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Flinders River Agricultural Project Richmond Shire Council Request for Tender 22 August 2019 – Rev 1 Page 1 of 80 Request for Tender Flinders River Agricultural Project Engineering Design of the Bulk Water System ENQUIRIES TENDER DOCUMENT ACCESS TECHNICAL QUERIES TENDER SUBMISSION TO: Stewart Peters 0403 154 080 [email protected] John Grabbe 0417 649 965 [email protected] Peter Bennett 07 4719 3377 [email protected] BRIEFING 4 September at 10:00 am at Richmond ISSUE DATE CLOSING DATE 24 August 2019 23 September 2019

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Page 1: Flinders River Agricultural Project · Flinders River Agricultural Project Richmond Shire Council Request for Tender 22 August 2019 – Rev 1 Page 7 of 80 response may be accepted

Flinders River Agricultural Project Richmond Shire Council

Request for Tender 22 August 2019 – Rev 1 Page 1 of 80

Request for Tender

Flinders River Agricultural Project Engineering Design of the Bulk Water System

ENQUIRIES

TENDER DOCUMENT ACCESS

TECHNICAL QUERIES

TENDER SUBMISSION TO:

Stewart Peters

0403 154 080

[email protected]

John Grabbe

0417 649 965

[email protected]

Peter Bennett

07 4719 3377

[email protected]

BRIEFING 4 September at 10:00 am at Richmond

ISSUE DATE

CLOSING DATE

24 August 2019

23 September 2019

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Table of Contents 1 Information About the Expression of Interest ...................................................................................... 6

1.1 Purpose of Expression of Interest ................................................................................................. 6

1.2 Objectives of the Expression of Interest ....................................................................................... 6

1.3 Closing date ................................................................................................................................... 6

1.4 Requirements to be a Conforming Response ............................................................................... 6

1.5 Response clarifications ................................................................................................................. 7

1.6 Expression of Interest Conditions ................................................................................................. 7

1.7 Project Team Contact details for further information .................................................................. 7

1.8 Deliverables and Milestones ......................................................................................................... 7

2 Requirements ........................................................................................................................................ 8

2.1 Battery limits ................................................................................................................................. 8

2.2 Site inspection ............................................................................................................................... 8

3 Project Design Concept ......................................................................................................................... 9

3.1 Proposed design ............................................................................................................................ 9

3.2 Optimised Channel Width and Water Storage Facility Size ........................................................ 12

3.3 Channels ...................................................................................................................................... 12

3.3.1 Diversion Channel ............................................................................................................... 12

3.3.2 Control Bank ........................................................................................................................ 13

3.3.3 Transfer Channel ................................................................................................................. 16

3.4 Water Storage Facility ................................................................................................................. 16

3.5 Sardine Creek Realignment and Eastern Levee .......................................................................... 19

3.5.1 Sardine Creek Channel ........................................................................................................ 19

3.5.2 Eastern Levee ...................................................................................................................... 21

3.6 Water Transfer Systems .............................................................................................................. 22

3.7 Channel Crossings ....................................................................................................................... 27

4 Documentation ................................................................................................................................... 30

4.1 Information and reports: ............................................................................................................ 30

5 Evaluation of Submissions .................................................................................................................. 31

5.1 Initial evaluation ......................................................................................................................... 31

5.2 Evaluation Criteria ....................................................................................................................... 31

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5.2.1 Criterion 1 Skills, Knowledge and Experience ..................................................................... 31

5.2.2 Criterion 2. Technical solution ............................................................................................ 31

5.2.3 Criterion 3. Documentation quality .................................................................................... 31

5.2.4 Criterion 4 – Value for money ............................................................................................. 31

6 Response Schedule ............................................................................................................................. 32

6.1 Respondent details ..................................................................................................................... 32

6.2 Supplier capability ....................................................................................................................... 32

6.3 Project Solution ........................................................................................................................... 32

6.4 Indicative Task Structure ............................................................................................................. 32

6.5 Project planning and construction schedule .............................................................................. 34

6.6 Project Deliverable and Reporting .............................................................................................. 34

6.7 Pre-construction quote for services ............................................................................................ 35

6.8 Additional information provided by the Respondent ................................................................. 35

7 Respondent Execution of Response.................................................................................................... 36

8 Conditions of Quotation ..................................................................................................................... 37

9 Schedule A – Design Basis ................................................................................................................... 39

10 Schedule B – Construction Requirements Draft Scope ................................................................... 71

10.1 Excavations ................................................................................................................................. 71

10.1.1 Cell Excavations ................................................................................................................... 71

10.1.2 Foundation Sub-Excavations ............................................................................................... 71

10.2 Surface Preparations (for Fill Placement) ................................................................................... 72

10.3 Embankment Construction Works .............................................................................................. 72

10.3.1 Earthworks Materials – Definitions And Sources ................................................................ 72

10.3.2 Rock Fill Armouring ............................................................................................................. 72

10.4 Embankment Fill Placement, Conditioning and Compaction ..................................................... 73

10.4.1 General Requirements ........................................................................................................ 73

10.4.2 Placement ........................................................................................................................... 73

10.4.3 Fill Compaction Standards .................................................................................................. 73

10.5 Placement, Conditioning and Compaction Of Other Materials .................................................. 74

10.5.1 ROCK FILL ARMOURING ...................................................................................................... 74

10.5.2 Wearing course ................................................................................................................... 74

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10.6 Earthworks Tolerances ................................................................................................................ 75

10.7 Concrete Works .......................................................................................................................... 75

10.7.1 Concrete Materials .............................................................................................................. 75

10.7.2 Ready Mixed Concrete ........................................................................................................ 75

10.7.3 Concrete Strength ............................................................................................................... 76

10.7.4 Concrete Slump ................................................................................................................... 76

10.7.5 Concrete Sampling And Testing .......................................................................................... 76

10.7.6 Concrete Handling, Placement and Carrying ...................................................................... 76

10.7.7 Protection and Curing ......................................................................................................... 76

10.7.8 Tolerances ........................................................................................................................... 77

10.8 Concrete Finish ........................................................................................................................... 77

10.9 Formwork .................................................................................................................................... 77

10.9.1 General ................................................................................................................................ 77

10.9.2 Tolerances ........................................................................................................................... 77

10.9.3 Support of Formwork .......................................................................................................... 77

10.9.4 Finish ................................................................................................................................... 77

10.10 Reinforcement ........................................................................................................................ 77

10.10.1 Lapping of Fabric ............................................................................................................. 77

10.10.2 Cover ............................................................................................................................... 78

10.10.3 General Requirements .................................................................................................... 78

10.11 Ancillary Project Element and Facilities .................................................................................. 78

10.11.1 Access roads .................................................................................................................... 78

10.11.2 Construction Management and Progress ....................................................................... 78

10.11.3 Authorities ...................................................................................................................... 79

10.11.4 Standards Specification ................................................................................................... 79

10.11.5 Amenities ........................................................................................................................ 79

10.11.6 Setting Out and Survey ................................................................................................... 79

10.11.7 Existing Services .............................................................................................................. 79

10.11.8 Protection........................................................................................................................ 80

10.11.9 Construction Water ......................................................................................................... 80

10.11.10 Management of Site Waters ........................................................................................... 80

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10.11.11 Site Security..................................................................................................................... 80

10.11.12 Clean-Up .......................................................................................................................... 80

10.11.13 As-Constructed Drawings and Certificates ..................................................................... 80

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1 Information About the Expression of Interest

Richmond Shire Council is seeking expressions of interest for engineering services to provide

documentation to enable construction contractors to provide a shovel-ready quote for the Bulk Water

System. The Engineer will utilise contractor quotations to finalise a feasibility study report.

1.1 Purpose of Expression of Interest

The purpose of this Expression of Interest is to identify an appropriate engineering service provider to

complete the design of the Bulk Water System to a level suitable for firm contractor pricing and enable a

feasibility study report to be completed.

1.2 Objectives of the Expression of Interest

Specifically, this expression of interest seeks to:

• Provide information to potential service providers to assess the technical merits of the current

design

• Based on this design and likely modifications, produce a quote for services to provide sufficiently

detailed documentation for vendor and contractor quotations.

• Finalise a feasibility report

Based on the Expression of Interest responses, it is the intent of the Project Team to select an

appropriate engineering services provider.

1.3 Closing date

• Date of Issue: 24 August 2019

Closing Date: 23 September 2019

1.4 Requirements to be a Conforming Response

To be a Conforming Response:

a) The response is submitted by the closing date and time in accordance with Section 1.3. A late

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response may be accepted at the Project Team’s discretion, in accordance with the conditions of this

Expression of Interest.

b) The response meets the minimum format and content requirements as specified in this

Expression of Interest and includes all mandatory and required information, statements, and

declarations.

c) The Execution of Response in Section 7 – Response Schedule is signed and completed as outlined.

1.5 Response clarifications

All clarifications or questions related to the Expression of Interest must be communicated in writing

directly to the Project Team contact identified in Section 1.7 of this Expression of Interest.

1.6 Expression of Interest Conditions

The Expression of Interest conditions in Section 8 apply to this Expression of Interest.

1.7 Project Team Contact details for further information

Peter Bennett

07 4719 3377

[email protected]

1.8 Deliverables and Milestones

Milestone Indicative Date

Release of Expression of Interest 24 August 2019

Site Inspection 4 September 2019 from 09:30 am

Closing Date 23 September 2019

Finalisation of Assessment 27 September 2019

Notification of Preferred Participant 30 September 2019

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2 Requirements The respondent will assess the current design and recommend changes to the Project Manager.

The final design will be issued to pre-qualified contractors for final quotation.

The engineer will utilise the following information to carry out the tasks. Information includes:

• Various design reports including addendums to the original report

• Video flyover

• Digital elevation data (LIDAR)

• Preliminary geotechnical report

• Hydrological assessment based on a mean annual diversion of 100,000 megalitres per annum from

the Flinders River subject to diversion rules

• The preliminary design derived from project reports and addendums

• Connection from the Farm Engineer (eg pump station location, power supply, internal road locations,

external road connections, etc)

Other information deemed necessary by the Engineering Services Provider will be specified in the

respondents quote for services.

2.1 Battery limits

The battery limits are determined by:

1. Provision of under-embankment piping to supply water to farm supply channels and transfer of

water between cells.

2. Connection to public roads

2.2 Site inspection

The project is based on a greenfield site located between Maxwellton and Nelia. Maxwellton is located

50 kilometres west of Richmond on the Flinders Highway.

