(a)
at the degree of compaction specified in Table 6.1.1–Compaction and moisture control
standards of this standard specification;
(b)
after a four day soaking period.
The properties of the materials specified in this standard specification, are those of the material
in the finished compacted pavement.
Standard specification No. 6 (Pavements) Part 1 Introduction-1.1 Title
Ss6-1
Part 2
2.1
(1)
Pavement material
The pavement material is either:
(a)
unbound granular material, which is used as base and sub-base courses and which:
(i)
consists of crushed rocks, soil aggregate or naturally occurring gravel;
(ii)
has a grading that makes it mechanically stable;
(iii) contains sufficient fines for workability and provides a dense material with
adequate cohesive properties; or
(b)
bound or treated granular material, which is used as base and sub-base courses and
which consists of crushed rock, soil aggregate or a naturally occurring gravel.
2.2
(1)
Pavement material
Pavement material specification
In the assessment of a material to determine its suitability for a specific function, the following
properties of the material are assessed:
(a)
fines component—the fraction of the total material which passes the AS 0.425mm sieve
in accordance with Table 2.2.1–Atterberg limits and fines ratio of this standard
specification;
(b)
coarse component—the fraction of the total material which is retained on the AS
0.425mm sieve in accordance with Table 2.2.2–Mechanical properties of coarse
component of this standard specification;
(c)
particle size distribution—the distribution of various fractions of material within the total
product and the grading curve reasonably smooth and free from sharp irregularities in
accordance with Table 2.2.4–Grading types of this standard specification;
(d)
material durability and strength in accordance with Table 2.2.3–Durability and strength
criteria for various source material groups and Table 2.2.5–Strength specification of this
Table 2.2.1–Atterberg limits and fines ratio
Column 1
Column 2
Column 3
Column 4
Property
Test
method
Base course
Sub-base
Minimum
-
Maximum
25
Minimum
-
Maximum
28
Liquid limit (Ll).
Q104A
Plasticity index (Pi).
Q105 (1)
3
6
3
8
(1)
1
4
1
8
Linear shrinkage
(Ls).
(1)
(1)
Q106
Pi x% passing
0.425mm sieve.
-
-
150
-
200
Ls x% passing
0.425mm sieve.
-
-
85
-
110
Dust ratio.
-
0.30 -
0.55
0.30 -
0.65
Queensland Transport test procedures.
Standard specification No. 6 (Pavements) Part 2 Pavement material—2.1 Pavement material
Ss6-2
Table 2.2.2–Mechanical properties of coarse component
Column 1
Column 2
Column 3
Column 4
Property
Test
Base course
Sub-base
Crushed particles.
Method
Q215
Min
70
Min
70
Flakiness index.
Q201A
Max
-
-
35
Max
-
-
40
Table 2.2.3–Durability and strength criteria for various source material groups
Column 1
Column 2
Column 3
Column 4
Source
material group
Degradation
factor
10% fines
Wet/dry variation
(Wet)
(minimum)
(minimum)
(minimum)
Test method
Q208B
Q250B
Base
115
Sub-base
85
Q205C
Acid igneous.
Base
40
Sub-base
30
Base
40
Sub-base
45
Intermediate
igneous.
45
35
125
90
35
40
Basic igneous.
50
40
135
100
30
35
Metamorphic.
45
35
125
90
35
40
Sedimentary Duricrust.
40
30
115
85
40
45
Table 2.2.4–Grading types
Column 1
Column 2
Sieve size
Percentage by weight passing sieve
(mm)
Grading B
Grading C
75
-
-
Grading D (Subbase only)
-
53
100
100
-
37.5
85 - 100
100
-
19.0
55 - 90
80 – 100
100
9.5
40 - 70
55 - 90
80 - 100
4.75
28 - 55
40 - 70
55 - 90
2.36
20 - 45
30 - 55
40 - 70
0.425
10 - 25
12 - 30
20 - 40
0.075
4 - 15
5 - 20
8 - 25
Standard specification No. 6 (Pavements) Part 2 Pavement material—2.2 Pavement material specification
Ss6-3
Table 2.2.5–Strength specification
Column 1
Column 2
Column 3
Pavement material
Sub-grade replacement.
Test
AS 1289.0-2000*
Minimum CBR value
10
Sub-base (for roads below minor urban
collector roads).
AS 1289.0-2000*
45
Sub-base (for minor urban collector
(access permitted) and higher).
AS 1289.0-2000*
60
Base (for roads minor urban collector and
below).
AS 1289.0-2000*
60
Base (for urban collector roads (access
permitted) and higher).
AS 1289.0-2000*
80a
* AS1289.0-2000 Methods of testing soils for engineering purposes - General requirements
and list of methods
Standard specification No. 6 (Pavements) Part 2 Pavement material—2.2 Pavement material specification
Ss6-4
Part 3
3.1
Material compliance tests
General requirements
(1)
Pavement material compliance testing is carried out by a NATA registered or equivalent
accredited soils testing laboratory.
(2)
Pavement material accepted for use as sub-base and base courses complies with the test
values listed under section 2.2–Pavement material specification of this standard specification.
(3)
One complete set of pavement material compliance tests is carried out for each material type for
each 500 tonnes of material with additional testing carried out if the material source or supplier
changes.
(4)
Prior to the use of road base material, the developer is to submit current certified evidence
obtained within the last twelve months, from a Geo-technical consultant indicating that the
proposed unbound material does not contain Sulphate amounts in excess of quantities that may
induce Sulphate blistering in the bitumen surfacing.
(5)
A compliance testing certificate is forwarded to the local government prior to the
commencement of construction of any pavement course.
3.2
(1)
Test methods
Testing procedures to determine compliance of the pavement material with section 2.2–
Pavement material specification of this standard specification are carried out in accordance
with:
(a)
for all coarse component, fines component and particle size distributions, the Queensland
Transport test procedures, as indicated in Table 2.2.1 to Table 2.2.5 of this standard
specification;
(b)
for the California Bearing Ratio (CBR) test, AS 1289.0-2000 Methods of testing soils for
engineering purposes - General requirements and list of methods.
Standard specification No. 6 (Pavements) Part 3 Material compliance tests—3.1 General requirements
Ss6-5
Part 4
4.1
(1)
Pavement preparation and construction
Pavement preparation
Work on the pavement does not commence until the subgrade has been inspected and
4.2
Pavement construction
(1)
No pavement course is placed until the previous course, that is the subgrade, sub-base, base or
existing pavement, has been inspected by the local government.
(2)
Pavement materials are transported, after the incorporation of water, from the stockpile or
processing plant to the spreading area without segregation.
(3)
The paving material is spread in uniform loose layers on the prepared subgrade, sub-base or
base by use of a spreader box or a mechanical spreader.
(4)
The material is shaped as necessary and compacted to conform with the grades and crosssections, specified tolerances and degree of compaction as indicated in this standard
specification.
(5)
When water is incorporated into the paving material on the site, it is uniformly mixed to the full
depth of the layer to be compacted to bring the material within a range of moisture content at
which the specified degree of compaction can be achieved.
(6)
When two or more separate types of materials are mixed to produce a pavement material
conforming with the standard specification, the separate materials, including any necessary
water, may be uniformly mixed at the source by an approved process or may be uniformly
mixed on the existing pavement with the approval of the local government.
(7)
A steel wheel, vibratory or pneumatic tyred roller or other approved compaction equipment or a
combination thereof, is to follow directly behind the spreading and shaping equipment.
(8)
Under no circumstances are the pavement materials allowed to dry out before compaction.
(9)
If during the course of compaction, drying of the pavement material occurs, the surface is lightly
sprayed so the pavement material moisture content is maintained such that compaction is
achieved.
(10)
Where the required compacted thickness of any pavement course is 200mm or less, the
pavement material is spread and compacted in one layer.
(11)
Where the required compacted thickness of any pavement course is more than 200mm, the
pavement material is compacted in two or more layers each not less than 75mm compacted
thickness and not greater than 150mm compacted thickness.
(12)
If a pavement layer has been compacted to the specified degree of compaction, but shows
signs of deformation under proof rolling, then further work to improve the stability and density of
the pavement material is necessary before subsequent layers can be placed.
(13)
The compaction criteria for each course is in accordance with Table 5.1.1–Tolerance on the
alignment, grade and crossfall of this standard specification.
(14)
After compaction of the pavement material, the whole of the surface is graded, trimmed,
watered and rolled to produce a hard, tight, dense, even surface, free of lenses and caking, in
accordance with the tolerances specified in Table 5.1.1–Tolerance on the alignment, grade and
crossfallof this standard specification.
(15)
The compacted surface of the pavement material presents as particles of stone in a matrix of
fine material such that:
(a)
there is not an excessive proportion of stone in that the pavement material is deficient in
fines;
(b)
there is not an excessive proportion of fines in that the pavement material has excessive
fines or a fatty area.
Standard specification No. 6 (Pavements) Part 4 Pavement preparation and construction—4.1 Pavement
preparation
Ss6-6
(16)
The action of a power broom does not remove an excessive quantity of material from the
surface.
(17)
Compaction testing of the top layer of the base course is not undertaken until the surface has
passed the above criteria.
(18)
Bitumen surfacing does not proceed until the profile, surface, compaction, quality and finish of
the pavement has been approved by the local government.
(19)
If the pavement, for any reason, loses the required quality, stability, density or finish before the
surfacing is complete, it is recompacted.
(20)
Use a loaded water truck, with a single rear axle, and with a gross mass of not less than 15
tonne, or a similar vehicle approved by the local government, for proof rolling. No visible
movement shall occur under the rear axle when proof rolling.
Standard specification No. 6 (Pavements) Part 4 Pavement preparation and construction—4.2 Pavement
construction
Ss6-7
Part 5
5.1
(1)
Tolerance on the alignment, grade and crossfall
The finished pavement complies with the alignment and dimensions shown on the approved
drawings or within the tolerances specified in Table 5.1.1–Tolerance on the alignment, grade
and crossfall of this standard specification.
Table 5.1.1–Tolerance on the alignment, grade and crossfall
Column 1
Column 2
Column 3
Column 4
Course
Design level
tolerance
+10mm
-30mm
Thickness
tolerance
N/A
N/A
Shape tolerance
Sub-grade.
N/A
N/A
Sub-base.
+10mm
-10mm
+40mm
-20mm
25mm in3 metres
maximum
Base.
+15mm
-10mm
+15mm
-15mm
15mm in 3 metres
maximum
Wearing course.
+10mm
- 5mm
+15mm
- 0mm
7mm in3metres
maximum
(2)
The mean crossfall of the surface of the finished pavement does not deviate from the crossfall
shown in the approved drawings by more than ±0.5 percent.
(3)
Despite the above tolerances and those specified in Standard specification No. 1–Earthworks
2015, the compacted depth of the pavement is not less than that shown in the approved
drawings.
(4)
When the section of the road to be constructed adjoins a section which has been constructed
and bitumen surfaced, the grade level at the end of the work conforms to that at the previously
constructed section.
(5)
If the section under construction does not adjoin a previously constructed section, the ends of
the new formation are joined to the existing surface level by means of a ramp at a grade which
does not vary from the plan gradient by more than 1 in 20.
(6)
A ramp is joined to the new surface level and to the existing surface level by an easy vertical
curve.
Standard specification No. 6 (Pavements) Part 5 Tolerance on the alignment, grade and crossfall—5.1
Ss6-8
Part 6
6.1
Construction compliance testing
(1)
Despite compliance of the pavement material to the requirements in section 2.2–Pavement
material specification of this standard specification, acceptance or otherwise of the pavement is
based on the compacted material incorporated in the work.
(2)
Each pavement layer is tested for compaction and degree of saturation in accordance with
Table 6.1.1–Compaction and moisture control standardsof this standard specification.
(3)
Each compacted pavement course is tested for soaked California Bearing Ratio, grading,
Atterberg limits and fines ratio values in accordance with section 2.2–Pavement material
specification of this standard specification.
(4)
The material compliance testing is carried out by a NATA registered soils testing laboratory.
(5)
A compliance testing certificate is forwarded to the local government prior to the
commencement of construction of any subsequent course.
Table 6.1.1–Compaction and moisture control standards
(6)
Column 1
Column 2
Column 3
Course
Degree of
compaction
Degree of saturation
Maximum
Subgrade
95% Standard
Compaction
-
Sub-base
95% Modified
Compaction
65%
Base
98% Modified
Compaction
65%
Modified compaction may be used in some circumstances, depending on material type and site
as determined by the local government.
Standard specification No. 6 (Pavements) Part 6 Construction compliance testing—6.1 Construction
compliance testing
Ss6-9
Part 7
7.1
Testing frequency
Material quality tests
(1)
Soaked C.B.R., grading, Atterberg limit tests and fines ratio values tests are carried out on the
sub-base and the base course material at a frequency of 1 test per course or 500m 3, whichever
requires the greater number of tests.
(2)
All coarse component, fines component and particle size distributions tests are carried out in
accordance with Queensland Transport test procedures as indicated in Table 2.2.1 to Table
2.2.5 of this standard specification.
(3)
The California Bearing Ratio test is carried out in accordance with AS 1289.0-2000 Methods of
testing soils for engineering purposes - General requirements and list of methods, and the
specified type and degree of compaction noted in Table 6.1.1–Compaction and moisture control
standardsof this standard specification.
7.2
Compaction testing and degree of saturation
(1)
A compaction test is required on the subgrade, sub-base and base layers at a frequency of 1
test per 100 linear metres of two lane construction, subject to a minimum of two tests per job.
(2)
A compaction test is carried out in accordance with AS 1289.0-2000 Methods of testing soils for
engineering purposes - General requirements and list of methods.
(3)
When compaction testing is carried out on the sub-base and base layers, the degree of
saturation of the material tested is determined by the following procedure:
Degree of saturation (%)
=
W
-------------DW - 1
Dd
Gs
Where:
DW is the 1.0t/m3 density of water
Dd is the in-situ dry density of layer tested t/m3
Gs is the specific gravity of material tested (Q109)
W is the in-situ moisture content of layer tested
(4)
Compaction testing is not carried out on the pavement material while the material to be tested is
still green but is tested after the material has cured and a hard, tight, dense, even surface free
of lenses and caking has been produced.
(5)
A pavement layer is not covered by any subsequent layer or wearing course if the degrees of
compaction and saturation are outside the limits given in Table 6.1.1–Compaction and moisture
control standardsof this standard specification.
(6)
The testing frequency in section 7.2(1) of this standard specification is based upon a ‘not one to
fail’ basis and failure to comply with the criteria in section 7.2(1) of this standard specification
will result in the removal or reworking of the failed section or further in-situ testing where
compaction test results are within 2 percent of the specified criteria.
(7)
When a nuclear moisture density gauge is used to determine the in-situ density and moisture
content of a pavement material, verification that the gauge’s density and moisture calibration
equation are appropriate for the material type are undertaken by carrying out sand replacement
tests as required in Section 3: Field Calibration Procedures of the Queensland Nuclear Testing
Manual, 2012, Amendment 5 January 2014.
Standard specification No. 6 (Pavements) Part 7 Testing frequency—7.1 Material quality tests
Ss6-10
(8)
The use of visual appraisal for determining the suitability of the calibration equation for a
particular material type is not undertaken until field calibrations on similar material are made
available to the local government for consideration.
(9)
All retest results are submitted to the local government prior to the sealing of the pavement
material.
(10)
Regardless of compliance with the testing, the pavement layer does not suffer deformation
under proof rolling as defined in section 5.4 of AS 3798:2007 Guidelines on earthworks for
commercial and residential developments.
7.3
Test locations
(1)
Compaction test locations which are indicative of the general condition of the pavement are
selected by the geotechnical testing authority.
(2)
Only levels 1 or 2 type commissions of a geotechnical testing authority as defined in appendix B
of AS 3798:2007 Guidelines on earthworks for commercial and residential developments, are
undertaken.
(3)
A sample taken from the compacted pavement for material compliance testing is sampled from
an area which is representative of the material quality and consistency.
Standard specification No. 6 (Pavements) Part 7 Testing frequency—7.3 Test locations
Ss6-11
Standard specification No. 7 (Concrete) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
PART 2
2.1
2.2
2.3
2.4
2.5
MATERIALS .............................................................................................................. 2
Materials ................................................................................................................... 2
Classes of concrete ................................................................................................. 2
Preliminary mixes..................................................................................................... 3
Consistency.............................................................................................................. 3
Batching ................................................................................................................... 4
PART 3
3.1
3.2
3.3
SAMPLING AND TESTING ....................................................................................... 5
Sampling and testing ............................................................................................... 5
Delivery dockets....................................................................................................... 5
Rejection................................................................................................................... 5
PART 4
4.1
4.2
4.3
4.4
4.5
PLACING AND COMPACTING ................................................................................. 6
Placing and compacting .......................................................................................... 6
Weather conditions .................................................................................................. 7
Placing time limit ...................................................................................................... 7
Placing under water ................................................................................................. 8
Construction joints .................................................................................................. 8
PART 5
5.1
5.2
5.3
5.4
5.5
FORMWORK AND FALSEWORK ........................................................................... 10
General ................................................................................................................... 10
Falsework ............................................................................................................... 10
Formwork................................................................................................................ 10
Formwork for exposed surfaces............................................................................ 11
Formwork for hidden surface ................................................................................ 11
PART 6
6.1
6.2
6.3
6.4
FINISHING ............................................................................................................... 12
Finishing ................................................................................................................. 12
Removal of forms, falsework and centring ........................................................... 12
Curing ..................................................................................................................... 13
Dimensional tolerances ......................................................................................... 13
PART 7
7.1
Cost of testing ........................................................................................................ 15
PART 8
SHOTCRETE AND STONE PITCHING .................................................................... 16
Standard specification No. 7 (Concrete)
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 7–Concrete 2015.
1.2
(1)
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving the use of Portland
Cement concrete and ordinary reinforced concrete and mass concrete.
