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BUNDABERG CITY COUNCIL

Bundaberg City EngineeringDesign Planning Scheme Policy

Volume 1



BUNDABERG CITY ENGINEERING DESIGNPLANNING SCHEME POLICY

PURPOSE OF THE POLICY

The purpose of the Engineering Design Planning Scheme Policy is to set outBundaberg City Council’s requirements to be incorporated in the design andconstruction of new Roads, Stormwater Drainage, Sewerage and Water SupplyWorks and Miscellaneous Civil Works.

The Policy comprises two volumes, Volume 1 containing documented requirementsand Volume 2 containing associated design drawings.

The Policy shall be used in assessment and approval of Operational Worksapplications made to Council.




CHAPTER 1.......................................................................................... GENERAL

CHAPTER 2.........................................................................................DRAINAGE

CHAPTER 3 ......................................................................................SEWERAGE

CHAPTER 4 ..............................................................................................WATER

CHAPTER 5 .................................................................................. ROADWORKS

CHAPTER 6 ........................................................... DRAWING REQUIREMENTS

CHAPTER 7 ..............................................MISCELLANEOUS REQUIREMENTS

CHAPTER 8 ..........LANDSCAPING AND ENVIRONMENTAL REQUIREMENTS




List of Tables ................................................................................................ Page

2.1 IMEQA Drainage Drawings ................................................................. CH2-3

2.2 Drainage Reserves and Easements................................................... CH2-5

2.3 Run-off Coefficient by Planning Precinct.......................................... CH2-6

2.4 Design Average Recurrence Intervals............................................... CH2-7

2.5 Natural Streams Flow Rates............................................................. CH2-11

2.6 Lined or Built-up Channels Flow Rates........................................... CH2-12

2.7 Colebrook White Roughness Coefficient........................................ CH2-15

2.8 Chamber Dimensions ....................................................................... CH2-19

2.9 Energy Dissipation Criteria .............................................................. CH2-20

3.1 IMEQA Sewerage Drawings................................................................ CH3-2

3.2 Facilities Population Guidelines ........................................................ CH3-4

3.3 Sewer Alignment ................................................................................. CH3-5

3.4 Manhole Spacings............................................................................... CH3-8

A3.1 Sand Particle Sizes......................................................................... CH3-19

4.1 IMEQA Water Drawings ...................................................................... CH4-2

4.2 Orifice Plate Diameter Requirements ................................................ CH4-9

4.3 Chlorine Requirements..................................................................... CH4-10

5.1 IMEQA Roadworks Drawings ............................................................. CH5-2

5.2 Intersection Spacing Requiremnts .................................................... CH5-7

5.3 Asphalt Mix Requirements ............................................................... CH5-10

5.4 Asphalt Layer Thickness Limits....................................................... CH5-11




List of Figures .............................................................................................. Page

2.1 Pit and Entrance Loss Geometric Variables Explanation.............. CH2-15

2.2 Upstream Inter-Allotment Drainage ................................................. CH2-19

3.1 Easement and Sewer Locations......................................................... CH3-5

A3.1 Sand Corrosivity Test Flow Chart ................................................. CH3-20




CHAPTER 1 – GENERAL

TABLE OF CONTENTS

1. GENERAL .......................................................................................................... 12. OBJECTIVES ..................................................................................................... 13. DESIGN CONSIDERATIONS ............................................................................ 1 3.1 Areas of Responsibility and Definition of Terms .................................... 1 3.1.1 Definition of Terms ........................................................................... 1 3.1.2 Terms ................................................................................................. 1 3.1.3 Pre-Submission ................................................................................ 2 3.1.4 Design ............................................................................................... 3 3.1.4.1 Drainage ................................................................................. 3 3.1.4.2 Preparation of Legal Documents ............................................ 4 3.1.4.3 Consent of Adjoining Owners ................................................. 4 3.1.4.4 Department of Main Roads ..................................................... 4 3.1.4.5 Approval of Other Authorities ................................................. 4 3.1.4.6 Interallotment Drainage System ............................................. 4 3.1.4.7 Roadworks ............................................................................. 4 3.1.4.8 Sewer and Water Supply Systems ......................................... 5 3.1.4.9 Filling ...................................................................................... 5 3.1.4.10 Utility Services ...................................................................... 5 3.1.4.11 Supporting Information and other Studies ............................ 5 3.1.4.12 Council Checking and Approval ............................................ 64. CODE OF PRACTICE DESIGN ......................................................................... 6 4.1 Council’s Adopted Codes of Practice ...................................................... 6 4.2 Precedence ................................................................................................. 65. CONSTRUCTION CONSIDERATIONS ............................................................. 7 5.1 Bonding of the Works ................................................................................ 7 5.2 Council Acceptance of “As Constructed” Drawings ............................. 7 5.3 On Maintenance Inspection ...................................................................... 8 5.4 Off Maintenance ........................................................................................ 8 5.5 Application for Council to Complete Private Works .............................. 8

5.5.1 Connections and Alterations to Council’s Live Sewer or Water Mains ................................................................................................ 8

April 2001 – Rev 3

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CH1 1

1. GENERAL

The Standards and Guidelines in this Planning Scheme Policyset out the Bundaberg City Council’s requirements to beincorporated in the design and construction of new Roads,Stormwater Drainage, Sewerage and Water Supply Works andMiscellaneous Civil Works.

Nothing herein shall be constructed as diminishing theresponsibilities of the Design Engineer who is expected toexercise professional judgement in the application of therequirements herein.

2. OBJECTIVES

The objectives of this chapter shall be:-

1. Provide an outline for the design, approval, supervision andacceptance of civil works associated with development withinBundaberg City Council’s Local Government Area;

2. Indicate the requirements for private works carried out byBundaberg City Council’s civil workforce; and

3. Define minimum qualification for submission of plansdocumenting requisite civil works.

3. DESIGN CONSIDERATIONS

3.1 Areas of Responsibility and Definition of Terms

3.1.1 Definition of Terms

“Engineer and Supervising Engineer”

Consultant Engineer appointed by the Principal for design and/orsupervision of works associated with the DevelopmentApplication.

3.1.2 Terms

“Date of On Maintenance”

Shall be date when:-

(a) The works are completed except for minor omissions andminor defects that can be rectified within 14 days that:-


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(i) do not prevent the works from being reasonably capableof being used for their intended purpose; and

(ii) rectification of any of the minor works shall not prejudicethe convenient and safe use of the works.

(b) Tests required by the Contract, Specification and Councilhave been carried out, passed and received by Council;

(c) Documents and other information eg. as constructedinformation, proof of discharge agreements, siltation controldevices, pump manuals, etc., that are essential for theoperation, use and maintenance of the works have beenreceived by Council.

Note: That a holistic approach shall be adopted in theestablishment of when works have reached completion,namely, all works shall be completed pursuant todevelopment approval conditions.

And shall be:-

(a) Date when the 52 week maintenance period commences;and

(b) When the civil works (associated with Council’s functions)are formally accepted as being under the control of theBundaberg City Council, unless road reserves are still theproperty of the principal.

“Off Maintenance”

Shall be:-

(a) Considered after an off maintenance inspection;

(b) When all outstanding works and defects highlighted in the offmaintenance inspection have been completed;

(c) When the maintenance bond shall be released.

3.1.3 Pre-Submission

Prior to the submission for approval of detailed engineeringdesigns, the Consultant(s) is encouraged to meet with Councilofficers to discuss and agree the following:-


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* Legal points(s) of stormwater discharge;* Internal and external catchment boundaries, run-off

coefficients and times of concentration;* Tailwater conditions;* Connection point(s) for water supply;* Discharge point(s) for sewerage;* Future planning for the provision of services eg. water

supply, sewerage and road networks;* Compliance with Council’s Infrastructure Master Plans.

Where variation of conditions of approval are required it isrecommended that these issues be resolved as early as possibleto allow resolution by Council.

3.1.4 Design

In preparing the design, the consultant shall address thefollowing issues (Note: the following items are by no meanscomprehensive):

3.1.4.1 Drainage

The design of the drainage system, and earthworks, for theproposed development shall be such that the downstreamdrainage system is capable of adequately catering for thedischarge of the additional flow produced as a result of thedevelopment. If the downstream system is not capable, theConsultant shall indicate what measures are proposed to ensurethe downstream system is capable of carrying the increaseddischarge including, but not limited to, investigation for upgradingthe existing downstream system.

The consultant shall provide certification of compliance with theabove requirements with the design submission.

The design of the drainage system for the proposeddevelopment shall accommodate both existing and futuredeveloped flows from upstream catchments on the basis ofdevelopment in accordance with Council requirements.

The Consultant shall be responsible for assessing the existingand future flow regimes entering the development site fromupstream catchments.

Easements over downstream drainage paths and/or writtenapprovals (discharge agreements) from the respective propertyowners are required from the development site to the legal pointof discharge as directed by Manager Planning and DevelopmentServices.


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3.1.4.2 Preparation of Legal Documents

All easement documentation and downstream drainagedischarge agreements shall be prepared at the developers cost.

3.1.4.3 Consent of Adjoining Owners

In addition to the discharge approvals required above, writtenapproval is required from adjoining property owners authorisingany engineering works on their property.

3.1.4.4 Department of Main Roads

Where the development fronts a road under the control ofQueensland Department of Main Roads or as required by statelegislation, the Developer must submit a copy of correspondencefrom Queensland Department of Main Roads indicating itsrequirements in respect of the development.

Final Council approval of operational works applications will notbe granted until Queensland Department of Main Roadsapproval has been obtained.

3.1.4.5 Approval of Other Authorities

The Developer shall be responsible for gaining the approvals ofany other authorities having jurisdiction over any part of theworks.

3.1.4.6 Interallotment Drainage System

Where the finished levels of proposed allotments are such thatstormwater run-off from the allotments (or part of it) dischargestowards the rear or side boundary, an underground drainage linemay be required to discharge the run-off from the rear of theallotment, to the satisfaction of the Manager Planning andDevelopment Services. In some instances the developer may berequired to collect drainage from upstream owners. (Refer also toSection 5.18 of the QUDM). Refer Chapter 5 for further details.

3.1.4.7 Roadworks

The design of all roadworks shall comply with the provisions ofthis Manual.


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3.1.4.8 Sewer and Water Supply Systems

Sewer and water supply systems shall be designed andconstructed in accordance with the Department of NaturalResources Guidelines, Council Policies and the provisions of thisManual.

3.1.4.9 Filling

All filling shall be carried out in accordance with Council’s Fillingand Excavation Code contained in the Planning Scheme.

3.1.4.10 Utility Services

(a) Relocation of Services

The Developer is responsible for the costs involved in therelocation or adjustment of any services, necessitated by thedevelopment, including any frontage upgrading works necessary.Plans must clearly show all existing services and details ofalterations required.

(b) Conflict of Services

Where there is likelihood of conflict of services, eg. betweenstormwater drainage and sewers, the plans shall clearly indicatethe levels of each service and the clearance between them.

(c) Ergon Energy, Telecommunications and Boral Gas

The Developer must supply evidence of a Ergon Energyapproved supply agreement and reticulation plan plus a Telstra(or other approved communications provider) and whereapplicable Boral Gas approved service plan. Subgradeinspections will not be carried out until Ergon Energy approvedelectrical reticulation plans and Telstra Australia (or otherapproved communications provider and where applicable BoralGas) approved conduit layout plans are submitted to Council forapproval.

3.1.4.11 Supporting Information and Other Studies

These will generally arise out of the review and research forproposed Development Works. They could include:-

* Flood or drainage studies;* Site Contamination investigations and remediation studies;* Environmental Impact Statement (EIS) or Studies;* Traffic studies;


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* Noise impact and attenuation studies;* Engineering studies for project servicing;* Social Impact Studies (generally in conjunction with EIS).

3.1.4.12 Council Checking and Approval

In connection with the proposed development, the Applicant shalllodge detailed and complete working plans and specifications ofthe proposed works prepared by a Civil Engineer, registeredunder the “Professional Engineers Act 1929-1975” andamendments thereof or a Civil Engineer who has obtainedNPER-3 registration with the Institute of Engineers Australia.

4. CODES OF PRACTICE – DESIGN

4.1 Council’s Adopted Codes of Practice

Council’s adopted Codes of Practice are listed below:

Soil Erosion and Sediment ControlEngineering Guidelines for Queensland: The Institution ofEngineers Australia - June 1996.

Guidelines for Planning and Design of Sewerage SchemesWater Resources Commission, Department of PrimaryIndustries, Volume 1, 1991.

Queensland Urban Drainage Manual Volume 1 and Volume 2Water Resources Commission, Local Government EngineersAssociation, Brisbane City Council 1992.

Queensland Street – Design Guidelines for Subdivisional WorksInstitute of Municipal Engineering Australia, QueenslandDivision, May 1993.

Road Landscape ManualQueensland Department of Main Roads, September 1997

The Codes shall be used for the design of works as applicableand subject to the provisions of this Planning Scheme Policy.

4.2 Precedence

Where the content of the above codes is in conflict with thespecific content of this Planning Scheme Policy, the PlanningScheme Policy shall take precedent.


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5. CONSTRUCTION CONSIDERATIONS

5.1 Bonding of the Works

Notwithstanding Section 3.7.3 of Integrated Planning Act 1997the following shall apply:

Council may, at its discretion, approve the bonding ofuncompleted works to enable early release of sealed surveyplans.

Subdivisional works shall not be bonded until all works onallotments are complete ie. - sewage, stormwater, lot filling andgrading, interallotment drainage and as constructed plans forsuch are received by the Manager Planning and DevelopmentServices.

As the development works progress, Council will on application,accompanied with the supporting information above, reduce theamount of the bond at intervals of no shorter than one month.

All bonds shall be identified as to purpose ie. outstanding worksand/or maintenance security, and project name, ie. by RealProperty description and estate name and stage number (ifappropriate).

Council will not “transfer” the use of a bank guarantee topurposes other than for which are stated on the guarantee.

5.2 Council Acceptance of ‘As Constructed’Drawings

‘As Constructed’ drawings, prepared in accordance with Chapter7 - ‘As Constructed Drawings and Documentation’ should besubmitted prior to or at the ‘On Maintenance’ inspection.

Though Council will carry out ‘On Maintenance’ inspections priorto receipt of ‘As Constructed’ drawings ‘On Maintenance’ will notbe granted until the drawings are submitted and approved.

It is strongly recommended that “As Constructed” information becollected and checked as the works progress to identifyconstruction errors as early as possible so that their rectificationor the seeking of Council’s approval for the change, does notdelay granting of “On Maintenance”.


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All as constructed drawings are to be certified by a registeredprofessional Engineer under the Professional Engineers Act1929-1975 and amendments thereof or a Civil Engineering whohas obtained NPER-3 registration with the Institution ofEngineers Australia.

5.3 On Maintenance Inspection

Following practical completion an ‘on maintenance’ inspectionshall be carried out by Council. Upon acceptance by Council,bonds held shall be reduced accordingly.

The Applicant shall be required to submit a certificate of practicalcompletion and a maintenance bond to the value of 5% of theconstruction costs as determined by the Manager of Planningand Development Services. The maintenance period shall be 12months from date of acceptance.

5.4 Off Maintenance

Following a satisfactory “Off Maintenance” inspection, theConsultant shall submit a written request to the DevelopmentEngineer for acceptance of the works “Off Maintenance”, andarrange for the release of the maintenance bond.

5.5 Application for Council to Complete PrivateWorks

Council requires the following works associated withdevelopments to be completed by Council’s workforce at theDeveloper’s expense.

* Connections and alterations to Council’s live sewer or water mains.

5.5.1 Connections and Alterations to Council’s Live Sewer or Water Mains

Sewer and water mains are considered to be live once accepted‘On Maintenance’.

All work on live sewers and water mains must be carried out byCouncil’s workforce, unless specifically authorised otherwise bythe Manager Planning and Development Services.


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The procedure is as follows:-

* Application should first be made, for an estimate of cost forthe necessary works. The nature and extent of works shallbe clearly identified on copies of the approved planssubmitted with the application.

* Council will provide its estimate of cost within one (1)working week.

* The applicant shall pay to Council the estimate of cost.

* A minimum period of two (2) working weeks should beallowed following payment, for Council to complete theworks.