A site inspection is proposed for the 4 September departing Richmond by 09:30 am.

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3 Project Design Concept

Richmond Shire Council is proposing to construct a 21 kilometre controlled flow, gravity diversion

channel capable of supplying 30,000 megalitres per day to an off-river, multi-cell water storage facility

with a capacity of 250,000 megalitres.

The water storage facility will be used to hold and supply irrigation water to an adjacent 10,000 hectare

farm at a capacity of around 1,200 megalitres per day using gravity and pumping, when water levels

drop. Water will be transferred between cells to minimise evaporation.

3.1 Proposed design

The design concept has been established using LIDAR data and flood assessment following the February

2019 floods. Preliminary geotechnical review has been completed. A design basis is provided in

Schedule A.

The key elements of the Bulk Water System include:

Channels:

• Diversion Channel extends approximately 7 kilometres away from the river to allow flood plain flows

to overflow the channel and retain the natural flow regime

• Embankments using spoil are constructed perpendicular to the Diversion Channel to avoid disrupting

natural flow and to create safe-haven zones above flood levels

Figure 1 - Key Facilities – Bulk Water and Farm

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• A Control Structure to restrict flowrate into the Transfer Channel.

o The Control Structure underneath the Control Bank consists of approximately 30 x 2 metre

underbank pipes and gates designed to pass through 30,000 megalitres per day

o A Wing Bank extends to the South of the Control Bank to control flood flows from

overtopping the channel behind the Control Bank

• A Transfer Channel extends 14 kilometres to the southern wall of Cell 1.

• Private-use bridges to cross-over the channels at three locations.

Water Storage Facility

• The Water Storage Facility consists of 3 cells with a capacity of 250,000 megalitres

o Cell 1 - 157,000 megalitres

o Cell 2 - 43,000 megalitres

o Cell 3 - 50,000 megalitres

• A three metre high Levee extends from the north-east corner of Cell 1 to the Channel at 152 metres

elevation and Sardine Creek is diverted around the Levee.

Underbank Water Transfer Systems

• Water is transferred into the deepest available cells; initially by gravity and subsequently by

pumping:

o Gravity:

▪ Cell 1 to 2 - 8 x 2 metre underbank pipes and gates

▪ Cell 1 to 3 - 8 x 2 metre underbank pipes and gates

▪ Cell 2 to 3 - 2 x 2 metre underbank pipes and gates

o Pump station:

▪ Cell 1 to 2 (via Pump Station B)

▪ Cell 2 to 3 (via Pump Station A)

• Water is transferred to the Farm Main Supply Channel (MSC); initially by gravity and subsequently by

pumping:

o Gravity:

▪ Cell 1

• North MSC 2 x 2 metre underbank pipes and gate

• South MSC 2 x 2 metre underbank pipes and gate

▪ Cell 2

• North MSC 2 x 2 metre underbank pipes and gate

• South MSC 2 x 2 metre underbank pipes and gate

▪ Cell 3

• North MSC 2 x 2 metre underbank pipes and gate

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o Pump station:

▪ Cell 1 to Pump Station B at 400 megalitres per day

▪ Cell 2 to Pump Station B at 400 megalitres per day

▪ Cell 2 to Pump Station A at 800 megalitres per day

▪ Cell 3 to Pump Station A at 800 megalitres per day

3.2 Optimised Channel Width and Water Storage Facility Size

A non-linear optimisation algorithm was used to determine the optimum channel width to minimise

earthworks whilst maintaining a flow capacity of the 30,000 megalitres per day.

Multiple water storage facility designs and locations have been assessed leading to the current design.

3.3 Channels

The channels are designed to be substantially constructed in cut with the spoil used to create

embankments with typical batter of 3 to 1.

The Sections of the Channel and broad dimension are:

Key Parameters Channel Length metres

Bed starting elevation

metres

Bed ending elevation

metres

Bed Width metres

Flowrate ML/day

1. Diversion channel 6,838 152.5 151.20 66.0 30,013

2. Control Section 300 151.20 151.20 150

3. Transfer Channel

to Turning point 2 5,032 151.20 150.00 57.5 30,243

to Cell Entry 89,109 150.00 147.50 52.5 30,195

3.3.1 Diversion Channel

The Diversion Channel extends away from the River and is permitted to overtop as a flood mitigation

measure. Spoil from the cut is used to create a series of perpendicular embankments.

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Figure 2 - Embankments perpendicular to the channel

3.3.2 Control Bank

The Control Bank is located in a 300 metre section of the Diversion Channel after Turning Point 1. The

Control Bank has:

• Crest elevation - 161 metres which is at least 2.5 metres above the surrounding terrain.

• Crest width - 10 metres

• Batter - 3:1

• Length of control bank - 950 metres

The Control Bank extends to the South to create a levee to ensure that overland flows are directed back

to the Diversion Channel.

Natural overland flows

are not impacted during

floods

Overland flows are

directed back to the river

Turning Point 1

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Figure 3 - TP1 to Transfer Channel and Control Bank

Diversion Channel

Control Bank

10 m crest at 162 m elevation

151.2 m bed elevation

151.2 m bed

elevation

3:1 batter

Spoil Bank

Spoil Bank

Spoil Bank

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Figure 4 - Channel Profile for the Control Bank Section

Southern Embankment

Channel Spoil

Northern Embankment

Channel Spoil

Control bank

950 metres at 161 metres elevation

Channel

150 m wide

2 m dia pipes under

the channel 3:1 batter

10 m

crest

widt

h

Batter 3:1

Lifting gantry for

the control gates

Walkway

Natural Elevation

151.2

metres 150.2

metres

Direction of Flow 4.5 metre level

in channel

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3.3.3 Transfer Channel

The Transfer Channel consists of two sections. These are

1. From Control Structure to Turning Point 2 – 5 kilometres

2. From Turning Point 2 to Cell 1 – 9 kilometres

Figure 5 - Transfer Channel

3.4 Water Storage Facility

The Water Storage Facility consists of three cells to enable water to be conserved by maximising volume

in the deepest cells and depleting the shallowest cells to miminise surface and reduce evaporative loss.

Water is initially transferred using gravity through underbank pipes between the cells when filling.

Subsequently, water is pumped. Water supplied to the farm uses gravity until the final cell is depleted

and pumping is required. Initially, irrigation water is supplied from Cell 1.

Table 3-1 - Cell Earthworks quantities

Cell Surface Area Hectares

Volume Megalitres

Revised Earthworks*

m3

Average depth at FSL

metres

1 2,400 156,800 5,112,000 6.5

2 600 43,200 1,993,000 7.2

3 600 49,530 1,934,000 8.3

Total 3,600 249,530 9,039,000 6.93

Cell 1

Turning Point 2

Control Section

after Turning Point 1

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*Earthworks calculated in order of construction

Earthworks for each embankment is based on the following design parameters:

• Full supply level - 155 metres

• Freeboard - 1.5 metres

• Crest level - 156.5 metres

• Freeboard - 1.5 metres

• Crest width - 8 metres

• Batter - 3:1

Construction materials are based on in-situ fill comprising fine-grained cohesive materials sourced

adjacent to the Embankment. By way of example, a typical construction specification is attached as

Schedule B.

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3.5 Sardine Creek Realignment and Eastern Levee

A levee and realignment of Sardine Creek is proposed.

Sardine Creek discharges into Mailman Creek near the North West corner of Cell 1.

To avoid impacts on the Eastern Embankment of Cell 1, it is proposed to divert the creek around the

Eastern Embankment by creating a 3.7 kilometre diversion channel and a levee. Sardine Creek will

flow into Mailman Creek approximately 4.7 kilometres upstream of its original entry point.

Table 3-2 - Channel and Levee Design Parameters

Item Units Channel Eastern Levee

Bed /Crest width metres 6 (bed) 8 (crest)

Batter X:1 10 3

Length m 3,700 6,710

Natural Elevation Natural Elevation Crest Elevation

Start elevation metres 148.59 152.000 155.000

End elevation metres 147.43 149.292 152.292

Drop metres 1.16

Earthworks m3 182,000 1,065,000

3.5.1 Sardine Creek Channel

The Sardine Creek Channel is constructed with a bed width of around six metres (a dozer blade) and

a batter of 10:1 to allow movement of cattle and vehicles. The length of the channel is 3,700 metres

before entering the Mailman Creek system. The realigned creek bed uses the existing creek bed

elevation at the departure point from Sardine Creek and the entry point at Mailman Creek.

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Figure 6- Sardine Creek Channel Centreline profile

3.5.2 Eastern Levee

The Eastern Levee runs from the North East Corner to the Transfer Channel to a natural elevation of

152 metres. The levee is constructed to three metres above natural elevation with a crest width of 8

metres and batter of 3 to 1 on each side.

Figure 7 - Eastern Levee Crest and Natural Elevation Profile

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The Sardine Creek Channel is designed to run parallel to the levee with a channel centreline to Levee

centreline separation distance of 125 metres.

3.6 Water Transfer Systems

The Water Storage Facility is designed to:

• consolidate water between cells to minimise surface area

• maximise the use of gravity to transfer water between cells and to the Farm Main Supply

Channels

• pump when levels are too low for gravity to work.

To this end, an underbank water transfer system is required. The key water transfer tasks are:

1. Gravity transfer from Cell 1 to Cell 2 and Cell 3 and Cell 2 to Cell 3

2. Pumped transfer from Cell 1 to Cell 2 and Cell 3 and Cell 2 to Cell 3

3. Gravity Transfer to the Farm’s Main Supply Channel from each Cell

4. Pumped Transfer to the Farm’s Main Supply Channel from Cell 1 and Cell 2

An Underbank Transfer System consists of:

• Underbank pipes – 2,000 millimetre diameter with a capacity of around 1,000 ML per day.

• Headwalls to protect the embankments from erosion and to support gates, lifting gantries and

access walkways

• Gates

• Lifting gantry

• Walkways

Gates may be located on the discharge end or inlet end depending on the location and duty.

Table 3-3 - Typical Control Gate Parameters

Item Units Quantity

Gate diameter millimetres 2,000

Head rating metres 10

Lifting mechanism Type Hydraulic

Location Inlet or outlet side is application dependent

Headwall - inlet and outlet Type Concrete

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Figure 8 – Typical Underbank Pipe Arrangement

Pumped transfer will be achieved by using the Underbank Pipe System to supply water either

directly to the pump station via a header or supply channel and or sump.

The scope of supply for this contract terminates at the gate and does not incorporate other pipes,

pump stations, supply channels or sumps.

Guidance drawings are provided below describing the location of underbank pipe systems.