1.4
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification; and
(b)
“Principal”.
Standard specification No. 7 (Concrete) Part 1 Introduction–1.1 Title
Ss7-1
Part 2
2.1
Materials
Materials
(1)
Unless otherwise stated, all concrete is composed of Portland Cement, fine aggregate, coarse
aggregate, additives if approved and water proportioned and mixed as specified in this standard
specification and AS 1379-2007 and Supp 1-2008 Specification and supply of concrete.
(2)
All cement used:
(a)
is Type GP Portland Cement of approved brand and Australian manufacture, unless
otherwise stated;
(b)
complies with AS 1379-2007 Specification and supply of concrete, AS 1379-1997/Amdt
1-2000 Specification and supply of concrete.
(3)
Water is free from matter harmful to concrete and complies with AS 1379-1997 Specification
and supply of concrete, AS 1379-2007/Amdt 1-2000 Specification and supply of concrete.
(4)
Fine aggregate consists of:
(5)
(6)
(a)
natural sand or, a combination of natural and manufactured sand containing not less than
50 percent natural sands;
(b)
particles which are clean hard and durable and comply with AS 2758.1-1998 Aggregates
and rock for engineering purposes - Concrete aggregates.
Coarse aggregate:
(a)
is a maximum size of 40mm and consists of clean, durable, uncrushed gravel, crushed
stone, or combinations thereof;
(b)
is free from coatings of clay or dirt, organic and other deleterious matter;
(c)
complies with AS 2758.1-1998 Aggregates and rock for engineering purposes - Concrete
aggregates.
Fly ash may be used in concrete if:
(a)
an intention to use fly ash either separately or as blended cement is notified to the local
government together with the proposed proportions when details of the mix design are
submitted;
(b)
fly ash complies with AS 3582.1-1998 Supplementary cementitious materials for use with
portland and blended cement - Fly ash (incorporating Amdt 1-1999) and is obtained from
an approved source;
(c)
fly ash is used in accordance with AS 3582.1-1998 Supplementary cementitious materials
for use with portland and blended cement - Fly ash (incorporating Amdt 1-1999).
(7)
Admixtures in concrete are used only with the written approval of the local government and
comply in all ways with AS 1478.1-2000 Chemical admixtures for concrete, mortar and grout Admixtures for concrete.
(8)
Calcium chloride is not used as an admixture.
(9)
Where air entrainment is allowed, the air content is within the range 3 to 5 percent and a
suitable air content gauging device is available so that the air content of the freshly mixed
concrete is accurately determined and recorded.
2.2
Classes of concrete
(1)
Concrete is classified in accordance with AS 1379-2007 and Supp 1-2008 Specification and
supply of concrete.
(2)
The minimum cementitious content and maximum water/cementitious ratio shall be as shown in
Table 2.2.1–Minimum cementitious content of this standard specification for the strength grade
shown in the drawings.
Standard specification No. 7 (Concrete) Part 2 Materials–2.1 Materials
Ss7-2
Table 2.2.1–Minimum cementitious content
Exposure
classification
Minimum
cementitious content
(kg/m3)
Maximum water
cementitious ratio
Strength grade (Mpa)
B1
320
0.56
32
B2
390
0.46
40
C
450
0.4
50
2.3
(1)
Preliminary mixes
If insufficient history is available for the specified mix from an approved supplier, preliminary
mixes for all grades of concrete are designed, made and tested.
2.4
(1)
Consistency
The consistency and workability of concrete is such that:
(a)
it complies with the limits specified in Table 2.4.1–Slump values for plain and reinforced
concreteof this standard specification;
(b)
can be handled and transported without segregation and can be placed, worked and
compacted to achieve the desired finish and quality into all corners, angles and narrow
sections of forms and around reinforcement.
(2)
The consistency of the concrete is checked by use of a slump cone in accordance with AS
1012.1-1993 Methods of testing concrete - Sampling of fresh concrete.
(3)
No extra water is added to the concrete on site unless:
(a)
the amount of the water being added is measured and recorded;
(b)
the concrete is thoroughly remixed and a slump test taken to ensure the consistency is
still within the specified limits in this standard specification.
Standard specification No. 7 (Concrete) Part 2 Materials–2.3 Preliminary mixes
Ss7-3
Table 2.4.1–Slump values for plain and reinforced concrete
Characteristic strength (Mpa)/Application
Target Slump range
20/Cast Insitu
70 - 120
25/Cast Insitu
70 - 120
32/Cast Insitu
70 - 150
40/Cast Insitu
60 - 150
50/Cast Insitu
50 - 150
32 - 50/Pumped concrete
100 - 150
32 - 50/Sprayed concrete
Slump to suit equipment
32 - 50/Extruded concrete
Slump to suit equipment
32 - 50/Tremie concrete
150 - 180 in dry conditions or 180 - 220 in
wet conditions
32 - 50/Precast concrete elements
80 - 180
2.5
Batching
(1)
Concrete is not batched onsite.
(2)
Ready mixed concrete is supplied by a manufacturer:
(3)
(a)
approved by the local government;
(b)
which has an accredited quality assurance system.
The production, delivery and testing of ready mixed concrete is carried out in accordance with
the requirements of AS 1379-2007 and Supp 1-2008 Specification and supply of concrete,
except as otherwise specified.
Standard specification No. 7 (Concrete) Part 2 Materials–2.5 Batching
Ss7-4
Part 3
3.1
(1)
Sampling and testing
The concrete is sampled and tested in accordance with AS 1012.1-1993 Methods of testing
concrete - Sampling of fresh concrete, by an approved NATA registered laboratory and the
results are provided to the local government.
3.2
(1)
(2)
3.3
Sampling and testing
Delivery dockets
Copies of “delivery dockets” or other similar documentation issued by the manufacturer of the
concrete are supplied to the local government which contain the following information:
(a)
the name of the manufacturer and the place of manufacture of the concrete;
(b)
the serial number of the certificate;
(c)
the date of supply of the concrete;
(d)
the name of the user;
(e)
the project name and location;
(f)
the delivery vehicle identification;
(g)
the quantity of concrete covered by the certificate;
(h)
the specified class and strength grade of the concrete; and
(i)
the specified slump values;
(j)
the maximum nominal size of the aggregate;
(k)
the time of commencement of the mixing of the concrete;
(l)
the time of delivery to the site;
(m)
a copy of the plant control results if requested.
If project assessment is required, it is carried out in accordance with AS 3600-2009 Concrete
structures (incorporating Amdt 1-2010).
Rejection
(1)
Plastic and hardened concrete is rejected in accordance with the criteria in AS 3600-2009
Concrete structures (incorporating Amdt 1-2010).
(2)
All rejected concrete is removed from site and made good.
Standard specification No. 7 (Concrete) Part 3 Sampling and testing–3.1 Sampling and testing
Ss7-5
Part 4
4.1
Placing and compacting
Placing and compacting
(1)
All concrete is placed in dry conditions and no concrete is placed until the formwork, falsework,
and reinforcing materials have been inspected and approved by the local government.
(2)
Concrete is placed in a continuous manner between approved construction joints so as to avoid
placement against concrete which has taken an initial set.
(3)
Any troughs and chutes used as aids in placing concrete are arranged and used in a manner
that does not cause segregation.
(4)
Water is not used to facilitate the movement of concrete along troughs or chutes but all troughs
and chutes are kept clean and free of coating of hardened concrete by flushing thoroughly with
water which is discharged well clear of concrete in place.
(5)
Pneumatic placers and concrete pumps are only used if:
(a)
(b)
the equipment is arranged so that freshly placed concrete is not damaged by vibration;
(c)
the delivery end of the pipe terminates in a fitting of an approved design which prevents
the segregation of the concrete;
(d)
after the completion of any concreting operations, the equipment is thoroughly cleaned.
(6)
Concrete is not dropped from a height exceeding 1.5 metres or in such a manner so as to cause
segregation or loss of material.
(7)
After the initial set of the concrete, the forms are not jarred and no strain is placed on the ends
of projecting reinforcing bars.
(8)
All concrete is thoroughly compacted during and immediately after depositing.
(9)
Concrete other than no-fines concrete is compacted with high frequency internal vibrators in the
manner described in this standard specification.
(10)
Hand compaction in lieu of mechanical vibration is allowed only on works as an emergency
measure when approved by the local government.
(11)
External form vibrators are not permitted.
(12)
Internal vibrators:
(a)
are of a type, capable of transmitting vibration to the concrete at frequencies of not less
than 8000 impulses per minute at such an intensity as to visibly effect a 25mm slump
concrete at a radius of 300mm;
(b)
for grades of concrete of N32 and stronger are capable of transmitting vibration to the
concrete at frequencies of not less than 12000 impulses per minute at such an intensity
as to visibly effect a zero slump concrete at a radius of 300mm;
(c)
are of sufficient number to properly compact each batch immediately after it is placed in
the forms where the minimum number of vibrators provided depends on the rate of
placing concrete but in no case are there less than 1 vibrator for each 4 cubic metres of
concrete or part thereof placed per hour, with a minimum of 2 vibrators;
(d)
are used such that:
(i)
a vibrator is inserted into the concrete at successive positions not more than
450mm apart and vibration continues at each position until air bubbles cease to
emerge when it is then withdrawn slowly;
(ii)
a vibrator is inserted so as to thoroughly compact the concrete around the
reinforcement and embedded fixtures and into the corner and angles of the forms;
(iii) vibration is applied at the point of deposit and in the area of freshly deposited
concrete;
(iv) where more than one layer is being placed in a continuous operation, the vibrator
is inserted through the layer into the layer below;
Standard specification No. 7 (Concrete) Part 4 Placing and compacting–4.1 Placing and compacting
Ss7-6
(v)
(vi)
4.2
(1)
vibration is not applied to sections or layers of concrete which have hardened to
the degree that the concrete ceases to be plastic under vibration;
vibration is not applied directly to reinforcement.
Weather conditions
Where the ambient temperature is likely to exceed 30°C, all practical precautions are taken to
maintain the concrete at a temperature not exceeding 30°C at the time of placing to prevent
shrinkage, settlement and presetting cracks, including:
(a)
the placement of the concrete at a time of day when the concrete temperature is likely to
be below 30°C;
(b)
the shading of aggregate stockpiles;
(c)
the addition of chilled water to the concrete;
(d)
the insulating or burying of pipe lines;
(e)
the painting of water tanks white;
(f)
the cooling of formwork by damping with water sprays;
(g)
the shading of work areas;
(h)
the erection of wind breaks;
(i)
a reduction in the time for placing and finishing;
(j)
the application of an evaporation retardant such as aliphatic alcohol.
(2)
No concrete with a temperature higher than 30°C is placed unless otherwise approved by the
local government.
(3)
No concrete is placed when the shade temperature is likely to be less than 5°C during or within
2 hours of placement.
4.3
Placing time limit
(1)
Ready mixed concrete is placed and compacted within 1 hour 15 minutes of charging the mixer
for concrete temperatures up to 30°C and within 30 minutes of charging the mixer.
(2)
The quantity of concrete delivered and the timing of delivery is such that the placing operation is
continuous.
Standard specification No. 7 (Concrete) Part 4 Placing and compacting–4.2 Weather conditions
Ss7-7
4.4
Placing under water
(1)
Concrete is only placed under water if:
(a)
(b)
where the conditions are such that cofferdams or cylinders can be sealed only by placing
concrete under water, the work is carried out under the immediate supervision of the local
government;
(c)
the quantity of cement in the concrete is increased by 10 percent above the minimum
cement quantity for the approved mix;
(d)
concrete is not placed in running water and cofferdams or cylinders are sufficiently tight to
maintain still water at the location of the placement;
(e)
the pumping has ceased and the water level is constant when placement commences;
(f)
the concrete is placed carefully in a compact mass in its final position by a tremie or by
other approved means;
(g)
the concrete seals on the bottom of cylinders are not disturbed after being deposited and
the placing is regulated so as to continually maintain an approximately horizontal surface
and no tamping or vibration takes place;
(h)
when a tremie is used, it consists of a watertight tube fitted with a valve or other device so
that at no time does concrete in the tube come in contact with water when it is being
filled;
(i)
the means of supporting the tremie is such as to permit free movement of the discharge
end and to permit its being lowered rapidly when necessary to choke off or retard the flow
of concrete;
(j)
no water enters the tremie tube;
(k)
the discharge end of the tremie tube is completely submerged in concrete at all times and
the tremie tube is always filled to a height to overcome the head of water;
(l)
cofferdams or cylinders are not dewatered until at least 48 hours after the completion of
placing the concrete seal;
(m)
after dewatering, the top of the concrete seal has all laitance and weak concrete removed
and is thoroughly scabbled and cleaned before subsequent placement of concrete.
4.5
Construction joints
(1)
The use of construction joints shown on the approved drawings in the concrete work requires
the prior approval of the local government.
(2)
The edges of all construction joints which are exposed to view are carefully finished true to line
and level.
(3)
At horizontal construction joints along all exposed faces, dressed timber strips approximately
25mm square are attached to the inner face of the form and the surface of the lower concrete lift
is stopped slightly above the lower edge of the strips so as to provide a uniformly straight edge
along the joint when the strips are removed prior to placing the next lift.
(4)
The surface of the joint is prepared by removing all laitance and sufficient surface mortar to
expose the coarse aggregate, but leaving it firmly embedded in the mortar matrix, without
undercutting, which is achieved by:
(5)
(a)
the use of sand blasting techniques; or
(b)
the use of wire brushes, hand tools and pneumatic tools; or
(c)
the use of a “green cutting” technique whereby the surface laitance and mortar is
removed from partially hardened concrete by means of a high pressure combined air or
water jet directed through a single nozzle onto the concrete; or
(d)
the use of surface retarding agents followed by any of the above.
Construction joints are dampened prior to the placement of the adjoining concrete.
Standard specification No. 7 (Concrete) Part 4 Placing and compacting–4.4 Placing under water
Ss7-8
(6)
Membrane curing agents are not applied to the surface of any construction joint.
(7)
The joint is cleaned of any foreign material and contaminants present prior to concreting the
next lift and the fit of forms along the construction joint is checked to ensure a mortar-tight joint.
Standard specification No. 7 (Concrete) Part 4 Placing and compacting–4.5 Construction joints
Ss7-9
Part 5
5.1
(1)
Formwork and falsework
General
Formwork is in accordance with AS 3610-1995 Formwork for concrete, AS 3610-1995/Amdt 12003 Formwork for concrete, AS 3610 Supp 1-1990/Amdt 1-1995 Formwork for concrete
(Supplement to AS 3610-1990), AS 3610 Supp 2-1996 Formwork for concrete - Commentary
(Supplement to AS 3610-1995), AS 3610 Supp 2-1996/Amdt 1-2003 Formwork for concrete Commentary (Supplement to AS 3610-1995), AS 3610 Supp 1-1995 Formwork for concrete Blowhole and colour evaluation charts (Supplement to AS 3610-1995) and AS 3610.1-2010.
5.2
Falsework
(1)
Drawings certified by a Registered Professional Engineer of Queensland for falsework are
supplied to the local government prior to any falsework being erected.
(2)
Falsework which cannot be founded on a satisfactory footing is supported on piling which is
spaced, driven and removed in a manner approved by the local government.
(3)
Falsework may be supported on constructed portions of the substructure provided the structure
is not overstressed or rendered unstable.
(4)
Allowance is made for a deflection during the placement of falsework.
5.3
Formwork
(1)
All forms are built mortar tight and of sufficient rigidity to prevent distortion by the pressure of
the concrete and other loads incident to the construction operations.
(2)
Forms are:
(a)
constructed and maintained so as to prevent warping and the opening of joints due to
shrinkage of the timber;
(b)
substantial and unyielding;
(c)
designed and set so that the finished concrete conforms to the proper dimensions and
contours within the tolerances specified in Table 6.4.1–Tolerances of this standard
specification.
(3)
The design of the forms takes into account the effect of vibration of the concrete as it is placed.
(4)
When forms are re-used:
(a)
their original shape, strength, rigidity, mortar tightness and surface smoothness is
maintained at all times;
(b)
material previously used in formwork is cleaned off and oiled before re-use;
(c)
warped timber is not used.
(5)
Forms which are unsatisfactory in any respect are not re-used.
(6)
The formwork and reinforcing is inspected by the local government prior to the placing of the
concrete.
(7)
All timber is free from knotholes, loose knots, cracks, splits, warps and other defects, which
would affect the strength of the structure or the appearance of exposed surfaces.
(8)
For narrow walls and columns where the bottom of the form is otherwise inaccessible, openings
are provided so that they may be cleaned before the placing of the concrete, and for purposes
of compaction and inspection.
(9)
All forms are treated with the lightest practical coating of release agent before the reinforcement
is placed provided that the release agent is not placed on reinforcement or construction joints.
(10)
All forms are set and maintained to the line and level designated and remain in place for the
periods specified in Table 6.2.1–Times for removal of formwork of this standard specification.
Standard specification No. 7 (Concrete) Part 5 Formwork and falsework–5.1 General
Ss7-10
(11)
When forms appear to be unsatisfactory in any way, either before or during the placing of
concrete, the work does not proceed until the defects have been corrected to the approval of
the local government.
(12)
Metal form ties are of an approved type and, if cast in, are constructed so as to permit their
removal to a depth of at least 32mm from the face without injury to the concrete.
(13)
Ordinary wire ties are not used.
(14)
Cavities left when the end fitting of ties are removed are as small as possible and are
subsequently filled with cement mortar and the surface left sound, smooth and uniform in
colour.
(15)
Form ties are located in a uniform and symmetrical pattern relative to the finished structure.
5.4
Formwork for exposed surfaces
(1)
Plastic coated plywood, waterproof plywood, timber forms lined with tempered hardboard, or
good fitting unwarped metal formwork free from dents is used on exposed surfaces unless
otherwise specified and forms with damaged surfaces are not used for exposed surfaces.