CHAPTER 2 – DRAINAGE

TABLE OF CONTENTS

1. GENERAL ......................................................................................................... 12. OBJECTIVES .................................................................................................... 13. STANDARD REQUIREMENTS ......................................................................... 2 3.1 Standards .................................................................................................. 2 3.2 Standard References ................................................................................ 2 3.3 Standard Drawings ................................................................................... 2 3.3.1 Institute of Municipal Engineers Queensland ............................... 2 3.3.2 Bundaberg City Council .................................................................. 3 3.3.3 Other ................................................................................................. 34. DESIGN CONSIDERATIONS ............................................................................ 4 4.1 Drainage Calculation Presentation .......................................................... 4 4.2 Design Criteria .......................................................................................... 4 4.3 Drainage Reserves and Easements ........................................................ 5 4.4 Coefficients of Run-off ............................................................................. 5 4.5 Time of Concentration .............................................................................. 6 4.6 Design Storms ........................................................................................... 7 4.7 Flow Depths (Freeboard) and Flooded Widths Limitations ................... 8 4.8 Pipe Flow Velocities ................................................................................. 8 4.9 Stormwater Inlet Pits ................................................................................ 8 4.9.1 Bro-pit Troughs ............................................................................... 9 4.10 Floodways/Open Channels .................................................................... 10 4.10.1 General ........................................................................................... 10 4.10.2 Miscellaneous Design Requirements – Open Channel .............. 10 4.10.2.1 Manning’s n’ Values ........................................................... 10 4.11 Manholes ................................................................................................. 12 4.11.1 General ........................................................................................... 12 4.11.2 Manhole Spacings ......................................................................... 13

4.12 Pipe Junctions ........................................................................................ 134.13 Hydraulics ................................................................................................ 13

4.13.1 Minor Storm ................................................................................... 13 4.13.2 Tidal Outlets .................................................................................. 14 4.13.3 Major Storm Event ........................................................................ 14 4.13.4 Pipe Capacity ................................................................................ 14 4.13.5 Pit and Entrance Losses .............................................................. 15 4.14 Hydraulic Grade Line .............................................................................. 16 4.15 Detention Basins ..................................................................................... 16 4.16 Splayed Pipes .......................................................................................... 16 4.17 Pipes ........................................................................................................ 17 4.18 Pipe Alignment ........................................................................................ 17 4.19 Excavation, Bedding and Backfill .......................................................... 18

4.20 Interallotment Drainage .......................................................................... 18 4.20.1 General .......................................................................................... 18 4.20.2 Alignment ..................................................................................... 19 4.20.3 Chambers ...................................................................................... 19 4.20.4 Pipe Materials and Standards ...................................................... 20 4.20.5 Hydraulics – Design Standard ..................................................... 20 4.20.5.1 System Components .......................................................... 21 4.20.5.2 Design Storm ..................................................................... 21 4.20.5.3 Pipe System Design ............................................................ 21 4.21 Scour Protection ..................................................................................... 21 4.21.1 General .......................................................................................... 21 4.21.2 Energy Dissipation ....................................................................... 22 4.21.3 Outlet Channel ............................................................................... 22

4.21.3.1 Deemed to comply criteria for energy dissipation inoutlet channels .................................................................. 22

4.21.3.2 Detailed Hydraulic Calculations ........................................ 224.21.3.3 Scour Basins ..................................................................... 234.21.3.4 Alternative Energy Dissipation Devices ............................. 23

4.21.4 Piping or Channel Lining .............................................................. 235. STORMWATER DRAINAGE CONSTRUCTION CONSIDERATIONS .............. 23 5.1 Excavation for Foundations ..................................................................... 23 5.2 Excavation ................................................................................................. 23 5.3 Acid Sulphate Soils .................................................................................. 23 5.4 Supervision and Inspection by Bundaberg City Council ...................... 24 5.5 Pipe Laying and Tolerances ..................................................................... 24 5.6 Bedding, Backfilling, Class of Pipes ....................................................... 24 5.7 General ....................................................................................................... 25 5.8 Stone Pitching ........................................................................................... 25 5.9 Road Closures ........................................................................................... 26

April 2001 - Rev 3

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CH2 - 1

1. GENERAL

The Queensland Urban Drainage Manual (QUDM) shall be thebasis for the design of stormwater drainage, except as amendedby these Guidelines.

The design of the proposed drainage system, and earthworks, forthe development shall be such that the upstream drainage is notadversely affected and that the downstream drainage system iscapable of adequately catering for the discharge of the additionalflow produced as a result of the development. If the downstreamsystem is not capable of carrying the increased discharge theConsultant shall indicate what measures are proposed to ensurethe downstream system is capable of carrying the increaseddischarge. Such measures shall include, but not be limited to,investigation for upgrading the existing downstream system.

The design of the drainage system shall accommodate presentand future developed flows documented in Council’s StormwaterMaster Plan.

2. OBJECTIVES

The general objectives of the City’s Stormwater System are:-

1. To provide adequate protection to the public and to theirassets from damage by stormwater.

2. To minimise and control nuisance flooding and to provide forthe safe passage of less frequent floods.

3. To minimise the environmental impact of urban stormwaterrun-off to the area’s natural watercourses and to controlerosion from run-off.

April 2001 - Rev 3

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3. STANDARD REQUIREMENTS

3.1 Standards

The following Australian Standards are applicable to workscovered by this section. Contract Specifications should refer toStandards relevant to the scope of works.

AS1342-1973 Precast Concrete Drainage PipesAS1315-1982 Portland CementAS1302-1982 Steel Reinforcing Bars for ConcreteAS1304-1984 Welded Wire Reinforcing Fabric for ConcreteAS3725-1989 Loads on Buried Concrete PipesAS4139-1993 Fibre Reinforced Concrete Pipes and Fittings

3.2 Standard References

“Australian Rainfall and Run-off” - Volume 1 & 2 Revised Edition,1987. The Institute of Engineers Australia.

“Concrete Pipe Guide” - Concrete Pipe Associated of Australia.

Queensland Urban Drainage Manual Volume 1 & 2.

3.3 Standard Drawings

3.3.1 Institute of Municipal Engineers Queensland

Drawing No Description Replaces Bundaberg CityCouncil Plan No.

D-0010C Access Chamber Details - DIA 1050 – 1500

D-0011C Access Chambers Roof Slabs Dia 1050 – 1500

D-0012B Access Chambers Roof Slabs - Dia 1500 Exten600-900

D-0013B Access Chambers Roof Slabs Rectangular

D-0014B Access Chamber, Cast Iron Cover and FrameCast Iron Concrete Infill Lid

SW-01A

D-0015B Access Chamber, Cast Iron Cover and Frame,Bolt Down Lid

SW-02A

D-0030C Excavation, Bedding and Backfill,Concrete/Fibre Reinforced Pipes

13952

D-0031B Excavation, Bedding and Backfill, of PrecasteBox Culverts

13952

D-0040A Sediment Control Devices Sediment ControlFence

D-0041A Sediment Control Devices Kerb and Field Inlets

April 2001 - Rev 3

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Drawing No Description Replaces BundabergCity Council Plan No.

D-0050A Field Inlet and Overflow Gullies Type 1 & 2

D-0080A Inlets and Outlets to Stormwater Drains

D-0110A Roofwater Inspection Chambers

R-0140B Subsurface Drainage SW-03A

Table2.1 IMEQA Drainage Drawings

3.3.2 Bundaberg City Council

13930 Standard Alignments

12484 Standard Drawing Detail Kerb Opening Inlet

12485 Standard Drawing Single and Dual Side Entry Covers

12488 Curves for Side Entry Inlets

SW-04B Subsoil Drain Inspection Box Cast Iron

16924 Intensity Frequency Duration Diagram

3.3.3 OtherHumes Bropit

April 2001 - Rev 3

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4.1 Drainage Calculation Presentation

Calculations are to be presented in a clearly labelled tabulation.Preference should be given to table layouts similar to thosepresented in Volume 2 of QUDM. Council will accept standardprint-outs from design software provided they are in a tabulatedform and clearly labelled. Council may request partial copies ofsoftware manuals to assist with the interpretation of input andoutput tables where staff are unfamiliar with the software. Careshould be taken to ensure that standard coefficients and factorsin software packages are amended to accord with therequirements of this manual and QUDM.

All calculations are to be accompanied with catchment plans andother manual calculation sufficient to facilitate checking andapproval of plans for minor and major storms.

Council’s Master Plan models have been developed usingRAFTS-XP and HEC-RAS.

4.2 Design Criteria

Where two (2) or more methods for analysis/calculations/designare indicated in QUDM both methods should be used. Bothmethods and reasons for selection of appropriate method shouldbe presented at approval stage.

April 2001 - Rev 3

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4.3 Drainage Reserves and Easements

The minimum widths of drainage reserves and easements shallbe as follows:-

SituationDescription

TitleDescription

MinimumWidths

InterallotmentDrain 300mmdiameter or less

Easement 2.5 metres

InterallotmentDrain > 300mmdiameter

Easement 3.0 metres

Road drainagepiped throughprivate propertywithout anoverland flow path

Easement 3.0 metres or of sufficientwidth to fully contain theunderground structure plus 1clear metre either side of thestructure which ever is thegreater.

Overland flow pathnot containedwithin a road.

Reserves orEasement

4.0 metres or sufficient widthto contain design Q100 flowless piped flow with 1.0 metreclear either side of the flow oradequate freeboard withbatters per 4.10.2. The use ofreserve or easement shall beas directed by ManagerPlanning and DevelopmentServices.

Table 2.2 Drainage Reserves and Easements

4.4 Coefficients of Run-off

For the purpose of calculating coefficients of run-off in accordwith section 5.04 QUDM the development categories presentedin Table 5.06.1 of QUDM shall correlate with the precinctdescriptions in Council’s planning scheme as follows:

April 2001 - Rev 3

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Fraction Impervious vs. Development Category

Precinct DevelopmentCategory

FractionImpervious Versus

Land UseCommercial Central Business 1.00Industrial Commercial &

Industrial0.90 – 1.00

Residential Urban ResidentialMedium - High

Density

0.70 – 0.90

Residential Urban ResidentialLow Density

(Including Roads)

0.4 - 0.5

Open Space &Parks Etc.

0.20 - 0.00

Table 2.3 Run-off Coefficients by Planning Precinct

4.5 Time of Concentration

The standard inlet times depicted in table 5.05.1 QUDM may beused or alternatively sheet flow times are to be determined usingFriend’s Equation Nomograph with the addition of pipe andchannel flow times determined in accord with sections 5.05.7 and5.05.8 of QUDM.

For sheet flow lengths outside the limitations of the Friend’sNomograph and for rural catchments, the time of concentrationshall be calculated using the stream velocities depicted in table5.05.4. Alternatively the Bransby Williams equation may be usedto calculate the time of concentration.

April 2001 - Rev 3

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4.6 Design Storms

Design storms shall be in accordance with the Table 2.4.

(i) MAJOR SYSTEM DESIGN ARI (years) 100

(ii) MINOR SYSTEM DESIGN ARI (years)Development Category

Central Business and Commercial 10Industrial 10Residential High Density- greater than 20 dwelling units/ha

5

Urban Residential Low Density- greater than 5 & up to 20 dwellingunits/ha

5

Rural Residential - 2 to 5 dwelling units/ha 5Open Space - Parks, etc. 1

MajorRoad

Kerb & ChannelFlow

10(See Note 1)

Cross Drainage(Culverts)

50(See Note 2)

MinorRoad

Kerb & ChannelFlow

Refer to relevantdevelopment

categoryCross Drainage

(Culverts)10

(See Note 2)

Table 2.4 Design Average Recurrence Intervals

Notes:

1. The design ARI for the minor drainage system in a majorroad shall be that indicated for the major road, not that forthe Development Category of the adjacent area.

2. Culverts under roads should be designed to accept the fullflow for the minor system ARI shown. In addition thedesigner must ensure that the 100 year ARI backwaterdoes not enter properties upstream. If upstream propertiesare at a relatively low elevation it may be necessary toinstall culverts of capacity greater than that for the minorsystem ARI design storm to ensure flooding of upstreamproperties does not occur. In addition the downstream faceof the causeway embankment may need protection whereovertopping is likely to occur.

April 2001 - Rev 3

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3. The terms used in this table are described in the Glossaryand/or Table 5.06.2.

Source QUDM Table 5.06.1 modified

4.7 Flow Depths (Freeboard) and Flooded Widths Limitations

Freeboard requirements refer Tables 5.08.1, Figures 5.08.1(a),(b), Table 5.09.1 Section 8.02 of QUDM and the PlanningScheme. However, in all cases where the pre-developmentfreeboard to an existing building is lesser than that defined inQUDM that freeboard shall not be reduced by the developmentworks, unless approved by the Manager of Planning andDevelopment Services.

The dg Vavg product for pedestrian safety defined in item d ofTable 5.08.1 and referenced elsewhere in QUDM shall be limitedto 0.6m2/s longitudinally along streets and to 0.4m2/s at crossroad drainage and where there is risk of a pedestrian beingwashed into a watercourse. The dg Vavg product is not consideredrelevant to the minor storm event but must be thoroughlyinvestigated for the major event.

Roadway flow limits and capacity shall be as defined in section5.09 of QUDM with the major road being defined as Council’sTrunk Collector and above, and all Access Streets and Collectorsbeing defined as Minor Roads.

4.8 Pipe Flow Velocities

Pipe flow velocity limits shall be as defined in Table 5.16.1 ofQUDM.

The outlet velocity of the pipe system is to be checked for shortstorm durations where a low level of tailwater is present.Particular attention is to be paid to the potential for scour and if ahydraulic jump is likely to occur appropriate scour protection is tobe provided at the outlet.

Refer to Table 8.03 (QUDM, p8-13) for permissible velocities forpermissible consolidated bare earth and vegetated channels.

4.9 Stormwater Inlet Pits

Side entry pits or inlet pit/manholes shall be used in accordancewith Council’s Standard Drawings.

April 2001 - Rev 3

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Design blockage factors shall be in accordance with Table 5.10.1where alternative drainage paths are not available or as directedby Manager Planning and Development Services. Overland flowpaths shall not be required where Q100 ARI piped is provided. Inaddition, in this case table 5.10.1 does not apply.

Calculations to support weir flow over the kerb shall be submittedby the Consultant. Particular attention is required to the vergecrossfall at the flow path.

Pits currently meeting Council’s requirements are as follows:-

1. “Bro-Pit” type, and2. Gatic surrounds

For continuity, the preferred pit for all developments withinBundaberg City Council’s Local Government Area is the Bro-pitor equivalent. Under exceptional circumstances other gully pitsmay be used. However, the use, location and type shall beapproved in writing by the Manager Planning and DevelopmentServices.

Refer Table 8.03 for stabilisation required at outlets.

Position of gully pits shall be in accordance with the flow pathgiven in Figure 5.10.3 Maximum permissible bypass in the minorstorm event shall be 0.03 m 3/S.

Capacities of Gatic catch pits on grade are given on StandardDrawings 12488. Maximum capacities for design of catch pits atsag positions are:-

Single pit 900 entrance 0.08 cumecs Double pit 1800 entrance 0.18 cumecs (based on 150mm deep water)

The capacities of Bro-pits on grade shall be in accordance withLake Consulting Design Charts Drawing No. 1739-03.

Roadway capacities are to be checked for the 100 year ARI floodless pipe flow. Road crossfalls may be reduced to 2% if morecapacity is required (Refer also to Section - Footpaths).

4.9.1 Bro-pit Troughs

The troughs used in association with the Bro-pits shall be placedon a minimum of 75mm lean mix concrete.

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4.10 Floodways/Open Channels

4.10.1 General

Floodways shall be designed to contain the 100 year ARIStormwater run-off with adequate freeboard per QUDM Section5.08.1 and comply with ss 4.3, 4.5 of this manual.

Preferably, floodways should be considered “soft” landscapefeatures consisting of the following:

1. Concrete low flow invert 1.2 metres wide falling to a type 3MRD drive over kerb or equivalent (ignore effect onmanning n);

2. Side slopes not greater than 1 in 6 unless approved byManager, Planning and Development Services;

3. Fall towards invert of 1 in 100 minimum in trapazoidal crosssection; and

4. Landscaping and tree planting to facilitate minimal visualimpact of the open drain.

4.10.2 Miscellaneous Design Requirements - Open Channel

4.10.2.1 Manning’s n’ Values

The following tables detail Manning’s n values for natural linedand excavated channels. The tables values are largely based onthose prepared by the US Army Corp of Engineers (HEC) anddocumented in their HEC-RAS manual (Version 1.2, 1996).

Channel capacities should be based on “normal” values, velocitychecks should be carried out using minimum values, freeboardand flood development levels should be based on maximumvalues.

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Type of Channel and Description Minimum Normal MaximumVelocityCheck

CapacityDesign

FloodLevelCheck

1. Main Channelsa. Clean, straight, full, no rifts or

deep poolsb. Same as above, but more

stones and weedsc. Clean, winding, some pools and

shoalsd. Same as above, lower stages,

more ineffective slopes andsections

e. Same as above, lower stages,more ineffective slopes andsections

f. Sames as “d” but more stonesg. Sluggish reaches, weedy, deep

poolsh. Very weedy reaches, deep pools, or floodways with heavy stands of timber and brush

0.025

0.030

0.033

0.035

0.040

0.045

0.050

0.070

0.030

0.035

0.040

0.045

0.048

0.050

0.070

0.100

0.033

0.040

0.045

0.050

0.055

0.060

0.080

0.150

2. Flood Plainsa. Pasture no brush 1. Short Grass 2. High Grassb. Cultivated Areas 1. No crop 2. Mature row crops 3. Mature field cropsc. Brush

1. Scattered brush, heavy Weeds

2. Light brush and trees 3. Medium brush 4. Dense brush d. Trees

1. Cleared land with tree stumps,no sprouts

2. Same as above, but heavysprouts

3. Heavy stand of timber, fewDown trees, little undergrowth,flow below branches

4. Same as above, but with flowinto branches

5. Dense trees with good undergrowth

0.0250.030

0.0200.0250.030

0.035

0.0400.0450.070

0.030

0.050

0.080

0.100

0.120

0.0300.035

0.0300.0350.040

0.050

0.0600.0700.100

0.040

0.060

0.100

0.120

0.150

0.0350.050

0.0400.0450.050

0.070

0.0800.1100.150

0.050

0.080

0.120

0.150

0.200

Table 2.5 Natural Streams Flow Rates

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Type of Channel and Description Minimum Normal MaximumVelocityCheck

CapacityDesign

FloodLevelCheck

1. Concrete a. Trowel Finish b. Float finish c. Finished, with gravel bottom d. Unfinished e. Gunite, good section f. Gunite, wavy section g. On good excavated rock h. On irregular excavated rock

0.0110.0130.015

0.0140.0160.0180.0170.022

0.0130.0150.017

0.0170.0190.0220.0200.027

0.0150.0160.020

0.0200.0230.0250.0230.030

2. Concrete bottom float finished with sides of: a. Dressed stone in mortar b. Random stone in mortar c. Cement rubble masonry, plastered d. Cement rubble masonry e. Dry rubble on riprap

0.0150.0170.016

0.0200.020

0.0170.0200.020

0.0250.030

0.0200.0240.024

0.0300.035

3. Gravel bottom with sides of: a. Formed concrete b. Random stone in mortar c. Dry rubble or riprap

0.0170.0200.023

0.0200.0230.033

0.0250.0260.036

4. Vegetal Lining 0.030 0.040 0.0505. Reno Mattress/Gabion 0.025 0.030 0.0356. Concrete Grout filled mattresses

0.022 0.025 0.028

Table 2.6 Lined or Built-up Channels Flow Rates

For other types of channels contact Bundaberg City Council forappropriate mannings n values.

Water surface levels around bends shall be calculated inaccordance with the S7.3 Open Channel Flow (Henderson 1966,p251).

4.11 Manholes

4.11.1 General

Manholes are to be provided pursuant to Section 5.11 of QUDM.

Manholes may be of the precast type or cast insitu. The designand geometry should optimise hydraulic efficiency. If cast insitu,concrete to be minimum 25 Mpa at 28 days, maximum 65mmSlump.

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Manholes in pavements shall be fitted with heavy dutycast iron covers in accordance with Standard Drawing IMEQDrawing Number D0014.(A).