2,000 mm dia steel pipe

Concrete HeadwallConcrete Headwall

Walkway

Lifting Gantryfor Gate

Gate

8 metre wide crest

x and y distance not to scale

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3.7 Channel Crossings

Three elevated channel crossing sites were identified.

1. Diversion Channel Bridge

2. Transfer Channel Bridge

3. Eastern Levee Bridge

The bridges are intended for private use on private land to facilitate the trucking of cattle in and out of

the property. Single lane, four metre wide bridges are proposed with a kerb-style safety barrier.

Subject to design and construction meeting appropriate Australian Standards, the crossings are

expected to be precast concrete sub-structure and deck planks.

Figure 9 - Simple Kerb-side channel crossing bridge

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4 Documentation

Prior work has identified the concept to be refined and evaluated. The following reports and

information is available from the Project Web Site.

This information will be downloadable subject to:

• Signing the attached Non-disclosure Agreement (attached as Schedule C)

• Providing an email address to be granted access to the site

4.1 Information and reports:

• Digital Elevation Model

• Orthophoto

• Infrastructure for the Flinders River Agriculture Project plus Addendums

o Addendum 1 - Diversion Channel and Water Storage Design Update – Post Flood

o Addendum 2 – Sardine Creek Realignment and Eastern Levee

o Addendum 3 - Water Transfer between Cells and to the Farm

o Addendum 4 – Flood Levels

o Addendum 5 – Channel Crossings

• Farm Report - 219004 RAP LAYOUT 04 REV1

• OD Hydrology Report - 77003-rpt03a

• WSP - Factual Report - PS112245-GEO-REP-001 RevB_compressed

• WSP - Geotech Appraisal - PS112245-GEO-REP-002 RevA-compressed

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5 Evaluation of Submissions

5.1 Initial evaluation

Each submission lodged with the Project Team will be initially assessed as a conforming response in

accordance with Section 1.4 of this Expression of Interest. Responses will be evaluated using

criteria below to identify vendor interest, capacity and experience

in delivering project requirements.

5.2 Evaluation Criteria

5.2.1 Criterion 1 Skills, Knowledge and Experience

Respondent’s ability to demonstrate through their submission, their skills, knowledge and

experience in delivering similar projects of varying size, risk and complexity.

Experience in large scale farm water storage systems is highly regarded.

5.2.2 Criterion 2. Technical solution

Respondent’s response on operational risks, their proposed solutions to construct facilities that are

simple and robust using local contractors and materials, willingness to work with Council to

understand and deal with local conditions.

Examples such as preliminary sketches identifying improved design will be highly regarded.

5.2.3 Criterion 3. Documentation quality

An essential element of the contractor quotations is clear and detailed, simple language

documentation of the Project’s facilities, engineering design, procurement and construction

arrangements.

The Respondents will need to provide clear and concise reporting and demonstrate that their project

delivery methods accord with the Richmond Shire Councils development and financing pathways.

5.2.4 Criterion 4 – Value for money

Cost effective solutions are essential to the financing of the Project. The Respondent’s efficient and

focussed development of documentation is highly regarded.

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6 Response Schedule

The Respondent is to respond to all questions in this schedule. The Respondent is warranting that

the information in this schedule is complete, accurate, up to date and not misleading.

6.1 Respondent details

The Respondent is to provide information on their business (including its full legal name) and contact

details. The name and details for the respondent’s key contact person is to be supplied.

The Respondent is to also include the contact details of any other entities which are participating in

a joint response with the Respondent.

6.2 Supplier capability

The Respondent is to provide a brief description of its business and its overall qualifications to meet

the Requirements. Background information may include:

• vision, mission, number of years of relevant experience, rate of growth, size, locations, annual

turnover, brands, products, key staff and competencies, and certifications.

• Recent and relevant projects in Australia including size and nature of the Project, local

contractors used on the job and client feedback.

6.3 Project Solution The Respondent will provide:

• Project Appreciation

• Inputs required to complete the scope of work

• Methodology describing the work program

• Deliverables

• Timeframe for key tasks

• Assumptions used in the cost estimate (eg scenarios/options that will be assessed)

6.4 Indicative Task Structure

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The task structure will include:

• Project inception to handover/clarify information, visit the site and establish reporting arrangements.

• Review the Water Model and identify further refinement

• Review the Farm Demand Model and affirm the battery limit water supply capacity

• Review, resize and relocate channels and water storage cells using appropriate modelling tools

• Establish the optimum diversion structure design and cross-sections

• Identify the optimum channel construction plan for earth-moving

• Establish embankment designs based on geotechnical information including:

• Assessment of foundation permeability and the sizing of the cut-off

• Stability analysis for factors of safety and their sensitivity for drawdown

• Foundation enhancement, if required, to reduce leakage through the embankment foundation or

reduce seepage erosion potential

• Calculate freeboard to provide assurance against overtopping from wave action

• Finalise embankment crest and dimensioning details

• Design embedded water flow structures

o Design below Control Bank flow control section to restrict diversion flows down the

Transfer Channel

o Design below Embankment gravity and pumped transfer between cells

o Design below Embankment transfer pipes to the pump stations

• Identify and design access roads for construction including retention of cattle station operating

capability

• Make allowance for channel crossings

• Specification for additional geotechnical assessment, if required

• Identify and quantify suitable protection materials is available nearby

• Prepare Long sections for all roads, channels and embankments

• Prepare earthmoving schedule for representative earthmoving equipment

• Prepare typical cross-sections for all roads, channels, embankments and underbank pipelines

• Prepare design for road crossings road, rail and channels.

• Prepare vendor quotes for flow control systems

• Identify and confirm construction water requirements

• Sourcing of external materials

• Prepare estimates for construction site establishment, power supply and facilities

• Prepare estimates for fuel and equipment storage areas

• Prepare estimates for construction accommodation

• Prepare estimates for construction related project management services

• Provide bill of quantities for earthworks and other materials

• Project construction schedule

• Project cost schedule including contractor costs

• Generate reports for all specific regulatory assessments, including but not limited to:

o Offtake of water from the Flinders River

o Water Storage Facility failure impact assessment

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o Water Storage Facility safety certification

o Flood management during construction

o Traffic flows during operations and construction

• Complete a risk workshop including assessment of the Capital Cost Estimate

Provide a 10% (P90) Capital Cost Estimate based on:

1. Construction Contractors costs estimated from experience and vendor/contractor costs

• Direct costs

• Indirect costs

• Offsite overheads and margin

2. Principals Costs

• To be provided by client

6.5 Project planning and construction schedule

The Respondent is to broadly outline their ability to deliver the proposed solution including project

time frames and key milestones.

6.6 Project Deliverable and Reporting

Parties will meet weekly during the Project. Documentation to be issued to include

o Documentation issued to vendors and contractors for quotation

o Draft Feasibility Study report will be issued for client review

o Final Feasibility Study report will be issued.

o The report will include:

o Executive summary

o Project Description

o Design Basis

o Construction methodology

o Construction Budget

o Risks

o Appendices holding relevant reports

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6.7 Pre-construction quote for services

The Respondent is to provide the terms and conditions on the basis of the attached Richmond Shire

Council terms and conditions (Schedule D)

6.8 Additional information provided by the Respondent

The Respondent may set out any other information that is relevant to the Expression of Interest and

which a reasonable person would think may be useful to the Project Team to consider.

This may include alternative design concepts or arrangements.

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7 Respondent Execution of Response

The Respondent:

(a) Certifies that it has read, understands, and complies with all the requirements of this Expression

of Interest.

(b) Represents that all the information contained in the Respondent’s response is complete,

accurate, up to date and not misleading in any way.

(c) Acknowledges that Project Team will rely on the information contained in the Respondent’s

response (including the warranties and declarations) when considering future direction in meeting

this demand.

(d) Acknowledges that Project Team may suffer damage if any of the information in the

Respondent’s response is incomplete, inaccurate, out of date or misleading in any way.

Execution of response

Date: ..............................................

EXECUTED for and on behalf of:

........................................................

Respondent Company

by its authorised representative, in

the presence of:

........................................................

Signature of witness

........................................................

Name of witness (block letters)

.......................................................

Signature of authorised representative

By executing this response, the signatory

warrants that the signatory is duly authorised

to submit this response on behalf of the

Respondent

.......................................................

Name of authorised representative

.......................................................

Position of authorised representative

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8 Conditions of Quotation

1. Definitions – For the purposes of any Request for Quotations (“RFQ”):

1.1 “Council” means Richmond Shire Council and its successors and assigns.

1.2 “Goods/Services/Works” means all such goods, services and/or works (whichever is applicable):

(a) To be provided to Council through the RFQ process; and

(b) As specified or referred to in the RFQ irrespective of whether such goods, services and/or works are described or specified to be goods, services, consultancy services, professional services or works of any kind.

1.3 “You” means the individual or the company who submits the Quote.

2. Lodgement of Quotes – Where the RFQ specifies lodgement, your Quote must be submitted by electronic means (eg Drop Box, email) or by post (eg USB stick) before the nominated Submission Deadline. Where the RFQ specifies a physical or other tender box (whether a physical location or electronic postal address), Your Quote must be submitted at that tender box before the nominated Submission Deadline.

3. Changes to Your Quote – Your Quote is valid for the Validity Period specified in the RFQ. During the Validity Period:

3.1 if You become aware of any error, discrepancy or omission in Your Quote, You cannot submit any correction or additional information without prior written consent of the Council Contact Officer; and

3.2 Your Quote can only be changed as a direct result of agreements reached during negotiations undertaken with Council during the Validity Period.

4. Prices - all prices quoted must be shown as exclusive of GST and the amount of GST must be separately shown.

5. Queries - all contact with Council in relation to this RFQ at any time prior to the end of the Validity Period must only be directed to the Council Contact Officer. If You or any person acting on Your behalf has communications with any other Council Officer in relation to this RFQ, you may be excluded from consideration.

6. Inform Yourself – in submitting a Quote, You are deemed to have done so on the basis that You have:

6.1 At Your own cost and expense, made all reasonable inquires (including inspections if required) to fully inform Yourself of all the risks, contingences and other matters which may impact on Your Quote; and

6.2 Not relied upon any representation made by the Council except where such representation is contained in or expressly made through this RFQ process; and

6.3 Accepted the Conditions of Contract referred to in this RFQ. Council may not consider any Quote which seeks to change these Conditions of Contract. Please note that under the Conditions of Contract, no change may be made to those conditions without the prior written approval of the Council’s Chief Executive Officer; and

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6.4 In providing your Quote, You have agreed to also provide Council with all information as requested by Council – either as part of the information to be provided with a Quote or by way of any information sought by Council as part of this Request for Quotation process.