(2)
Joins between form sheeting are vertical or horizontal unless otherwise specified in the
approved drawings.
5.5
Formwork for hidden surface
(1)
Standard metal forms or undressed timber may be used for surfaces that are not exposed in the
finished structure.
(2)
All timber is shot edged or tongue and grooved.
Standard specification No. 7 (Concrete) Part 5 Formwork and falsework–5.4 Formwork for exposed surfaces
Ss7-11
Part 6
6.1
(1)
(2)
6.2
Finishing
Finishing
Concrete which is:
(a)
normally exposed to view is finished to Class 3 in accordance with AS 3610-1995
Formwork for concrete, AS 3610-1995/Amdt 1-2003 Formwork for concrete, AS 3610.12010 and is subject to colour control;
(b)
not normally exposed to view is finished to Class 4 in accordance with AS 3610-1995
Formwork for concrete, AS 3610-1995/Amdt 1-2003 Formwork for concrete, AS 3610.12010 and is not subject to colour control.
All surfaces of concrete that are exposed to view in the completed structure are finished such
that:
(a)
immediately after the removal of forms, all fins and other projections are ground off, all
pockets and honeycombs are cleaned and filled with a stiff cement mortar having the
same proportion of cement and sand as the original concrete, and the surface of the
patch is ground flush;
(b)
decks are roughened slightly by brooming or other approved method before initial set;
(c)
kerb and channel, invert crossings, vehicle crossings and industrial crossings are finished
with an approved steel finishing tool;
(d)
footpaths and pram ramps are finished with a wooden float and broomed.
Removal of forms, falsework and centring
(1)
The removal of forms is carried out in accordance with AS 3600-2009 Concrete structures
(incorporating Amdt 1-2002, Amdt 2-2004 and Amdt 1-2010).
(2)
Forms are not removed from the concrete until the times specified for each type of formula in
Table 6.2.1–Times for removal of formwork of this standard specification have elapsed from the
placing of the concrete.
(3)
If field operations are controlled by cylinder tests, the removal of forms and supports may begin
when the strength reaches 70 percent of the specified 28 day strength.
(4)
Forms are removed with care without hammering and wedging, and so as not to injure the
concrete or disturb the remaining supports.
(5)
Centres are gradually and uniformly lowered in such a manner as to avoid injurious stress in
any part of the structure.
(6)
No load which may cause damage to the work is placed on or against any concrete.
Standard specification No. 7 (Concrete) Part 6 Finishing–6.1 Finishing
Ss7-12
Table 6.2.1–Times for removal of formwork
6.3
Column 1
Type of construction
Column 2
Period
Bridge main falsework
On attainment of 70 percent of the
specified 28 day cylinder strength,
but not less than 7 days.
Other non-prestressed members
7 days
Underside of slabs less than 1.8m
span
3 days
Underside of slabs 1.8m span and
over
7 days
Walls
24 hours
Column ( depending on
slenderness)
1 to 2 days
Side of beams and all other parts
24 hours
Curing
(1)
Concrete surfaces other than slabs are kept continually moist for a period of not less than 7
days.
(2)
Slabs are kept continually moist for a period of not less than 14 days.
(3)
Concrete surfaces are kept moist by spraying with:
(a)
an approved curing compound; or
(b)
water sprays or wet sand in which case the surfaces are kept moist 24 hours a day for
the full period specified without any breaks at weekends or holidays.
(4)
Curing is commenced immediately on completion of the finishing of exposed surfaces or within
30 minutes of removal of the forms from other surfaces.
(5)
The only curing compound which is used is a paraffin wax emulsion in water which is applied at
the rate recommended by the manufacturer and complies with AS 3799-1998 Liquid membraneforming curing compounds for concrete.
(6)
Slabs are sprayed with the compound as soon as possible after finishing and before plastic
cracking occurs, and are then immediately covered.
(7)
If the covering is lifted by wind or other action, the area uncovered is re-sprayed and the
covering replaced.
(8)
Any curing compound used is compatible with any specified applied finish.
(9)
If curing was not applied efficiently, the local government may order the cutting of cores for the
testing of the concrete insitu, irrespective of whether test cylinders had been taken previously
and irrespective of the test results on such cylinders.
(10)
All finishing operations shall be completed prior to the application of any curing. The finishing
operations shall be such as to provide a dense surface free from visible surface cracking. The
concrete surface shall be reworked as necessary to eliminate plastic cracking after the initial set
has taken place and before the commencement of curing.
6.4
Dimensional tolerances
(1)
Where tolerances are not stated in the approved drawings for any individual structure or feature
thereof, deviations from established lines, grades and dimensions are not greater than the
tolerances listed in Table 6.4.1–Tolerancesof this standard specification and are applied to the
completed work.
(2)
Forms are set and maintained so as to ensure completed work within the tolerance limits.
Standard specification No. 7 (Concrete) Part 6 Finishing–6.3 Curing
Ss7-13
Table 6.4.1–Tolerances
Column 1
Item measures
Column 2
Tolerance (mm)
Size of members or thickness of slab:
+7mm
–0
Cover of concrete over reinforcement:
+7mm
-3mm
Departure from place in exposed surfaces:
gradual:
sudden:
+7mm in 3000mm
-2mm
Departure from contract dimension where other
tolerances do not apply:
0-20 metres
Over 20 metres
+7mm
+13mm
Standard specification No. 7 (Concrete) Part 6 Finishing–6.4 Dimensional tolerances
Ss7-14
Part 7
7.1
(1)
Cost of testing
The cost of testing the concrete in accordance with AS 3600-2009 Concrete structures
(incorporating Amdt 1-2010) is to be borne by the Contractor and is to be deemed to be
included in the Contract Sum.
Standard specification No. 7 (Concrete) Part 7 Contractual provisions–7.1 Cost of testing
Ss7-15
Part 8
(1)
Shotcrete and stone pitching
Shotcrete and stone pitching shall be completed in accordance with Transport and Main Roads
Technical Specification MRTS03 - Drainage, Retaining Structures and Protective Treatments.
Standard specification No. 7 (Concrete) Part 8 Shotcrete and stone pitching
Ss7-16
Standard Specification No. 8 (Minor concrete works) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
PART 2
2.1
2.2
2.3
2.4
2.5
2.6
KERB AND CHANNEL .............................................................................................. 2
Kerb and channel ..................................................................................................... 2
Pavement under kerb and kerb and channel .......................................................... 2
Concrete for kerb and kerb and channel ................................................................. 2
Construction ............................................................................................................. 2
Jointing to existing kerb or kerb and channel ........................................................ 3
Kerb and channel crossings .................................................................................... 3
PART 3
3.1
PATHS....................................................................................................................... 4
Paths ......................................................................................................................... 4
PART 4
4.1
4.2
TRAFFIC ISLANDS AND MEDIANS AND HEADWALLS .......................................... 6
Traffic islands and medians..................................................................................... 6
Headwalls ................................................................................................................. 6
PART 5
5.1
CONTRACTUAL PROVISIONS ................................................................................. 7
Payment and measurement ..................................................................................... 7
PART 6
SUPPLEMENTARY SPECIFICATIONS FOR KERB AND CHANNEL
REHABILITATION PROJECTS ................................................................................. 8
Removal of existing kerb and channel .................................................................... 8
Preparation of gravel base....................................................................................... 8
Subsoil drainage ...................................................................................................... 8
Pouring of new kerb, kerb and channel .................................................................. 8
6.4.1
Machine poured kerb & channel.............................................................. 8
6.4.2
Hand placed kerb and channel................................................................ 8
Reinstatement .......................................................................................................... 8
6.5.1
Backfill behind kerb & channel ................................................................ 8
6.5.2
Backfill of pavement in front of kerb and channel..................................... 8
Kerb adapters ........................................................................................................... 9
Rehabilitation at residential driveways ................................................................... 9
6.1
6.2
6.3
6.4
6.5
6.6
6.7
Standard Specification No. 8 (Minor concrete works)
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard Specification No. 8–Minor concrete works
2015.
1.2
(1)
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving the use of cast insitu concrete for minor concrete works:
(a)
a kerb;
(b)
a kerb and channel;
(c)
a crossover;
(d)
a path;
(e)
a traffic island;
(f)
a headwall.
1.4
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification;
(b)
“Principal”.
Standard Specification No. 8 (Minor concrete works) Part 1 Introduction—1.1 Title
Ss8-1
Part 2
2.1
Kerb and channel
Kerb and channel
(1)
Kerb and channel complies with standard drawing number R-0080 and is one of the following
profiles: B1, B2, SM5, M3, Median and Invert.
(2)
Machine finished (wet kerb) is required for all kerb and channel construction.
(3)
Machine finished (dry mix kerb) and hand finished kerb are only permitted if approved by the
local government.
2.2
Pavement under kerb and kerb and channel
(1)
Where pavement thickness exceeds 175mm in depth, the pavement extends under the kerb.
(2)
Where the pavement thickness does not exceed 175mm in depth, the kerb and channel is firmly
bedded on 100mm road base aggregate compacted to 95 percent modified dry density as
required under AS 1289.0-2000 Methods of testing soils for engineering purposes - General
requirements and list of methods.
(3)
No concrete is placed until the foundations have been approved by the local government.
2.3
(1)
Concrete for kerb and kerb and channel
Concrete for kerb and kerb and channel is 32 MPa strength grade complying with the
requirements of AS 1379-2007:
(a)
(2)
2.4
Slump values for the concrete are:
(i)
machine finished (dry kerb) —12mm minimum—40mm maximum;
(ii)
hand finished—40mm minimum—80mm maximum;
(iii) machine finished (wet kerb)—12mm minimum—40mm maximum.
All kerb and channel to be constructed with wet mix concrete placed with a suitable kerb
machine unless otherwise approved by the local government.
Construction
(1)
Kerb and channel is constructed by an approved continuous slip-form extrusion kerb and
channel machine true to line and grade, and to the profile specified in the standard drawings.
(2)
The machine is fitted with a tamper and automatic level control capable of maintaining the
correct line and level and any kerb and channel not true to line or with noticeable kinks, bends
or other faults or not of the required dimensions may be rejected and, if rejected, is broken out
and removed from the site.
(3)
Concrete is thoroughly compacted.
(4)
A contraction joint is provided at 4 metre centres which is finished square and at right angles to
the section of kerb or kerb and channel.
(5)
The kerb or kerb and channel at a contraction joint is guillotined to the full depth of the concrete
and re-finished with a jointing tool to form neat joint lines not exceeding 3mm in width and 6mm
in depth.
(6)
In the case of kerb, a joint is cut and cork jointing is inserted every 20 metres with a cut joint
midway between cork joints and jointing is placed in such a manner as to dissect the kerb for
its full thickness.
(7)
Provide stormwater kerb adaptors provided for all stormwater connections to kerb in
accordance with standard drawing IPWEAQ R-0081.
(8)
Finishing is free from any holes or roughness.
(9)
The channel is shaped in accordance with the approved drawings.
Standard Specification No. 8 (Minor concrete works) Part 2 Kerb and channel—2.1 Kerb and channel
Ss8-2
(10)
Notwithstanding the allowable tolerances, the invert of the channel is finished true to grade and
alignment and channelling in which water is found to pond is not accepted and is removed
immediately.
(11)
The allowable tolerance to kerb or kerb and channel is +10mm/-10mm on grade levels always
provided that:
(12)
The difference between the deviations from the correct levels at any two points 30 metres apart
does not exceed 30mm;
(13)
The deviation from a straight edge laid parallel to the centreline does not exceed 10mm in 3
metres;
(14)
Crossfall is maintained within +/- 0.50 percent of the design;
(15)
The allowable lateral tolerance is +50mm and –20mm relative to the pavement centreline, with
positive being in the direction to make the pavement wider.
(16)
A concrete test per 100 lineal metres.
(17)
The kerb or kerb and channel is inspected by the local government for damage at the pre-seal
stage and any damaged sections are replaced as directed by the local government.
2.5
(1)
Jointing to existing kerb or kerb and channel
The concrete kerb or kerb and channel joins neatly with the existing kerb or kerb and channel
over a minimal transitional length of 2 metres.
2.6
Kerb and channel crossings
(1)
A vehicular crossing of a verge for entry to a lot is constructed in accordance with standard
drawings IPWEAQ R-0050, IPWEAQ R-0051 or IPWEAQ R-0052 whichever is applicable.
(2)
The foundation for a crossover is at least equivalent to that for kerb and channel in the same
location as specified in section 2.2–Pavement under kerb and kerb and channel of this standard
specification.
(3)
A vehicular crossover of one lot does not encroach on the frontage of an adjacent lot.
(4)
Concrete kerb ramps are provided at all locations where a concrete or paved path intersects
with a kerbed road.
(5)
The kerb ramp is:
(a)
a Type 1 kerb ramp which is constructed in accordance with standard drawing LCC 800314 where a concrete or paved path intersects with a kerbed road in a location where
the requirements for a Type 2 Kerb Ramp is not met;
(b)
a Type 2 kerb ramp which is constructed in accordance with standard drawing LCC 800315 where a concrete or paved path intersects with a kerbed roadway in a location
which is:
(i)
in the immediate vicinity of a development involving more than one business
activity centre; or
(ii)
in the immediate vicinity of an educational establishment; or
(iii) in the immediate vicinity of a community facility; or
(iv) at any other location requested by people with disabilities and approved by the
local government; or
(v)
at a location identified as having a significant concentration of people with
disabilities residing within the area;
(c)
a Type 3 kerb ramp which is constructed in accordance with standard drawing LCC 800316 where the Type 2 kerb ramp criteria applies and the verge is fully paved or
concreted over its entire width.
Standard Specification No. 8 (Minor concrete works) Part 2 Kerb and channel—2.5 Jointing to existing kerb or kerb
and channel
Ss8-3
Part 3
3.1
(1)
Paths
Paths
A concrete path is constructed in accordance with standard drawing IPWEAQ R-0065 including
the following:
(a)
thickness:
(i)
100mm; or
(ii)
125mm at a residential driveway; or
(iii) 175mm at a commercial driveway;
(b)
concrete—grade N25 Mpa/20;
(c)
reinforcement:
(i)
F62; or
(ii)
F72 for driveways;
(d)
finish—broomed;
(e)
expansion joints—R12, 300mm long at 300mm centres centrally located.
(2)
Foundations for a concrete path is thoroughly compacted by watering and rolling or ramming
and are thoroughly damp, but not muddy, when concrete is placed thereon.
(3)
No concrete is placed until the foundations have been approved by the local government.
(4)
Contraction joints:
(5)
(a)
are provided at centres matching the width of the footpath and not more than 3.0m;
(b)
are formed by a jointing tool;
(c)
do not exceed 35mm in depth or 6mm in width;
(d)
are at right angles to the edge of the path.
Expansion joints:
(a)
are placed at 15 metre centres except for 2.0m footpath which can be 16m to match
dimension multiplier;
(b)
are at right angles to the edge of the path;
(c)
extend for the full depth of the concrete path and are 10mm in width.
(6)
The expansion joint is filled with a double sided foam joint and is dowelled together with a R12
(plain galvanised) bar 300mm long centrally located and half the bar is greased and encased in
a 20mm O.D. PVC sleeve with end cap. Dowels are placed 150mm off edge and at 300mm
maximum centres.
(7)
Steel reinforcement is:
(a)
a minimum of F62 grade;
(b)
centrally placed;
(c)
supported so that it does not touch the foundation at any point.
(8)
The cross fall of the concrete path is 2.5 percent towards the kerb and channel as shown on
standard drawing LCC 8-00305 except that in the case where the level of the property at the
alignment is level with or lower than that of the top of the kerb, the path is graded such that it
achieves a level of at least 110mm above the top of the kerb within 1 metre of the property
alignment.
(9)
Table 3.1.1–Joint spacing of this standard specification reflects the contraction joint spacing and
expansion requirements.
Standard Specification No. 8 (Minor concrete works) Part 3 Paths—3.1 Paths
Ss8-4
Table 3.1.1–Joint spacing
Path width
Contraction joint spacing
Expansion
1.2
1.2
15
1.5
1.5
15
2.0
2.0
16
2.5
2.5
15
3.0
3.0
15
Standard Specification No. 8 (Minor concrete works) Part 3 Paths—3.1 Paths
Ss8-5
Part 4
4.1
Traffic islands and medians and headwalls
Traffic islands and medians
(1)
A semi mountable kerb is provided on a traffic island (adjacent to traffic signals and pedestrian
crossings, where a barrier kerb is used), unless otherwise shown on the approved drawings.
(2)
An infill that is not subject to traffic is in accordance with the following:
(a)
thickness—100mm;
(b)
concrete—N25 Mpa/20;
(c)
finish—steel float and broom finish and texture coated with approved product to specified
colour and pattern.
(3)
A raised kerbed island less than 12m 2 or 2 metres wide between the kerb faces is constructed
with a 100mm thickness, N25 reinforced concrete on a compacted sand base.
(4)
A raised kerb island greater than 12m 2 or 2 metres wide is:
(a)
landscaped or provided with another suitable surface treatment;
(b)
provided with a water service conduit at 80 metre intervals so that there is a minimum of
one service per median.
(5)
If the fall across an island is greater than 1 in 4, the island is surfaced with concrete.
(6)
If an island is landscaped:
(a)
sub-soil drainage is connected to an underground drainage system;
(b)
plastic sheeting is to be installed to extend 200mm below subgrade level and above
bitumen level in accordance with standard drawing IPWEAQ R-0141 (alternative 1).
(7)
Expansion joints are installed to coincide with the cork joints in the kerb unless directed
otherwise.
(8)
Contraction joints are at 4 metre centres.
(9)
Concrete median infills are founded on a minimum 50mm of compacted sand.
(10)
Where a pedestrian crossing is proposed across a traffic island or a median, the traffic island or
median is bisected to allow crossing at the level of the pavement.