All manhole covers shall be finished flush with the pavementlevel or footpath level as appropriate.

4.11.2 Manhole Spacings

Manhole spacings shall be in accordance with Section 5.11 ofQUDM.

Where possible, benching is to be provided.

For pipes less than 300mm manholes shall generally be inaccordance with Section 5.11 of QUDM except as follows:-

1. Maximum spacing 90 metres; and2. Change of diameter.

Where a pre-cast gully pit is provided as a manhole the chambershall be constructed to the invert of the pipe. Combinedmanhole/gully pits shall only be used up to a 600mm RCP.

4.12 Pipe Junctions

Branch pipe connections are allowed without a manhole in thefollowing situations.

Main pipe:450-900 diameter - maximum branch size 150mm900-1500 diameter - maximum branch size 300mm

The change in direction of flow at a branch connection should benot less than 45o and not more than 90o.

Cut-ins shall be made with concrete saws/drills in such a manneras to minimise change to the pipe. Where possible Rocla ‘saddleslope junctions’ or equivalent should be used.

4.13 Hydraulics

4.13.1 Minor Storm

The minor storm event shall be designed in accordance withTable 5.21.1 of QUDM ‘Minimum Freeboard’ recommendationsfor gully inlets and manholes.

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Start HGL shall be obvert of pipe or partial area effectfor open drain, whichever is larger.

4.13.2 Tidal Outlets

The start hydraulic grade line shall be as follows:-

Minor Storm - MHWS + 0.3 (greenhouse)Major Storm - HAT + 0.3 (greenhouse)

4.13.3 Major Storm Event

To ensure that the correct hydraulic grade line is calculated forthe nominated average recurrence interval event, it will benecessary to take one of the following approaches;

(a) If the downstream obvert level of the pipe is higher than anyother calculated receiving water, then the obvert level of thepipe shall be chosen for the assessment of the hydraulicgrade line.

(b) Assess the maximum nominated average recurrenceinterval level of the receiving waters (Q100), and then usethis as the starting level for the hydraulic grade line for thedesign event of the system under consideration (thisconditioning may be abrogated by Manager Planning andDevelopment Services).

This second approach (b) is conservative as the coincidence ofthe flood peak in the larger receiving water will not necessarily bethat of the smaller stormwater system being designed. If a moreaccurate assessment is required the methods detailed in section7.05 and 7.06 of QUDM are to be adopted. It is not acceptable toadopt the obvert level of the outlet pipe as a default startingtailwater level without full investigation of the possible effects ofthe receiving water level.

4.13.4 Pipe Capacity

The pipe capacities may be calculated by either using theManning’s equation or the Colebrook White equation. TheManning’s roughness coefficients shall be in accordance withTable 5.21.3 of QUDM and the Colebrook White roughnesscoefficient as defined below;

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Type of Pipe Colebrook White kReinforced concrete RCP or RCBC andFibre reinforced Concrete < 1500 diameter

1.5

Reinforced concrete RCP or RCBC andFibre reinforced Concrete > 1500 diameter

0.5

PVC < 375 diameter 0.5

Table 2.7 Colebrook White Roughness Coefficient

4.13.5 Pit and Entrance Losses

Losses within inlet pits, manholes may be determined from thecharts in Volume 2 of QUDM or may be calculated using theHare/O’Loughlin equation.

k = 2.3-2(D0/Q0)2 [(Q1/D1)

2 cos oc1 + (Q2/D2)

2 cos oc2 + ........... +

(Qn/Dn)2 cos oc

n]

Procedure for use

use equation to calculate k check S/D0

if S/D0 > 2.0 adopt value from equation if S/D0 < 2.0 add 0.3 to k

The sum of Q1 + Q2 (etc) + Qg must = Qo

Figure 2.1 Pit and Entrance Loss Geometric Variables Explanation

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The application of pit loss reduction factors for theprovision of benching is acceptable.

The losses at the inlets of culverts and at obstructions are to bedetermined in accord with QUDM.

4.14 Hydraulic Grade Line

The design hydraulic grade line is to be shown on the pipelongitudinal sections and where the pipes are flowing part full thegrade line shall be adjusted to the upstream obvert of the part fullpipe as shown in section 5.21.15 of QUDM.

4.15 Detention Basins

It should be noted that ad hoc detention basins in public land arenot a preferred drainage solution and may not be used withoutthe prior approval of Council.

Detention basins shall be designed in accordance with Section 6of QUDM and to criteria nominated by the Manager Planning andDevelopment Services for specific applications and shall belandscaped to ensure that the basin does not effect the amenityof the surrounding area. The following design issues shall beaddressed in the detention basin design.

• Overall design should reflect an aesthetically pleasingstructure enhancing the visual characteristics of itssurrounding amenity.

• All batter slopes less than 1(V):6(H).• Provision of aesthetically pleasing shape including provision

of multi-level floor.• Provision of concrete invert connecting all inlets to outlets.• Provision of 2% crossfall to detention basin floor.• Provision of appropriate signage and depth markers.• Provision of safety grilles on outlets.• Provision of topsoiling, grassing and landscaping to achieve

the desired aesthetics.

All outlet structures shall be designed to allow egress by smallchildren.

4.16 Splayed Pipes

Curved lines should be avoided if at all possible. Speciallyfabricated splayed pipes produced and layed in accordance withthe manufacturers recommendation may be used if approved byManager Planning and Development Services. Furthermore, ifapproved by Manager Planning and Development Services,

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single constant curvatures only and a maximum arc of90o are allowed.

4.17 Pipes

Pipes used may be either reinforced concrete or fibre reinforcedconcrete type and have the following properties:

1. Minimum pipe sizes

Low flow pipes 300mm diameter (unless inter-allotment drainage)

Gully connections 300mm diameterBetween manholes 375mm diameter

2. Minimum desirable grade shall be 0.2%.

3. Minimum clear cover shall be 600mm in all instances,unless approved otherwise by the Manager Planning andDevelopment Services.

4. The minimum vertical and horizontal clearance between astormwater pipe and any other pipe or service conduit shallbe 75mm unless otherwise approved by Council.

5. Box culverts shall be precast reinforce concrete and shallhave cast in-situ bases with subsurface drainage outlets at15-10m intervals.

6. Longitudinal distance between stormwater lines and otherservices shall be 500mm unless approved otherwise byManager Planning and Development Services.

7. Concrete pipes are to be E.B. joint or Rubber Ring Joint.F.R.C. pipes to have Adcol joints, with rubber rings.

4.18 Pipe Alignment

Stormwater pipe alignments are shown on Standard Drawing13930 unless approved otherwise by Manager Planning andDevelopment Services.

Pit to pit design will be considered up to 600 diameter. Largerpipes shall be considered by Manager, Planning andDevelopment Services.

Precast pits are not allowed until above obvert of pipe.

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The Australian Standards pursuant to stormwaterpipes used within Council’s road reserves, parks and openspaces or contained within easements shall be in accordancewith Section 5.13.2 of QUDM.

All pipes shall be installed in accordance with Standard Plan No.00030. Sand bedding shall be as approved by Council andcomply with Council’s specification for “Supply of Sand Beddingand Backfill of Hydraulic Services”.

4.19 Excavation, Bedding and Backfill

Excavation and Bedding shall be in accordance with therecommendations of the Concrete Pipe Association and AS3725- 1989. Bedding sand shall be in accordance with Council’sBedding Sand Specification refer A4-1.

4.20 Inter-allotment Drainage

4.20.1 General

Inter-allotment drainage is to be provided to:

(a) Residential Precinct lots where any part of the lot does notdrain to the kerb frontage.;

(b) All Commercial and Industrial Precinct lots (Note: drainagelevel to be specified by the Manager Planning andDevelopment Services);

(c) Where fill is placed adjacent to existing developed land andthe fill will either restrict or divert the existing flow ofstormwater from that land. (Note: fill to be placed inaccordance with Council’s policy on filling of land).

(d) On the upstream side of allotments where an existingdrainage path traverses the lots and inter-allotmentdrainage has not been provided on the upstreamallotments, refer Figure 2-2.

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Figure 2.2 Upstream Inter-Allotment Drainage

4.20.2 Alignment

Inter-allotment drainage pipes shall be placed centrally within a2.5 metre stormwater easement.

Where shared sewerage and stormwater easements exist andthe diameter of the inter-allotment pipes are 300mm and above,the easement shall be increased to 3.0 metres.

4.20.3 Chambers

Chambers may be pre-cast or cast insitu concrete boxes, or pre-cast FRC or RC pipe systems to the dimensions shown in thetable below.

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Chambers shall only be used where the inter-allotment drainage pipes are less than 300mm diameter.

Maximum DepthTo Invert

(mm)

Boxes - InternalDimensions

(mm)

FRC or RCPSystems

900> 900

Minimum WallThickness

600 x 600600 x 900

100

600mm diameter750mm diameter

N/A

Table 2.8 Chamber Dimensions

FRC and RCP systems shall be constructed by embedding thelower precast shaft section into a wet cast-insitu concrete base.Cut outs of pipe penetrations shall be made using concretesaws/drills in such a manner as to minimise damage to theadjacent pipe materials.

Lids to cast-insitu manholes shall be light duty in allotments,gardens etc., and heavy duty elsewhere. Close fitting cast irongalvanised steel or concrete infill type (Gatic Light Duty,Polycrete Broadstel or similar) of approximately the same internaldimensions as the manhole.

Lids to FRC and RCP manholes shall be the manufacturersproprietary concrete or concrete infill type.

Infill concrete shall be 25 MPa.

Lids must match finished surface ground slope and level.

Lids shall be marked “stormwater” impressed into the concreteinfill.

4.20.4 Pipe Materials and Standards

Refer section 5.3.11 for details of pipe materials and joining.

Minimum pipe sizes shall be 150mm diameter for inter-allotmentdrainage systems in the residential precincts and in accord withsection 5.13.3 and 5.13.4 of QUDM for pipes and box culverts inthe commercial and industrial precincts. Where commercialprecincts exist in isolated small lots, the minimum pipe size maybe reduced to 150mm diameter provided there is adequatecapacity for the runoff from the entire lot for the 20 year ARIevent.

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Refer section 5.3.11 for details of pipe bedding andcover. It is to be assumed that all pipes will be subject tostandard wheel loadings.

Where outlet is to be made to kerb and channel and adequatecover can not be achieved the section under the street verge isto be galvanised steel RHS with minimum 4mm wall thicknesssuitable to withstand traffic loadings. Plastic kerb adaptors shallbe used for the connection to the kerb. Where they dischargethrough the kerb, the opening shall be either formed at the timeof kerb and channel construction or saw cut and reinstated neatlywith mortar to the satisfaction of Council.

4.20.5 Hydraulics - Design Standard

Hydraulic design for Roof and Allotment Drainage componentsshall generally be in accordance with Section 5.18 of QUDMamended as follows:-

4.20.5.1 System Components

The minimum system shall consist of rear of allotment drainagesystem to receive both roof water and allotment surface runofffrom one or more allotments with a connection point to receiveroof water and a grated gully inlet to receive surface runoff ateach allotment.

4.20.5.2 Design Storm

The design minor storm shall be 5 year ARI for residential and 10year ARI for commercial and industrial.

The underground drainage system shall be designed to conveydischarge for the major system ARI where acceptable overlandflow path is unavailable or as directed by Council.

4.20.5.3 Pipe System Design

Where requested by Council the pipe system design shall consistof full hydraulic analysis. In this case hydraulic losses throughpits can be calculated in accordance with Tables 6-5 and 6-6 ofStorm Drainage Design In Small Urban Catchments (Argue1987, pp46-47).

4.21 Scour Protection

4.21.1 General

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Discharge from stormwater outlets shall be designedto accommodate the dissipation of energy and scour protection.

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4.21.2 Energy Dissipation

Energy dissipation works should consider the following criteria.

Outlet Characteristics Recommended OutletsTreatment

Outlet Q < 2m3/s and/or

Outlet V < 3m/s and/or

Outlet slopes < 3%

Culvert Headwall;

Concrete Apron; and

600mm deep Apron cutoff wallOutlet Q > 2m3/s and/or

Outlet V > 3m/s and/or

Outlet slope > 3%

Culvert Headwall;

Concrete Apron; and

1200mm deep Apron cutoff wallplus an approved energydissipation device

Table 2.9 Energy Dissipation Criteria

There are several types of energy dissipation devices rangingfrom rock lined channels, plunge pools, extended aprons, rampsthat induce hydraulic jumps etc. Chute blocks are however notpermitted as an energy dissipation device. The design of thesestructures are detailed in the Queensland Department of MainRoads Urban Road Drainage Design Manual Volume 2. Thismanual should be first point of reference for the designer.

Design methodologies for outlet channels and scour basins areoutlined in the following sections.

4.21.3 Outlet Channel

4.21.3.1 Deemed to comply criteria for energy dissipation inoutlet channels

• Slope between 0.3% and 0.6%.• Minimum length of outlet channel 10 metres long.• Outlet channel velocity to conform to Table 8.03 QUDM.• Outlet channel to discharge to a quiescent water body orspread out evenly over flat well grassed ground with a slope no steeperthan 3%.

4.21.3.2 Detailed Hydraulic Calculations

Detailed hydraulic calculations are required for outlet channelproposal that do not satisfy the above criteria.

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4.21.3.3 Scour Basins

Scour Basins provide a suitable method of dissipating energy atculvert outlets. Basins may be constructed from natural orartificial materials. The minimum dimensions of the scour basincan be calculated from the following formula.

4.21.3.4 Alternative Energy Dissipation Devices

Other types of drainage energy dissipation devices may beaccepted provided that they are:

• Environmentally sensitive;• Cost efficient;• Minimise nuisance to adjacent property owners;• Aesthetically pleasing;• Require low maintenance

4.21.4 Piping or Channel Lining

Where required by Manager Planning and DevelopmentServices, outlets from the drainage system may have to be pipedor conveyed to an approved point of discharge via lined channelsin order to minimise risk of damage to property.

5. STORMWATER DRAINAGE CONSTRUCTION CONSIDERATIONS

5.1 Excavation for Foundations

Over excavation shall be reinstated with approved material andshall be compacted in accordance with AS3798-1996 atcontractor’s expense.

5.2 Excavation

All excavation shall be provided in accordance with theWorkplace Health and Safety Act, 1997. All excavation shall befilled in accordance with AS3798.

5.3 Acid Sulphate Soils

In areas likely to contain Acid Sulphate soils, a suitablemanagement plan must be implemented.

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5.4 Supervision and Inspection by Bundaberg City Council

All aspects of the construction shall be inspected by BundabergCity Council.

No works shall be backfilled until an inspection by Council’sTechnical Officer has been carried out.

Notwithstanding the requirements of the Consulting Engineers,Council requires that pipes damaged as an apparent result ofhandling and cracked in one or more places so as to showclearly visible cracks (exceeding 0.10 millimetres) inside oroutside will be rejected.

Pipes showing clearly visible shrinkage cracks inside or outside,and where opening of crack is more than 1.25 millimetres for alength of 300 millimetres or more on either inside or outside, willbe rejected.

Pipes showing only internal cracks or only external cracks maybe accepted, provided such cracks do not visibly penetrate fullthickness or do not exceed 0.10 millimetres opening for 300millimetres or more of length.

5.5 Pipe Laying and Tolerances

The minimum pipe tolerances shall be:

* invert levels + 15mm, notwithstanding the level tolerancesno negative grades shall be accepted;

* structure locations within 0.25m of design.

Pipe laying is to be in accordance with the recommended pipelaying practice as set out in the current Australian StandardSpecification.

5.6 Bedding, Backfilling, Class of Pipes

Bedding, backfill and class of pipes shall be in accordance withthe recommendations given in concrete pipe Association ofAustralia AS 3725-1989 and AS 4139-1993.

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5.7 General

Backfill shall not be placed until the pipe drain or box culvert hasbeen inspected by Council’s Technical Officer and approved bythe Supervising Engineer.

All backfilling shall be spread in 150mm layers and compacted ashereunder specified.

The pipe bedding or box culvert bedding and the lower layers ofbackfill up to a point 100mm above the crown of the pipe or boxculvert shall be carefully packed and rammed solidly in layers of150mm, to the approval of the Supervising Engineer. The backfillon both sides of the pipe or culvert shall be placed concurrentlyand the level of the respective backfilling, after compaction, shallnot differ by more than 150mm. The backfill material used forbackfilling from a point 100mm above the crown of the pipe orculvert shall consist of approved clean fill free of vegetation andother contaminants. Maximum rock or other sharp objects shallbe less then 75mm. Fill shall be approved by DevelopmentEngineer and the Superintendent from material won from site orimported from an external source.

Backfilling compaction standards, testing and frequency shall bein accordance with AS 3789-1996 except within 300mm of thepavement subgrade, the minimum standard shall be 100%standard refer AS 1289.5.1.1-1993. Locations of tests may benominated by the Supervising Engineer and the DevelopmentEngineer.

5.8 Stone Pitching

Stone pitching shall be composed of sound igneous,metamorphic or approved sedimentary rock which will notdisintegrate in water.

Pitchers shall have an average superficial area of not less than650cm2 and a thickness of not less than 150mm, unless heavierpitching is specified. The pitchers shall be properly bedded toeven planes on approved loam or sand, wedged together withstone chips and grouted with cement mortar to a depth of 65mmbelow the surface.

Stone pitching shall be composed of approved rock meeting therequirements of AS2758.1-1985, Table 4 (moderate) or Table 6(moderate). Quarried basalt spalls shall be lc/t for not less than 6months before being used.

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5.9 Road Closures

Partial or complete road closures shall be in accordance withChapter 6 Section 5.1.