7. Council’s Discretion – by issuing this RFQ, Council is under no obligation whatsoever to process to contract for all or part of the Goods/Services/Works in question. Further, the Council may in its absolute discretion:

7.1 vary, amend or cancel this RFQ process at any time;

7.2 apply any criteria it sees fit to the assessment of Quotes and not accept the lowest Quote or any Quote at all and refuse to consider a Quote which does not conform strictly with these Conditions of Quotation or Council RFQ in any respect;

7.3 shortlist, interview, seek clarifications and/or modifications with all, some or none of the Tenderers in relation to either the nature of the Goods/Services/Works sought, the Quote and/or the Contract; or

7.4 decide to contract for all or some of the Goods/Services/Works sought.

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9 Schedule A – Design Basis

1 GENERAL ITEMS

1.0 Naming Conventions Comments

Project Name Flinders River Agriculture Project

Acronym FRAP or FRA Project

Client Richmond Shire Council

Main Contact Peter Bennett

Contact details

Address 65 Goldring Street, Richmond Queensland 4822

07 4719 3377

[email protected] Shire CEO

1.1 Coordinate system Comments

Coordinate system UTM 54S - GDA 2020 NTv2 Grid

Digital Elevation Model 104,958 hectares

Lidar Available on hard drive

DEM Downloadable

0.5 metre contours Downloadable

Aerial prhotography Supplied Downloadable

Lidar Flight dates Nov-18

1.2 Lidar Area Coordinates

ID Northing Easting ID Northing Easting Comments

1 7733235.486 606504.815 16 7705704.481 652636.812 GDA2020

2 7733232.486 606531.815 17 7705685.481 652627.812

3 7731916.485 612880.815 18 7705674.481 652615.812

4 7719726.479 671674.814 19 7705667.481 652598.812

5 7719718.479 671690.814 20 7705667.481 652570.812

6 7719703.479 671703.814 21 7705714.481 652015.812

7 7719685.479 671709.814 22 7709227.485 610721.812

8 7719663.479 671708.814 23 7709234.485 610705.812

9 7715334.479 671130.814 24 7709251.485 610689.812

10 7715318.479 671123.814 25 7709291.485 610679.812

11 7715307.479 671113.814 26 7733172.486 606461.815

12 7715298.479 671097.814 27 7733197.486 606461.815

13 7715296.479 671085.814 28 7733216.486 606470.815

14 7713916.481 653445.813 29 7733229.486 606485.815

15 7705719.481 652638.812 30 7733235.486 606504.815

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1.3 Impacted Properties

LOT on PLAN PARCEL_TYP TENURE ENCLOSED

AREA LOT PLAN Station Name Use

Richmond Shire - Maxwellton

C RT85 Lot Type

Parcel Lands Lease 1490.7 ha C RT85 Bethel Downs Channel

1 B157117 Lot Type

Parcel Freehold 5411.2 ha 1 B157117 Nonda Downs Channel

Road Road Type

Parcel 320.06 ha Channel

2 RT99 Lot Type

Parcel Freehold 5472.4 ha 2 RT99 Nonda Downs Channel

3 RT99 Lot Type

Parcel Freehold 5556.1 ha 3 RT99 Nonda Downs Easement/WSF

Mckinley Shire - Julia Creek

Road Road Type

Parcel 283.58 ha WSF

6 B157123 Lot Type

Parcel Lands Lease 4832 ha 6 B157123 Nonda West WSF/Cropland

9 EN114 Lot Type

Parcel Lands Lease 1202.8 ha 9 EN114 Nonda West Minor

Cropping

5 EN87 Lot Type

Parcel Lands Lease 4658.2 ha 5 EN87 Nonda West Cropland

5 EN87 Lot Type

Parcel Lands Lease 1169.1 ha 5 EN87 Nonda West Cropland

6 B157123 Lot Type

Parcel Lands Lease 1166.2 ha 6 B157123 Nonda West Cropland

7 EN2 Lot Type

Parcel Lands Lease 2092.8 ha 7 EN2 Nonda West Cropland

8 EN2 Lot Type

Parcel Lands Lease 2042.8 ha 8 EN2 Nonda West Cropland

Not included: (use existing culvert locations)

Road Road parcel north of the Great Northern Railway

311 SP1004931 Great Northern Railway (Lot 311 on SP1004931)

Road Flinders Highway road parcel south of the Great Northern Railway

Section 2 – next page.

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2 CHANNELS

2.0 General

2.0.1 Naming Convention From To Comments

1. Diversion channel River to Turning point 1 (TP1)

2. Control Section TP1 to Start of Transfer Channel

3. Transfer Channel

to Turning point 2 Control Section to Turning Point 2 (TP2)

to Cell Entry TP2 to Cell Entry

2.0.2 Key Parameters Channel Length

metres

Bed starting elevation

metres

Bed ending elevation

metres Bed Width

metres Flowrate ML/day Comments

1. Diversion channel 6,838 152.5 151.20 66.0 30,013 Optimised (Non-Linear Program) at 4 metre flow depth

2. Control Section 300 151.20 151.20 150 Expanded width to lower velocity

3. Transfer Channel

to Turning point 2 5,032 151.20 150.00 57.5 30,243 Optimised (Non-Linear Program) at 4 metre flow depth

to Cell Entry 89,109 150.00 147.50 52.5 30,195 Optimised (Non-Linear Program) at 4 metre flow depth

2.0.3 Indicative Earthworks

Section Units Indicative earthworks Comments

1. Diversion channel m3 4,190,000

2. Control Section m3 503,000

3. Transfer Channel

to Turning point 2 m3 2,284,000

to Cell Entry m3 2,248,000

Subtotal m3 9,225,000

Eastern Levee 1,065,000 fill See Section 4

Less Sardine Creek Channel - 182,000 cut See Section 4

TOTAL 10,108,000

2.1 Diversion Channel

2.1.0 Diversion Channel Units Estimate Comments Batter X:1 3.00 Bed width metres 66 Length metres 6837.8 Flow depth metres 4.5 Freeboard metres 1.5 Earthworks m3 4,190,000

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Diversion Channel ℄ location Northing metres

Easting metres

Bed Elev metres Location Comments

Start 7721226.980 660662.135 152.5 River Finish 7715095.254 657636.107 151.2 Turning Point 1 Connects to the Control Section ℄

2.1.1 Diversion Channel Spoil Embankment Units Estimate Comments Embankment batter X:1 5.00 Embankment crest length metres 500 Length ,Width, Height estimated by trial and error Embankment crest width metres 25 Perpendicular to Channel Embankment height above natural elev metres 6

2.1.2 Diversion Channel Spoil Embankment Location

Channel distance

metres Side Start Northing

metres

Start Easting metres

Finish Northing metres

Finish Easting metres Comments

1150 West 7720455.913 659625.961 7720236.433 660070.712 GDA 2020 projection 1150 East 7720155.013 660235.700 7719933.762 660684.038 1400 West 7720231.724 659515.323 7720012.246 659960.075 1400 East 7719930.827 660125.064 7719709.579 660573.403 1650 West 7720007.534 659404.685 7719788.060 659849.438 1650 East 7719706.641 660014.427 7719485.395 660462.767 1900 West 7719783.345 659294.047 7719563.873 659738.801 1900 East 7719482.455 659903.790 7719261.212 660352.132 2150 West 7719559.156 659183.410 7719339.686 659628.164 2150 East 7719258.269 659793.154 7719037.029 660241.496 2650 West 7719110.777 658962.134 7718891.312 659406.890 2650 East 7718809.898 659571.881 7718588.662 660020.225 3150 West 7718662.398 658740.858 7718442.939 659185.616 3150 East 7718361.526 659350.608 7718140.295 659798.954 3650 West 7718214.020 658519.582 7717994.565 658964.343 3650 East 7717913.154 659129.335 7717691.929 659577.683 4150 West 7717765.641 658298.306 7717546.191 658743.069 4150 East 7717464.782 658908.062 7717243.562 659356.412 4650 West 7717317.262 658077.030 7717097.818 658521.795 4650 East 7717016.411 658686.789 7716795.196 659135.141 5150 West 7716868.883 657855.754 7716649.444 658300.521 5150 East 7716568.039 658465.516 7716346.829 658913.870 5650 West 7716420.505 657634.479 7716201.070 658079.247 5650 East 7716119.667 658244.242 7715898.462 658692.599 6150 West 7715972.126 657413.203 7715752.697 657857.974 6150 East 7715671.296 658022.969 7715450.096 658471.328 6650 West 7715523.747 657191.927 7715304.323 657636.700 6650 East 7715222.924 657801.696 7715001.729 658250.057

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2.1.3 Indicative Diversion Channel Embankment Earthworks

Position along the Diversion Channel from the start of the Channel at the River

metres

to Embankment

metres Channel Spoil

m3

Crest Elev above natural

metres No of

embankments

Calculated Embankment

volume m3 Comments

0 1,000 634,200 6 4 678,000 1000 1,500 329,300 6 2 339,000 1500 2,000 324,900 6 2 339,000 2000 2,500 326,200 6 2 339,000 2500 3,000 293,000 6 2 339,000 3000 3,500 317,800 6 2 339,000 3500 4,000 329,200 6 2 339,000 4000 4,500 318,000 6 2 339,000 4500 5,000 304,100 6 2 339,000 5000 5,500 332,200 6 2 339,000 5500 6,000 332,600 6 2 339,000 6000 6,500 322,800 6 2 339,000 6500 6,838 365,900 6 2 339,000 Estimate is calculated from the total earthworks

Total 4,530,200 4,746,000

2.1.4 Mannings Flow -Diversion Channel

Item Units Estimate Comments

Mannings 'n' Unitless 0.025 Low grass, even channel

Mannings Flow at depths of (metres) 1.00 ML/day 2,835 2.00 ML/day 9,138 3.00 ML/day 18,259 4.00 ML/day 30,013 Used in modelling although flow depth capacity is 4.5 metres 5.00 ML/day 44,336

2.1.5 Summary data - Diversion Channel

Item Units Diversion

Channel to TP1 Comments Length metres 6,838 Elevation Natural Bed Start metres 152.50 152.5 River bed Elevation matched to the channel bed End metres 158.54 151.20 From DEM Bed width Start metres 66 End metres 66 Embankment crest Width metres 25 Length metres 500 Perpendicular Embankment crest elevation Start metres 6 above natural End metres 6 above natural Indicative Earthworks m3 4,190,000