4.2
Headwalls
(1)
Precast headwall units are permissible unless otherwise specified.
(2)
A cast insitu headwall is to be in accordance with Department of Main Roads drawing numbers
1303, 1304, 1305 and 1306.
Standard Specification No. 8 (Minor concrete works) Part 4 Traffic islands and medians and headwalls—4.1 Traffic
islands and medians
Ss8-6
Part 5
5.1
(1)
Payment and measurement
Measurement of kerb or kerb and channel is to be exclusive of any vehicle crossings, pram
ramps and precast backstones for stormwater gullies.
Standard Specification No. 8 (Minor concrete works) Part 5 Contractual provisions—5.1 Payment and
measurement
Ss8-7
Part 6
6.1
Supplementary specifications for kerb and
channel rehabilitation projects
Removal of existing kerb and channel
(1)
Sections of existing kerb and channel identified as requiring replacement shall be removed and
disposed of off-site.;
(2)
The interface with existing kerb and channel shall be saw cut square to the kerb face to provide
a neat, straight cut surface. Chipping or spalling of the existing kerb will not be accepted.
(3)
The kerb and channel shall be carefully removed to minimise disturbance to adjoining areas
including pavement.
6.2
Preparation of gravel base
(1)
The areas under the removed sections of kerb and channel shall be excavated to a minimum of
150mm and backfilled with class 2.1 gravel trimmed and compacted to 95 percent modified
compaction. Where directed this depth may be increased.
(2)
The base shall be hard and free from deflection under loading.
6.3
Subsoil drainage
(1)
Where an outlet can be achieved subsoil drainage shall be constructed under or directly behind
back of kerb and channel.
(2)
Reinstates existing subsoil drainage if damaged during work.
6.4
Pouring of new kerb, kerb and channel
6.4.1
Machine poured kerb & channel
(1)
Where a kerb and channel machine is used to place the replacement kerb and channel, a
20MPa kerb mix with maximum aggregate size of between 5mm and 10mm shall be used.
(2)
A minimum slump of 12mm shall be adopted for this mix. The concrete shall be fully compacted
and finished with a high strength sand/cement slurry to the profile as specified.
6.4.2
Hand placed kerb and channel
(1)
Where the replacement kerb and channel is placed and finished by "hand" an N25/20 grade
concrete shall be used with a minimum 40mm and maximum 80mm slump.
(2)
The concrete shall be fully compacted with vibratory equipment, shaped and trowel finished to
match the profile of the adjoining kerb and channel or to a profile as otherwise specified.
(3)
Transitions between different kerb types shall be done over a distance of at least 2.0 metres.
6.5
Reinstatement
6.5.1
Backfill behind kerb & channel
(1)
When suitably cured, the kerb and channel shall be backfilled with a suitable granular material,
compacted and finished with 50mm of topsoil and turfed with a minimum 'B' grade couch turf.
Excavated pavement material may be reused as kerb backfill.
(2)
The turfed area shall be maintained until the grass roots have established into the topsoil.
6.5.2
(1)
Backfill of pavement in front of kerb and channel
When the kerb and channel has cured sufficiently, the pavement in front of the kerb shall be
backfilled with type 6 asphalt (20mm mix) in compacted layers of up to 80mm. Pavement backfill
shall be finished 25mm below the lip of kerb and channel to allow for the subsequent overlay of
pavement.
Standard Specification No. 8 (Minor concrete works) Part 6 Supplementary specifications for kerb and channel
rehabilitation projects—6.1 Removal of existing kerb and channel
Ss8-8
6.6
(1)
6.7
Kerb adapters
Proprietary kerb adapters shall be placed in the kerb and channel and securely fixed in place
using either a high strength sand mortar or concrete.
Rehabilitation at residential driveways
(1)
Where the kerb and channel is to be replaced at concrete driveways and there is a laid-back
crossover in the existing driveway, the crossover will be reinstated in accordance with the local
government standard drawings R0050, R0051 and R0052.
(2)
Driveways shall be saw cut neatly and squarely at a point up to 1m from the existing invert of
kerb and channel (unless directed otherwise) and replaced with a new crossover consisting of
N25/20 concrete (minimum 40mm, maximum 80mm slump) 125mm thick with a single layer of
F72 mesh placed centrally and laid from invert to the cut face of the driveway, for the full width
of the existing driveway.
(3)
Where the new kerb and channel at the drive way is mountable kerb (types M1 or M3) the
existing driveway shall be cut back a maximum of 300mm from back of kerb and channel and
finished to the top of the new M3 kerb and channel.
(4)
All new slabs at driveways shall be dowelled horizontally, to existing driveway slab with
galvanised R12 dowels 300mm long at 300mm centres.
Standard Specification No. 8 (Minor concrete works) Part 6 Supplementary specifications for kerb and channel
rehabilitation projects—6.6 Kerb adapters
Ss8-9
Standard specification No. 9 (Reinforcement) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
PART 2
2.1
MATERIALS FOR REINFORCEMENT....................................................................... 2
Materials for reinforcement...................................................................................... 2
PART 3
3.1
PROTECTION............................................................................................................ 3
Protection ................................................................................................................. 3
PART 4
4.1
CUTTING AND BENDING ......................................................................................... 4
Cutting and bending................................................................................................. 4
PART 5
5.1
SURFACE CONDITION OF REINFORCEMENT ........................................................ 5
Surface condition of reinforcement......................................................................... 5
PART 6
6.1
PLACING AND FIXING.............................................................................................. 6
Placing and fixing..................................................................................................... 6
PART 7
7.1
TOLERANCE ON POSITION OF REINFORCEMENT ................................................ 7
Tolerance on position of reinforcement .................................................................. 7
PART 8
8.1
SPLICING .................................................................................................................. 8
Splicing ..................................................................................................................... 8
PART 9
9.1
SUBSTITUTIONS ...................................................................................................... 9
Substitutions ............................................................................................................ 9
PART 10
10.1
FIBRE REINFORCEMENT ....................................................................................... 10
Fibre reinforcement ................................................................................................ 10
PART 11
11.1
11.2
Substitution ............................................................................................................ 11
Standard specification No. 9 (Reinforcement)
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 9–Reinforcement 2015.
1.2
(1)
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving the use of bar and
steel wire fabric reinforcement in concrete, road transport infrastructure and incidental concrete
construction.
1.4
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification;
(b)
“Principal”.
Standard specification 9 (Reinforcement) Part 1 Introduction–1.1 Title
Ss9-1
Part 2
2.1
(1)
Materials for reinforcement
Materials for reinforcement
All materials for reinforcement comply with:
(a)
AS ISO 1302-2005 Geometrical product specifications (GPS) - Indication of surface
texture in technical product documentation: Steel reinforcing bar;
(b)
AS/NZS 4671:2001 Steel reinforcing materials (Amdt 1 see DR 02474): Hard-drawn steel
reinforcing bar;
(c)
AS/NZS 4671:2001 Steel reinforcing materials (Amdt 1 see DR 02474): Reinforcing wire
fabric;
(d)
AS 3600-2009 Concrete structures (incorporating Amdt 1-2010): Concrete structures
code;
(e)
ASTM C1116 Standard Specification for Fibre Reinforced Concrete and Shotcrete.
(2)
The manufacturer’s test certificates are provided to the local government.
(3)
Where specified in the approved drawings, reinforcement is galvanised to AS/NZS 4680:2006
Hot-dip galvanized (zinc) coatings on fabricated ferrous articles and AS/NZS 4792:2006 Hot-dip
galvanized (zinc) coatings on ferrous hollow sections, applied by a continuous or a specialized
process, and the galvanised reinforcing bars are passivated in a 0.2 percent sodium dichromate
solution applied by the galvaniser.
Standard specification No. 9 (Reinforcement) Part 2 Materials for reinforcement–2.1 Materials for
reinforcement
Ss9-2
Part 3
3.1
Protection
Protection
(1)
The reinforcement is protected from damage at all times.
(2)
During storage, reinforcement is stacked in racks or on timber above ground and kept clear of
any contamination.
(3)
If accidental contamination occurs, the reinforcement is cleaned as specified in section 4.1–
Cutting and bending of this standard specification.
Standard specification No. 9 (Reinforcement) Part 3 Protection–3.1 Protection
Ss9-3
Part 4
4.1
Cutting and bending
Cutting and bending
(1)
Reinforcement is free of kinks or other unwanted deformations and is cut to length and bent in
accordance with the approved drawings.
(2)
Fabric reinforcement shipped in rolls, is straightened into flat sheets before use.
(3)
All bends in the reinforcement are made in accordance with AS 3600-2009 Concrete structures
(incorporating Amdt 1-2010), unless otherwise shown in the approved drawings.
(4)
If a deformed bar has been bent and subsequently bent in the reverse direction or straightened,
it is not bent again within 20 bar diameters of the previous bend.
(5)
After cutting and bending, bars are bundled or stored in a manner which permits clear
identification of their bending schedule mark.
(6)
Reinforcement is only bent hot on the site if:
(7)
(a)
authorised by the local government;
(b)
the steel is heated uniformly through and beyond the portion to be bent;
(c)
the temperature does not exceed 600oC;
(d)
approved temperature indicating crayons or equivalent are used to determine the
temperature;
(e)
the bar is not cooled by quenching or compressed air blast;
(f)
the design yield strength of the steel after bending is taken as 250 Mpa if the temperature
of the bar exceeds 450oC.
Reinforcement is fabricated to the shape and dimensions shown in the approved drawings and
within the following tolerances:
(a)
on any overall dimension for bars and fabric except where used as a fitment:
(i)
length up to 600mm, 25mm, +0; or
(ii)
length over 600mm, 40mm, +0; or
(b)
on any overall dimension of bars or fabric used as a fitment:
(i)
for deformed bars and fabric, 15mm, +0; or
(ii)
for plain round bars and wire, 10mm, +0; or
(c)
on the overall offset dimension of a cranked column bar -0,+10mm; or
(d)
for the sawn or machined end of a straight bar intended for use as an end-bearing splice,
the angular deviation from square measured in relation to the end 300mm is within 2
degrees.
Standard specification No. 9 (Reinforcement) Part 4 Cutting and bending–4.1 Cutting and bending
Ss9-4
Part 5
5.1
Surface condition of reinforcement
Surface condition of reinforcement
(1)
At the time concrete is placed, reinforcement is free from mud, oil, grease, other non-metallic
coatings and loose rust which reduces the bond between the concrete and the reinforcement.
Rust is not deemed to be loose if on rubbing with the thumb it leaves only a stain.
(2)
A deformed bar complying with AS ISO 1302-2005 Geometrical product specifications (GPS) Indication of surface texture in technical product documentation, or a welded wire fabric
complying with AS/NZS 4671:2001 and Amdt 1-2003 Steel reinforcing materials, which have
mill scale, rust or both, are deemed to comply if, for a specimen which has been wire-brushed
by hand, the dimensions of cross-section, including the height of deformations and the mass,
are not less than the dimensions and mass required by AS ISO 1302-2005 Geometrical product
specifications (GPS) - Indication of surface texture in technical product documentation, or
AS/NZS 4671:2001 and Amdt 1-2003 Steel reinforcing materials, as applicable.
(3)
Any reinforcement projecting from a previous concreting operation is cleaned free of adhering
concrete or loose slurry prior to any further embedment.
(4)
Reinforcement which has been submerged by tidal or flood water is cleaned with a high
pressure fresh water jet prior to pouring concrete.
Standard specification No. 9 (Reinforcement) Part 5 Surface condition of reinforcement–5.1 Surface condition
of reinforcement
Ss9-5
Part 6
6.1
Placing and fixing
Placing and fixing
(1)
Reinforcement is placed in position as shown in the approved drawings.
(2)
In the case of bar reinforcement, the bars are tied together by wiring, with each intersection
using annealed wire not less than 1.25mm in diameter or such other appropriate fastening
device as may be approved by the local government, provided that where the bar spacing is
300mm or less, alternate intersections only need to be tied.
(3)
Clearance from the form is maintained by use of an approved chair.
(4)
The shape of the chair is such that there is minimum obstruction to the formation of the
homogeneous concrete both within and around the chair.
(5)
Tubular or cylindrical types of chairs are not used.
(6)
Bar chairs that are suitable for soffit use only are not used against side forms.
(7)
Bar chairs are of sufficient structural strength to support the weight of reinforcement and
workmen at the temperatures experienced on the site.
(8)
Plastic tipped metal chairs are not approved for any locations other than those where the
loading on the chairs is such that there is no possibility of the metal on the tips of the feet of the
chairs becoming exposed.
(9)
Precast mortar blocks are not used.
(10)
Blocks manufactured from vibrated concrete of strength equivalent to that of the main concrete
are used if:
(a)
the size and shape is approved by the local government;
(b)
the blocks have suitable fixing wires cast in.
(11)
Layers of bars are separated by means of approved bar spacers.
(12)
Stirrups and ligatures pass around the main reinforcement and are securely tied to it.
(13)
The system of fixing forms a rigid cage which maintains dimensional tolerances under the loads
experienced during the placement of concrete.
(14)
The welding of reinforcement to form a rigid cage is used if:
(a)
(b)
the welding is in accordance with AS/NZS 1554.3:2008 Structural steel welding - Welding
of reinforcing steel;
(c)
the tack welds:
(i)
do not substantially reduce the cross-section of the reinforcing steel nor adversely
affect its strength;
(ii)
have a throat thickness not less than 4mm;
(iii) have a length not less than the diameter of the smaller bar;
(d)
the welding is not carried out within 75mm of any portion of a bar which has been bent or
will be bent;
(e)
not more than one-third of the main reinforcement at any cross-section is so welded;
(f)
hard drawn wire and fabric reinforcement are not welded or heated.
Standard specification No. 9 (Reinforcement) Part 6 Placing and fixing–6.1 Placing and fixing
Ss9-6
Part 7
7.1
(1)
Tolerance on position of reinforcement
Tolerance on position of reinforcement
The deviation from the specified position of reinforcement and tendons do not exceed:
(a)
for positions controlled by cover:
(i)
in beams, girders, slabs, columns and walls, –5mm and +10mm;
(ii)
in slabs-on-ground including footings of walls and culverts, –10mm and +20mm;
(iii) in footings cast in the ground where the depth of the footing is 500mm or more,
–20mm and +40mm;
(b)
for positions not controlled by cover:
(i)
the location of reinforcement on a profile, 10mm;
(ii)
the position of the ends of reinforcement along the line of the bar, 50mm;
(iii) the spacing of bars in walls and slabs and of fitments in beams and columns,
whichever is the greater of:
(A)
10 percent of the specified spacing; or
(B)
15mm, whichever is the greater.
Standard specification No. 9 (Reinforcement) Part 7 Tolerance on position of reinforcement–7.1 Tolerance on
position of reinforcement
Ss9-7
Part 8
8.1
Splicing
Splicing
(1)
The splicing of reinforcement occurs only in the locations shown in the approved drawings.
(2)
Where practical, splices in bar reinforcement are staggered.
(3)
Reinforcement is spliced by lapping, welding or approved mechanical splices.
(4)
Fabric reinforcement is lap spliced only.
(5)
The length of lap splices in bar reinforcement is as shown in the approved drawings.
(6)
All reinforcement is spliced to maintain a specified clear cover to the surface of the concrete.
(7)
Splicing of fabric reinforcement is achieved so that the two outermost transverse wires of one
sheet of fabric overlap the outermost transverse wire of the sheet being lapped.
(8)
The splicing of bar reinforcement by welding only occurs if:
(a)
(b)
all welding of reinforcement is carried out in accordance with AS/NZS 1554.3:2008
Structural steel welding - Welding of reinforcing steel;
(c)
all welding electrodes used comply with AS/NZS 1553.1:1995 Covered electrodes for
welding - Low carbon steel electrodes for manual metal-arc welding of carbon steels and
carbon-manganese steels or AS/NZS 2717.1:1996 Welding - Electrodes - Gas metal arc Ferritic steel electrodes;
(d)
splices are made by butt or by fillet welding where butt welds are qualified complete
penetration joints in accordance with AS/NZS 1554.3:2002 Structural steel welding Welding of reinforcing steel, AS/NZS 4856-2006 and AS/NZS 4857-2006;
(e)
welders who are proved competent by tests, and are approved in writing by the local
government are used;
(f)
each welder proposed to be used for the splicing of bar reinforcement by welding is
tested with 2 pieces such that:
(i)
each test piece is 300mm long with a joint of the type proposed to be used at the
centre;
(ii)
test pieces are prepared from the same size and grade of reinforcement as that to
be welded on the job;
(iii) welding of test pieces is carried out on the job;
(iv) welding of test pieces is carried out using the equipment and consumables to be
used on the job and the least advantageous welding position likely to be
experienced in the works;
(v)
all information regarding the welding of test pieces required by the local
government is provided to the local government;
(vi) one test piece is tested in tension;
(vii) the tensile test piece when ruptured under tensile load allows an ultimate strength
at least equal to that of the parent metal;
(viii) the other test piece is tested as described in AS/NZS 1554.3:2002 Structural steel
welding - Welding of reinforcing steel, AS/NZS 4856-2006 and AS/NZS 4857-2006;
(ix) the testing is conducted by an approved laboratory;
(x)
in the event of the failure of any of the test pieces to meet the above requirements,
4 further test pieces are made and tested;
(xi) two of the test pieces are tested in tension and the remaining two in bending;
(xii) if any of the re-tests fail, the welder is deemed to have failed the test and is not
used on the work.
Standard specification No. 9 (Reinforcement) Part 8 Splicing–8.1 Splicing
Ss9-8
Part 9
9.1
(1)
Substitutions
Substitutions
Different sizes of reinforcement are only substituted if the structure is not adversely affected by
the change and an application for the approval of the substitution is made at least 4 weeks
before the day on which the reinforcement is to be placed.