CHAPTER 3 – SEWERAGE

TABLE OF CONTENTS

1. GENERAL ......................................................................................................... 12. OBJECTIVES .................................................................................................... 13. DESIGN CODES, REGULATIONS AND STANDARD DRAWINGS ................. 1 3.1 Codes and Standards ............................................................................... 1 3.2 Standard Drawings ................................................................................... 2 3.2.1 IMEQA Standard Drawings .............................................................. 2 3.2.2 Bundaberg City Council .................................................................. 24. DESIGN CONSIDERATIONS ............................................................................ 3 4.1 Developers Contributions ........................................................................ 3 4.2 Easements ................................................................................................. 3 4.3 Flow Determination ................................................................................... 3 4.4 Pipe Alignment .......................................................................................... 4 4.4.1 Requirements for Sewers Within Parks ........................................ 6 4.5 Clearances ................................................................................................. 6 4.6 Minimum Grades ....................................................................................... 6 4.7 Pipe Sizing ................................................................................................. 7 4.8 Excavation, Bedding and Backfill ............................................................ 7 4.9 Manholes ................................................................................................... 8 4.9.1 Spacing ............................................................................................ 8 4.9.2 End of Line Manholes ..................................................................... 8 4.9.3 Drops ................................................................................................ 8 4.9.4 Fall Through Manholes ................................................................... 9 4.9.5 Manhole Covers and Step Irons ..................................................... 9 4.9.6 Manhole Cover Levels .................................................................... 9 4.9.7 Benching .......................................................................................... 9 4.10 Rising Mains ............................................................................................ 10 4.10.1 Sizing ............................................................................................. 10 4.10.2 Design Consideration ................................................................... 10 4.10.3 Materials and Class ....................................................................... 10 4.10.4 Road Crossings ............................................................................. 11 4.11 Small Sewerage Pump Stations ............................................................. 11 4.11.1 Location ......................................................................................... 11 4.11.2 Design Requirements - General ................................................... 11 4.11.3 Design Requests - Electrical ........................................................ 13 4.12 House Connections ................................................................................ 13 4.12.1 Location .......................................................................................... 13 4.12.2 Manhole .......................................................................................... 13 4.12.3 Sizes ................................................................................................ 13 4.12.4 Depths ............................................................................................. 14 4.12.5 Calculation of Level of House Connection .................................. 14

4.12.6 Combined Drains ........................................................................... 14 4.12.7 Jump Ups (House Connections) ................................................... 14 4.12.8 House Connection Markers ........................................................... 14 4.13 Depth of Sewers ...................................................................................... 15 4.14 Filling over Existing Sewers .................................................................. 15 4.15 Alterations/Connections to Existing Sewers ........................................ 15 4.16 Sewers Under Creeks ............................................................................. 15 4.17 Ventilation ................................................................................................ 15 4.18 Sewers ..................................................................................................... 16 4.19 Responsibility for Sewerage Lines ........................................................ 165. CONSTRUCTION CONSIDERATIONS ............................................................. 17 5.1 Manholes ................................................................................................... 17 5.2 Bedding ...................................................................................................... 17 5.3 Testing ....................................................................................................... 17 5.3.1 General ............................................................................................. 17 5.3.2 Air Test ............................................................................................. 17 5.3.3 Manholes and Inspection Chambers ............................................. 18 5.3.4 Backfill ............................................................................................. 18 5.4 Excavation ................................................................................................. 18 5.5 Road Closures ........................................................................................... 18


CHAPTER 3

CH3 - 1

1. GENERAL

The Sewerage and Water Supply Act 1949 defines a sewer as“Any conduit for the carrying off of sewage from any premiseswhich is not a house drain, soil or waste pipe”.

A reticulation main is any sewer up to but not including 225mmdiameter used to convey sewage from a premises. Trunk mainsare any sewers 225mm diameter or above.

2. OBJECTIVES

1. To promulgate the standard of design and workmanship forsewers, pump stations, manholes etc., expected withinBundaberg City Council’s Local Government Area;

2. To outline the position of sewers, standard drawing andeasement requirements; and

3. Indicate test methods and construction standards for theultimate acceptance of works by Manager Planning andDevelopment Services.

4. Define ownership considerations.

3. DESIGN CODES, REGULATIONS AND STANDARD DRAWINGS

3.1 Codes and Standards

Design of reticulation mains, pump station and rising mains shallcomply with the following:

1. Design standards of this manual and associated standarddrawings;

2. Bundaberg City Council Sewerage Strategy;

3. Department of Natural Resources “Guidelines for Planningand Design of Sewerage Schemes”; and

4. The Sewerage and Water Supply Act 1949 and StandardSewerage Law.

The following Australian Standards are applicable to workscovered by this section. Contract Specifications shall refer toStandards relevant to the works.


CHAPTER 3

CH3 - 2

CA 56 - 1968 -The Construction of VC PipelinesAS 1741 - 1991 - VC Pipes and fittings with flexible joints -

Sewer qualityAS 1477 - 1988 -Unplasticised PVC Pipes and Fittings for

Pressure ApplicationAS 2280 - 1991 -Ductile Iron Pressure Pipes and FittingsAS 4060 - 1992 - Loads on buried Vitrified Clay Pipes


The following Institute of Municipal Engineers AssociationDrawings and Bundaberg City Council Drawings are applicable toworks covered by this section.

3.2.1 IMEQA Standard Drawings

Drawing No Description Replaces Bundaberg City Council Plan No

S-0010B Sample as Constructed Plan

S-0020B Access Chambers 1050mm Nom Dia InsituConcrete, etc

S-03B

S0022A Access Chambers – 1500mm Dia InsituConstruction

S-0023B Access Chambers Alternative Drops InsituConstruct

S-03B

S-0024A Access Chambers Rectangular S-05B

S0025B Access Chambers CI Cover and Frame andConcrete Infill

S-07B,08B

S-0026B CI Cover and Frame Bolt Down S-02B

S-0030A House Connection Branches S-03B

S-0070A Pressure Main Discharge Details

Table 3. 1 IMEQA Sewerage Drawings


13742 Sewer Pump Well Lid Details

13929 Excavation, Bedding and Backfill - Sewerage

15106 Sewer As Constructed

15970 Sewer Well, Submersible Pump Station Standard Details

S-06B End of Line Access Points


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4.1 Developers Contributions

Developer contributions to trunk mains and other sewerageinfrastructure shall be in accordance with the relevant charges asdetermined by Council Sewerage Headworks Policy.

Works external contributions may also be required towards anyrelevant scheme adopted by Council.

4.2 Easements

Easements shall be required on all sewer mains. Easements shallbe 2.5 metres wide or as directed by Manager Planning andDevelopment Services, dedicated to Council at no cost where theytraverse Lots.

The easements shall be required from property boundary toproperty boundary where sewer lines transverse the property.

4.3 Flow Determination

For a detailed description the designer is referred to Department ofNatural Resources Publication “Guidelines for Planning andDesign of Sewerage Schemes” - 1991.

For existing areas, equivalent population figures can bedetermined from Census data. Ultimate populations for any areacan be determined by assessing the probable population densityper hectare for individual sub areas, taking into account thePlanning Scheme and precinct designations. Reference shouldalso be made to the Bundaberg City Council Sewerage Strategy.

Equivalent Populations for various proposed facilities may beestimated from Table 3.2 sewerage guidelines.


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Classification Unit PopulationPer Unit

Remarks

General Hospitals

Primary Schools(Day)

High Schools(Day)

Mixed LightIndustry

AccommodationBuilding (Tourist)

AccommodationBuilding (Other)1 Bedroom2 Bedroom3 Bedroom

OccupiedBed

Public

Public

GrossHectare

Bedroom

Bedroom

3.4

0.25

0.5

50

2.0

1.52.253.0

Includes StaffQuarters

Includes Staff

Includes Staff

Includes Roads,Paved Area

Table 3. 2 Facilities Population Guidelines

For existing industries actual quantities based on waterconsumption or other factual data should be used.

Where no actual flow data is available, an average daily dryweather flow of 220 l/p/d should be used. Industrial dischargesshould be allowed for separately.

Infiltration should be allowed for at the rate of 21 kl/km ofsewer/per day if no other data on actual infiltration is available.

Flows are to be calculated as per the Bundaberg City CouncilSewerage Strategy. Note that Table 2-1 in “Guidelines forPlanning and Design of Sewerage Schemes” shall be the greaterof the left section or right section of the table.

4.4 Pipe Alignment

In general sewer layouts should be to approval of Council’sManager, Planning and Development Services and shouldconsider the ease of maintenance aspect. Refer Standard Plan13930 for graphical representation of the sewer locations with theroad reserve.

Alignment of sewers in road reserves is shown in Figures 3-1 and3-2. Where sewers are to run at the backs, sides or front ofresidential blocks, they shall be positioned 1.5m from the blockboundary on the low side of the boundary. When running adjacent


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to undeveloped land they should be of sufficient depth to enableconnection if the adjacent land is subdivided at a later date.

Curved sewers are not permitted.

LOCATION ALIGNMENTFootpath

Roadway

Private Property

Plan 13930 (Chapter 6)

Crossings

1.5m from side, rear or frontboundary

Table 3. 3 Sewer Alignment

Sewer alignment may be increased to 2.0m from rear boundariesadjacent to inter-allotment drainage lines to avoid clashes ofmanholes. However, in these circumstances the easement shallbe increased to 3.0 metres.

Figure 3 .1 Easement and Sewer Locations

Note: House connections are not to traverse roadways or bepositioned under roadways.


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4.4.1 Requirements for Sewers Within Parks

(i) All sewer manholes are to be fitted with cast iron bolt downtype manhole lids.

(ii) Surrounding soil is to be trimmed level with the top of thesewer manhole to reduce potential trip hazards and toprovide for easier park maintenance.

(iii) Sewer mains located within parkland are to be on analignment of 1.5m from the parkland boundaries. Alignmentdiffering from this shall only be allowed with Councilapproval.

(iv) The alignment of sewers shall not be near locations ofplayground equipment or playing fields.

4.5 Clearances

Under no circumstances are:-

(a) Sewers permitted to be cranked to avoid other services.

(b) Other underground services permitted to be set longitudinallyabove or below the sewer in the same trench.

Generally sewer lines should have at least 1.5 metres horizontalclearance with water mains.

If approved by the Manager of Planning and DevelopmentServices, the sewer may be laid closer provided the water main isin a separate trench and at least 0.5 metres above the sewer.Where a water main or stormwater pipe crosses over or under asewer, at least 0.5 metres vertical distance between the outside ofeach main should be provided.

4.6 Minimum Grades

Minimum Grades for various numbers of connections at theupstream end of a reticulation line are as follows (except whereline is to be extended at a future date). Designs shall take intoaccount construction tolerances.

Less than 4 Tenements 1 in 80 End of line greater than 4 Tenements 1 in 100

Minimum grades for sewer mains other than the above are asfollows:-


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150mm diameter 1 in 150 225mm diameter 1 in 290 300mm diameter 1 in 420 375mm diameter 1 in 570 450mm diameter 1 in 730

Sewers 225mm and greater should be designed on gradients suchthat the velocity for maximum flow on a normal dry weather dayexceeds 0.3m/s. At maximum design flow rates velocity should beat least 0.75m/s. If necessary staged development of sewercapacity should be provided to comply with these requirements ifsewer cleaning and dangers of septicity and hydrogen sulphidegeneration are to be minimised.

4.7 Pipe Sizing

The minimum pipe size shall be 150mm.

Sewers should be designed to flow at not more than 3/4 depth atthe design flow.

4.8 Excavation, Bedding and Backfill

Trench, Excavation, Bedding and Backfill shall be in accordancewith Drawing 13929.

Over excavation under sewer mains of greater than 150mm belowinvert shall be made good with lean mix concrete.

Over excavation of manhole bases shall be reinstated as above.

Approved bedding sand shall mean approved by Bundaberg CityCouncil in accordance with bedding sand specification (referBedding Sand Specification Appendix 4-1).

Approved fill shall consist of fine gravelly soil, sand, loam or othersimilar material free from organics or other contaminated materialwhich will provide suitable initial infill material that is free from rockor hard matter and broken up so that it contains no soil lumpshaving a dimension greater than 13.2mm.

All materials to be used as approved fill shall be approved for useby the Supervising Engineer and either the Development Engineeror Technical Officer.


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4.9 Manholes

4.9.1 Spacing

Manholes are required at:-

(a) Junctions with mains(b) All changes of direction(c) All changes of level (Drops)(d) All changes in grade(e) All changes; in pipe diameter(f) At end of lines - (Special Manhole)

The following requirements are also applicable.

Less than 375 dia 90 metres375 dia and greater 90 metres

Table 3. 4 Manhole Spacings

Where applicable, manholes should be located to avoid driveways.

4.9.2 End of Line Manholes

End of line manholes where the length of line does not exceed 25metres and the depth does not exceed 1,200mm may beconstructed as shown on Standard Drawing S-06.

4.9.3 Drops

Slope drops should be used for manholes where the drop betweenintervals on incoming and outgoing sewer lies between thefollowing limits.

Nominal Diameter (mm) Drop (mm)Min. Max.

100 200 510150 250 570225 280 720300 330 870

Drops less than the minimum figures given above shall beprovided by channel grading within the manholes. Drops greaterthen the maximum figures should be provided by external verticaldrops.

Sewer Size Max. Manhole Spacing


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Drops shall be constructed in accordance withStandard Drawings IMEQ S-00 20B, 23A, 30A. Only types A, Band D shall be used.

4.9.4 Fall Through Manholes

For sewer pipes of the same diameter, fall through manholes shallbe as follows:-

Straight through 25mmChange of direction up to 450 30mmChange of direction from 450 to 900 40mmJunctions up to 300 30mmJunctions from 300 to 600 50mmJunctions from 600 to 900 80mm

At manholes where there is a change of pipe diameters, theobverts of entering sewers should be equal to or higher than theobvert of the outgoing sewer.

4.9.5 Manhole Covers and Step Irons

Where manholes are subject to frequent flooding, such asmanholes in paths under Q10 ARI levels, bolt down cast iron coversshall be supplied.

Covers shall be as follows:-

Havestock Class B or Class D, depending on the location. Thelocation of Class B lids shall be approved by the Manager ofPlanning and Development Services. Step irons are not required in manholes. 4.9.6 Manhole Cover Levels

In roads - flush with finished pavement level.

In footpaths and house blocks - 50mm above finished surfacelevel.

4.9.7 Benching

Benching shall be as per detail on Standard Drawing IMEQ S-00.

Changes in sewer direction are to be accommodated entirelywithin the manhole. The minimum radius of curvature at thecentreline of the benching is three (3) times pipe diameter.


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4.10 Rising Mains

4.10.1 Sizing

The main is to be sized to have a minimum velocity of 1 m/s forslime control with a minimum allowable main size of 100mmdiameter. Pipe size should be selected to reduce septicity to aminimum.

4.10.2 Design Consideration

If practicable, the main is to be continuously rising otherwise gasrelease valves shall be placed at high points and scour valves atlow points. To avoid internal attack, rising mains should bedesigned to run full at all times. Where a pressure main enters thereceiving manhole, provision should be made for a suitable waterseal to ensure the main remains full when pumping ceases.

The location of gas release valves and venting shall be approvedby the Manager of Planning and Development Services.

4.10.3 Materials and Class

UPVC or DICL are suitable to be used for rising mains up to300mm diameter. For rising mains of greater diameter DICL pipeonly is to be used. If UPVC is used it is to be minimum Class 16,with lines greater than 150mm to be Series 2 (AS/NZS 14771996).

In addition to other pressure considerations cyclical/pressureeffects shall be considered for all rising mains. The analysis shallinclude the following:

• A water hammer analysis using a recognised surgeanalysis computer package to derive peak pressure,pressure cycle, amplitude and number of cycles;

• For UPVC pipe fatigue response is to be calculated priorto selecting the appropriate pipe class. This is to be basedon a minimum 4 x 106 lifetime pressure cycles. Designs tobe based on a well recognised relationship betweenpressure amplitude and number of cycles to failure.

Notwithstanding the above the calculation shall be reviewed by theManager Planning and Development Services prior to approval.


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4.10.4 Road Crossings

Road crossings on existing pavements shall generally be inaccordance with Standard Plan No. 13929 except top 325mmshall consist of 300mm of cement stabilised sand overlaid by25mm of 10mm hot mix asphalt. All pavements shall be saw cutand due care should be exercised to protect the pavement fromdamage by construction machinery.

Tolerances per roadway AC shall apply for the crossings.

4.11 Small Sewerage Pump Stations

4.11.1 Location

Pump station locations shall conform with the BundabergCity Council’s Sewer Master Plan.

4.11.2 Design Requirements - General

Small Pump Stations with submersible sewerage pumpsmay have a single compartment wet well only.

Facilities required are:-

(1) Two (2) pumps - one duty/one stand-by withautomatic changeover and parallel operation.

(a) Single pump capacity = C1 * ADWF, parallelpump capacity minimum 5 * ADWF. Inenvironmentally sensitive locations single pumpcapacity shall be a minimum of 5 * ADWF * C1,refer drawing A3 99480 section 2-2. Departmentof Natural Resources Sewerage DesignGuidelines.

(b) Overflowing should not occur at flows less than5 x ADWF.

(2) Well, valve chamber, meter chamber shall be inaccordance with Standard Drawing No. 15970.

(3) The electrical control box shall be located aboveQ100 flood level;


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(4) Provision for overflow in case of pump failure or blackouts. In some cases, it may be possible to dischargean overflow into an adjoining separate sewer systembut usually it must be discharged into a stormwaterdrain or watercourse. An approved tide flap must beprovided at the discharge end of the overflow pipe.Screens should be installed to restrict the quantity ofpaper and solids discharged from the overflows.

The overflow shall be approved by Council andsubmitted to the Environmental Protection Authorityby the Development Engineer. All registration costsassociated with registration of the amended IMESpolicy shall be at the Developer’s expense.

(5) If the combined effect of detention in the pumpstation wet well, together with detention in the risingmain is expected to result in significant levels ofhydrogen sulphide in the sewerage, then provisionsof oxygen injection to treat the liquid in the risingmain should be made;

(6) The minimum size for pipework shall be 100mmdiameter;

(7) Computations for the design of the wet well capacityand pump selection data must be provided toManager of Planning and Development;

(8) The design of the sewerage pump station shallgenerally comply with “Guidelines for Planning andDesign of Sewerage Schemes - Vol 1” published byDepartment of Natural Resources unless otherwisenoted in this document.

(9) The Contractor shall provide a 32mm water supplyfrom the property boundary to the pump manholewith potable water protection in accordance withSection 4.0 of AS3500.1-1992. If the distance isgreater than 30m a 40mm line and backflow shall beused. The protection device shall be commissionedby a backflow prevention certified plumber. Further,the Contractor shall be responsible for supplyingCouncil with the following:-


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(a) A “Notification of Intent to Commence Works”;and

(b) Payment for the provision of a 32mm or 40mmWater Service where applicable.