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2.2 Control Section at Turning Point 1

2.2.0 Naming Convention Description 1. Control Channel Area from the end of the Diversion Channel to the Transfer Channel 2. Control Channel Embankments Used to manage spoil

3. Control Bank Bank created across the Control Channel under which the Control Pipes and Gates are located

4. Underbank Pipes Pipes located under the Contral Bank 5. Gates Gates at the Upstream end of the Pipes used to control flow into the Pipes

2.2.1 Control Channel Parameters

2.2.1.0 Parameter Units Estimate Comments Batter X:1 3.00 Bed width metres 150 width increased for the Control Structure Length metres 300 Flow depth metres 4.5 Flow limited by Pipe Transfer

Freeboard metres 1.5 In reality, it will be higher than this due to excess spoil placement

Indicative Earthworks m3 503,000 From GM model earthworks estimation

2.2.1.1 Control Channel ℄ Location

Point ID along the Channel Bed ℄ Northing metres

Easting metres

Bed Elev metres

Length metres Comments

1 7715095.254 657636.107 151.2 connects with the Diversion Channel ℄(see above) 2 7715075.179 657538.152 151.2 100.0 Start dropping 3 7715074.577 657535.214 150.2 3.0 Drop 1m at 3:1 batter 4 7715072.569 657525.418 150.2 10.0 10m allowance to the Control Bank upstream toe 5 7715065.814 657492.456 150.2 33.7 Control Bank centreline 6 7715059.059 657459.495 150.2 33.6 Control Bank downstream toe 7 7715057.051 657449.699 150.2 10.0 10m allowance from the Control Bank downstream toe 8 7715056.449 657446.761 151.2 3.0 Rise 1m at 3:1 batter 9 7715035.029 657342.243 151.2 106.7 Distance to Transfer channel to make it 300 metres total length

Total Length 300.0

2.2.1.2 Control Channel Bed Area

Corner ID Northing metres

Easting metres

Natural Elev metres

Bed Elev metres Comments

1 7715168.071 657635.247 158.451 151.2 GDA 2020 view projection 2 7715148.645 657523.096 158.47 151.2 3 7715148.043 657520.158 158.46 150.2 4 7715146.036 657510.362 158.47 150.2 5 7715139.280 657477.400 158.441 150.2 6 7715132.525 657444.436 158.45 150.2 7 7715130.516 657434.640 158.443 150.2 8 7715129.915 657431.705 158.441 151.2 9 7715108.495 657327.187 158.35 151.2 10 7715050.274 657271.740 158.337 151.2 11 7714993.890 657282.997 158.32 151.2 12 7714961.563 657357.299 158.36 151.2 13 7714982.983 657461.817 158.465 151.2 14 7714983.585 657464.758 158.431 150.2

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15 7714985.594 657474.554 158.449 150.2 16 7714992.348 657507.513 158.47 150.2 17 7714999.103 657540.474 158.49 150.2 18 7715001.111 657550.270 158.5 150.2 19 7715001.713 657553.208 158.513 151.2 20 7715021.788 657651.163 158.581 151.2 21 7715138.682 657694.411 158.582 151.2

2.2.1.3 Summary data - Control Channel

Item Units Diversion

Channel to TP1 Comments Length metres 300 Elevation Natural Bed Start metres 158.54 151.2 River bed Elevation matched to the channel bed End metres 158.36 151.2 From DEM Bed width Start metres 150 Bed conforms to Diversion Channel exit to the Transfer Channel entry End metres 150 Indicative Earthworks m3 503,000

2.2.2 Control Channel Embankment Parameters

2.2.2.0 Parameter Units Estimate Comments Batter X:1 3

Crest areas, North and South shaped see Model for details Spoil used in the Control Bank and across a shaped embankment

North (west) area m2 62,730 South (east) area m2 121,690

Total m2 184,420 Elevation metres 2.5 metres above natural

2.2.2.1

Control Channel Embankment Crest Areas

Northerrn Embankment Id

Northing metres

Easting metres

Bed Elev Above

Ground Level metres Comments

1 7715478.911 657169.807 0 Elevation set by Diversion Channel embankment 2 7715256.833 657619.961 0 Elevation set by Diversion Channel embankment 3 7715214.882 657605.194 2.5 4 7715198.979 657524.622 2.5 5 7715201.199 657518.183 2.5 6 7715165.895 657344.105 2.5 7 7715162.342 657343.883 2.5 8 7715152.452 657309.063 2.5 9 7715478.911 657169.807 0 Elevation set by Diversion Channel embankment

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Southern Embankment Id

Northing metres

Easting metres

Bed Elev Above

Ground Level metres

1 7715180.742 657774.197 0 Elevation set by Diversion Channel embankment 2 7714975.472 657687.769 2.5

3 7714946.311 657524.238 0 Elevation set by Control Bank

4 7714784.932 657557.325 0 Elevation set by Control Bank

5 7714958.663 658224.351 0 Elevation set by Diversion Channel embankment 6 7715180.742 657774.197 0 Elevation set by Diversion Channel embankment

2.2.2.2 Indicative Earthworks Embankments Units Estimate Comments North m2 62,730 Batter X:1 10 Height of spoil stockpile m2 2.50

Volume - North m3 160,000 South m2 121,700 Batter X:1 10 Height of spoil stockpile m2 2.50

Volume - South m3 263,000 TOTAL 423,000

2.2.2.3 Cut and Fill Balance - Residual volume from Channel Item Units Estimate Comments Total Excavation from Control Channel m3 503,000 cut

N and S Embankments fill m3 423,000 fill shaped areas

Control Bank fill m3 70,700 fill

Residual m3 9,300

2.2.3 Control Bank Parameters

2.2.3.0 Parameters Units Estimate Comments Batter X:1 3 Crest width metres 10 Length of ℄ metres 950 Crest elevation metres 161

Indicative Earthworks m3 77,750 cut from GM calculation

2.2.3.1 Control Bank ℄ Location

Point ID Northing metres

Easting metres

Natural Elev metres

Crest Elev metres

Length metres Comments

1 - North East 7715244.436 657457.414 160.49 161 2 - South West 7714314.603 657652.120 158.27 161 950

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2.2.3.2 Control Bank Calculations Parameter Units Estimate Comments Crest elevation metres 161.00 Base elevation metres 150.20 From Control Channel Bed Design

Bank height metres 10.80 Control Bank Width Calculation Batter X:1 3.00 Bank height metres 10.80

Batter width metres 32.40 No of sides 2

Total batter width metres 64.80 Crest width metres 10

Total Base width metres 74.80

2.2.3.3 Control Bank Earthworks Parameter Units Estimate Comments Indicative Earthworks m3 77,750 cut less Underbank pipes 7,050

Total Earthworks 70,700

2.2.4 Underbank Pipes

2.2.4.1 Parameters Units Quantity Comments

No of pipes no of 30 Engineer to review

Materials of construction steel

Diameter millimetres 2000 Review - transport of pipe to site may require 1.8 dia inside 2 m dia

2.2.4.2 Underbank Pipe Lengths Units Quantity Comments

Control Bank width at Toe metres 74.80

add extra length, say metres 1.00 upstream and downstream

Total additional length metres 2.00

Total pipe length metres 76.80

2.2.4.3 Underbank Pipe Volume Units Quantity

No of no of 30

length metres 74.80

Diameter metres 2

Pipe Volume m3 7,050

2.2.5 Control Gates

2.2.5.0 Item Units Quantity Comments

Gate diameter millimetes 2,000 (with welded extension) available as 1,800 mm dia, modified to suit pipe diameter

Head rating metres 6

Lifting mechanism Type Hydraulic

Headwall Type Concrete

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2.2.5.1 Gantry Lifting system Item Units Quantity Comments No of gates per section no of 5 No of sections no of 6 Distance from crest ℄ to vertical lift Crest ℄ to crest edge metres 5 Crest edge to Gate valve horizontal dist metres 33.40

Total distance metres 38.40

2.3 Transfer Channel

2.3.0 General

2.3.0.1 Naming Convention Description Comments 1. Transfer channel to TP2 Transfer channel from the Control Channel to Turning Point 2 2. Transfer channel to TP2 Embankments 3. Transfer channel TP2 to Cell Transfer channel from Turning Point 2 to Cell Entry

4. Transfer channel TP2 to Cell Embankments

2.3.1 Transfer Channel to TP2

2.3.1.0 Transfer Channel to TP 2 Parameters Units Estimate Comments Batter X:1 3.00 Bed width metres 57.5 Length metres 5,032 Flow depth metres 4.5 Freeboard metres 1.5 Flow ratte ML/day 30,246 From Mannings Calculation at 4 metres flow depth Indicative Earthworks m3 2,284,000 as cut

2.3.1.1

Transfer Channel to TP 2 Bed ℄ location

Northing metres

Easting metres

Bed Elev metres Comments

Start 7715035.149 657342.221 151.2 Connects to the Control Channel ℄ Finish 7714041.328 652410.705 150 Connects to the ℄ of the Transfer Channel to Cell Entry at TP2

2.3.1.2 Transfer Channel to TP 2 Bed location Northing metres

Easting metres

Bed Elev metres Comments

7714068.492 652400.006 150 End of channel at TP2 7714041.328 652410.705 150 End of channel at TP2 7714014.153 652421.472 150 End of channel at TP2 7714993.89 657282.997 151.2 Start of channel at Control Channel connnection 7715022.071 657277.318 151.2 Start of channel at Control Channel connnection 7715050.252 657271.639 151.2 Start of channel at Control Channel connnection

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2.3.1.3

Manning Flow - Transfer Channel to TP2

Parameter Units Estimate Comments

Mannings 'n' Unitless 0.025 Low grass, even channel Mannings Flow at depths of (metres) 1.00 ML/day 2,833 2.00 ML/day 9,154 3.00 ML/day 18,345

4.00 ML/day 30,246

5.00 ML/day 44,819

2.3.2 Transfer Channel to TP2 Embankments Units Estimate Comments

2.3.2.0 Parameters Embankment batter X:1 5.00 North and South Embankment Embankment crest length metres 5031 Length aligned to the Centreline Start End Embankment crest width metres shaped 12 Crest area is initially shaped Embankment crest elevation metres 162 160.21

2.3.2.1 Transfer Channel to TP 2 - N and S Embankment ℄

Id Northing metres

Easting metres

Crest Elevation

metres Comments 1 - North 7715129.248 657323.258 162 Start of Embankment 2 - North 7714120.723 652394.705 160.21 End of Embankment 1 - South 7714941.05 657361.185 162 Start of Embankment 2 - South 7713961.934 652426.705 160.21 End of Embankment