Standard specification No. 9 (Reinforcement) Part 9 Substitutions–9.1 Substitutions
Ss9-9
Part 10
10.1
(1)
Fibre reinforcement
Fibre reinforcement
Fibre reinforcement is only incorporated into the works if:
(a)
(b)
it meets all the requirements of ASTM C1116 Standard Specification for Fibre Reinforced
Concrete and Shotcrete;
(c)
it is used in accordance with the manufacturer’s specifications;
(d)
it is polypropylene fibre;
(e)
it is not used to replace structural reinforcement.
Standard specification No. 9 (Reinforcement) Part 10 Fibre reinforcement–10.1 Fibre reinforcement
Ss9-10
Part 11
11.1
(1)
Substitution
If different sizes of reinforcement are substituted in accordance with section 9.1–Substitutions of
this standard specification, the Contractor is not entitled to any additional payment as a result of
the substitution.
11.2
(1)
Reinforcement quantities is to be determined as follows:
(a)
for bar reinforcement, the quantity in tonnes is to be the calculated mass of the various
sizes of each grade of bar (plain or deformed) as shown on the approved drawings and
incorporated in the reinforcement;
(b)
where a continuous bar or welded or other type of splice is used instead of a lapped
splice, the mass will be calculated as for a lapped splice;
(c)
the mass is to be calculated from Table 11.2.1–Unit mass of reinforcement of this
(d)
for wire fabric reinforcement:
(i)
where scheduled, measurement is to be in square metres, as shown on the
approved drawings and incorporated in the reinforcement; or
(ii)
where not scheduled, the mass of fabric reinforcement will be included with bar
reinforcement;
(e)
no allowance will be made for laps.
Table 11.2.1–Unit mass of reinforcement
Bar Size
(mm)
Mass
(kg/m)
10
0.62
12
0.89
16
1.58
20
2.47
24
3.55
28
4.83
32
6.31
36
7.99
40
9.86
Standard specification No. 9 (Reinforcement) Part 11 Contractual provisions–11.1 Substitution
Ss9-11
Standard specification No. 10 (Provision for traffic) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
PART 2
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
2.10
TRAFFIC CONTROL ................................................................................................. 2
Traffic management plan ......................................................................................... 2
Traffic control devices ............................................................................................. 2
Detouring of traffic ................................................................................................... 2
Entrances to private properties ............................................................................... 2
Dust control .............................................................................................................. 3
Pedestrian movements ............................................................................................ 3
Traffic controller qualifications ............................................................................... 3
Temporary pavement marking ................................................................................. 3
Maintenance outside normal working hours........................................................... 3
Side-tracks................................................................................................................ 3
PART 3
3.1
3.2
3.3
CONTRACTUAL PROVISIONS ................................................................................. 5
Speed limits .............................................................................................................. 5
Detouring of traffic ................................................................................................... 5
Maintenance outside working hours ....................................................................... 5
PART 4
PERMANENT LINE MARKING .................................................................................. 6
Standard specification No. 10 (Provision for Traffic) Part 1 Introduction–1.1 Title
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 10–Provision for Traffic
2015.
1.2
(1)
development being work specified in 1.3–Application of the standard specification of this
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving the control of
vehicle and pedestrian traffic.
1.4
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification;
(b)
“Principal”.
Standard specification 10 (Provision for Traffic) Part 1 Introduction–1.1 Title
Ss10-1
Part 2
2.1
(1)
(2)
(3)
Traffic management plan
A traffic management plan for the works is provided to the local government prior to the
commencement of the work which:
(a)
sets out the safety measures, signs, speed limits and personnel which will be involved in
maintaining the protection and control of vehicular and pedestrian traffic for the duration
of the works;
(b)
complies with the requirements of the Queensland Manual of Uniform Traffic Control
Devices (QMUTCD) and any statutory requirements.
Work which is likely to reduce traffic flow:
(a)
is carried out between 9.30 am and 2.30 pm only;
(b)
is organised so as to cause minimum disruption to pedestrians and access to adjacent
premises;
(c)
ensures that one lane of traffic under traffic control remains open at all times across a
road.
Any variation to the traffic management plan made during the work, is provided to the local
government.
2.2
(1)
(2)
Traffic control devices
A traffic control device:
(a)
complies with the requirements of the QMUTCD;
(b)
is maintained in an effective and clean condition at all times;
(c)
is placed in accordance with the requirements of the QMUTCD.
A traffic control device which is damaged or worn, or which does not conform to the standard
specification is not used.
2.3
(1)
2.4
Traffic control
Detouring of traffic
If traffic is to be detoured away from the work via an existing road:
(a)
the arrangements are to be approved by the local government;
(b)
the arrangements are to provide for:
(i)
matters as the issuing of public notices in respect of the detour, any repair or
upgrading work which may be required prior to the detouring of traffic on the roads
concerned;
(ii)
the maintenance of the roads concerned during the detour period;
(iii) the inspection of the route for adequacy for the entire length of the detour;
(iv) any restoration work which may be necessary following cessation of the detour
period.
Entrances to private properties
(1)
The work is carried out in a manner so that an existing entrance to premises affected by the
work are either maintained in a useable condition during the period of the work or alternative
entrance arrangements are made which are acceptable to the residents concerned.
(2)
The work does not block an entrance to premises for a period exceeding 24 hours.
(3)
Any damage to an entrance to premises is made good at the completion of the work.
Standard specification No.10 (Provision for Traffic) Part 2 Traffic control–2.1 Traffic management plan
Ss10-2
2.5
Dust control
(1)
Adequate precautions are taken to minimise dust or dust-related conditions which may affect
the safety and general comfort of any person.
(2)
Regular applications of water or other palliative measures are carried out along the sections of
the work and side-tracks traversed by the travelling public.
(3)
Measures are taken to minimise dust or rectify any structures affected by dust.
2.6
Pedestrian movements
(1)
Pedestrian traffic is to be provided for in accordance with the requirements of the QMUTCD.
(2)
Where pedestrian traffic has to cross the work site, appropriately constructed and protected
crossings are provided.
(3)
Signs and warning lamps are to be installed and adequate illumination provided to identify and
illuminate pedestrian access.
2.7
(1)
Traffic controller qualifications
Where a traffic controller is used to control traffic around or through the works, the traffic
controller is trained and certified in accordance with the Queensland Transport’s “Code of
Practice for Traffic Controllers”.
2.8
Temporary pavement marking
(1)
Temporary pavement markings are provided in accordance with a traffic management plan.
(2)
Temporary pavement markings comply with the QMUTCD, using a proprietary brand removable
reflective tape.
(3)
Temporary pavement markings are to be maintained during the works and removed at the end
of the works.
(4)
Details of proposed temporary pavement markings are submitted to the local government for
approval at least two working days prior to the proposed installation of the temporary pavement.
2.9
(1)
Maintenance outside normal working hours
A traffic control device and side-track is inspected outside normal working hours to ascertain its
effectiveness and any corrective action that is necessary in respect of the traffic control device
or side-track is carried out immediately.
2.10
(1)
Side-tracks
Where a side-track is constructed to divert traffic around the work:
(a)
a side-track is aligned, formed, graded and drained so as to provide for safe, comfortable
passage of vehicles at the indicated speed limit with a surface crossfall not less than 4
percent;
(b)
not less than 6m vertical clearance is provided from the trafficked surface to any
overhanging obstacle;
(c)
the widening of a side-track is provided at crests, transitions and curves;
(d)
if the normal width of the side-track is less than 6 metres, suitable passing facilities, not
less than 30 metres in length and providing an available width of not less than 6m, are
located at minimum intervals of 800 metres along the side-track and at locations where
conditions are such that the sight distance is effectively greater than 100 metres;
(e)
if a waterway is encountered along the route of the side-track:
(i)
an adequate culvert crossing or adequately paved floodway is constructed for at
least the full width of the side-track;
Standard specification No.10 (Provision for Traffic) Part 2 Traffic control–2.5 Dust control
Ss10-3
(ii)
(iii)
(iv)
(v)
the edges of the culvert crossings and paved floodways are delineated effectively
both day and night, using appropriate delineators mounted on approved guide
posts;
depth indicator posts are installed which permit assessment of the maximum depth
of water above the surface of the side-track;
waterway crossing materials are removed and are not disposed of on-site;
the waterway is restored to its original profile and cross-section following the
closure of the side-track;
(f)
the side-track is paved and sealed;
(g)
the side-track is maintained in a safe, trafficable condition for the duration of their use
during the construction of the work;
(h)
side-track materials are removed and the area is restored to its original profile and crosssection following closure of the side-track;
(i)
the location of a side-track is to be approved by the local government.
Standard specification No.10 (Provision for Traffic) Part 2 Traffic control–2.10 Side-tracks
Ss10-4
Part 3
3.1
(1)
Speed limits
The Contractor is not to impose a restricted speed limit on traffic on the Site without the
approval of the Superintendent, which approval is to be sought at least 21 days prior to the
proposed imposition of the restricted speed limit.
3.2
(1)
3.3
Detouring of traffic
The Contractor is to only detour traffic on the Site, if the Contractor has:
(a)
provided the Superintendent with details of the proposed detour within seven days of
commencement of the detour;
(b)
obtained the Superintendent’s approval to detour traffic prior to the commencement of
detouring.
Maintenance outside working hours
(1)
Prior to the commencement of work under the Contract, the Contractor is to notify the
Superintendent of the name, address and telephone number of a supervisor who can be
contacted at any time and who has the authority to carry out immediate repairs to and
maintenance of traffic control devices and side-tracks.
(2)
If the supervisor nominated by the Contractor is replaced, the Contractor is to immediately notify
the Superintendent of the new supervisor’s name, address and telephone number.
Standard specification No.10 (Provision for Traffic) Part 3 Contractual provisions–3.1 Speed limits
Ss10-5
Part 4
4.1
(1)
Permanent line marking
Permanent line marking
Work shall include the following:
(a)
all longitudinal line markings;
(b)
transverse lines and other markings, including but not limited to:
(i)
diagonal and chevron markings;
(ii)
messages on the pavement including words, numerals, arrows and symbols.
(2)
The removal of painted road markings, unless otherwise approved by the local government,
shall be carried out with abrasive blasting techniques and/or cold planning/grinding. The
Contractor shall remove the nominated road markings as specified on the drawings regardless
of the colour, number of coats, type and age of paint. Blasting shall be carried out until at least
90 percent of the original areas of each road marking have been removed.
(3)
The Contractor shall clean up and remove from the roadway all materials and debris from the
operations and leave the roadway clear for use by the public.
(4)
Beads shall be applied uniformly to all markings and shall be applied to the paint prior to the
surface skinning to produce an uniform, properly bonded coverage over the entire marking.
(5)
The minimum application rates for the paint and glass beads is specified in Table 4.1–
Application rate for beads and paint of this standard specification.
Table 4.1–Application rate for beads and paint
Work type
Coverage (minimum per coat)
Wet application rate
Longitudinal lines - first coat
(Type B drop-on beads).
> 300g/m²
0.375 l/m² ±25
(6)
All pavement markings shall be uniformly and neatly applied and finished with sharp edges.
Longitudinal markings shall have a smooth and even appearance located within the tolerances
specified. New markings shall be smoothly transitioned to match existing markings at the limits
of the work.
(7)
All completed pavement markings shall be uniform in appearance, texture, width and thickness
and the surface shall be free from un-beaded areas, traffic damage or other defects. Markings
shall be straight or with smooth even curves where intended. All edges shall have a clean
sharp cut off. Any marking material beyond the defined marking shall be removed to leave a
neat marking on the wearing surface of the pavement.
(8)
All transverse pavement marking shall be installed in thermoplastic line marking paint. Bus
zones and loading zones shall be yellow thermoplastic line marking paint.
Standard specification No.10 (Provision for Traffic) Part 4 Permanent line marking–4.1 Permanent line marking
Ss10-6
Standard specification No. 11 (Construction) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION............................................................................................................. 1
Title ................................................................................................................................ 1
Purpose of the standard specification ......................................................................... 1
Application of the standard specification .................................................................... 1
Interpretation of standard specification ....................................................................... 1
PART 2
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
ENVIRONMENTAL PROTECTION ................................................................................. 2
Protection of plants to be retained ............................................................................... 2
Work near a tree ............................................................................................................ 2
Damage to plants .......................................................................................................... 2
Erosion and sedimentation ........................................................................................... 3
Temporary erosion and sediment control measures................................................... 3
Permanent erosion and sediment control measures................................................... 3
Construction of erosion and sediment control measures ........................................... 3
Maintenance of erosion and sediment control measures ........................................... 3
Trucking......................................................................................................................... 3
PART 3
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
OPERATIONAL REQUIREMENTS ................................................................................. 4
Dial before you dig ........................................................................................................ 4
Hours of construction ................................................................................................... 4
Blasting.......................................................................................................................... 4
Workplace Health and Safety Act 1995 ........................................................................ 4
Work within a road reserve ........................................................................................... 4
Work within a park ........................................................................................................ 4
Existing fences .............................................................................................................. 5
Bench marks and survey pegs ..................................................................................... 5
PART 4
4.1
4.2
4.3
CONTRACTUAL PROVISIONS ...................................................................................... 6
Protection of plants....................................................................................................... 6
Work within road reserve .............................................................................................. 6
Disposal of surplus spoil .............................................................................................. 6
Standard specification No 11 (Construction)
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 11–Construction 2015.
1.2
(1)
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work.
1.4
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification;
(b)
“Principal”.
Standard specification No. 11 (Construction) Part 1 Introduction–1.1 Title
Ss11-1
Part 2
2.1
(1)
Protection of plants to be retained
If an area which is identified in a development approval as an area not to be disturbed:
(a)
the area is pegged and flagged prior to the pre-start meeting;
(b)
plants, including individual trees, that abut the limit of work and storage or access areas,
are fenced with star pickets and orange para webbing running the entire length of the limit
of the work, with the pickets placed a minimum of one metre from the trunk of a tree;
(c)
warning signs are displayed in prominent positions on the premises, warning that the
pegged area and fenced vegetation is to be protected.
2.2
(1)
Environmental protection
Work near a tree
When work is carried out near a tree which is to be retained:
(a)
topsoil is not removed from within the pegged or fenced vegetation enclosure or within
the perimeter of any tree canopy;
(b)
a concentrated water flow is diverted away from a root zone by the construction of a
temporary drain or other method;
(c)
any temporary drain is removed at the acceptance of the work off-maintenance by the
local government;
(d)
the area within the perimeter of a tree canopy is not used for storage, stockpiling,
dumping or access;
(e)
excavation around the tree roots is carried out with hand tools;
(f)
visible tree roots that extend beyond temporary enclosures are not cut or damaged;
(g)
excavations around tree roots are backfilled (but not compacted) with excavated soil,
finishing with topsoil to finished grade;
(h)
backfill does not exceed 100mm above the original ground surface around base of tree
trunks;
(i)
immediately after backfilling, the root zone of a tree is thoroughly watered to eliminate all
air pockets.
2.3
Damage to plants
(1)
If damage is caused to plants in an area that is not to be disturbed, the damaged plants are to
be repaired or replaced.
(2)
In section 2.3(1) of this standard specification, ‘damaged’ means:
(a)
the destruction of a plant; or
(b)
the breaking of branches or roots; or
(c)
the debarking of trunks or limbs; or
(d)
the contamination of root zone soil or plants from drifting sprays, dust or contaminated
stormwater flows; or
(e)
the damage by the placement of fill or building materials within the canopy perimeter or
otherwise.
(3)
Work that is carried out on a tree is done by an approved tree arborist.
(4)
Where repair work to damaged plants is impractical or is attempted and fails then, the tree and
root system is removed and the area reinstated and the plants replaced and established with
replacement plants of the same species and similar size.
Standard specification No. 11 (Construction) Part 2 Environmental protection–2.1 Protection of plants to be
retained
Ss11-2
2.4
Erosion and sedimentation
(1)
All work associated with erosion and sediment control is in accordance with the Soil Erosion
and Sediment Control Engineering Guidelines unless otherwise specified.
(2)
An erosion and sediment control plan for the works is prepared in accordance with section AF of
the Soil Erosion and Sediment Control Engineering Guidelines, and is approved by the local
government prior to the commencement of works.
2.5
Temporary erosion and sediment control measures
(1)
A temporary erosion and sediment control measure is in accordance with section A5 of the Soil
Erosion and Sediment Control Guidelines.
(2)
Where construction work involves trenching or other ground disturbance within ten metres of
existing downstream or downhill properties, turfing of the disturbed areas is the minimum
requirement for the protection of the downstream properties.
(3)
An erosion control device is designed to minimise erosion at a construction site and
consequently decrease downstream sediment transport.
(4)
A sediment control device is designed to remove sediment from runoff before it leaves the site.
(5)
A temporary erosion and sediment control measure is to be properly maintained in order to
remain functional.
2.6
(1)
2.7
Permanent erosion and sediment control measures
A permanent erosion and sediment control measure is in accordance with section A5 of the Soil
Erosion and Sediment Control Guidelines.
Construction of erosion and sediment control measures
(1)
The construction of an erosion and sediment control measure is carried out in such a manner
that erosion and water pollution are minimised.
(2)
Access is provided and maintained from within the road reserve for cleaning out an erosion and
sediment control measure.
(3)
The sediment removed from such erosion and sediment control measure is disposed of at
locations where it will not again erode onto the construction areas or into a waterway.
(4)
A temporary erosion and sediment control measure is removed when revegetation has
established on formerly exposed areas.
2.8
Maintenance of erosion and sediment control measures
(1)
Any erosion and sediment control measure used is cleaned out until the acceptance of the
works off-maintenance by the local government.
(2)
Any temporary erosion and sedimentation control measure is inspected daily and after each rain
period and during periods of prolonged rainfall and any defects revealed by such inspections
are rectified immediately and these works are cleaned, repaired and augmented as required to
ensure effective control thereafter.