(10) For pumps with motor ratings less than 50kW, theirdesign shall allow no more than 12 starts per hour.

(11) The minimum floor area under the pumps shall be inaccordance with the manufacturers specifications;

(12) Benching within the pump well shall not be greater than 45o

to the longitudinal plane.

4.11.3 Design Requests – Electrical

A design and construction specification for electrical work isavailable from Council’s Engineering Services section. Electricalwork shall comply with this specification.

4.12 House Connections

House connections shall be installed in accordance with StandardDrawings. House connection shall generally be in accord with thefollowing:-

4.12.1 Location

Generally on the downstream side or the lowest corner of theallotment and between 1.0m and 1.5m from the boundarynotwithstanding the connection must be capable of servicing theentire allotment. In addition, where possible the house connectionpoint should be at least 2.0 metres clear of the water supply.

4.12.2. Manhole

Where a manhole is located near an allotment house connectionsshall be a direct connection to the manhole with an internal type Bor D drop.

4.12.3 Sizes

Residential - 100mm diameterOther - 150mm diameter


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4.12.4 Depths

Minimum 600mm minimum cover to rear of properties;900mm minimum cover to front of properties;Maximum depth to invert 1.8 metres.

4.12.5 Calculation of Level of House Connection

The minimum depth at which a house connection can be placed tofully service the allotment is calculated by:-

(1) Determining the longest run of the house drain connectionpossible within the property. The house drain alignment shallbe 1m from side and rear boundaries and 6m from the frontboundary.

(2) Allowing 0.4m to invert at the head of the house drain.

(3) Allowing a grade of 1 in 60 for the house drain.

When assessing the service to steep graded allotments,consideration should be given to the potential for the lot to be cutto provide a building pad.

4.12.6 Combined Drains

Combined drains shall not be permitted.

4.12.7 Jump Ups (House Connections)

Jump ups on the main shall consist of a VC Y junction and bend,after which PVC can be used.

Jump ups shall be encased in 20 MPa concrete up to the firstflexible joint. The concrete shall extend to the base of theexcavation.

4.12.8 House Connection Markers

Aboveground markers shall be required to indicate the position ofthe jump ups. The markers shall consist of a small bore PVCconduit containing 4mm plastic coated heavy duty galvanised wireconnected to the capped end of the point of connection. Themarker shall extend 0.5m above finished surface level.

Alternatively the same arrangement may be used with star picketsplaced maximum of 100mm between surface.


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4.13 Depth of Sewers

Sewers and house connections shall be constructed at theshallowest possible depth such that:-

* Both existing and likely future developments can be serviced.* Other services are not fouled.* Stormwater drains are not pierced.* All sewers pass underwater mains* Minimum cover to sewers shall be 750mm or where ductile iron

is used 300mm.

4.14 Filling over Existing Sewers

All filling shall be in accordance with Council’s Filling andExcavation Code with the Planning Scheme.

In addition the applicant shall be required to make payment for thefollowing:-

1. Raise house connections and associated inspectionopenings to service the new allotments;

2. Manholes shall be raised to suit the approved levels;

3. Structural protection to the sewers where differentialsettlement is likely to occur or as deemed by Council.

4.15 Alterations/Connections to Existing Sewers

Alteration to existing sewers shall be in accordance with Chapter 1Section 5.5 Application for Council to complete (Private Works) ofthis manual. All works shall be at the Applicants expense.

4.16 Sewers Under Creeks

Consideration should be given to the effects of scour at creekcrossings and where necessary suitable protection and pipeanchorage is to be provided.

4.17 Ventilation

Manholes receiving pumped flows shall be ventilated and shall bepositioned in road reserves.


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4.18 Sewers

Gravity sewers shall be constructed from Vitrified Clay Pipescomplying with AS1741-1991 Class 4.

Pipes are to be a type approved by Bundaberg City Council foruse in the Bundaberg City Council area.

4.19 Responsibility for Sewerage Lines

The following determines Council’s limits of ownership andresponsibility for sewer lines of different sizes.

With the exception of (1) and (2) below, all sewerage lines withinthe City, 150mm diameter and greater are considered to be underthe ownership and responsibility of the Council.

All sewerage lines less than 150mm diameter are house drainagelines and considered to be owned and the responsibility of theallotment owner to which they service.

(1) Where a sewerage line 150mm diameter or greater services aproperty in size larger than 5,000m2 and services no otherallotments upstream and is unlikely to be extended to serviceother lands in the future, then that line and its branch lineswithin the allotment shall be considered “house drainage”, theownership and responsibility for such belonging to theallotment owner. Council’s responsibility for ownership in thisinstance will commence at the property boundary;

(2) Where a sewer traverses a property from property boundary toproperty boundary and branch sewers 150mm diameter orgreater service parts of the development within that singleallotment and are unlikely to be extended to service otherallotments in the future, these branch sewers shall beconsidered to be “house drainage”, the ownership andresponsibility for such belonging to the allotment owner.Council’s responsibility for ownership in this instance willcommence at the most downstream manhole of the branchline;

The above criteria shall not apply where the sewerage lines existwithin sewerage easements in the property.


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5.1 Manholes

Manholes are to be constructed as per Standard Drawing IMEQ S-00 20B.

Concrete shall be Min 32 MPa at 28 days, Max 65mm Slump.Precast manholes are not permitted.

Manhole bases shall be excavated to a firm foundation or asdirected by Council. Over excavation shall be reinstated with 20MPa concrete (see Section 4.8).

5.2 Bedding

Bedding sand shall be in accordance with Council’s specificationfor bedding sand. Only sands that have been approved inaccordance with Council’s specification shall be used.

5.3 Testing

All sewers and manholes shall be tested in accordance withSection 15.6 Sewerage and Water Supply Act 1949-1982 asfollows:-

5.3.1 General

Sewers, house drains, manholes and inspection chambers shallbe subjected to visual inspection and pressure testing and anydefects made good. Pressure testing may be applied using wateror air. Unless otherwise approved or directed by the Engineer, theplacing of approved selected filling and backfilling shall notcommence until after inspection and testing and remedying ofdefects.

5.3.2 Air Test

The air test shall consist of pressurising the sewer to 30kilopascals and holding this pressure for 3 minutes. The air supplyshall then be shut off and the time taken for the pressure in thepipe to drop from 25 kilopascals to 20 kilopascals is measured.For pipes of 225mm diameter or smaller, the time shall not be lessthan 90 seconds. For pipes of 300mm and 375mm the time shallnot be less than 180 seconds.


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5.3.3 Manholes and Inspection Chambers

Unless otherwise approved by the Engineer, manholes andinspection chambers shall be tested for water tightness byplugging off the connected sewers and house drains and filling themanhole or inspection chamber with water. The test shall besatisfactory if the level does not drop by more than 25mm in 24hours. If the manhole concrete is dry at the time of the test, theEngineer may permit a preliminary period of soaking prior tomeasuring the drop in water level. Where the groundwater level ishigh, the Engineer may prescribe an infiltration test in lieu of theexfiltration test prescribed in this clause.

Manholes greater than 1050mm shall be measured on a volumeloss basis.

5.3.4 Backfill

Testing frequency of backfilling and select fill shall be inaccordance with AS3789-1996 until the compaction method isestablished. Once compaction method is established compliancetesting shall be carried out in locations selected by both theSupervising Engineer and Development Engineer.

5.4 Excavation

All excavation below 1 metre shall be carried out in accordancewith the Workplace Health and Safety Act – 1997.

5.5 Road Closures

All road closures shall be carried out in accordance with Chapter 5Section 5.1


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APPENDIX 3-1

Supply of Sand for Bedding and Backfill of Hydraulic Services

Specification

A3.1 General

Sand for bedding and backfill of pipes may be natural sand,manufactured sand or a mixture of natural and manufacturedsands. The sand shall be free from soluble salts, organic matter,clay and other deleterious matter.

A3.2 Grading Requirements

Sand shall have a particle size distribution determined inaccordance with AS1141.11 and 12 falling with the limits given inthe table below.

Sieve size mm Percent passing %19.0 1002.36 50 - 1000.60 20 - 900.30 10 - 600.15 0 - 25

0.075 0 - 10

Table A3. 1 Sand Paricle Sizes

A3.3 Corrosivity Resistivity and Total Auditing Requirements

The sand shall also be required to satisfactorily pass a series ofcorrosivity test. The following flow chart of test shall be used todetermine whether the sand is satisfactory or unsatisfactory withregards to corrosivity.

Resistivity determination shall be AS1289.4.4.1. Total ph shall notbe less than 4.


CHAPTER 3

Figure A3. 1 Sand Cor

CH3 - 20

rosivity Test Flow Chart


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A3.4 TESTING

On receival of a proposed sample Council will arrange for testingat the applicants expense of the sample to determine itsconformance with the specification.

A3.5 APPLICATION

This specification will apply to sand used in all hydraulic worksconstructed by Bundaberg City Council Day Labour and also bycontractors constructing works that will become under thejurisdiction of Bundaberg City Council. Council’s use of sand fromany supplier will be based on the suitability of the sand for theapplication intended.



CHAPTER 4 – WATER

TABLE OF CONTENTS

1. GENERAL ......................................................................................................... 12. OBJECTIVES .................................................................................................... 13. STANDARDS .................................................................................................... 1 3.1 Australian Standards ................................................................................ 1 3.2 Standard Drawings ................................................................................... 2 3.2.1 IMEQA Standard Drawings .............................................................. 2 3.2.2 Bundaberg City Council Standard Drawings ................................. 24. DESIGN CONSIDERATION .............................................................................. 2 4.1 Master Plan ................................................................................................ 2 4.2 Materials .................................................................................................... 3 4.3 Sizing of Distribution Network ................................................................. 3 4.4 Demands .................................................................................................... 4 4.5 Layout and Alignment .............................................................................. 4 4.6 Minimum Separation ................................................................................. 4 4.7 Valve Layout .............................................................................................. 5 4.8 Thrust Blocks ............................................................................................ 5 4.9 Hydrants .................................................................................................... 5 4.10 Air Valves ................................................................................................. 5 4.11 Scour Valves ........................................................................................... 5 4.12 Dead Ends ............................................................................................... 6 4.13 Minimum Size of Mains ........................................................................... 6 4.14 Trench/Bedding/Backfill ......................................................................... 6 4.15 Sand Bedding and Backfill ..................................................................... 6 4.16 Excessive Cover Over Pipelines ............................................................ 6 4.17 Corrosion Protection .............................................................................. 6 4.18 Service Conduits – For House Water Service ...................................... 7 4.19 Irrigation Systems ................................................................................... 7 4.20 Cross Connection of Supplies ............................................................... 7 4.21 Backflow Prevention ............................................................................... 7 4.22 Age of Pipe .............................................................................................. 7 4.23 Water Mains Over Trenches ................................................................... 75. CONSTRUCTION CONSIDERATIONS ............................................................. 8 5.1 Inspection .................................................................................................. 8 5.2 Temporary Road Closures – Works Within Road Reserve .................... 8 5.3 Water Services – Road Widenings Against Existing Carriageways

for Water Mains in the Road Reserve ..................................................... 8 5.4 Water Mains ............................................................................................... 8 5.5 Connection to Existing Supply ................................................................ 8 5.6 Field Testing - Marking ............................................................................... 9

5.7 Flushing and Sterilisation of Mains ......................................................... 9 5.7.1 Flushing Requirements ................................................................... 9 5.7.2 Flushing Prior to Chlorination ......................................................... 9 5.7.3 Sterilising .......................................................................................... 10 5.7.4 Final Flushing ................................................................................... 11 5.7.5 Certification ...................................................................................... 11


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CH4 - 1

1. GENERAL

Council’s Water Supply System consists of a single pressure zonesupplied from five (5) Water Towers and a number of on line borepumps. Water is sourced from both underground reserves and theBurnett River via the Branyan Treatment Plant.

2. OBJECTIVES

The objectives of Bundaberg City Council’s water main networkare as follows:-

(1) To provide potable water to the requisite areas at pressuresand volumes as documented in Department of NaturalResources “Guidelines for Planning and Design of UrbanWater Supply Schemes”, and

(2) To minimise ongoing maintenance costs associated with watermains

3. STANDARDS

3.1 Australian Standards

The following Australian Standards are applicable to workscovered by this section. Contract specifications shall refer toStandards relevant to the scope of works.

AS1477.1-1988 Unplasticised PVC Pipes and Fittings forPressure Applications - Pipes

AS1477.6-1989 Rubber Ring Joints of uPVC PipeAS1646-1992 Rubber Ring Joints for Water Supply, Sewerage

and Drainage PurposesAS2032-1977 Code of Practice for the Installation of uPVC Pipe

SystemsAS2129-1994 Flanges for Pipes, Valves and FittingsAS2280-1991 Ductile Iron Pressure Pipes and FittingsAS2638-1991 Sluice Valves for Waterworks PurposesAS3680-1989 Polyethylene Sleeving for Ductile Iron PipesAS3681-1989 Guidelines for the Application of Polyethylene

Sleeving to Ductile Iron Pipelines and Fittings

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April 2001 1999 – Rev 3CH4 - 2


The following Institute of Municipal Engineer’s Association andBundaberg City Council Drawings are applicable to works coveredby this Section:-

3.2.1 Institute of Municipal Engineers Queensland StandardDrawings

Drawing No Description Replaces BundabergCity Council Plan No

W-0020B Water Reticulation – Sample as Construction

W-0040B Bedding and Backfill for Water 13928

W-0041A Water Main Thrust Block Details W-12B

W-0060B Hydrant and Valve Installation W-07B,09B, 13950

W-0061A CI Hydrant and Valve Boxes W-04B,05B

W-0080A Scour Details

W-0091B Water Connections Below Ground Meter

Table 4. 1 IMEQA Water Drawings

3.2.2 Bundaberg City Council Standard Drawings

16154 High Volume Meter Pit

W-02B Hydrant Tee and Hydrant Riser Cast Iron

W-11B Gibault Joints for Pipes 80 to 300 Nom Size

17918 Domestic 20mm Property Service

4. DESIGN CONSIDERATION

4.1 Master Plan

All designs shall be required to conform to the Bundaberg CityCouncil Master Plan. Council’s Water Reticulation System ismodelled using “Watsys” computer program. A copy of this dataset is available to designers.


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4.2 Materials

The following materials are acceptable for use in pressure mains:-

PVC pipes to AS1477.1-1988 - Rubber Ring Joint – Series 2 over150mm. Age – Maximum 6 months at installation.

Size Class

100 12150 12200 12225 12250 12300 12

Rubber Joints for PVC Pipes to AS1477.6-1989

Ductile Iron Pipe Fittings to AS280-1991 Class K9 Cement Linedwith Polyethylene Sleeving in accordance with AS3680-1989 andAS3681-1989.

Ductile Iron Fittings to AS2280-1991 - “Nortite” Socket.

Fittings to be cement lined.

Sluice Valves - “Tubeline – Series 500” Valves - Socket Ends,Fusion Powder Coated, Pressure Class 1/1.6 MPa.

Flanges to AS2129, Table “C”.

Hydrants - 80mm “Spring Type” to NSW GWS StandardSpecification Number 1384. Rilsan Nylon 11 coated internally andexternally.

4.3 Sizing of Distribution Network

Design of the water distribution works shall be based on pipelayout and sizes as determined in conjunction with Council’sEngineering Department.


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4.4 Demands

For design purposes, the following shall be used:-

Maximum hourly demand forresidential consumer 250litres/hourFire Flow - residential area 15litres/sec * - commercial area 30litres/sec *

* The fire flow is to be taken concurrently with actual maximumhour flow.

Minimum residual pressure at any pointat maximum hourly demand 22 metres

Minimum residual pressure at any pointunder fire flow demand 12 metres

Maximum pressure at any point 80 metres

4.5 Layout and Alignment

A drawing showing standard alignment for water supply and otherservices is shown on Drawing No. 13930 (attached).

Special alignments may be used where necessary if approved byCouncil’s Engineering Department.

Easements across private land shall be provided where watermains traverse private property and shall be a minimum of 3.0metres wide.

For Rubber Ring jointed PVC, pipe deflections at pipe joints shallnot be permitted.

Ductile iron bends shall be used for all changes of direction.

4.6 Minimum Separation

The minimum separation between the water main and otherservices that cross the water main is 300mm.

No other services shall share a trench with a water main.


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4.7 Valve Layout

Valve layout is to be arranged so that the area which must beshutdown to repair any section of main is limited such that notmore than fifty (50) consumers are cut off at one time or asdetermined by Council’s Engineering Department. The number ofvalves required to isolate a section of main should be kept to lessthan five (5).

Valve boxes are to be in accordance with Standard DrawingW-04 and W-07.

4.8 Thrust Blocks

Thrust blocks of plain or reinforced concrete designed to resist theresultant force shall be provided at all bends, tees, tapers, stopvalves and dead ends. Appropriate geotechnical advice should besought by designers to determine allowable bearing pressures tobe used. Where applicable, thrust blocks shall be sized inaccordance with Standard Drawing No. W-12.

4.9 Hydrants

Hydrants are to be provided within the reticulation system for firefighting and maintenance purposes and should be installed at amaximum spacing of eighty (80) metres or less. Hydrant coverageshall be in accordance with AS 2419.1 (1994). Hydrants shall beinstalled as per Standard Drawing W-08 and positioned oppositethe elongation of the dividing boundary between allotments.Hydrant boxes are to be in accordance with Standard Drawing W-05 and W-08. In addition, hydrants in cul-de-sac loops shall belocated within the loop.

4.10 Air Valves

Provision shall be made for air release from all high points onwater mains. A 25mm single orifice air valve shall be provided.

On bulk supply mains, air release shall be achieved by the use ofa 80mm diameter automatic double orifice air valves.

4.11 Scour Valves

On water mains without hydrants, scour valves shall be providedat all low points. Wherever possible on water mains with hydrants,a hydrant shall be located at or near all low points.


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4.12 Dead Ends

Dead ends are to be avoided wherever possible. In dead endStreets and Cul-de-sacs, cross-linking shall be provided whenfeasible, or the main looped around the cul-de-sac. Minimum loopshall be 100mm PVC.

4.13 Minimum Size of Mains

The minimum size main is 100mm.