2.3.2.2 Transfer Channel to TP 2 - N and S Embankment Crest Location

North Embankment Northing metres

Easting metres

Crest Elevation

metres Comments 1 7714126.601 652393.503 160.21 End of Embankment 2 7714120.723 652394.705 160.21 End of Embankment 3 7714114.846 652395.908 160.21 End of Embankment 4 7715097.812 657248.303 162.00 Start of Embankment 5 7715152.452 657309.063 162.00 Start of Embankment 6 7715478.911 657169.807 162.00 Start of Embankment 7 7715118.619 657192.713 162.00 Start of Embankment South Embankment 1 652425.537 7713967.818 160.21 End of Embankment 2 652426.705 7713961.934 160.21 End of Embankment 3 652427.873 7713956.049 160.21 End of Embankment 4 657231.992 7714899.261 162 Start of Embankment 5 657557.325 7714784.932 162 Start of Embankment 6 657524.245 7714946.279 162 Start of Embankment 7 657346.652 7714911.817 162 Start of Embankment 8 657274.849 7714939.769 162 Start of Embankment

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2.3.2.3 Transfer Channel to TP 2 - N and S Embankment Earthworks

Parameter Units Estimate Comments Transfer Channel to TP2 m3 2,284,000 North Embankment m3 1,079,000 South Embankment m3 1,049,000

Cut and Fill Balance m3 156,000 Excess spoil

2.3.3 Transfer Channel TP2 to Cell

2.3.3.0

Transfer Channel TP2 to Cell Parameters Units Estimate Comments

Batter X:1 3.00 Bed width metres 52.5 Length metres 8,910 Flow depth metres 4.5 Freeboard metres 1.5 Flow rate ML/day 30,195 From Mannings Calculation at 4 metres flow depth Indicative Earthworks m3 2,248,000 as cut

2.3.3.1

Transfer Channel TP2 to Cell ℄ location

Northing metres

Easting metres

Bed Elev metres

Natural Elevation

metres Comments Start 7714041.328 652410.705 150 150.548 Connects to the Control Channel ℄ Finish 7714751.237 643530.043 147.5 149.651 Connects to the ℄ of the Transfer Channel to Cell Entry at TP2

2.3.3.2

Transfer Channel TP2 to Cell Bed location

Northing metres

Easting metres

Bed Elev metres Comments

7714777.401 643532.113 147.5 End of channel at Cell Entry 7714751.237 643530.043 147.5 End of channel at Cell Entry 7714725.072 643527.973 147.5 End of channel at Cell Entry 7714014.153 652421.472 150 Start of channel at TP2 7714068.492 652400.006 150 Start of channel at TP2

2.3.3.3 Manning Flow - Transfer Channel TP2 to Cell

Parameter Units Estimate Comments

Mannings 'n' Unitless 0.025 Low grass, even channel Mannings Flow at depths of (metres) 1.00 ML/day 2,810 2.00 ML/day 9,097 3.00 ML/day 18,272

4.00 ML/day 30,195

5.00 ML/day 44,846

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2.3.4 Transfer Channel TP2 to Cell Embankments Units Estimate Comments

2.3.4.0 Parameters Embankment batter X:1 3.00 North and South Embankment Embankment crest length metres 8910 Length aligned to the Centreline Start End Embankment crest width metres 12 8 Crest area is initially shaped Embankment crest elevation metres 160.21 156.5

2.3.4.1 Transfer Channel to TP 2 - N and S Embankment ℄

Id Northing metres

Easting metres

Crest Elevation

metres Comments 1 - North 7714120.726 652394.71 160.21 Start of Embankment connecting to the Previous channel section 2 - North 7714738.12 644606.471 156.5 1,070m from End of Embankment

3 - North 7714864.881 643545.264 156.5 slight bend to the north End of Embankment, connecting to the East Wall of Cell 1

1 - South 7713961.934 652426.705 160.21 Start of Embankment connecting to the Previous channel section

2 - South 7714685.294 643524.454 156.5 End of Embankment connecting with the Sth Wall of Cell 1

2.3.4.2 Transfer Channel to TP 2 - N and S Embankment Crest Location

North Embankment Northing metres

Easting metres

Crest Elevation

metres Comments 1 7714860.91 643544.79 156.5 End of Embankment

2 7714733.909 644605.968 156.5 Turning point

3 7714114.746 652394.236 160.21 Start of Embankment 4 7714126.707 652395.184 160.21 Start of Embankment

5 7714742.34 644606.889 156.5 Turning Point

6 7714868.852 643545.739 156.5 End of Embankment South Embankment 1 7714681.308 643524.13 156.5 End of Embankment 2 7713955.954 652426.219 160.21 Start of Embankment 3 7713967.913 652427.191 160.21 Start of Embankment 4 7714689.28 643524.778 156.5 End of Embankment

2.3.4.3 Transfer Channel to TP 2 - N and S Embankment Earthworks

Parameter Units Estimate Comments Transfer Channel to TP2 m3 2,248,000 North Embankment m3 1,279,000 Reduce Crest Elevation earlier South Embankment m3 1,362,000 Reduce Crest Elevation earlier

Cut and Fill Balance m3 - 393,000 insufficient spoil

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3.0 WATER STORAGE FACILITY

3.1 Cell Parameters

3.1.0 Parameters Units Cell

1 Cell

2 Cell

3 Eastern Levee Comments

Batter X:1 3 3 3 3

Crest width metres 8 8 8 8

Crest elevation metres 156.5 156.5 156.5 3 Eastern Levee is 3 metres above natural elevation

Freeboard metres 1.5 1.5 1.5

Full Supply Level metres 155 155 155

3.1.1 Summary Data by Cell

Cell Surface Area

hectares Volume

Megalitres

Average depth at FSL

metres

Earthworks m3

Eworks/ML m^3/ML

Comments

1 2,400 156,801 6.5 5,112,000 33

2 600 43,204 7.2 1,993,000 46

3 600 49,528 8.3 1,934,000 39

Total 3,600 249,533 6.93 9,039,000 36

3.1.2 Cell Embankment ℄ Location

Cell Embankment

Northing metres

Easting metres

Northing metres

Easting metres

Length metres Comments

1 one end one end other end other end

North 7720656.115 644105.681 7721046.600 640125.391 4,000

South 7715075.762 639544.135 7714685.294 643524.454 4,000

East 7714873.163 643541.655 7720656.115 644105.681 5,810 Connects to the Channel N Embankment

West 7721046.600 640125.391 7715075.762 639544.135 6,000 Shared wall with Cells 2 and 3 East Embankment

19,810

2

North 7718061.176 639834.762 7718256.445 637844.644 2,000 Shared wall with Cell 3 South Embankment

South 7715271.051 637554.017 7715075.762 639544.135 2,000

East 7718061.176 639834.762 7715075.762 639544.135 3,000 Shared wall with Cell 1 West Embankment

West 7715271.051 637554.017 7718256.445 637844.644 3,000

10,000

3

North 7721046.600 640125.391 7721241.619 638137.523 2,000

South 7718061.176 639834.762 7718256.445 637844.644 2,000 Shared wall with Cell 2 North Embankment

East 7721241.619 638137.523 7718256.445 637844.644 3,000 Shared wall with Cell 1 West Embankment

West 7721241.619 638137.523 7718256.445 637844.644 3,000

10,000

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3.2 Cell Embankments

3.2.1 Cell1

Embankment Length metres

Batter X:1

Crest width metres

Earthworks m3

Implied Ave Crest Height

metres Comments

West 6,000 3 8 1,883,000 9.0

North 4,000 3 8 1,056,000 8.1

South 4,000 3 8 1,016,000 8.0

East 6,000 3 8 1,157,000 6.8

Total 20,000 3 8 5,112,000 8.0

3.2.2 Cell2

Cell 2 Embankments Length metres

Batter X:1

Crest width metres

Earthworks m3

Implied Ave Crest Height

metres Comments

West 3,000 3 8 727,000 7.8

North 2,000 3 8 723,000 9.7

South 2,000 3 8 543,000 8.3

Total 7,000 3 8 1,993,000 8.5

3.2.3 Cell3

Cell 3 Embankments Length metres

Batter X:1

Crest width metres

Earthworks m3

Implied Ave Crest Height

metres Comments

West 3,000 3 8 1,205,000 10.3

North 2,000 3 8 729,000 9.8

Total 5,000 3 8 1,934,000 10.1

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3.3 Volume Capacity Curves

3.3.1 Volume Capacity Curve

Level (metres)

Cell 1 FSL = 155 m

Cell 2 FSL = 155 m

Cell 3 FSL = 155 m

143

144

145

146 8 39 0

147 96 829 1,925

148 2,225 3,966 7,504

149 14,648 8,511 13,508

150 36,597 13,757 19,511

151 60,638 19,304 25,514

152 84,679 25,193 31,518

153 108,719 31,197 37,521

154 132,760 37,200 43,525

155 156,801 43,204 49,528

156 180,842 49,207 55,531

3.3.2 Surface Area curve

Level (metres)

Cell 1 FSL = 155 m

Cell 2 FSL = 155 m

Cell 3 FSL = 155 m

143

144

145

146 2.279 20.494 0.781

147 25.385 169.58 425.32

148 646.8 413.42 600.33

149 1817.1 505.86 600.34

150 2403.6 540.89 600.34

151 2404.1 569.45 600.34

152 2404.1 600.34 600.34

153 2404.1 600.34 600.34

154 2404.1 600.34 600.34

155 2404.1 600.34 600.34

156 2404.1 600.34 600.34

0

40,000

80,000

120,000

160,000

200,000

143 144 145 146 147 148 149 150 151 152 153 154 155 156

MegalitresVolume versus Storage Level

Cell 1 FSL = 155 m

Cell 2 FSL = 155 m

Cell 3 FSL = 155 m

0

500

1000

1500

2000

2500

143 144 145 146 147 148 149 150 151 152 153 154 155 156

HectaresSurface Area versus Storage Level

Cell 1 FSL = 155 m

Cell 2 FSL = 155 m

Cell 3 FSL = 155 m

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3.3.3 Average Depth curve

Level (metres)