(3)
Any erosion and sediment control measure is cleaned out whenever the accumulated sediment
has reduced the capacity of the erosion and sediment control measures by 25 percent.
(4)
The removal of the sediment is done in such a manner so as to restore the erosion and
sediment control measure and not to damage the erosion and sediment control measure.
2.9
Trucking
(1)
Any material adhering to the wheels, tracks, or body of a vehicle or machinery leaving the site of
the work is effectively removed, prior to the vehicle or machinery entering onto a public road.
(2)
A vehicle carting material off the site has its loads covered.
(3)
Any material dropped or tracked onto a road as a result of the works is cleaned up as soon as
practicable.
Standard specification No. 11 (Construction) Part 2 Environmental protection–2.4 Erosion and sedimentation
Ss11-3
Part 3
3.1
Operational requirements
Dial before you dig
(1)
Before the commencement of any excavation work, current information on the location of
underground services is obtained from the “Dial before you dig” service and the relevant service
authorities.
(2)
The location of all underground services contained within the premises identified pursuant to
section 3.1(1) of this standard specification are clearly marked on the ground.
(3)
The exact location and level of all services that may conflict with the work is determined by pot
holing.
3.2
(1)
Hours of construction
Subject to any other requirements in this standard specification, construction activity does not:
(a)
take place outside the hours of 7.00 am to 6.00 pm on Monday to Saturday;
(b)
take place on Sundays or public holidays.
3.3
(1)
Blasting
Blasting is not permitted.
3.4
(1)
Workplace Health and Safety Act 1995
Work complies with the requirements of the Workplace Health and Safety Act 1995.
3.5
Work within a road reserve
(1)
Work within a road proceeds without interruption to traffic and any steps necessary for the
protection of the public during construction are taken.
(2)
A traffic control device is erected in accordance with the Queensland Manual of Uniform Traffic
Control Devices (QMUTCD) and Standard Specification No. 10–Provision for Traffic.
(3)
An open trench is constructed as shown in the approved drawings.
(4)
A trench is not left open overnight except where:
(a)
it cannot be avoided;
(b)
the work is protected and delineated in accordance with QMUTCD.
(5)
Work in a road is carried out so as not to detrimentally affect the existing drainage provisions of
the road.
(6)
Prior to an excavation across a sealed road pavement, a straight saw cut is made in the asphalt
surface at least 150mm clear of the trench wall and the saw cut edges are maintained as neat,
straight edges during the work.
3.6
Work within a park
(1)
Work within a park is confined to the extent of the works plus an additional six metre wide
construction swathe.
(2)
A temporary barrier fence or marker is erected to define the limits of the construction swathe.
(3)
Development is limited to the area of the construction swathe.
(4)
Where it is necessary to clear bushland within a construction swathe, the area is rehabilitated
on completion of the work by re-establishing native species of an equivalent density and type to
that which existed before the work commenced.
Standard specification No. 11 (Construction) Part 3 Operational requirements–3.1 Dial before you dig
Ss11-4
3.7
Existing fences
(1)
A fence, other than a fence which is specifically noted for removal, is maintained at all times and
special care is taken to prevent the straying of stock if grazing is carried out on adjoining
premises.
(2)
If a fence is required to be cut or moved, a temporary fence is erected, if necessary, for stock
containment.
(3)
Where a fence is cut for access:
(a)
wire is drawn tight to the end post and suitably strutted;
(b)
a gate is provided for closure after working hours or when no work is underway on the
premises.
(4)
A fence which is damaged during the execution of the work is repaired immediately.
(5)
A fence which is cut or removed during the execution of the work is to be replaced and
reinstated to its original alignment and condition on the completion of the work.
3.8
(1)
Bench marks and survey pegs
A bench mark or survey peg is not to be disturbed during construction.
Standard specification No. 11 (Construction) Part 3 Operational requirements–3.7 Existing fences
Ss11-5
Part 4
4.1
Protection of plants
(1)
Any peg, fence and warning signs used to protect plants in an area not to be disturbed during
the construction of the Works is to be removed by the Contractor at the commencement of the
defects liability period.
(2)
The Contractor is not to perform work on a tree, including canopy or pruning and the repair or
removal of a branch without the approval of the Superintendent.
4.2
(1)
4.3
Work within road reserve
Open cut excavation across an existing road pavement is only to be carried out with the written
approval of the Superintendent.
Disposal of surplus spoil
(1)
Surplus soil remaining at the completion of back filling operations remains the property of the
Principal unless otherwise directed by the Superintendent.
(2)
Surplus soil is to be disposed of at a site approved by the Superintendent.
(3)
If a direction is given by the Superintendent pursuant to section 4.3(1) of this standard
specification, the cost of such work is deemed to be included in the Contract Sum.
Standard specification No. 11 (Construction) Part 4 Contractual provisions–4.1 Protection of plants
Ss11-6
Standard specification No. 12 (Sub-soil drainage) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
PART 2
2.1
2.2
2.3
2.4
2.5
LOCATION OF SUB-SOIL DRAINAGE PIPE ............................................................ 2
Timing of construction ............................................................................................. 2
Location of a longitudinal sub-soil drainage pipe .................................................. 2
Location of a transverse sub-soil drainage pipe .................................................... 2
Excavation for a sub-soil drainage pipe.................................................................. 2
Types of sub-soil drainage pipes ............................................................................ 2
PART 3
3.1
3.2
3.3
BEDDING AND FILTER MATERIALS ....................................................................... 3
Filter material type 1................................................................................................. 3
Filter material type 2................................................................................................. 3
PART 4
4.1
4.2
4.3
4.4
4.5
4.6
4.7
CONSTRUCTION ...................................................................................................... 5
Pipe laying of a sub-soil drainage pipe ................................................................... 5
Compaction of backfill ............................................................................................. 5
Outlet for a sub-soil drainage pipe .......................................................................... 5
Free inlets ................................................................................................................. 5
Clean outs................................................................................................................. 5
Joining ...................................................................................................................... 5
Treatment of islands and speed control devices .................................................... 5
Standard specification No. 12 (Sub-soil drainage)
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 12–Sub-Soil Drainage
2015.
1.2
(1)
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving sub-soil drainage.
1.4
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification;
(b)
“Principal”.
Standard specification No. 12 (Sub-soil drainage) Part 1 Introduction—1.1 Title
Ss12-1
Part 2
2.1
(1)
Timing of construction
Sub-soil drainage is constructed either after:
(a)
preparation of the pavement box; or
(b)
sub-grade material has been placed and compacted.
2.2
(1)
(2)
Location of a longitudinal sub-soil drainage pipe
Where a kerb and channel is constructed a sub-soil drainage pipe is constructed:
(a)
immediately below the back of the kerb in accordance with standard drawing IPWEAQ R0140;
(b)
at least 150mm below the finished sub-grade level.
Where a sub-soil drainage pipe is specified in a landscaped area:
(a)
it is located as specified in the approved drawings;
(b)
it is at a depth of not less than 600mm below the finished surface level;
(c)
it is at a grade not less than 1 percent;
(d)
filter material is placed to a height of 100mm below the finished surface level.
2.3
(1)
Location of a transverse sub-soil drainage pipe
Where a transverse drain or mitre drain is used it is located to intersect a longitudinal drain at
approximately 45 degrees to its direction of fall.
2.4
(1)
(2)
Location of sub-soil drainage pipe
Excavation for a sub-soil drainage pipe
A trench for a sub-soil drainage pipe is excavated to:
(a)
50mm below the invert level of the sub-soil drainage pipe;
(b)
a gradient which is specified in the approved drawings or which is a minimum of 1 percent
if the gradient is not specified in the approved drawings.
A trench is to be a minimum of 100mm wider than the outside diameter of the sub-soil drainage
pipe.
2.5
Types of sub-soil drainage pipes
(1)
A sub-soil drainage pipe is a class 400 perforated corrugated PVC pipe Type 1 in accordance
with AS 2439.1-2007 Perforated plastics drainage and effluent pipe and fittings - Perforated
drainage pipe and associated fittings.
(2)
The diameter of a sub-soil drainage pipe is a minimum of 100mm and the perforations do not
exceed 1.1mm in width and 7.4mm in length.
(3)
A strip drain which is a proprietary product:
(a)
comprises a regular patterned cusp-shaped plastic core of nominal thickness not less than
40mm encased by a non-woven geotextile which permits the passage of high volume
water flows;
(b)
has a crush strength not less than 100 kPa.
Standard specification No. 12 (Sub-soil drainage) Part 2 Location of sub-soil drainage pipe—2.1 Timing of
construction
Ss12-2
Part 3
3.1
(1)
Bedding and filter materials
General standards
The filter and bedding material has:
(a)
a Type 1 grading as specified in Table 3.2.1–Filter material type 1 gradingof this standard
specification; or
(b)
a Type 2 grading as specified in Table 3.3.1–Filter material type 2 grading of this standard
specification or as specified in the approved drawings.
3.2
Filter material type 1
(1)
The sub-soil drainage pipe is bedded on a minimum of 50mm of graded filter material.
(2)
The filter material:
(3)
(a)
comprises a 10mm one size aggregate;
(b)
consists of clean, hard, tough, durable, uncoated material of uniform quality;
(c)
complies with the grading specified in Table 3.2.1–Filter material type 1 grading of this
(d)
completely wrap filter material in geotextile of type and grade specified in standard
drawings.
The trench is backfilled to the sub-grade level with the filter material.
Table 3.2.1–Filter material type 1 grading
3.3
Column 1
Column 2
Sieve
% Passing
19.0mm
100
13.2mm
90-100
9.50mm
40-70
4.75mm
0-15
2.36mm
0-5
75um
0-2
Filter material type 2
(1)
The sub-soil drainage pipe is fully enclosed in a non-woven proprietary brand geotextile sock
and is bedded on a minimum of 50mm of graded filter material.
(2)
The filter material:
(3)
(a)
comprises a coarse sand;
(b)
consists of clean, hard, tough, durable and uncoated material of uniform quality;
(c)
complies with the grading specified in Table 3.3.1–Filter material type 2 grading of this
standard specification
(d)
completely wrap filter material in geotextile of type and grade specified in standard
drawings.
The trench is backfilled to the sub-grade level with the filter material.
Standard specification No. 12 (Sub-soil drainage) Part 3 Bedding and filter materials—3.1 General standards
Ss12-3
Table 3.3.1–Filter material type 2 grading
Column 1
Column 2
Sieve
% Passing
9.50mm
100
4.75mm
99-95
2.36mm
98-70
1.8mm
88-33
600um
63-12
300um
15-5
75um
2-0
Standard specification No. 12 (Sub-soil drainage) Part 3 Bedding and filter materials—3.3 Filter material type 2
Ss12-4
Part 4
4.1
(1)
Pipe laying of a sub-soil drainage pipe
A sub-soil drainage pipe is laid on a prepared filter bed to ensure a uniform grade.
4.2
(1)
Compaction of backfill
The backfill material in an excavation for a sub-soil drainage pipe is compacted to the specified
density for the subgrade or the pavement directly adjacent.
4.3
(1)
Construction
Outlet for a sub-soil drainage pipe
A sub-soil drainage pipe:
(a)
is connected to a gully pit, as specified in standard drawing IPWEAQ R-0140; or
(b)
discharges to a culvert head wall or an open channel below the edge of the road shoulder
or at the edge of an embankment.
(2)
If a sub-soil drainage pipe is not connected into a gully pit or a culvert headwall, a concrete
headwall is provided to the sub-soil drainage pipe.
(3)
The headwall is at least 100mm thick and extends for a minimum of 150mm on all sides of the
pipe.
(4)
Where the outlet is through a batter, the surface of the headwall conforms to the batter slope.
4.4
(1)
Free inlets
A sub-soil drainage pipe which has a free inlet, that is an open pipe end, is constructed in
accordance with standard drawing IPWEAQ R-0140.
4.5
(1)
(2)
4.6
Clean outs
A clean out is:
(a)
located at the head of the sub-soil drainage pipe and at subsequent spacings not
exceeding 60 metres as specified in standard drawing IPWEAQ R-0140;
(b)
located at a gully pit, where it is constructed with a cap or a plug as specified in standard
drawing IPWEAQ R-0140.
A marker is installed in the kerb adjacent to each clean out surface box.
Joining
(1)
A sub-soil drainage pipe is joined in accordance with the manufacturer’s recommendations.
(2)
The connection of a clean out pipe or the joining of an additional pipe is made with an approved
proprietary brand 45 degree tee connection.
4.7
Treatment of islands and speed control devices
(1)
A mitre drain is constructed in an island or a speed control device, to drain the sub-surface water
from the structure into the nearest gully pit or manhole.
(2)
A landscaped or partly landscaped island has perimeter sub-soil drainage which discharges into
the nearest gully pit or manhole in accordance with standard drawing IPWEAQ R-0141.
Standard specification No. 12 (Sub-soil drainage) Part 4 Construction—4.1 Pipe laying of a sub-soil drainage pipe
Ss12-5
Standard specification No. 13 (Asphaltic concrete
surfacing) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION.......................................................................................................... 1
Title ............................................................................................................................. 1
Purpose of the standard specification ...................................................................... 1
Application of the standard specification ................................................................. 1
Interpretation of standard specification .................................................................... 1
PART 2
2.1
2.2
2.3
2.4
2.5
2.6
2.7
STANDARDS AND PROPERTIES OF ASPHALT........................................................ 2
Type of asphalt ........................................................................................................... 2
General standards ...................................................................................................... 2
Aggregates ................................................................................................................. 2
Bitumen binder ........................................................................................................... 2
Modified binder .......................................................................................................... 2
Asphalt mix properties............................................................................................... 3
Asphalt mix testing .................................................................................................... 3
PART 3
3.1
3.2
3.3
3.4
3.5
APPLICATION OF ASPHALT ...................................................................................... 5
Temperature ............................................................................................................... 5
Preparation of pavement............................................................................................ 5
Spreading ................................................................................................................... 5
Compaction ................................................................................................................ 5
Compacted asphalt testing ........................................................................................ 5
PART 4
4.1
CONTRACTUAL PROVISIONS ................................................................................... 7
Reduction in the contract value of compacted asphalt ............................................ 7
Standard specification No. 13 (Asphaltic concrete surfacing)
Pi
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 13–Asphaltic concrete
surfacing 2015.
1.2
(1)
development being work specified in 1.3–Application of the standard specification of this standard
specification is assessed.
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving the asphaltic concrete
surfacing of a pavement.
1.4
(1)
(2)
(3)
which:
(a)
is defined in this standard specification has the meaning given in this standard specification;
(b)
(c)
(a)
is defined in this standard specification, has the meaning given in this standard specification;
(b)
“Principal”.
Standard specification No. 13 (Asphaltic concrete surfacing) Part 1 Introduction–1.1 Title
Ss13-1
Part 2
2.1
(1)
Standards and properties of asphalt
Type of asphalt
The type of asphalt used complies with Table 2.1.1–Asphalt types of this standard specification.
Table 2.1.1–Asphalt types
Column 1
Column 2
Column 3
Thickness of
asphalt (mm)
Application of asphalt
Type of asphalt
25
Correction material for low volume
roads.
1
30
Resurfacing an existing sealed
pavement or surfacing new work.
2
45
Surfacing of a new pavement on a
major urban collector (access
permitted) road or above.
3
Structural layer for high traffic roads
4
50+
2.2
(1)
General standards
Asphaltic concrete surfacing complies with:
(a)
AS 2150-2005 Hot mix asphalt - A guide to good practice;
(b)
AS 2891-2008 Methods of sampling and testing asphalt - Sampling of asphalt;
(c)
Queensland Transport Test Methods Q302A, Q302B, Q305, Q306B, Q308A, Q311 and
Q314;
(d)
MRTS 30 - Dens graded and open graded asphalt.
2.3
(1)
Aggregates
Coarse aggregates and fine aggregates used in the asphaltic concrete mix comply with the
requirements of Appendix K of AS 2150-2005 Hot mix asphalt - A guide to good practice.
2.4
(1)
Bitumen binder
The binder used in the asphaltic concrete mix is bitumen Class 320 which complies with AS 20081997 Residual bitumen for pavements, unless Class 170 is specified.
2.5
(1)
(2)
Modified binder
The bitumen binder may be modified by the addition of various agents (such as S.B.S. or E.V.A.
polymers) to enhance the properties of the asphalt for specialised applications to provide for:
(a)
decreased crack reflection;
(b)
greater tolerance of deflections;
(c)
increased durability.
Modified binders which are based on Class 170 bitumen are:
(a)
provided only when specified;
(b)
used in accordance with the manufacturer’s directions.
Standard specification No. 13 (Asphaltic concrete surfacing) Part 2 Standards and properties of asphalt–2.1 Type of
asphalt
Ss13-2
2.6
Asphalt mix properties
(1)
The properties of asphalt mix comply with Table 2.6.1–Asphalt mix properties of this standard
specification when tested in accordance with column 3.
(2)
Asphalt complies with Main Roads Technical Standard MRTS 30 - Dense Graded and Open
Graded Asphalt.
Table 2.6.1–Asphalt mix properties
2.7
Column 1
Column 2
Column 3
Column 4
Mix property
Description
Test method
General limits
Aggregate
grading
The general limits of
aggregate grading
within which the job
mix is to be designed
and produced
Q308A
Refer MRTS 30 Dense Graded and
Open Graded Asphalt
(Table 10.3.1 Grading
limits for combined
aggregate and filler).
Bitumen
content
Bitumen content
expressed as a
percentage by mass
of total mix. (Class
320 bitumen)
Q308A
Refer to MRTS30
Dense Graded and
Open Graded Asphalt
Specification (Table
10.3.2 Asphalt Mix
Design
Requirements).