4.14 Trench/Bedding/Backfill

Excavation, bedding and backfill details are shown on Drawing13928.

4.15 Sand Bedding and Backfill

Sand used for the bedding of pipes shall be sourced from a Councilapproved supplier.

Backfill shall be approved (by Development Engineer and theSupervising Engineer) select fill, free from organic material, with nosoil lumps or rock having a size able to be retained on 13.2mm sieve.

4.16 Excessive Cover Over Pipelines

Repairs on pipelines laid at excessive depths are difficult andcostly. All reasonable steps should be taken to avoid cover overpipelines exceeding 1.5 metres (ie. under landscape mounds,etc.).

4.17 Corrosion Protection

Ductile Iron Fittings shall be wrapped in polyethylene inaccordance with Department of Local Government TechnicalBulletin TD266/1987.

Ductile Iron Valves and hydrants shall have an approved fusionpowder coating applied to all surfaces.

Buried flanged joints shall be externally coated with acceptable“petrolatum” paste and impregnated synthetic carrier type jointprotection system.


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4.18 Service Conduits - For House Water Service

New services shall be provided by developers during thesubdivision process. Installation by developers shall include theproperty service up to a locked stop cock at the end of the copper20mm service line. Water meters shall be installed by theBundaberg City Council following application and payment forsuch.

This work shall only be conducted for new allotments. Specificrequirements for this work can be found on Council’s StandardDrawing 17928.

4.19 Irrigation Systems

Any irrigation system connected to the City reticulation shall beprovided with approved backflow prevention devices installed inaccordance with AS3500.1. Any system drawing more than 1.5litres per second from the reticulation shall operate only within thenight hours of 10.00pm to 6.00am. The maximum instantaneousdemand shall be subject to the approval of Manager EngineeringServices. Pumps shall not be connected to reticulation mains.

4.20 Cross Connection of Supplies

All pipework, both public and private shall be arranged so thatbackflow of water into the system from any source is impossible.

4.21 Backflow Prevention

All backflow prevent devices shall be installed in accordance withAS3500.1 - 1992. Testable devices shall be commissioned by aplumber holding a current certification in backflow prevention.

4.22 Age of Pipe

No pipes over 6 months of age shall be used for potable waterreticulation.

4.23 Water Mains Over Trenches

Ductile iron shall be used where a water main crosses a trench.


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5.1 Inspection

All lines shall be inspected by an Inspection Officer appointed bythe Manager Planning and Development Services before anybackfilling is carried out. The Bundaberg City Council will be thetesting Authority, and all lines shall be subject to hydraulic tests, orsuch other tests as Council’s Inspection Officer may direct.

5.2 Temporary Road Closures - Works Within RoadReserve

The procedure for temporary road closures shall be in accordancewith Chapter 6 Section 5.1.

5.3 Water Services - Road Widenings AgainstExisting Carriageways for Water Mains in theRoad Reserve

On existing mains Council will install property services. The worksshall be at the developers expense.

The contractor shall inform Council when placing the under roadservice conduits so that the works can be co-ordinated with theconstruction process.

5.4 Water Mains - Marking

To facilitate positioning of the crossing points of water mains, thelocation of water mains shall be indicated by imprinting in the kerbface.

To facilitate positioning in other locations a plastic tape withembedded wire trace shall be laid 300mm above the pipe in allcases where the pipe is not DICL.

5.5 Connection to Existing Supply

All connections to the existing reticulation mains shall be made bythe Council at the Contractor’s expense. Seven (7) days noticeshall be given to the Council before date of execution of work isrequested.


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The Contractor shall give notice to Council of his intended datesfor commencement and completion of work and the engineer shallbe notified before backfilling and/or testing is commenced. All testsare to be witnessed by the Engineer or approved Testing Officer.

5.6 Field Testing

Pipework shall be field tested for hydrostatic test pressure of 1.3MPa. The pressure shall be held for a period of one (1) hourduring which, loss of water shall not exceed 7.0 litres per kilometreof pipe.

Air pressure testing shall not be permitted.

All pressure tests shall be carried out and passed before the newmains are connected to the existing water supply.

5.7 Flushing and Sterilisation of Mains

5.7.1 Flushing Requirements

To ensure lead contamination from manufacturing processes doesnot occur, the new pipework shall be flushed five (5) times atintervals of one (1) week between flushing per Department ofLocal Government Bulletin TB1/1988. Chlorination shall occur onthe fourth flushing.

5.7.2 Flushing Prior to Chlorination

The main shall be flushed prior to chlorination so that a velocityof 0.75 m/sec. is obtained in the main (part of the fourth flush).Where possible scour valves and hydrants shall be used for thispurpose.

If insufficient valves and hydrants are available, a hydrant teeshall be installed at the end of the main and fitted with an orificeplate of the size listed below.The following table gives the required orifice diameter to flushpipe lines at 275 kPa pressure:-

0.75 M/SEC FLUSHING VELOCITYPipe Size

(mm)Flow

(l/sec)Orifice Diameter

(mm)100 6 22.2150 13 33.3200 24 44.4250 37 55.6300 53 66.7

Table 4. 2 Orifice Plate Diameter Requirements


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5.7.3 Sterilising

Sodium hypo-chloride solution (10% available chlorite) or otherapproved chlorine-bearing agent shall be used for chlorination ofthe main. The agent shall be added as a water mixture.

Water from the existing distribution system or other source ofsupply shall be controlled so as to flow slowly into the newly laidpipeline, for chlorination.

The dose of chlorine shall be at least 20 ppm.

When the main is completely filled with chlorinated water, thesection shall be closed and a contact period of 24 hours allowed.

Valves shall be manipulated so that the strong chlorine solutionin the line being treated will not flow back into the line supplyingthe water.

In the process of chlorinating newly laid pipe, all valves, hydrantsand other appurtenances shall be operated while the pipeline isfilled with the chlorinating agent.

If added as a water mixture, the sodium hypo-chlorite shall bediluted to approximately 1 per cent chlorine solution (10,000ppm) which, using sodium hypo-chlorite, is prepared in thefollowing proportions:-

5kg of sodium hypo-chlorite to 50 litres of water.

The following table gives the chlorine requirements for 20mlengths of pipe:

Pipe Size(mm)

Volume of 20mLength(litres)

Amount required to give 20ppm chlorine using 1%

chlorine water solution (litres)100 146 0.3150 337 0.67200 597 1.2250 917 1.83300 1355 2.72

Table 4. 3 Chlorine Requirements


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The preferred point of application of the chlorine bearing watermixture is at the beginning of the pipeline extension or anyvalved section of it and through a cock inserted in a tappingband. The required dose is added as each section of the main isfilled. In a new system, application of chlorine may be made at anelevated tank, standpipe or reservoir providing these are properlycleaned first.

5.7.4 Final Flushing

Following sterilisation, all treated water shall be thoroughlyflushed from the newly laid pipe-line at its extremities.

5.7.5 Certification

The Consulting Engineer shall provide a certificate to Councilindicating that the main has been flushed and sterilised in accordancewith the requirements of Section 5.7.


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BIBLIOGRAPHY AND REFERENCES

(1) “Guidelines for Planning and Design of Urban Water SupplySchemes” - Water Resources Commission - Brisbane,1989.

(2) “Guidelines for Planning and Design of SewerageSchemes” - Department of Local Government Queensland -Brisbane, 1984.

(3) “Private Subdivisions and Sewerage Design Requirements”- Bundaberg City Council.

(4) “Guidelines on Engineering and Environmental Practices” -National Capital Development Commission - 1985.

(5) Kinhill Cameron McNamara, 1990, ‘MS 85 Specification ForTesting, Flushing and Sterilising of Water Supply Mains’P1-2.



CHAPTER 5 – ROADWORKS

TABLE OF CONTENTS

1. GENERAL ......................................................................................................... 12. OBJECTIVES .................................................................................................... 13. ROADWORKS ................................................................................................... 1 3.1 Standard References ................................................................................ 1

3.2 Standard Drawings – Design Guidelines for Subdivisional Streetworks ................................................................................................ 2

3.2.1 IMEQA Standard Drawings .............................................................. 2 3.2.2 Bundaberg City Council .................................................................. 24. DESIGN CONSIDERATIONS ............................................................................ 3 4.1 Master Plan ................................................................................................ 3 4.2 Earthworks ................................................................................................ 3 4.2.1 General ............................................................................................. 3 4.2.2 Filling ................................................................................................ 4 4.2.3 Preparation of Subgrade ................................................................. 4 4.3 Pavements - Materials .............................................................................. 4 4.4 Pavements – Design Thickness, Specification and Testing ................. 4 4.4.1 Relevant Design Manuals ................................................................ 4 4.4.2 Establishment of Subgrade CBR .................................................... 5

4.4.2.1 ARRB ................................................................................... 54.4.2.2 Using Department of Transport Pavement DesignManual ............................................................................................. 6

4.5 Traffic – Design Equivalent Standard Axial ............................................ 6 4.5.1 General .............................................................................................. 6

4.5.2 ARRB A Guide to the Design of New Pavements for Light Traffic ............................................................................................... 6 4.5.3 Department of Transport Pavement Design Manual ..................... 6 4.5.4 Timing and Approval of Pavement Designs .................................. 6 4.6 Pavement Thickness ................................................................................ 7 4.6.1 Using ARRB ..................................................................................... 7 4.6.2 Using Department of Transport ..................................................... 7 4.7 Minimum Junction Spacing ..................................................................... 7 4.8 Street Length/Design Speed .................................................................... 8 4.9 Road Geometry ......................................................................................... 8 4.9.1 Road Widths .................................................................................... 8 4.9.2 Culs-de-Sacs .................................................................................... 8 4.10 Design of Road Network .......................................................................... 8 4.10.1 General ............................................................................................ 8 4.10.2 Queensland Street Design of Road Networks ............................. 8

4.10.2.1 General ............................................................................. 8 4.10.2.2 Speed Control Devices Clause 2.13 ................................. 8

4.10.2.3 Street Design Criteria Clause 2.14 ................................... 9 4.10.2.4 Geometric Design Clause 2.10 ........................................ 9 4.10.2.5 Traffic Speeds Clause 2.3 ................................................ 9 4.11 Asphalt Pavements ................................................................................. 9 4.11.1 Specifications ................................................................................ 9 4.11.2 Mix Design ...................................................................................... 9 4.11.3 Surface Preparation ....................................................................... 10 4.11.4 AC Tolerance Against Kerb and Channel .................................... 11 4.11.5 Layer Depth Limits ......................................................................... 11 4.11.6 Asphalt Lot Acceptance (Reduced Level of Service) .................. 11 4.11.7 Calculation of Defects for the Production Asphalt Lot ............... 11 4.11.8 Testing ............................................................................................ 12 4.12 Bitumen Surfacing .................................................................................. 12 4.12.1 Supply of Bitumen ........................................................................ 12 4.12.2 Cover Aggregate ............................................................................ 12 4.12.3 Surfacing ........................................................................................ 12 4.12.4 Typical Application Rates For Prime Two Coat Seal .................. 12 4.13 Concrete Interlocking Pavers ................................................................ 13 4.14 Concrete Pavements ............................................................................... 13 4.15 Kerb and Channel ................................................................................... 13 4.16 Footpaths ................................................................................................. 14 4.17 Subsoil Drainage ..................................................................................... 14 4.18 Crossfalls ................................................................................................. 14 4.19 Intersection Design ................................................................................. 145. CONSTRUCTION CONSIDERATIONS ............................................................. 14 5.1 Road Closures – Works Within Road Reserve ....................................... 14 5.2 Pavements – Tolerances Testing and Inspections ................................ 15 5.2.1 Compaction ...................................................................................... 15 5.2.2 Tolerances ........................................................................................ 15 5.2.2.1 Horizontal Tolerance .............................................................. 16 5.2.2.2 Vertical Tolerance .................................................................. 16 5.3 Compliance Testing .................................................................................. 16 5.4 Inspections ................................................................................................ 16 5.4.1 General ............................................................................................. 16 5.4.2 Prior to Commencement of the Works ........................................... 17 5.4.3 During Construction ........................................................................ 17 5.4.4 Prior to Handover ............................................................................. 17


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1. GENERAL

The design of the road network within Bundaberg City shallgenerally be in accordance with Queensland Streets modified tosuit local conditions and public expectations.

2. OBJECTIVES

The objectives of the road network in the City are:

1. To provide acceptable levels of access, safety andconvenience to all road users in residential areas whileensuring acceptable levels of amenity, and protection from theimpact of traffic.

2. To provide a hierarchical network of roads with distinctionsbetween each type based on function, traffic volumes, vehiclespeed and public safety.

3. To provide access for service vehicle and bus routes whererequired.

4. To provide flow paths for the Q100 less Q pipe flow inconnection with other natural drainage systems in thesubdivision.

5. To provide corridors for water supply, sewer, stormwater,Telecom and power utilities.

3. ROADWORKS

3.1 Standard References

(A) Department of Transport - Queensland

(a1) Urban Road Design Manual - Volume 1 Pavement DesignManual

(a2) Manual of Standard Specifications and Contract Provisions(a3) Manual of Standard Drawings - Volume 1

(B) Australian Road Research Board Publications

(b1) Sealed Local Roads Manual, Guidelines to Good Practice forthe Construction, Maintenance and Rehabilitation ofPavements 1985. A New Age of Pavement Design

(b2) A Structural Design Guide for Flexible Residential StreetPavements 1985.


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(b3) A guide to the design of new pavements for light traffic.

(C) Cement and Concrete Association of Australia

(c1) Interlocking Concrete Road Pavements

(D) Queensland Streets - design guidelines for subdivisionalworks

3.2 Standard Drawings - Design Guidelines forSubdivisional Streetworks

In addition to the Department of Main Roads references above,the following Institute of Municipal Engineers Association andBundaberg City Council Drawings are applicable to works coveredby this section.

3.2.1 IMEQA Standard Drawings

Drawing No Description Replaces Bundaberg City Council Plan No

R-0050C Residential Driveway – Slab and Tracks 13973

R-0051C Commercial Driveway Slab – Type A Two WaySlab

13975

R-0052C Commercial Driveway Slabs – Type B Two LaneAccess

13974

R-0080B Kerb and Channels – Profiles and Dimensions 13975

R-0081B Kerb and Channel – Drainage Connections

R-0084C Kerb Ramp 13975

R-0130B Street Name Sign

R-0140B Subsurface Drainage

R-0180A Flexible Gaurdrail – Layout and Installation

R-0181A Flexible Gaurdrail – Components

Table 5. 1 IMEQA Roadworks Drawings


12560 Invert Crossing for Steep Driveways

13930 Standard Alignments

13977 Standard Concrete Ribbon Footpath


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4.1 Master Plan

The road hierarchy shall comply with any Bundaberg City CouncilRoad Hierarchy Plan (Bundaberg City Traffic Study 1999) or asdetermined by Manager Planning and Development.

4.2 Earthworks

4.2.1 General

Earthworks shall be generally carried out in accordance with MRS11.09. 8/88.

The top 300mm of subgrade shall be compacted to acharacteristic value of not less than 100% standard in accordancewith AS1289.5.1.1-1993. Field density testing shall be performedby an independent NATA registered laboratory to AS1289.5.4.1 –1992 using AS1289.5.3.1-1993 (sand replacement). Nucleardensometer shall not be used on subgrades.

The characteristic value shall be based on a minimum testfrequency of one test per 1000 m2 with a minimum of two tests inaccordance with AS1289.5.1.1-1993. Testing frequencies otherthan general earthworks shall be determined in accordance withtable 8.1 Frequency of Field Density Tests AS 3798 – 1996 or asdirected by the Manager of Planning and Development.

Reference maximum dry density (MDD) shall be determined forany material judged to be dissimilar but not less than one (1) MDDin three (3) compaction tests.

All blocks within a subdivision are to be shaped to freely drain tothe stormwater system. Council’s requirements with regards tolandscape and environmental protection (See Section - General)shall be adhered to in all earthworks operations.

Cohesionless sand subgrades shall require compaction testing inaccordance with AS 1289.E.6.1, with a minimum density ratio of65 % or as directed by Manager Planning and Development.

Roll testing in accordance with AS3798 – 1996 section 5.4 TestRolling, may be carried out in materials determined as unsuitablefor field density testing in accordance with AS1289.3.1 – 1993.The definition of ‘excessive deflection’ shall be determined by theManager Planning and Development.


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4.2.2 Filling

All filling shall comply with Council’s policy on filling of land.All fill placed on blocks is to be compacted to a characteristicvalue of 95% standard in accordance with AS1289.5.1.1-1993.Testing frequency shall be as determined by table 8.1 Frequencyof Field Density Tests AS 3798 – 1996 or as directed by theManager of Planning and Development.

4.2.3 Preparation of Subgrade.

No rocks above 75mm shall be allowed within 300 mm of thesubgrade level.

4.3 Pavements - Materials

Unbound Pavement Materials to be in accordance with MRS11.05.12/93, except that in Table 7 Basic Igneous sourcematerials, Wet/dry Strength Variation Maximum is 40 and 10 %Fines Value is reduced by 10 units. Insitu Stabilised material tobe in accordance with MRS 11.07. 8/88. Plant mixed stabilisedmaterial to be in accordance with MRS 11.08. 2/90.

Pavement Materials used on the project shall be tested at a rate ofone (1) Grading/Plastic Properties per 2000 tons, plus one (1)soaked CBR per 10,000 tons, with a minimum of one (1) of eachtest.

California Bearing Ratio (CBR) is determined by AS1289 F1.1,four (4) day soaked, placed at 95 % Modified compaction.

An independent NATA registered laboratory shall conduct testing.

4.4 Pavements - Design Thickness, Specificationand Testing

4.4.1 Relevant Design Manuals

Pavement thicknesses are to be designed in accordance withAustralia Road Research Board Publication “A Guide to theDesign of New Pavements for Light Traffic” on roads up to 5 x 105

ESA’s for flexible pavements and up to 5 x 106 CommercialVehicle axial groups for rigid pavements. On roads other than theaforementioned the Department of Transport, Queenslandpublication. “Pavement Design Manual” - 1988 shall be used.