Cell 1 FSL = 155 m

Cell 2 FSL = 155 m

Cell 3 FSL = 155 m

143

144

145

146 0.367412194 0.191762316 0.016645351

147 0.377753882 0.489056369 0.452716355

148 0.343948732 0.959313604 1.250013509

149 0.80614358 1.682544479 2.249992671

150 1.522600391 2.543315646 3.24999367

151 2.522269082 3.390007024 4.249994836

152 3.522258641 4.196528301 5.249995836

153 4.522248243 5.196527301 6.249997002

154 5.522237802 6.196526302

155 6.522227403 7.196525136

156 7.522216963

0

2

4

6

8

10

143 144 145 146 147 148 149 150 151 152 153 154 155 156

MetresAverage Depth versus Storage Level

Cell 1 FSL = 155 m

Cell 2 FSL = 155 m

Cell 3 FSL = 155 m

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3.3.4 Volume Surface Area curve

Surface Area

ha Cell 1

FSL = 155 m Cell 2

FSL = 155 m Cell 3

FSL = 155 m

Volume

ML

8.3733239 2.279

95.892823 25.385

2224.6604 646.8

14648.435 1817.1

36597.223 2403.6

60637.871 2404.1

84678.62 2404.1

108719.37 2404.1

132760.119 2404.1

156800.869 2404.1

39.299769 20.494

829.34179 169.58

3965.9943 413.42

8511.3195 505.86

13756.54 540.89

19304.395 569.45

25193.438 600.34

31196.832 600.34

0.13000019 0.781

1925.4932 425.32

7504.2061 600.33

13507.606 600.34

19511.012 600.34

25514.419 600.34

31517.825 600.34

Section 4- next page

-

25,000

50,000

75,000

250 500 750 1,000 1,250 1,500 1,750 2,000 2,250 2,500

Megalitres

Volume versus Surface Area

Cell 1 FSL = 155 m

Cell 2 FSL = 155 m

Cell 3 FSL = 155 m

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4 SARDINE CREEK REALIGNMENT and EASTERN LEVEE

4.0 General

4.0.0 Naming Convention

1. Sardine Creek Channel

2. Eastern Levee

4.1 Sardine Creek

4.1.1 Key Parameters

Item Units Estimate Comments

Bed width metres 6 Typical dozer blade width

Start elevation metres 148.59

End elevation metres 147.43

Drop metres 1.16

Batter X:1 10 low batter

Length m 3,700

℄ to ℄ distance from Levee metres 100 Sardine Creek Channel runs parrallel to the Levee

Manning flow ML/d 589

Earthworks m3 182,000 in cut Spoil into the Embankment

4.1.2 Sardine Creek Channel ℄ Location

Id Northing metres

Easting metres

Natural elevation

metres

Bed elevation

metres Comments

1 - At Creek 7717617.396 645637.653 148.591 148.591

2 - at Turning Point near NE cnr of Cell 1 7720708.978 644221.44 149.36 147.521

3 - Into Mailman Creek 7720821.805 643948.333 147.428 147.428

4.1.3 Mannings Flow Units Estimate Comments

Mannings n unitless 0.03 Rougher bed finish than channel

Batter X:1 10

Flow depth metres 1.00 3 metre Levee will divert signficantly higher flows

Length metres 3,700

Average Slope m/m 0.00031

Velocity m/s 0.43

Flow Area m2 16.00

Wetted Perimeter metres 26.10

Flow Radius metres 0.61

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4.2 Eastern Levee

4.2.1 Key Parameters

Item Units Estimate Comments

Elevation above natural metres 3

Natural elevation at Transfer Channel metres 152 Levee runs to the Channel to 152 metres natural elevation

Batter X:1 3.00

Crest width metres 8

Length metres 6711

Crest Elevation above natural metres 3

Indicative earthworks m3 1,065,000 as fill

Creek Channel excess spoil m3 182,000 Use Creek Channel spoil

Fill required m3 883,000

4.2.2 Levee ℄ Location Northing metres

Easting metres

Natural elevation

Crest elevation

start 7714554.178 646898.468 152.000 152.000

finish 7720656.115 644105.681 149.292 149.292

Section 5 – next page

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5 TRANSFER PIPES

5.0 General

5.0.0 Naming Convention

1 Between Cell Gravity Transfer Pipes

2 Pumped Transfer Pipes

3 Farm Gravity Supply Pipes

4 Farm Pumped Supply Pipes

5.1 Between Cell Gravity Transfer Pipes

5.1.0 Naming Convention

1 Underbank Pipes

2 Control Gates and headwalls

3 Lifting Gantry/Walkway

5.1.1 Underbank Pipes

5.1.1.0 Parameters Units Quantity Comments

No of pipes no of see below Engineer to review

Materials of construction steel

Diameter millimetres 2,000 Review - transport of pipe to site may require 1.8 dia inside 2 m dia

5.1.1.1 Parameter (Cell to Cell) No of pipes diameter

metres

Headwall Width metres

Section Length along Embankment

metres Flow

ML/day Comments

1 to 2 8 2 2.25 18.00 tba Engineer to model tranfer rates

1 to 3 8 2 2.25 18.00 tba

2 to 3 2 2 2.25 4.50 tba

TOTAL 18

5.1.1.2 Underbank Pipe and Control Gate Location

Cell to Cell Start Comments

1 to 2 200 m from Cell 1,2, 3 corner along Cell 1/2 embankment to be confirmed

1 to 3 200 m from Cell 1,2, 3 corner along Cell 1/3 embankment to be confirmed

2 to 3 200 m from Cell 1,2, 3 corner along Cell 2/3 embankment to be confirmed

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5.1.1.3 Pipe Length Estimate

Parameter Units Estimate Comments

Batter X:1 3.0

Crest metres 8.0

Cell to Cell Min Elevation

metres Embankment

elevations Overhang

metres

Pipe Length through

embankment metres

1 to 2 147.29 156.5 1 65.26

1 to 3 147.38 156.5 1 64.72

2 to 3 147.2 156.5 1 65.80

use 66 metres

5.1.2 Control Gates and headwalls

5.1.2.0 Item Units Quantity Comments

Gate diameter millimetes 2,000 (with welded extension to gate) available as 1,800 mm dia, modified to suit pipe diameter

Head rating metres 10

Lifting mechanism Type Hydraulic

Location of Gates Discharge

End Cell 1 discharges into Cell 2+3, Cell 2 discharges into Cell 3

Headwall - inlet and outlet Type Concrete

5.1.3 Gantry Lifting system/Walkway

5.1.3.0 Item Units Cell 1 to 2 Cell 1 to 3 Cell 2 to 3 Comments

No of gates per section no of 2 2 2

No of sections no of 4 4 1

Distance from crest ℄ to vertical lift metres 33 33 33 Half the length of the underbank pipe

5.2 Pumped Transfer Pipes

5.2.0 Naming Convention

1 Underbank Pipes

2 Control Gates

3 Lifting Gantry/Walkway

4 Pipe run/Pump Station Supplied by others

5.2.1 Underbank Pipes

5.2.1.0 Parameters Units Quantity Comments

No of pipes no of see below Engineer to review

Materials of construction steel

Diameter millimetres 2,000 Review - transport of pipe to site may require 1.8 dia inside 2 m dia

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5.2.1.1 Cell to Cell No of pipes diameter

metres

Headwall Width metres

Section Length along Embankment

metres Flow

ML/day Comments

Cell 1 outlet to Cell 2 1 2 2.25 2.25 1,000 engineer to optimsie transfer rates

Cell 2 inlet from Cell 1 1 2 2.25 2.25 1,000 engineer to optimsie transfer rates

Cell 2 outlet to Cell 3 1 2 2.25 2.25 1,000 engineer to optimsie transfer rates

Cell 3 inlet from Cell 2 1 2 2.25 2.25 1,000 engineer to optimsie transfer rates

TOTAL 4

5.2.1.2 Underbank Pipe and Control Gate Location

Cell to Cell Start Comments

Cell 1 outlet to Cell 2 50 m east of the southern corner of Cell 1 and 2 to be confirmed

Cell 2 inlet from Cell 1 50 m west of the southern corner of Cell 1 and 2

Cell 2 outlet to Cell 3 50 m south of the western corner of Cells 2 and 3

Cell 3 inlet from Cell 2 50 m north of the western corner of Cells 2 and 3 to be confirmed

5.2.1.3 Pipe Length Estimate

Parameter Units Estimate Comments

Batter X:1 3.0

Crest metres 8.0

Pipeline location Min Elevation

metres Embankment

elevations Overhang

metres

Pipe Length through

embankment metres

1 outlet (south) 147.8 156.5 1 62.20 Elevation based on average of ends plus centrepoint along the ℄

2 inlet (south) 147.8 156.5 1 62.20

2 outlet (north) 145.89 156.5 1 73.66

3 inlet (north) 146.03 156.5 1 72.82 Elevation based on average of ends plus centrepoint along the ℄

5.2.2 Control Gates / outlet pipe to Pump Station

5.2.2.0 Item Units Quantity Comments

Gate diameter millimetes 2,000 (with welded extension to gate) available as 1,800 mm dia, modified to suit pipe diameter

Head rating metres 10

Lifting mechanism Type Hydraulic

Location of gates Inlet side

Headwall - inlet and outlet sides Type Concrete

Pipe from Headwall to Pump Station Length Pump station vendor to connect to pipes Battery limit to be confirmed by Pump Station provider

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5.2.3 Gantry Lifting system/Walkway

5.2.3.0 Item Units Cell 1 outlet Cell 2 Inlet Cell 2 outlet Cell 3 inlet Comments

No of gates per section no of 1 1 1 1

No of sections no of 1 1 1 1

Distance from crest ℄ to vertical lift metres 31.1 31.1 36.8 36.4 Half the length of the underbank pipe

5.3 Gravity Transfer Pipes to Farm Main Supply Channels

5.1.0 Naming Convention

1 Underbank Pipes

2 Control Gates

3 Lifting Gantry/Walkway

5.3.1 Underbank Pipes

5.3.1.0 Parameters Units Quantity Comments

No of pipes no of see below Engineer to review

Materials of construction steel

Diameter millimetres 2,000 Review - transport of pipe to site may require 1.8 dia inside 2 m dia

5.3.1.1 Parameter (Cell to MSC) No of pipes diameter

metres

Headwall Width metres

Section Length along Embankment

metres Comments

1 to North MSC 2 2 2.25 4.50 Engineer to model transfer flow rate and size system accordingly

1 to South MSC 2 2 2.25 4.50 Engineer to model transfer flow rate and size system accordingly

2 to North MSC 2 2 2.25 4.50 Engineer to model transfer flow rate and size system accordingly