Stability
Stability of the
compacted mix as
tested by the
Marshall Method (50
blows each end)
Q305
Refer to MRTS30
Dense Graded and
Open Graded Asphalt
10.3.2 Asphalt Mix
Design
Requirements).
Flow
Flow of the
compacted mix as
tested by the
Marshall Method (50
blows each end)
Q305
Refer to MRTS30
Dense Graded and
Open Graded Asphalt
10.3.2 Asphalt Mix
Design
Requirements).
Air voids
Percentage air voids
in the compacted mix
as tested by the
Marshall Method (50
blows each end)
Q305.
Q306B.
Q311
3% - 5%
Asphalt mix testing
(1)
A sample of the mix of production asphalt at the asphalt plant is taken at the rate of one sample per
lot where a lot is 400 tonnes or one work shift, whichever gives the greater number of lots.
(2)
A sample of the mix of production asphalt is prepared and tested in accordance with the following
test methods:
(a)
compacted density of dense graded asphalt (two parts only)—Q306B; or
(b)
binder content and aggregate grading of asphalt—Q308A; or
(c)
voids calculations for compacted asphalt—Q311.
Standard specification No. 13 (Asphaltic concrete surfacing) Part 2 Standards and properties of asphalt–2.6 Asphalt
mix properties
Ss13-3
(3)
The assessment of the acceptability of a lot of production asphalt is based on the number of defect
points associated with the requirements for grading and bitumen content specified in Table 2.6.1–
Asphalt mix properties of this standard specification where:
(a)
the number of defect points per lot is calculated as specified in Table 2.7.1–Calculation of
defects of this standard specification as the total number of defects in the sample
representing the lot;
(b)
the “Job Reference Density” is calculated as the average of the results of test Q306B for all
samples taken for a particular job.
Table 2.7.1–Calculation of defects
(4)
(5)
Column 1
Column 2
Column 3
Measurement
Variations outside the
limits specified in Table
2.6.1–Asphalt mix
properties
Defect
points
% Passing 9.5mm
sieve and larger sieves
1 or 2 occurrences
1
% Passing 4.75 and
2.36mm sieves
1 or 2 occurrences
1
% Passing 0.600 and
0.300
1 or 2 occurrences
1
% Passing 0.150mm
sieves
3 occurrences
2
% Passing 0.075mm
sieve
Each 0.5% reported result
1
Bitumen content %
Each 0.1% reported result
1
A lot is acceptable if the lot:
(a)
has no defects; or
(b)
has a number of defect points up to a total of two provided the necessary action to prevent
recurrence of the defects has been taken; or
(c)
has a number of defect points between two and six (inclusive) provided it is used for a
reduced level of service and the necessary action to prevent recurrence of the defects is
taken.
A lot is not acceptable if it has a number of defect points above six.
Standard specification No. 13 (Asphaltic concrete surfacing) Part 2 Standards and properties of asphalt–2.7 Asphalt
mix testing
Ss13-4
Part 3
3.1
Application of asphalt
Temperature
(1)
The asphalt mix temperature is controlled so that it is between 135oC and 175oC when loaded into
the delivery truck.
(2)
The mix temperature is between 110oC and 165oC immediately behind the paver with compaction
commencing before the temperature of the mix falls below a minimum of 95oC.
(3)
Appropriate adjustments to the temperatures stated section 3.1(1) and (2) of this standard
specification, are required when using Class 170 bitumen or a modified binder.
3.2
(1)
(2)
3.3
Preparation of pavement
The pavement to be surfaced is prepared, in the case of:
(a)
a gravel pavement by ensuring that:
(i)
the surface is primed with cutback bitumen in order to aid adhesion between the base
and the asphalt surface at least two days prior to the asphalt being laid;
(ii)
the prime is sprayed at a rate of 1.0 litres/m 2 unless otherwise varied by the local
government to suit individual site conditions;
(iii) emulsion primes or primer seals be used if approved by the local government and if
applied according to advice of the manufacturer.
(b)
a surfaced pavement, by ensuring that:
(i)
a tack coat of bitumen emulsion is applied to ensure adhesion between the existing
layer and that to be placed;
(ii)
the tack coat is allowed to “break” prior to the asphalt being laid;
(iii) the tack coat is sprayed at a rate of 0.3 litres/m 2 unless otherwise varied by the local
government to suit individual site conditions;
(c)
all pavements, by ensuring that the surface is free of loose material.
Emulsion primes may be used in the case of gravel pavements if approved by the local government
and if applied according to advice of the manufacturer.
Spreading
(1)
A paver run with associated handwork is set out so that the compaction equipment has access onto
the surface immediately spreading is completed.
(2)
The number of joints, both longitudinal and transverse, are kept to a minimum and care is taken to
ensure that as many of the joints as practicable are hot joints and not within the wheel paths.
3.4
Compaction
(1)
Compaction is commenced as soon as possible after spreading, and is completed in the shortest
possible time except in the event of significant deformation or an irregularity occurring under the
action of the roller in which case, rolling is delayed.
(2)
The mix is compacted to a dense, smooth mat.
3.5
Compacted asphalt testing
(1)
For compaction testing, a lot is the same as for a production lot and compaction testing is
undertaken in accordance with Q302A, Q302B, Q306B and Q314.
(2)
After completion of each job, core samples are taken from the compacted asphalt at the rate of one
core per 1000m2 of asphalt laid, but with a minimum of three cores per job.
(3)
The relative compaction of each core is determined as a percentage of the “Job Reference Density”
to the nearest .01 percent.
(4)
Compacted asphalt is acceptable if in the case of:
Standard specification No. 13 (Asphaltic concrete surfacing) Part 3 Application of asphalt–3.1 Temperature
Ss13-5
(a)
Type 3 Asphalt, it has a mean relative compaction which is equal to or greater than 95
percent;
(b)
Type 2 Asphalt, it has a mean relative compaction which is equal or greater than 93 percent;
(c)
Type 1 Asphalt, it is supplied and laid in a dense, smooth mat of asphalt free of surface
irregularities and imperfections.
Standard specification No. 13 (Asphaltic concrete surfacing) Part 3 Application of asphalt–3.5 Compacted asphalt
testing
Ss13-6
Part 4
4.1
(1)
Reduction in the contract value of compacted asphalt
If the Superintendent accepts compacted asphalt that does not comply with section 3.5(4)
(Compacted asphalt testing) of this standard specification in that the lot has a mean relative
compaction greater than 90 percent, but less than 95 percent, the Superintendent is to reduce any
part of the Contract Sum payable to the Contractor in relation to that asphalt work proportionately to
the value of the non-complying compacted asphalt, calculated in accordance with the following
formula:
Percentage reduction = 2.5 x (95 percent - mean relative compaction percent).
(2)
If the Superintendent accepts compacted asphalt that does not comply with section 3.5(4)(b)
(Compacted asphalt testing) of this standard specification in that the lot has a mean relative
compaction greater than 90 percent, but less than 93 percent, the Superintendent is to reduce any
part of the Contract Sum payable to the Contractor in relation to that asphalt work proportionately to
the value of the non-complying compacted asphalt, calculated in accordance with the following
formula:
Percentage reduction = 2.5 percent (93 percent - mean relative compaction percent).
(3)
Section (1) and (2) will only apply in the case where the local government is the Superintendent.
Standard specification No. 13 (Asphaltic concrete surfacing) Part 4 Contractual provisions–4.1 Reduction in the
contract value of compacted asphalt
Ss13-7
Standard specification No. 14 (Sprayed bitumen
surfacing) 2015
Table of contents
PART 1
1.1
1.2
1.3
1.4
INTRODUCTION........................................................................................................ 1
Title ........................................................................................................................... 1
PART 2
2.1
MATERIALS .............................................................................................................. 2
Pavement materials.................................................................................................. 2
PART 3
3.1
3.2
3.3
3.4
3.5
SUPPLY AND DELIVERY OF AGGREGATE ............................................................ 3
Particle size distribution (grading) .......................................................................... 3
Particle quality.......................................................................................................... 3
Precoating ................................................................................................................ 4
Delivery ..................................................................................................................... 4
PART 4
4.1
4.2
4.3
4.4
SUPPLY AND DELIVERY OF BITUMINOUS MATERIAL .......................................... 5
Storage and transport .............................................................................................. 5
Heating...................................................................................................................... 5
Incorporation of additives or modified bitumen ..................................................... 5
PART 5
5.1
5.2
5.3
5.4
PREPARATION PRIOR TO SPRAYING .................................................................... 7
Surface preparation ................................................................................................. 7
Protection of services .............................................................................................. 7
Setting out ................................................................................................................ 7
Programming spray runs ......................................................................................... 7
PART 6
6.1
6.2
6.3
RESTRICTIONS TO SPRAYING................................................................................ 8
Pavement surface temperature................................................................................ 8
Weather conditions .................................................................................................. 8
Period between bituminous treatments .................................................................. 8
PART 7
7.1
7.2
7.3
7.4
7.5
7.6
7.7
7.8
SPRAYING ................................................................................................................ 9
Method of application .............................................................................................. 9
Spray runs ................................................................................................................ 9
Spraying temperature .............................................................................................. 9
Defects during spraying......................................................................................... 10
Cutting back bitumen ............................................................................................. 10
Spray rate ............................................................................................................... 11
Quantities retained in sprayer tank ....................................................................... 12
PART 8
8.1
8.2
8.3
8.4
8.5
SPREADING PRIME COVER MATERIAL ............................................................... 13
Spread rate ............................................................................................................. 13
Time limit ................................................................................................................ 13
Spreading ............................................................................................................... 13
Removal of excess cover material......................................................................... 13
PART 9
9.1
9.2
9.3
9.4
9.5
SPREADING COVER AGGREGATE ....................................................................... 14
Spread rate for cover aggregate ............................................................................ 14
Time limit ................................................................................................................ 14
Spreading ............................................................................................................... 14
Rolling..................................................................................................................... 14
Standard specification No. 14 (Sprayed bitumen surfacing)
Pi
9.6
9.7
Removal of excess cover aggregate ..................................................................... 14
Two applications of cover aggregate with a single application of binder ........... 15
PART 10
10.1
10.2
RECORDING AND TESTING................................................................................... 16
Recording details of spraying operations ............................................................. 16
Construction compliance testing .......................................................................... 17
PART 11
11.1
11.2
11.3
11.4
Introduction ............................................................................................................ 18
Supply and delivery of aggregate .......................................................................... 18
Utilisation of a rejected lot for a reduced level of service .................................... 18
Standard specification No. 14 (Sprayed bitumen surfacing)
Pii
Part 1
1.1
(1)
Introduction
Title
This standard specification may be cited as Standard specification No. 14–Sprayed bitumen
surfacing 2015.
1.2
(1)
(2)
(a)
(b)
1.3
(1)
This standard specification applies to work being engineering work involving the spray bitumen
surfacing of a pavement.
(2)
The work comprises one or more of the following processes:
(a)
application of primer, with or without cover material, followed by binder and aggregate;
(b)
single application of binder with single application of aggregate;
(c)
single application of binder with separate applications of coarse and fine aggregate;
(d)
double applications of binder and aggregate.
1.4
(1)
(2)
(3)
which:
(a)
specification;
(b)
(c)
(a)
specification;
(b)
“Principal”.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 1 Introduction–1.1 Title
Ss14-1
Part 2
2.1
(1)
Materials
Pavement materials
The materials and workmanship in respect of sprayed bitumen surfacing comply with:
(a)
AS 1141.0-1999 Methods for sampling and testing aggregates - List of methods;
(b)
AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements
and list of methods;
(c)
AS 2008-1997 Residual bitumen for pavements;
(d)
MRS 11- Sprayed Bituminous Surfacing (Excluding Emulsion);
(e)
MRS 12 - Sprayed Bituminous Emulsion Surfacing.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 2 Materials–2.1 Pavement materials
Ss14-2
Part 3
3.1
Supply and delivery of aggregate
General standards
(1)
Aggregate consists of clean, dry, hard, tough, sound crushed stone of uniform quality, which is
free from dust, clay, dirt and other deleterious matter and an excess of flat or laminated pieces.
(2)
Aggregate is of such a nature that when it is thoroughly coated with bituminous material proposed
for the work, the coating does not slough off upon contact with water.
3.2
(1)
Particle size distribution (grading)
The particle size distributions for the relevant nominal sizes of aggregate are given in Table
3.2.1–Particle size distributionsof this standard specification.
Table 3.2.1–Particle size distributions
Column 1
Column 2
AS sieve size (mm)
Percentage passing by mass for each nominal size
20mm
3.3
(1)
16mm
14mm
10mm
7mm
5mm
26.50
100
-
-
-
-
-
19.00
85-100
100
100
-
-
-
16.00
-
85-100
-
-
-
-
13.20
0-20
0-60
85-100
100
-
-
9.50
0-5
0-15
0-30
85-100
100
-
6.70
-
-
0-5
0-30
85-100
100
4.75
-
-
-
0-8
0-30
85-100
2.36
0-0.5
0-0.5
0-0.5
0-1
0-10
0-30
1.18
-
-
-
-
0-5
0-5
Particle quality
The cover aggregate properties comply with the requirements of Table 3.3.1–Particle qualityof
this standard specification.
Table 3.3.1–Particle quality
Column 1
Column 2
Property
Value
Flakiness index (nominal sizes 10mm)
-
30
Ten percent fines value (Wet)
Kn minimum
175
Wet/dry strength variation
% maximum
30
Proportion of weak particles
% maximum
1
Crushed Particles
% minimum
80
Standard specification No. 14 (Sprayed bitumen surfacing) Part 3 Supply and delivery of aggregate–3.1 General
standards
Ss14-3
3.4
Precoating
(1)
All aggregate used in sprayed bituminous surfacing is precoated with a suitable precoating
material which permits good adhesion of the aggregate to the binder and provides a dust free
aggregate.
(2)
The precoating material is applied by a fine spray or other convenient method to ensure uniform
distribution over the surface of the aggregate.
(3)
Immediately on completion of precoating, each particle is damp but with no tendency for any fluid
to flow or drip from a particle suspended between the fingers.
(4)
Prior to precoating, care is taken so that the screenings are in a clean state.
(5)
The suitability of the precoating material is checked by means of the Queensland Transport test
method No. Q212C and the percentage of stripping as determined by this test method does not
exceed 3 percent.
(6)
Precoating of aggregates is carried out at least one week before bituminous surfacing is
commenced.
3.5
Delivery
(1)
Delivery of materials, if in stockpiles, takes place between 7.00 am to 5.00 pm, Monday to
Saturday, inclusive.
(2)
Aggregate is tipped on level ground in orderly piles, clear of traffic, drains and property.
(3)
A separate stockpile is made for each nominal size of aggregate at least fifteen metres from the
adjoining stockpile.
(4)
A site selected for stockpiling is;
(5)
(a)
on firm, well drained ground approved by the local government;
(b)
is cleared for the area of the stockpile and a surrounding area of five metres.
Aggregate for use in bituminous surfacing work is not delivered to the site before the approval of
the local government.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 3 Supply and delivery of aggregate–3.4 Precoating
Ss14-4
Part 4
4.1
Supply and delivery of bituminous material
General standards
(1)
Grades of cutback bitumen comply with those set out in Table 4.1.1–Cutback bitumen gradesof
this standard specification.
(2)
Bitumen complies with AS 2008-1997 Residual bitumen for pavements.
(3)
Emulsion primes, primer seals may be used if approved by the local government and if applied
according to advice of manufacturer.
Table 4.1.1–Cutback bitumen grades
4.2
Column 1
Column 2
Grade
Parts of bitumen cutter to 100
parts of Class 170 bitumen (at
150C)
AMC00
127
AMC0
78
AMC1
51
AMC2
37
AMC3
27
AMC4
19
MC5
12
MC6
7
MC7
3
Storage and transport
(1)
Bituminous material is stored and transported in purpose-built containers in such a way that
contamination does not occur.
(2)
If it is necessary to change the type of material in a container and there is a chance of
contamination, the container is completely drained and, if necessary, cleaned with a suitable
solvent.
4.3
Heating
(1)
Cutback bitumen with greater than 70 parts of cutter oil to 100 parts of bitumen, is not heated.
(2)
Other grades of cutback bitumen are not heated without the prior approval of the local
government which will only be given in circumstances where the requirement could not have
been anticipated and if the heating is in accordance with approved heating procedures.
(3)
Binder is heated to a temperature necessary to carry out the operations of cutting if required or
spraying.
(4)
A binder is not damaged by overheating.
4.4
Incorporation of additives or modified bitumen
(1)
Volatile additives, such as cutter oil and flux oil, are not heated and are introduced into the
sprayer tank through the sprayer’s pumping system.
(2)
Volatile additives are not added to the top of hot bitumen.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 4 Supply and delivery of bituminous material–4.1
General standards
Ss14-5
(3)
Non-volatile additives, such as an adhesion agent, are introduced into the sprayer tank in a safe
manner and in accordance with any relevant standards or manufacturer’s instructions.
(4)
After the introduction of an additive to the sprayer, the bituminous material is circulated
sufficiently to ensure an homogenous mixture result.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 4 Supply and delivery of bituminous material–4.4
Incorporation of additives or modified bitumen
Ss14-6
Part 5
5.1
(1)
(2)
Preparation prior to spraying
Surface preparation
The surface that is prepared includes:
(a)
the surface to be sprayed;
(b)
an area which is the lesser of:
(i)
250mm beyond the surface to be sprayed; or
(ii)
an area which extends to the edge of the formation.
The preparation work is carried out in a manner which:
(a)
promotes the adhesion of the bituminous material to the surface of the pavement;
(b)
involves initial treatment where there is no existing bitumen treatment such that:
(i)
all foreign and loose material, including lenses of pavement material, are removed
from the surface;
(ii)
the surface is swept with a road broom until the larger particles in the surface of the
pavement are slightly exposed without dislodgement and excessive erosion of the
surrounding finer material;
(iii) a light watering is carried out just prior to spraying; or
(c)
involves re-treatment where there is an existing bituminous treatment such that:
(i)
all foreign and loose material is removed from the surface;
(ii)
the surface is swept with a road broom;
(iii) where a prime coat has been covered by a cover material, all the cover material is
swept off without damage to the prime coat;
(d)
provides all foreign or loose material is removed from the road formation and utilised or
disposed of in a neat manner without any disruption to a service or a waterway.