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4.4.2 Establishment of Subgrade CBR

4.4.2.1 ARRB

Subgrade CBR shall be established by either:

1. CBR test AS1289 F.1.1 - 1977 at 100% standard compactionusing four day soaked test (control sample) on materialsrepresentative of each soil type at subgrade level with aminimum frequency of one (1) test per 200m of roadway, or

2. Dynamic Cone Penetrometer (DCP) per AS1289.F5.1 - 1977at subgrade to one (1) metre below pavement level and atequilibrium moisture content. A minimum of 4 DCPs shall berequired per 200 metres accompanied by a single control CBRper material type.

For the purpose of this section Equilibrium Moisture Content shallbe as defined in AS2870 - 1996 section C2.4.6 or 85 % ofstandard optimum moisture content, whichever is greater.

If equilibrium moisture content (in the ground) cannot beestablished a minimum of 2 soaked CBRs shall be taken or asdefined in Table 7.1 ARRB Sealed Local Roads Manual (1995, p7-1).

The Dynamic Cone Penetrometer derived CBR’s shall be calculated in accordance with Department of Main Roads CBRpredictions, refer Q114B Figures 3 and 4 or by using the followingformula.

CBR = Blows per 100mm*2.325 - 1.165 …. Eqn (1)

Design CBR for each soil type shall then be calculated as follows:

1. Design CBR = minimum of CBR’s (soaked only), or similar

2. Design CBR = 10th percentile of all sample where equilibriummoisture has been established for Dynamic ConePenetrometer.

LCL10 = X - 1.3Sx. …. Eqn (2)

Note that if the control CBR is considerably less than the CBRsindicated by the DCP the soaked CBR value shall be used.


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4.4.2.2 Using Department of Transport Pavement Design Manual

Subgrade evaluation for designs using Department of Transportpavement design manual shall be carried out in accordance withSection 5.0 of the Pavement Manual.

4.5 Traffic - Design Equivalent Standard Axial

4.5.1 General

Pavement design life shall be considered for a 20 year design lifeand shall be calculated in accordance with one of the ensuingmethods.

4.5.2 ARRB A Guide to the Design of New Pavements forLight Traffic

Traffic volumes for residential subdivisions used to determineESAs should include construction traffic, service vehicles(garbage trucks etc), buses (where likely to a bus route) as well asin service traffic.

For further information refer to section 13 of the ARRB manual(1997).

4.5.3 Department of Transport Pavement Design Manual

Refer Section 7 of this manual where ARRB methods are notapplicable (refer Information Retrieval of ARRB Manual). Inaddition, predicted traffic volumes may be obtained from:Department of Transport Methods, Guide to Traffic GeneratingDevelopments (RTA, 1995), Austroads Publications.

4.5.4 Timing and Approval of Pavement Designs

All pavement designs are to be approved by Council’sEngineering Department and shall include Design CBRs andDesign ESAs are to be shown in the pavement design.

Pavement designs shall be submitted to Council for approval atleast 14 days prior to trimming of subgrade.


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4.6 Pavement Thickness

4.6.1 Using ARRB

Pavement thickness shall be determined in accordance with theCBR’s from Section 4.4.2.1.

Pavement thickness shall be adjusted to reflect the upper limit ofvertical tolerance limits, ie., subgrade + 30mm, pavement + 15mmadd 45mm to the depth established in the abovementionedfigures.

The 25mm Asphalt wearing course shall, for design purposes, beignored when considering pavement thickness requirements.

4.6.2 Using Department of Transport

Pavement thickness evaluation shall be carried out in accordancewith Section 8 of the Pavement Design Manual.

4.7 Minimum Junction Spacing

Minimum Junction Spacing (m)

Access Street &Collector Street

Trunk CollectorStreet

On same side ofthrough street

60 100

On opposite sides ofthrough street

40 60

Table 5. 2 Intersection Spacing Requirements


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4.8 Street Length/Design Speed

The following table gives Design Speeds for streets of variouslengths.

Street leg length Design Speed (metres) (km/h)

40 40 (25)75 40 (30)100 40 (35)120 40140 45155 50180 & greater 60

The value in parenthesis shall be allowed on access roads onlyand as approved by Manager Planning and DevelopmentServices.

4.9 Road Geometry

4.9.1 Road Widths

See Planning Scheme Requirements.

4.9.2 Culs-de-Sacs

The minimum turning circle diameter to accommodate Council’sgarbage trucks shall be 20 metres between nominal kerb faces.

4.10 Design of Road Network

4.10.1 General

Road geometry shall be designed in accordance with Departmentof Transport - Urban Design Manual Volume 1 or QueenslandStreets.

4.10.2 Queensland Street Design of Road Networks

4.10.2.1 General

The ensuing general additional requirements, exemptions etc.,shall apply to the residential design using Queensland Streets.


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4.10.2.2 Speed Control Devices Clause 2.13

Limiting speed (effective street length) with speed control devicesshall be considered to be a last resort due to both capital andmaintenance costs.

4.10.2.3 Street Design Criteria Clause 2.14

Reserve widths and carriageway widths shall be specified inCouncil’s subdivision approvals and generally in accordance withTable 5-1.

4.10.2.4 Geometric Design Clause 2.10

(a) Design Speed

The minimum design speed shall be 40 km/h for all streets up toand including a collector street.

(b) Horizontal Alignment

The minimum curve radius shall be 40m up to and including acollector street, refer table 2.3(c) unless otherwise approved byManager Planning and Development Services.

4.10.2.5 Traffic Speeds Clause 2.3

(a) Bends or Curves

Minimum design/desired/negotiation speed shall be 40 km/h.

(b) Driver Convenience

Maximum low speed condition time shall be 60-90 secondsmaximum.

4.11 Asphalt Pavements

4.11.1 Specifications

Asphalt Concrete shall be supplied and placed in accordance withMRS 11.09 - Hot Mix Asphalt Pavements.

4.11.2 Mix Design

However the mix design shall be as follows:-

The MRD (Qld) standard Marshall method of design shall beemployed for the mix.


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The mix design shall satisfy the following requirements:

* Number of Compaction blows on each face of the specimen 50* Stability of the mix 6 kN (min)* Flow of the mix 2mm (min)

(Stability)

* Stiffness of the mix Flow 2 kN/mm (min)

* Voids in Mineral Aggregate (VMA)Nom. Mix Size VMA (min)

10mm 16%

Air Voids in the compacted mix 3% - 6%

* Grading Limits for Combined Aggregate/Filler(Percentage Passing by Mass)

AS Sieve Size Hot Mix Nominal Size 10mm37.5mm26.5mm19.0mm13.2mm 1009.5mm 95 – 100

4.75mm 60 – 802.36mm 38 – 52600um 23 – 29300um 16 – 22150um 7 – 1375um 3 – 7

Table 5. 3 Asphalt Mix Requirements

4.11.3 Surface Preparation

For new construction, ie. previously unsealed surfaces, thesurface shall be primed with a mixture of 100 parts class 170Bitumen to 100 parts Kerosene sprayed at a rate of 0.82 l/m2. Thisshall be allowed to cure for a minimum period of 48 hours prior tothe place of asphalt.

Loose material shall be removed from the surface before priming.


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4.11.4 AC Tolerance Against Kerb and Channel

In addition to tolerances specified in MRS 11.09, the leveladjacent to the kerb shall be +15-0mm relative to the lip of thekerb.

4.11.5 Layer Depth Limits

Further, the specification shall be read in conjunction with thealterations as detailed below. The original clause number or tablenumber as stated shall be deleted and be replaced by the clausesor tables as follows:-____________________________________________________

Asphalt Mix Specified CompactedNominal Size Layer Thickness (mm)

____________________________________________________

Min. Max.

10mm 25 50____________________________________________________

Table 5. 4 Asphalt Layer Thickness Limits

4.11.6 Asphalt Lot Acceptance (Reduced Level of Service)

The Assessment of a rejected production asphalt lot for utilisationfor a reduced level of service will be based on a number of defectsassociated with non-compliance with requirements for grading andbitumen content only as determined from Sub-Clause 10.1.2calculation of defects for a production lot. (MRS11.09) 12/93.

A production asphalt lot which has a number of defects greaterthan two will not be utilised for a reduced level of service.

A lot which has a number of defects up to a total of two may beutilised for a reduced level of service provided that the Contractortakes the necessary action to prevent re-occurrence to the non-compliance.

4.11.7 Calculation of Defects for the Production Asphalt Lot

Calculations of defects shall be based on variations from thenominated grading and nominated bitumen content as shown inTable 7 MRS11.09 and Clause 4.11.2 of this Manual.


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The number of defects in a lot shall be calculated as the totalnumber of defects in the two samples representing the lot. In thecase of a terminated lot, where only one sample has beenobtained, the number of defects in the lot will be calculated bydoubling the number of defects in the sample.

4.11.8 Testing.

Testing shall be carried out by a QA approved supplier or byindependent NATA registered Laboratory.

4.12 Bitumen Surfacing

4.12.1 Supply of Bitumen

Bitumen materials shall be supplied in accordance with MRS11.17 12/93; MRS 11.19 12/93 and MRS 11.20 12/93.

4.12.2 Cover Aggregate

Supply of precoated aggregate shall be in accordance with MRS11.22 12/93.

4.12.3 Surfacing

Bitumen surfacing shall be in accordance with MRS 11.11 12/93.The seal shall consist of prime and two coat seal only.

4.12.4 Typical Application Rates For Prime Two Coat Seal

Prime - Class 170 Bitumen/Kerosene 100 Parts to 100 Parts Spray Rates 0.82 litres/m2

Allow 48 hours between priming and application for first seal coat.

First Seal - Class 170 Bitumen Spray Rate 1.35 1/m2

16mm Aggregate Application Rate 1m3 to 88m2

Second Seal - Class 170 Bitumen Spray Rate 0.72 1/m2

7mm Aggregate Application Rate 1m3 to175m2


CHAPTER 5

CH5 - 13

4.13 Concrete Interlocking Pavers

Pavements consisting of Concrete Interlocking Pavers shall bedesigned in accordance with The Cement and ConcreteAssociation Guidelines “Interlocking Concrete Road Pavements -A Guide to Design and Construction”.

4.14 Concrete Pavements

Concrete Pavements shall be designed in accordance with theCement and Concrete Association Guidelines “Concrete Streetand Parking Area Pavement Design”.

4.15 Kerb and Channel

Preferred type of kerb and channel shall be lay back kerb forresidential streets. Prior approval of Manager Planning andDevelopment Services shall be required for upright kerb andchannel.

Concrete to be 25 MPa strength at 28 days. Contraction joints areto be provided every 3.0m. The minimum longitudinal grade forkerb and channel shall be 0.25%.Concrete kerb and channel shall be placed in accordance withAS2876 – 1987 Concrete kerbs and channels (gutters) manuallyor machine placed and AS A175-1970 Concrete Kerbs andChannels (gutters).

The horizontal and vertical alignments of kerb and channel shallnot vary from that specified by more than + 5mm over a 3mstraight edge.

For kerb types for use within Bundaberg City Council referDrawing R0080A as follows:

(1) Upright type B1(2) Layback type M1(3) Semi mounted type SM3(4) Concrete invert type INVERT(5) Concrete edge restraint type ER4


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CH5 - 14

4.16 Footpaths

Footpaths are to be designed in conjunction with road crosssections to provide adequate freeboard using the 100 year ARIstorm event. To this extent footpaths should generally rise at 3%from the kerb to the property line. Where this occurs on the lowside of the road and a mound results, consideration should begiven to the construction of a concrete footpath and driveways toensure that the footpath profile is retained as the subdivision isdeveloped.

Footpaths shall be graded to a neat appearance and topsoiled toa minimum depth of 25mm. Topsoil shall be free from all materialnot passing a 13.2mm sieve.

Concrete footpaths shall be constructed where determined byCouncil prior to construction. Concrete footpaths shall beconstructed in accordance with Standards Drawing No. 13977.

4.17 Subsoil Drainage

Where required, or as determined by the Council EngineeringDepartment, subsoil drainage to the underside of the pavementshall be constructed. Construction shall be in accordance withMRS 11.03 and details as per Standard Drawings R0140A orMRS 11.03 Figure 2.

4.18 Crossfalls

Generally 3% two way crossfall. This may be reduced to 2% twoway crossfall if required for roadway drainage reasons.

4.19 Intersection Design

Intersection design shall be in accordance with Austroads part 5“Intersections at Grade”.


5.1 Road Closures - Works Within Road Reserve

Prior to commencing works within a road reserve, a road openingpermit shall be obtained from Council.

If works involve partial or total road closures, Council will requireinformation regarding proposed roadworks signage. Council mayat its discretion, direct when the roadworks may take place.


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CH5 - 15

Upon notification, the Contractor will be advised as to whichCouncil representative will be inspecting the works.

To obtain a road opening permit (refer permit at Chapter 7), theinformation required by Council shall be as follows.

1. Details of works proposed;2. Timing and duration of road closure;3. Signage in accordance with Manual of Uniform Traffic Control

Devices.

In addition to the abovementioned information the contractor shallbe required to provide payment to Council for advertising a “Noticeof Road Closure” where total road closures apply or as deemednecessary by Council.

A request for a road opening permit, supported by the aboveinformation and payment of advertising charge shall be made toCouncil, a minimum of 7 days before the date of the desired roadclosure.

5.2 Pavements - Tolerances Testing and Inspections

5.2.1 Compaction

Pavement compaction shall be based on a test frequency of one(1) test per 1000 m2 with a minimum of two tests and compactionshall not be less than 95% modified per AS1289.5.2.1 – 1993 –none to fail.

Field density testing shall be carried out by an independent NATAregistered laboratory in accordance with AS1289.5.4.1 - 1993using AS1289.5.3.1 – 1993 (sand replacement). Nucleardensometer tests shall be in accordance with Queensland MainRoads Deparment test number Q112.

Maximum dry density shall be determined with AS 3798paragraph 7.4 with a minimum rate of one (1) compaction test perthree (3) field density tests.

5.2.2 Tolerances

The pavements shall be constructed so as not to depart from thewidths, lengths, heights and shapes specified in the approveddocuments by more than the tolerances stated below.


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CH5 - 16

5.2.2.1 Horizontal Tolerance

The horizontal location of any point on a layer should not differfrom the corresponding points shown in the documents or ascalculated by more than + 50mm except where alignment of thepavement with an existing road structure is necessary, then thenew work shall be joined to the existing work in a smooth manner.

5.2.2.2 Vertical Tolerance

Primary Tolerance

A primary tolerance of + 15mm shall apply to the height of anypoint on the surface of any layer.

Additional Tolerance

The final layer in a base course shall comply with the following.

1. The deviation from a 3 metre long straight edge placedanywhere on the surface of a layer shall not exceed 5mmdue allowance being made for the design shape whererelevant.

2. The crossfall of the line between any two points more than 2metres apart, transverse to the centre line and within asection of constant crossfall as shown in the documents shallnot depart from the corresponding crossfall shown in thedocuments by more than 0.5 per cent absolute.

5.3 Compliance Testing

Testing shall be in accordance with MRS 11.05 for unboundPavements.

All testing is to be performed at the Contractors cost includingretesting where required. A copy of all test results should beforwarded to Council’s Engineering Department.

5.4 Inspections

5.4.1 General

The ensuing procedures are to be adopted during construction ofany works involving road opening within Bundaberg City.


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CH5 - 17

5.4.2 Prior to Commencement of the Works

The Contractor shall notify the Bundaberg City Council’s Planningand Development Services Department (Development Engineer)of the intention to commence works. Such notice should be givenat least:-

(a) 24 hours prior to commencement of minor works(b) 7 days prior to commencement of major works involving

partial or complete road closures.

5.4.3 During Construction

The Contractor shall confer with the nominated Councilrepresentative concerning inspection and testing at the followingstages.

1. At completion of subgrade preparation prior to placing of anypavement material.

2. At completion of each pavement layer.

3. Prior to commencement of priming.

4. Prior to commencement of sealing or placing of asphalt.

5.4.4 Prior to Handover

The Contractor shall notify the Bundaberg City Council’s Planningand Development Services Department that the works arecomplete and arrange for a final joint inspection (if required).


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CH5 - 18

BIBLIOGRAPHY AND REFERENCES

1. “Private Subdivisions and Sewerage Design Requirements” -Bundaberg City Council.

2. “Australian Model Code for Residential Development” - June1989 - Department of Industry, Technology and Commerce.

3. “Australian Rainfall and Runoff” Volume 1 Revised Edition1987 - The Institution of Engineers Australia.

4. “Into a New Age of Pavement Design” - A Structural DesignGuide Flexible Residential Street Pavements” - 1989 -Australian Road Research Board.

5. “Urban Road Design Manual” - Volume 1 - Department ofTransport - Queensland.

6. “Pavement Design Manual” - Department of Transport -Queensland.

7. “Manual of Standard Specifications and Contract Provisions”- Department of Transport - Queensland.

8. “Guidelines on Engineering and Environmental Practices” -National Capital Development Commission - 1985.

9. “Queensland Streets, 1993” - Design Guidelines forSubdivisional Works prepared by Weathered Have Pty Ltd.

10. “Australian Model Code For Residential Developments”.

11. ARRB 1995, Sealed Local Roads Manual - Guidelines toGood Practice for the Construction, Maintenance andRehabilitation of Pavements.