5.2
Protection of services
(1)
All necessary precautions are taken to prevent any bituminous material or other material used on
the work from entering or adhering to any road furniture or roadside facility.
(2)
If any bituminous material does adhere to any road furniture or roadside facility, the bituminous
material is removed so that the road furniture or roadside facility is left in the condition in which it
was found.
5.3
Setting out
(1)
Marks on the pavement surface are set out to permit the spraying of bituminous material on the
required sections of pavement and in accordance with the requirements of this standard
specification.
(2)
The work is set out so that longitudinal joints coincide with lane lines and so that tapers are
sprayed separately, unless shown otherwise in the approved drawings.
(3)
The start and finish point of each spray run is marked.
5.4
(1)
Programming spray runs
Operations are programmed to ensure that:
(a)
sufficient loaded aggregate trucks are ready to follow the sprayer to cover the spray run
immediately;
(b)
the minimum specified rolling is achieved on the day of spraying.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 5 Preparation prior to spraying–5.1 Surface
preparation
Ss14-7
Part 6
6.1
Restrictions to spraying
Pavement surface temperature
(1)
Spraying does not commence until the temperature on the surface of the pavement is above
200C, for at least 1 hour before spraying commences.
(2)
Spraying does not continue unless all operations up to completion of the minimum rolling, can be
completed before the temperature on the pavement surface drops below 20OC.
6.2
(1)
6.3
(1)
Weather conditions
Spraying does not take place during rain or if rain is imminent.
Period between bituminous treatments
The minimum period between a prime and a seal is two days for AMC00 and three days for other
primes.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 6 Restrictions to spraying–6.1 Pavement surface
temperature
Ss14-8
Part 7
7.1
Spraying
General standards
(1)
The bituminous material is sprayed in a uniform manner and in a way which promotes adhesion
of the material to the pavement surface and to the cover aggregate.
(2)
The design of the application rates of bitumen are submitted for approval to the local government
at least two weeks prior to the commencement of sealing.
7.2
(1)
7.3
Method of application
Bituminous materials are applied by means of the mechanically operated spray bar of a bitumen
sprayer except in areas where the use of the above is not possible, the hand spraying lance from
the sprayer may be used.
Spray runs
(1)
All joints, transverse and longitudinal, abut neatly and uniformly to adjacent spray runs, without
gap or overlap.
(2)
Unless otherwise specified, spraying on each spray run starts on a protective strip of approved
heavy paper, with a nominal width of 500mm which is laid across the pavement surface for the
full width of the spray run and held securely in place.
(3)
The sprayer commences moving at a sufficient distance in advance of the protective strip to
ensure that the road spray for correct application is attained prior to the commencement of
spraying.
(4)
The spraying for each spray run terminates on the protective strip of paper as specified in section
7.3(2) of this standard specification.
(5)
After spraying, the protective strips of paper are removed ensuring no excess bituminous material
is deposited on the pavement surface and the strips of paper are removed from the site of the
work at the end of each day’s operation.
7.4
Spraying temperature
(1)
Bituminous material is sprayed at a temperature which produces a viscosity similar to the
viscosity of the fluid used for sprayer calibration.
(2)
Spraying temperature ranges comply with those given in Table 7.4.1–Spraying temperature range
of this standard specification.
(3)
Spraying does not occur if the temperature of the bituminous material is outside the relevant
range given in Table 7.4.1–Spraying temperature rangeof this standard specification.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 7 Spraying–7.1 General standards
Ss14-9
Table 7.4.1–Spraying temperature range
Column 1
Column 2
Column 3
Material
Grade
Spraying temperature
range (0C)
Minimum
7.5
(1)
7.6
Maximum
Cutback
AMC00
Ambient
Ambient
Bitumen
AMC0
35.00
55.00
AMC1
60.00
80.00
AMC2
75.00
100.00
AMC3
95.00
115.00
AMC4
110.00
135.00
MC5
120.00
150.00
MC6
135.00
160.00
MC7
150.00
175.00
Class 170
160.00
190.00
Class 320
170.00
195.00
Defects during spraying
Spraying ceases immediately if any defect develops in the spraying equipment or operation and
does not recommence until the fault has been rectified.
Cutting back bitumen
(1)
Where cutter oil is required to be added to the bitumen for seal or reseal work, the amount of
cutter oil is determined in accordance with Figure 7.6.1—Bitumen cutting chart of this standard
specification.
(2)
Incorporation of cutter oil into the bitumen is carried out in accordance with section 3.4–
Precoating of this standard specification.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 7 Spraying–7.5 Defects during spraying
Ss14-10
Figure 7.6.1—Bitumen cutting chart
Zone A – Aggregate: (a) Clean, dry and dust free; or
(b) Precoated and holding some
moisture; or
(c) Precoating dry and not active.
Normal minimum road temperature (Refer to section
6.1 (Pavement surface temperature)).
Parts of cold bitumen cutter to add to 100
parts of cold Class 170 bitumen
25
20
15
10
5
Zone B – Aggregate precoating active and covering at least
75% of the surface.
Notes:
1. In general, cutter should be near the centre of
the zone, except:(a) For rising temperatures, use lower limit.
(b) For falling temperature, use upper limit.
2. For high early traffic or high future temperature,
reduce cutter by up to 30% and/or increase the
minimum road temperature.
(Refer to Section 6.1 (Pavement surface
temperature).
0
10
15
20
25
30
35
40
45
50
55
60
65
Anticipated road temperature at time of spreading aggregate (OC).
7.7
Spray rate
(1)
The design spray rates approved by the local government and the actual spray rates are the
quantities measured in litres per m 2, at 15OC.
(2)
The allowable bituminous materials are listed in Table 7.7.1–Allowable bituminous materials of
this standard specification for the relevant operation.
(3)
The actual spray rate is within ± 5% of the design spray rate.
(4)
To comply with actual spray rate adjustments are made to the operation of the sprayer to account
for:
(a)
the increased volume of the material sprayed where the temperature of the material is
higher than 15OC;
(b)
the increased volume of the material sprayed where there are other materials in the
bituminous material not listed in Table 7.7.1–Allowable bituminous materials of this
standard specification for the relevant operation, such as cutter oil or an adhesion agent in
a sealing operation.
Table 7.7.1–Allowable bituminous materials
Column 1
Column 2
Operations
Bituminous materials to be included in
the spray rate
Prime
Cutback bitumen.
Seal
Bitumen or modified bitumen.
Reseal
Bitumen or modified bitumen.(1)
Standard specification No. 14 (Sprayed bitumen surfacing) Part 7 Spraying–7.7 Spray rate
Ss14-11
7.8
(1)
Quantities retained in sprayer tank
To ensure a uniform spray rate, each sprayer run is programmed so that at least 250 litres of
bituminous material is retained in the tank at the completion of the spray run.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 7 Spraying–7.8 Quantities retained in sprayer tank
Ss14-12
Part 8
8.1
Spreading prime cover material
General standards
(1)
The prime cover material is spread so as to produce a complete and even distribution.
(2)
Wet cover material is not used.
8.2
Spread rate
(1)
The design spread rate is submitted to the local government prior to the commencement of the
spreading operation.
(2)
The design rate may be adjusted during the spreading operation to ensure a completely even
distribution.
8.3
(1)
Time limit
At least two hours elapse between priming and the application of the cover material to permit
penetration of the prime, unless the local government determines that traffic requirements dictate
otherwise.
8.4
Spreading
(1)
Spreading of cover material is carried out with an aggregate spreader.
(2)
Bare or insufficiently covered areas are re-treated as soon as possible with a further light run, or
by hand spreading.
(3)
The actual spread rate does not vary from the ordered spread rate by more than ± 10%.
8.5
(1)
Removal of excess cover material
All excess cover material is:
(a)
lightly swept from the pavement surface with a road broom;
(b)
completely removed from the road formation;
(c)
utilised or disposed of as approved by the local government in a neat manner without any
disruption to other services or waterways.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 8 Spreading prime cover material–8.1 General
standards
Ss14-13
Part 9
9.1
Spreading cover aggregate
General standards
(1)
The cover aggregate is spread in a uniform manner which produces a dense tight mat and also
ensures that the bituminous binder adheres to the stone.
(2)
Wet (free surface water) cover aggregate is not used.
(3)
The design of the application rates of aggregate are submitted for approval to the local
government at least two weeks prior to the commencement of sealing.
9.2
(1)
Spread rate for cover aggregate
The spread rate for cover aggregate is as specified in section 8.2–Spread rate of this standard
specification.
9.3
(1)
Time limit
The spreading of cover aggregate commences as soon as possible after the spraying of the
binder.
9.4
Spreading
(1)
The spreading of cover aggregate is carried out with an aggregate spreader.
(2)
Cover aggregate is spread so that, after compaction, it forms a single layer on the pavement
surface with the aggregate in shoulder-to-shoulder contact.
(3)
Every attempt is made to achieve the above spread pattern on the first spreading pass.
(4)
Bare or insufficiently covered areas are re-treated as soon as possible with a further light
spreading run or by hand spreading.
(5)
Overspreading or underspreading of the aggregate is avoided.
(6)
If there is an uneven distribution of cover aggregate, it is drag broomed until it is evenly
distributed without dislodgement of any embedded cover aggregate.
(7)
Cover aggregate is spread so that the actual spread rate is:
(8)
9.5
(a)
not less than the specified spread rate; or
(b)
greater than 5 percent above the specified spread rate.
Any initial underspreading is rectified in accordance with this section.
Rolling
(1)
After satisfactory spreading, one or two passes of a steel-wheel roller are applied, prior to multityred rolling.
(2)
The cover aggregate is rolled with multi-tyred rollers at the minimum rate of one (1) hour for each
1200 litres of bituminous material sprayed.
(3)
There are sufficient multi-tyred rollers on site and in use to complete the specified minimum
amount of rolling on the same day as the spraying operation.
(4)
Where the specified minimum rolling cannot be completed on the day of the spraying operation,
then the minimum amount of rolling may be completed on subsequent working days, provided
that at least 75 percent of the specified minimum amount of rolling is completed on the day of
spraying.
(5)
Moist cover aggregate is not rolled until it has dried sufficiently to promote adhesion.
9.6
(1)
Removal of excess cover aggregate
All excess cover aggregate is:
Standard specification No. 14 (Sprayed bitumen surfacing) Part 9 Spreading cover aggregate–9.1 General
standards
Ss14-14
(a)
lightly swept from the pavement surface with a road broom, without dislodgement of the
bedded aggregate;
(b)
completely removed from the road formation;
(c)
utilised or disposed of as approved by the local government in a neat manner without any
disruption to a service or a waterway.
(2)
Except where the work is being carried out under traffic, the removal of excess cover aggregate is
completed before the work is opened to traffic.
(3)
Where the work is being carried out under traffic, the speed of traffic is adequately controlled until
the excess cover aggregate is removed.
9.7
(1)
Two applications of cover aggregate with a single application
of binder
If two (2) applications of cover aggregate are spread with a single application of binder the
specifications in Part 9–Spreading cover aggregate of this standard specification apply except
that:
(a)
the first application of cover aggregate is spread at a 5 percent to 10 percent reduction to
the normal spread rate so that small gaps are left;
(b)
the first application of cover aggregate is rolled with a multi-tyred roller for four complete
passes;
(c)
excess cover aggregate is not removed after the first application.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 9 Spreading cover aggregate–9.7 Two applications
of cover aggregate with a single application of binder
Ss14-15
Part 10
10.1
Recording and testing
Recording details of spraying operations
(1)
After each spray run, all details of the sealing operations are recorded on a bituminous materials
spraying record sheet.
(2)
The bituminous materials spraying record sheet is signed by the local government.
(3)
A copy of the completed bituminous materials spraying record sheet is provided to the local
government at the end of each day’s operation.
(4)
All volume conversions, in relation to changes in temperature of bituminous materials, are carried
out in accordance with the relevant factors listed in Table 10.1.1–Equivalent volumes at higher
temperatures of 1 litre of bituminous material measured at 150C and Table 10.1.2–Equivalent
volumes at 150C of 1 litre of bituminous material measured at higher temperatures of this
Table 10.1.1–Equivalent volumes at higher temperatures of 1 litre of bituminous material
measured at 150C
Column 1A
0
Temp ( C)
Column 2A
Factor
Column 1B
0
Temp ( C)
Column 2B
Factor
Column 1C
0
Temp ( C)
Column 2C
Factor
15
1.0000
80
1.0420
145
1.0861
20
1.0030
85
1.0453
150
1.0897
25
1.0062
90
1.0487
155
1.0932
30
1.0094
95
1.0520
160
1.0967
35
1.0126
100
1.0553
165
1.1003
40
1.0158
105
1.0587
170
1.1038
45
1.0191
110
1.0620
175
1.1074
50
1.0223
115
1.0655
180
1.1109
55
1.0256
120
1.0689
185
1.1145
60
1.0288
125
1.0723
190
1.1180
65
1.0321
130
1.0757
195
1.1216
70
1.0354
135
1.0792
200
1.1252
75
1.0387
140
1.0827
205
1.1287
Table 10.1.2–Equivalent volumes at 150C of 1 litre of bituminous material measured at higher
temperatures
Column 1A
0
Temp ( C)
15
Column 2A
Factor
1.0000
Column 1B
Column 2B
0
Factor
0.9597
Temp ( C)
80
Column 1C
Column 2C
0
Factor
0.9207
Temp ( C)
145
20
0.9969
85
0.9566
150
0.9177
25
0.9938
90
0.9536
155
0.9148
30
0.9907
95
0.9506
160
0.9118
35
0.9876
100
0.9476
165
0.9089
40
0.9844
105
0.9446
170
0.9060
45
0.9813
110
0.9416
175
0.9031
50
0.9782
115
0.9385
180
0.9002
Standard specification No. 14 (Sprayed bitumen surfacing) Part 10 Recording and testing–10.1 Recording details
of spraying operations
Ss14-16
Column 1A
0
Temp ( C)
55
10.2
Column 2A
Factor
0.9751
Column 1B
Column 2B
0
Factor
0.9355
Temp ( C)
120
Column 1C
Column 2C
0
Factor
0.8973
Temp ( C)
185
60
0.9720
125
0.9326
190
0.8945
65
0.9689
130
0.9296
195
0.8916
70
0.9658
135
0.9266
200
0.8888
75
0.9627
140
0.9236
205
0.8860
(1)
The process requirements are checked for compliance with the specified requirements during and
after construction on a lot-by-lot basis where a lot is a spray run or a series of spray runs of size
as specified in this standard specification.
(2)
A lot has an actual spray rate which is within ± 10%. of the design spread rate.
(3)
A lot has an aggregate spread rate which is within -5% or +10% of the design spread rate.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 10 Recording and testing–10.2 Construction
compliance testing
Ss14-17
Part 11
11.1
(1)
11.2
Introduction
The design of the application rates for bitumen and aggregate is to be submitted to the
Superintendent for approval at least two weeks before the commencement of sealing.
Supply and delivery of aggregate
(1)
The Contractor is to supply and deliver aggregate into stockpiles in accordance with the
quantities and locations provided to the Contractor by the Superintendent, or if specifically stated,
into road vehicles. Unless directed otherwise by the Superintendent, the Contractor is to select
and prepare areas for the stockpiling of aggregate.
(2)
When requested by the Superintendent, the Contractor must submit a representative sample
which is suitably labelled for identification and weighs at least 15kg of each nominal size of
aggregate to the location nominated by the Superintendent.
11.3
Utilisation of a rejected lot for a reduced level of service
(1)
If the Superintendent accepts a lot which has an actual spray rate of between +6 and +9 of the
design spray rate, the Superintendent is to reduce any part of the Contract Sum payable to the
Contractor in relation to that work accepted by the Superintendent proportionately to the value of
the non-complying prime, seal and reseal, calculated in accordance with Table 11.3.1–Reduction
in Value, Spray Rate of this standard specification.
(2)
If the Superintendent accepts a lot which has an aggregate spread rate of between –5% to 0% or
+6% to +10% of the design spread rate, the Superintendent is to reduce any part of the Contract
Sum payable to the Contractor in relation to that work accepted by the Superintendent
proportionately to the value of the non-complying prime, seal and reseal, calculated in
accordance with Table 11.3.2–Reduction in Value, Aggregate Spread Rate of this standard
specification.
Table 11.3.1–Reduction in Value, Spray Rate
% Difference in spray Rate
% Reduction in value
+6
4
+7
8
+8
12
+9
16
+ 10
20
Table 11.3.2–Reduction in Value, Aggregate Spread Rate
% Difference in spread Rate
Less than design
(3)
% Reduction
in value
More than design
-1
+6
2
-2
+7
4
-3
+8
6
-4
+9
8
-5
+10
10
One (1) and two (2) will only apply in the case where the local government is the Superintendent.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 11 Contractual provisions–11.1 Introduction
Ss14-18
11.4
(1)
The quantities of prime, seal and reseal in litres at 15oC is to be determined from the tally of
actual quantities of bituminous material sprayed on each spray run, including materials added to
the bituminous material to enhance its performance, such as cutter oil and adhesion agent, but
not included in Table 7.7.1–Allowable bituminous materials of this standard specification.
(2)
The quantity of prime cover material or cover aggregate spread, is to be determined from the tally
of quantities of material (in cubic metres) used on each spray run, or the ordered quantity,
whichever is the lesser.
Standard specification No. 14 (Sprayed bitumen surfacing) Part 11 Contractual provisions–11.4 Measurement and
payment
Ss14-19

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