12. ARRB 1997 A Guide to the Design of New Pavements forLight Traffic.



CHAPTER 6 – DRAWING REQUIREMENTS

TABLE OF CONTENTS

1. GENERAL ......................................................................................................... 12. OBJECTIVES .................................................................................................... 13. STANDARDS .................................................................................................... 1 3.1 Australian Standards ................................................................................ 1

3.2 Standard Drawings .................................................................................... 1 3.2.1 IMEQA ............................................................................................... 1 3.2.2 Bundaberg City Council .................................................................. 14. DRAWINGS ....................................................................................................... 1 4.1 Sheet Size .................................................................................................. 1 4.2 Scales ........................................................................................................ 25. TITLE BLOCK ................................................................................................... 26. LEVELS ............................................................................................................. 27. CHAINAGES ..................................................................................................... 28. CONTOURS ...................................................................................................... 29. DRAWINGS REQUIRED ................................................................................... 3 9.1 General ....................................................................................................... 3 9.2 Specific Requirements ............................................................................. 3 9.2.1 Locality Plan .................................................................................... 3 9.2.2 Layout/Staging Plan ........................................................................ 3 9.2.3 Earthworks Plan .............................................................................. 4 9.2.4 Roadworks and Drainage Plan ...................................................... 4 9.2.5 Longitudinal Sections of Roads .................................................... 5 9.2.6 Standard Cross-Section ................................................................. 5 9.2.7 Cross-Section of Roads ................................................................. 5 9.2.8 Detail Plans of Intersections .......................................................... 6 9.2.9 Longitudinal Sections of Drainlines .............................................. 6 9.2.10 Sewerage Reticulation Plan ......................................................... 6 9.2.11 Sewerage Longitudinal Sections ................................................. 7 9.2.12 Water Reticulation Plan ................................................................ 7 9.2.13 Inter-allotment Drainage Plan ...................................................... 7 9.2.14 Drainage Calculations and Catchment Plan ............................... 8 9.2.15 Ergon Energy Conduit Plan/Gas Reticulation Plan .................... 8 9.2.16 Miscellaneous Details ................................................................... 8 9.2.17 Details of Stormwater Quality ...................................................... 910. AS CONSTRUCTED ....................................................................................... 9

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CHAPTER 6

CH6 - 1

1. GENERAL

This chapter documents the preferred options for drawingsubmitted to Council for the approval of civil works withinBundaberg City Council.

2. OBJECTIVES

The objectives of the design drawings are as follows:-

1. To provide a framework to describe the documentationrequired to adequately communicate the extent of works toCouncil to facilitate approval of works; and

2. To document the minimum standard of drawings required toconvey the extent of works to Council.

3. STANDARDS

3.1 Australian Standards


3.2.1 IMEQA

Drawing No. DescriptionW002B Water Reticulation

Samples as constructed


Drawing No. Description15106 As constructed Sewer

4. DRAWINGS

4.1 SHEET SIZE

A0 - Not to be used unless absolutely necessary;A1 - Preferred size;A2 – Preferred size;A3 - Preferred size.


CHAPTER 6

CH6 - 2

4.2 SCALES

Scales used for all plans should preferably be thoserecommended by the Standards Association, namely:-

1:1; 1:2; 1:5 and multiples of 10 of the scale.

Although not preferred, the scales 1:25 and 1:125 and multiples of10 of these scales are acceptable.

No other scales are acceptable.

5. TITLE BLOCK

Each sheet of Engineering Drawings shall have a title blockcontaining the following:-

(1) Name of Engineering Firm responsible for design;(2) Estate Name;(3) Real Property Description;(4) Locality (eg. off Gahans Road);(5) Developers Name;(6) Scales;(7) Plan Number, Amendment Number and Schedule and Date

of Amendments;(8) Sign Design Certification by an Experienced Designer;(9) Signed checking Certification by a Qualified Civil Engineer.

6. LEVELS

(a) All levels shall be reduced to Australian Height Datum;

(b) Reduced levels of roadworks, stormwater drainage andsewerage shall be expressed to three (3) decimal places, ie.0.001 metres.

(c) On minor/preliminary design work (eg., road widths)assumed level datums may be used.

7. CHAINAGES

Chainages on plans shall be expressed to 0.001 metres.

8. CONTOURS

Contour interval shown is to be 0.25 metres or less.


CHAPTER 6

CH6 - 3

9. DRAWINGS REQUIRED

9.1 General

Engineering drawing will generally consist of the following:-

(i) Locality Plan;(ii) Subdivision Layout/Staging Plan;(iii) Earthworks Plan;(iv) Roadworks and Drainage Plan;(v) Longitudinal Section of Each Road;(vi) Standard Cross-Sections;(vii) Cross Sections of Each Road;(viii) Detail Plan of Each Intersection;(ix) Longitudinal Section of Each Drainline;(x) Sewerage Reticulation Plan;(xi) Longitudinal Section of Each Sewer Line;(xii) Water Reticulation Plan;(xiii) Inter-Allotment Drainage Plan;(xiv) Drainage Calculations and Catchment Plan; (xv) Wide Bay Burnett Electricity Board Conduit Plan/Gas

Reticulation Plan;(xvi) Other Minor Detail Drawings as necessary;(xvii) Stormwater Quality Management Plan.

9.2 Specific Requirements

9.2.1 Locality Plan

* Locate the subdivision in relation to adjacent streets;* North Point;* May be included on Layout/Staging Plan for large jobs or

Roadworks and Drainage Plan for smaller jobs.

9.2.2 Layout/Staging Plan

* For large subdivisions, the layout plan should show all newroads, and existing roads adjoining the subdivision;

* Where development is to be carried out by Stages, theboundaries of proposed Stages should be shown on thisplan, and the stages identified by numbering;

* For small subdivisions, where all new roads can be shownon one detail plan, the layout plan may be omitted.


CHAPTER 6

CH6 - 4

9.2.3 Earthworks Plan

* Legend;* Existing site contours and finished surface contours;* Limits and levels of major allotment cut and fill -

distinguished by hatching;* Location and levels of retaining walls (if required);* Batter slopes;* Adopted Flood Level (if applicable);* North Point;* For smaller subdivisions, the earthwork details may be

included on the Roadworks and Drainage Plan;* Location(s) and level(s) of permanent survey mark(s),

reference stations etc, used as datum for the works.

9.2.4 Roadworks and Drainage Plan

* The Plan of each road shall include:-

* Legend;* Road Reserve boundaries;* Allotment numbers and boundaries, both existing and

proposed;* Centreline, or other construction line;* Chainage, on centreline or construction line;* Bearings of the centreline or construction line;* Tangent point chainages of each curve;* Radius, arc length, tangent length and secant distance of

each curve;* Chainage and the Intersection Point of road centrelines or

construction lines;* Kerb lines, kerb radii, and chainage of all tangent points of

the kerb line;* Edge of pavement, where no kerb is to be constructed;* Dimensioned road reserve, footpath and pavement widths;* Existing and finished surface contours;* Drainage locations, diameters;* Manhole locations, and inlet and outlet invert levels;* Gully locations;* Locations of existing utilities or other

existing works within the site;* Location of existing utilities or other existing works within the

site;* Location and levels of Bench Marks and reference pegs;* Pavement Design Table giving assumed CBR’s, Design

ESA’s and Design Pavement Depth;* North Point;* Line-marking and signing.


CHAPTER 6

CH6 - 5

9.2.5 Longitudinal Sections of Roads

The longitudinal section of each road shall include:-

* Chainages;* Existing surface or peg levels;* Design road centreline and kerb lip levels;* Cut or fill depths;* Design grades;* Chainages and levels of grade intersection points;* Chainages and levels of tangent points of vertical curves;* Chainages and levels of crest and sag locations;* Lengths and radii of vertical curves;* Sight distance diagram, for each direction of travel, where

warranted;* Minimum AC surfacing and pavement thickness.

9.2.6 Standard Cross-Section

A standard cross-section shall be shown for each road, including:-

* Road Reserve width;* Pavement widths;* Footpath widths;* Crossfalls of pavement and footpaths;* Pavement depth nominal;* Type of kerb and channel;* Type of pavement surfacing;* Sub-soil drainage.

The standard cross-section may be included in the detailed cross-sections provided for each road.

9.2.7 Cross-Sections of Roads

A cross-section shall be shown for each pegged chainage on eachroad. Cross-sections shall show:-

* Road Reserve boundaries;* Pavement centreline and/or other construction line;* Natural surface;* Design cross-section;* Cross of pavement and footpath, pavement and footpaths

widths and pavement depths wherever these differ from thestandard cross-section.


CHAPTER 6

CH6 - 6

9.2.8 Detail Plans of Intersections

Intersection detail plans shall include all the relevant informationrequired for Roadworks and Drainage Plans, together withadditional details such as kerb levels on all kerb returns,pavement contours (where necessary to obtain profile),channelisation works, line-marking and signing.

9.2.9 Longitudinal Sections of Drainlines

A longitudinal section of each drainline shall be shown, including:-

* Chainages;* Existing surface levels;* Design finished surface and invert levels;* Manhole chainages and offsets and inlet and outlet invert

levels;* Distance between manholes;* Grade of each pipe;* Diameter of each pipe length;* Class of each pipe length;* Hydraulic grade line, design storm frequency;* Manhole diameters and/or reference to separate detail

drawing.

9.2.10 Sewerage Reticulation Plan

The sewerage reticulation plan shall include:-

* Legend;* All allotments and allotment numbers;* Boundary of the subdivision;* North point;* Location and size of existing sewers;* Location and size of new sewers including line number and

length of line;* Location of other services which cross sewer lines;* Location of manholes with manhole numbers;

* Identification of allotments which are currently sewered;* Finished surface contours sufficient to enable verification of

house connection design;* Details of permanent survey marks including AHD from

which levels are to be transferred;* Clear identification of any alterations/connection to existing

sewers to be completed by Council at the Developer’s cost;* Locations of sewer house connections located by

progressive distance from downstream manhole.


CHAPTER 6

CH6 - 7

9.2.11 Sewerage Longitudinal Sections

The longitudinal section of each sewer line shall include:-

* Upstream and downstream invert levels;* Existing and finished surface levels;* Depths to invert;* Grade (1:x);* Diameter, type and class of pipe;* Chainages;* Distance between manholes;* Manhole type, cover type and drop type;* Location, diameter and invert level of all underground

services at points of intersection with sewers;* The design location of each house connection branch

indicated with a X and the type of invert level of the branch.

9.2.12 Water Reticulation Plan

The water reticulation plan shall include:-

* Legend;* All allotments and allotment numbers;* Boundary of subdivision;* North Point;* Location and size of existing mains;* Location, size and class of new mains;* Location of other services which cross the mains;* The location and angle of each bend;* The location of valves, hydrants, scours and caps, T’s,

reducers, etc.;* Road crossing conduit locations, size and class.

9.2.13 Inter-allotment Drainage Plan

The inter-allotment drainage plan shall include:

* Legend;* All allotments and allotment numbers;* Boundary of subdivision;* North Point;* Location and size of inter-allotment drainage lines;* Invert and surface levels at pits;* Location and size of stormwater drainage to which system is

connected;* Location and size of pits;* Location and size of house connections;* Pipe material details;* Length and grade of all inter-allotment drainlines;


CHAPTER 6

CH6 - 8

* Label inter-allotment pits and receiving stormwaterstructures;

* Existing and finished surface contours.

9.2.14 Drainage Calculations and Catchment Plan

A catchment plan shall be submitted, including:-

* North Point;* A plan of the development showing the road and allotment

boundaries;* Existing and finished surface contours (in different line types)

at an interval close enough to define the terrain and allowdefinition of the sub-catchments;

* Contours shall extend beyond the limits of the developmentsite to fully define the limits of external catchments;

* Sub-catchment boundaries, labels and areas;* Line diagram of drainline, manhole, gully and outlet

locations;* Labelling of stormwater structures.

Stormwater calculations shall be submitted to the designstormwater in spreadsheet format.

9.2.15 Ergon Energy Conduit Plan/Gas Reticulation Plan

* Location of mains* Crossing points* Substation requirements* Lighting plan* Gas location and mains locations

9.2.16 Miscellaneous Details

Detail drawings are required for the following:-

* Stormwater outlet structures, other than standard headwalls;* Silt traps;* Surcharge structures;* Overland Drainage paths;* Sewer pump stations showing shall relevant levels for

pumps, etc.;* Rising mains;* Landscape plan;


CHAPTER 6

CH6 - 9

9.2.17 Details of Stormwater Quality

* Water Quality Control Plans* Structure Types* Clean out points* Energy dissipater

10. AS CONSTRUCTED

A full set of A1 as constructed drawings shall be submitted toCouncil. All drawings shall be signed by a Registered ProfessionalEngineer or equivalent.

Plans shall generally be as supplied for original approval exceptas indicated or W0020B and 15106.



BUNDABERG CITY ENGINEERING DESIGNPLANNING SCHEME POLICY MANUAL

CHAPTER 7 – MISCELLANEOUS

TABLE OF CONTENTS

1. INTRODUCTION ................................................................................................ 12. OBJECTIVES ..................................................................................................... 13. CONSTRUCTION REQUIREMENTS ................................................................. 1 3.1 Meetings ..................................................................................................... 1

3.2 Dust Control ............................................................................................... 1 3.3 Vibratory Equipment ................................................................................. 24. MINOR WORKS ................................................................................................. 2 4.1 Approvals ................................................................................................... 2 4.2 Works Within CBD Frame Within the Road Reserve .............................. 25. ROAD OPENING PERMIT ................................................................................. 3


CHAPTER 7

CH7 - 1

1. INTRODUCTION

Provision of dust control and vibration limits are becomingincreasingly important when considering developments adjacent todeveloped and sensitive areas.

The standard forms for minor civil works within Council’s roadreserve have been presented in Appendix 7.1 and 7.2.

2. OBJECTIVES

The objectives of this Section are as follows:-

1. Highlight meetings required during the construction process;

2. Document dust control measures;

3. Indicate vibratory limits and testing requirements;

4. Indicate ground cover requirements; and

5. Document the permits required for minor works within roadreserves under the control of Bundaberg City Council.

3. CONSTRUCTION REQUIREMENTS

3.1 Meetings

The following Meetings shall be required during the constructionprocess:

1. Prestart meeting2. Determination of outstanding works for bonding requirements3. On maintenance4. Off maintenance

Note: That the meetings are in addition to inspections during theconstruction process.

3.2 Dust Control

The Contractor shall take adequate precautions to ensure thatdust does not cause annoyance to adjacent and nearby dwellingsduring construction work on the site. Dust control shall be to thesatisfaction of the Manager Planning and Development Services.


CHAPTER 7

CH7 - 2

The frequency of control of dust at the site shall be coincident withthe proximity to developed areas, wind direction and speed.

Provision for dust control shall be at the contractor’s expense andbe considered to be included in the price of construction of thesubdivision.

3.3 Vibratory Equipment

The Contractor shall refer to Queensland Department of TransportTechnical Note 3, regarding the control of ground vibrations andairblast resulting from construction. Either static rollers shall beused or the Contractor shall take all necessary precautionssuggested within the technical note to restrict the amplitude ofvibration to satisfactory levels.

Should a contractor wish to use vibratory equipment themeasurement of vibrations shall be carried out in accordance withthe technical note. Tests shall be ordered by the Manager ofPlanning and Development Services and shall be carried out atthe contractors expense. Refer Appendix 7.3.

4. MINOR WORKS

4.1 Approvals

Appendix 8.1 and 8.2 present the application forms for workswithin Council’s road reserves. The forms are intended to be usedin conjunction with conditions arising from consents, minorsubdivisions, rezoning and building applications where detailedcivil engineering drawings are not required.

Note that all works are covered by the Workplace Health andSafety Act – 1997. The obligations and control measures shall beaccepted by the Workplace Health and Safety Inspector.

4.2 Works Within CBD Frame Within the RoadReserve

All works within the road reserve encompassed by the CBD frameshall be approved by Council or duly approved officer of Council.


CHAPTER 7

CH7 - 3

5. ROAD OPENING PERMIT

A road opening permit shall be obtained from Council prior tocarrying out any works traversing to road reserve.

Where work is to be carried out which will disrupt pedestrian orvehicular traffic, the following requirements will be complied with:

(a) The contractor proposing to undertake the works shallmake an application to obtain approval from theBundaberg City Council or Department of Main Roads;

(b) Construction of works on State-Controlled Roads shall bein accordance with conditions set by the Department ofMain Roads;

(c) Submission to the Bundaberg City Council of the followinginformation:-

• Owner and Contractor details;• Site address, extent of work (including road and

footpath closures), duration of work;• Plans indicating the scope of works. Submission not

required if works are part of a current application;

(d) Adequate provision is to be made for the direction andsafety of the general public at all times;

(e) Erecting and maintaining effective barricades of highvisibility meshing or like material to exclude the generalpublic from work activities;

(f) The contractor is required to identify any service locations(including water services) prior to the commencement ofany excavation. The contractor will be held responsible forany damage sustained to any service or Council propertydue to the works;

(g) Erection of signs on the roadway to advise and controltraffic to be carried out in accordance with the Manual forUniform Traffic Control Devices;

(h) Any road closures associated with the works are to bearranged with the Bundaberg City Council;


CHAPTER 7

CH7 - 4

(i) Access to driveways shall be maintained as near aspractical at all times;

(j) When members of the public are diverted onto the road,all of the above requirements will need to be considered.Also in most situations, two sets of barricades will beneeded to separate the public from both the traffic and theworks activity;

(k) Where traffic controllers are used to control and directtraffic, they are required to be suitably trained and certifiedin accordance with the Traffic Act. Such details are to besupplied to Council for its information;

(l) All work, including reinstatement of services, roadwaysand footpaths, shall be constructed to the satisfaction ofthe Manager, Engineering Services or such appointee.

(m) Public Liability Insurance for $10,000,000.00 is to be keptin force by the contractor at all times to indemnify Councilagainst any claims which may arise from damage topersons or property occasioned by the carrying out of thework prior to and during construction;

(n) All work within the road reserve is to comply with therequirements and provisions of the Workplace Health andSafety Act.

No work on the road reserve is to commence prior to the approvalof such works by the Bundaberg City Council. All details andsubmissions are to be made to the Bundaberg City CouncilDevelopment Engineer



CHAPTER 8 – LANDSCAPING ANDENVIRONMENTAL REQUIREMENTS

TABLE OF CONTENTS

1. OBJECTIVES .................................................................................................... 12. STANDARDS .................................................................................................... 1 2.1 Engineering Standards ............................................................................. 1

2.2 Standard Drawings .................................................................................... 1 2.2.1 IMEQ Standard Drawings ............................................................... 1

CHAPTER 8

April 2001 1999 – Rev 3CH8 - 1

1. OBJECTIVES

1. To document the minimum standard of environmentalprotection required during and after the construction phase.

2. To document landscape planning documentationconcordant with Town Planning requirements.

2. STANDARDS

2.1 Engineering Standards

Soil Erosion and Sediment Control – Engineering Guidelines forQueensland Construction Sites – June 1996.Institute of Engineers Australia – Queensland


2.2.1 Institute of Municipal Engineers Queensland StandardDrawings

D-0040A Sediment Control DevicesSediment Fence, Entry/ExitSediment trap

D-0041A Sediment Control DevicesKerb and Field InletsCheck dams and straw bale banks