2 to South MSC 2 2 2.25 4.50 Engineer to model transfer flow rate and size system accordingly

3 to North MSC 2 2 2.25 4.50 Engineer to model transfer flow rate and size system accordingly

TOTAL 10

5.3.1.2 Underbank Pipe and Control Gate Location

Parameter (Cell to MSC) Start Comments

1 to North MSC 200 m to the east of the northern corner of Cells 1 and 3 to be confirmed

1 to South MSC 54.5 m to the east of the southern corner of Cells 1 and 2 to be confirmed

2 to North MSC 54.5 m to the south of the western corner of Cells 2 and 3 to be confirmed

2 to South MSC 54.5 m to the east of the southern corner of Cells 1 and 2 to be confirmed

3 to North MSC 54.5 m to the east of the northern corner of Cells 1 and 3 to be confirmed

5.3.1.3 Pipe Length Estimate

Parameter Units Estimate Comments

Batter X:1 3.0

Crest metres 8.0

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Cell to MSC Min Elevation

metres Embankment

elevations Overhang

metres

Pipe Length through

embankment metres

1 to North MSC 146.608 156.5 1 69.35 Elevation based on average at 3 points along the ℄ (ends + centre)

1 to South MSC 147.825 156.5 1 62.05 Elevation based on average at 3 points along the ℄ (ends + centre)

2 to North MSC 145.887 156.5 1 73.68 Elevation based on average at 3 points along the ℄ (ends + centre)

2 to South MSC 147.8 156.5 1 62.20 Elevation based on average at 3 points along the ℄ (ends + centre)

3 to North MSC 146.032 156.5 1 72.81 Elevation based on average at 3 points along the ℄ (ends + centre)

5.3.2 Control Gates

5.3.2.0 Item Units Quantity Comments

Gate diameter millimetes 2,000 (with welded extension to gate) available as 1,800 mm dia, modified to suit pipe diameter

Head rating metres 10

Lifting mechanism Type Hydraulic

Location Inlet end

Headwall - inlet and outlet Type Concrete

5.3.3 Gantry Lifting system/Walkway

5.3.3.0 Item Units Comments

No of gates per section no of 2

No of sections no of 1

Distance from crest ℄ to vertical lift

1 to North MSC metres 34.68 Half the length of the underbank pipe

1 to South MSC metres 31.03

2 to North MSC metres 36.84

2 to South MSC metres 31.10

3 to North MSC metres 36.40

5.4 Pumped Transfer Pipes to the Farm Main Supply Channel

5.2.0 Naming Convention

1 Underbank Pipes

2 Control Gates

3 Lifting Gantry/Walkway

4 Pipe run/Pump Station Supplied by others

5.2.1 Underbank Pipes

5.2.1.0 Parameters Units Quantity Comments

No of pipes no of see below Engineer to review

Materials of construction steel

Diameter millimetres 2,000 Review - transport of pipe to site may require 1.8 dia inside 2 m dia

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5.2.1.1 Cell to Cell No of pipes diameter

metres

Headwall Width metres

Section Length along Embankment

metres Flow

ML/day Comments

Cell 1 outlet at Pump Station B 1 2 2.25 2.25 1,000 engineer to optimsie transfer rates

Cell 2 outlet at Pump Station B 1 2 2.25 2.25 1,000 engineer to optimsie transfer rates

Cell 2 outlet at Pump Station A 1 2 2.25 2.25 1,000 engineer to optimsie transfer rates

Cell 3 outlet at Pump Station A 1 2 2.25 2.25 1,000 engineer to optimsie transfer rates

TOTAL 4

5.2.1.2 Underbank Pipe and Control Gate Location

Cell to Cell Start Comments

Cell 1 outlet at Pump Station B 52.5 m east of the southern corner of Cell 1 and 2 to be confirmed

Cell 2 outlet at Pump Station B 52.5 m west of the southern corner of Cell 1 and 2

Cell 2 outlet at Pump Station A 52.5 m south of the western corner of Cells 2 and 3

Cell 3 outlet at Pump Station A 52.5 m north of the western corner of Cells 2 and 3 to be confirmed

5.2.1.3 Pipe Length Estimate

Parameter Units Estimate Comments

Batter X:1 3.0

Crest metres 8.0

Pipeline location Min Elevation

metres Embankment

elevations Overhang

metres Pipe Length

metres

Cell 1 outlet at Pump Station B 147.8 156.5 1 62.20 Elevation based on average of ends plus centrepoint along the ℄

Cell 2 outlet at Pump Station B 147.8 156.5 1 62.20

Cell 2 outlet at Pump Station A 145.89 156.5 1 73.66

Cell 3 outlet at Pump Station A 146.03 156.5 1 72.82 Elevation based on average of ends plus centrepoint along the ℄

5.2.2 Control Gates / outlet pipe to Pump Station

5.2.2.0 Item Units Quantity Comments

Gate diameter millimetes 2,000 (with welded extension to gate) available as 1,800 mm dia, modified to suit pipe diameter

Head rating metres 10

Lifting mechanism Type Hydraulic

Location of gates Inlet side

Headwall - inlet and outlet sides Type Concrete

Pipe from Headwall to Pump Station Length Pump station vendor to connect to pipes Battery limit to be confirmed by Pump Station provider

5.2.3 Gantry Lifting system/Walkway

5.2.3.0 Item Units Cell 1 outlet

(B) Cell 2 outlet

(B) Cell 2 outlet

(A) Cell 3 outlet

(A) Comments

No of gates per section no of 1 1 1 1

No of sections no of 1 1 1 1

Distance from crest ℄ to vertical lift metres 31.1 31.1 36.8 36.4 Half the length of the underbank pipe

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6 Bridges

6.0 General

6.0.0 Naming Convention Centrepoint

Northing Centrepoint

Easting Heading General

description Comments

1 Diversion Channel Bridge 7718267.721 659201.730 295.7330 3,400.0 m from the start of the Diversion Channel

2* Transfer Channel Bridge 7714130.803 651291.412 4.0578 7,786.1 m east of the centreline of Cell 1 East Embankment

3 Eastern Levee Bridge 7714479.227 646932.771 334.9099 3,413.6 m east of the centreline of Cell 1 East Embankment

* Located along a cattle laneway

6.1 Diversion Channel Bridge

6.1.0 General Items

Item Units Estimate Comments

Purpose Private use

Alignment flexible - can be moved to other locations in the vicinity

Max load 60 head loaded cattle truck at 500 kg LWT/hd 30 tonnes + truck/trailer mass

No of lanes Single lane

Structure Pre-cast substructure and deck planks

Safety barrier Concrete kerbs

Ramp Compacted earth Minimal requirement

6.1.1 Key Parameters

Item Units Estimate Comments

Span - edge to edge (indicative) metres 114

Bridge width metres

4

East bank natural elevation metres

159.10 to 159.2 Centreline

Channel bed elevation metres

151.73

West Bank natural elevation metres

159.00 to 159.1 Centreline

Peak water level in the channel metres uncontrolled uncontrolled - same as river

Typical peak water level metres same as river uncontrolled - same as river

Flood potential (Bridge lifting risk) metres

1.00 approx above natural in 2019 flood

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6.1.2 Elevation Profile Table

Section Position metres

Elevation metres

East Bank 0 159.12

East Bank 1 159.12

East Bank 2 159.12

East Bank 3 159.12

East Bank 4 159.11

East Bank 5 159.11

East Bank 6 159.11 Additional rows available, on request.

6.1.3 Elevation Profile

6.2 Transfer Channel Bridge

6.2.0 General Items

Item Units Estimate Comments

Purpose Private use

Alignment Located on an existing cattle laneway

Max load 60 head loaded cattle truck at 500 kg LWT/hd 30

tonnes + truck/trailer mass

No of lanes Single lane

Structure Pre-cast substructure and deck planks

Safety barrier Concrete kerbs

151

152

153

154

155

156

157

158

159

160

0 20 40 60 80 100 120 140

ELEVATIONMETRES

Diversion Channel Cross-section (looking downstream) at the Diversion Channel Bridge ℄

3:1 batter

Natural Elev at159.1 m to 159.2 m

Bed Width - 66 mElevation - 151.73 m

Span = 114 m

3:1 batter

West Bank East Bank

Natural Elev at 159 m to 159.1 m

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Ramp Compacted earth

6.2.1 Key Parameters

Item Units Estimate Comments

Span - edge to edge (indicative) metres 112 Centreline of bridge

Bridge width metres 4

South bank natural elevation metres 154.50 to 154.6 Centreline of bridge

South crest elevation metres 159.73 Centreline of bridge

South crest width metres 11.00 Centreline of bridge

Channel bed elevation metres 149.69 Centreline of bridge

North crest elevation metres 159.69 Centreline of bridge

North crest width metres 12.00 Centreline of bridge

North bank natural elevation metres 154.50 to 154.6 Centreline of bridge

Peak water level in the channel metres 4.50 Controlled in-flow, which enables the level to be managed

Typical peak water level metres 154.19 Controlled in-flow, which enables the level to be managed

Flood potential (Bridge lifting risk) metres low risk

6.2.2 Elevation Profile Table

Section Position metres

Elevation metres

South Bank - natural ground 0 154.500

South Bank - natural ground 1 154.497

South Bank - natural ground 2 154.495 Additional elevation available

S channel N

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6.2.3 Transfer Channel Elevation Profile

6.3 Eastern Levee Bridge

6.3.0 General Items

Item Units Estimate Comments

Purpose Private use

Alignment Aligned with the Eastern Levee

Max load 60 hd cattle truck at 500 kg LWT/hd 30 tonnes + truck/trailer mass

No of lanes Single lane

Structure Pre-cast substructure and deck planks

Safety barrier Concrete kerbs

Ramp Compacted earth ramps up to Souht Bank Crest and back to the Eastern Levee

6.3.1 Key Parameters

Item Units Estimate Comments

Span - edge to edge (indicative) metres 116 Centreline of bridge

Bridge width metres 4

South bank natural elevation metres 152.00 Centreline of bridge

South crest elevation metres 157.93 Bridge elevation - south

Centreline of bridge

148

150

152

154

156

158

160

0 50 100 150 200

ELEVATIONMETRES

Transfer Channel Cross-section (looking downstream) of the Transfer Channel Bridge ℄

3:1 batter

Crest Width -12 m at 159.685 m

South Bank

3:1 batter

Natural Elevation154.5 m to 154.6 m

Natural Elevation around 154.5 m

Bed Width - 52.5 mElevation - 149.685 m

Span = 112 m

3:1 batter

North Bank

Crest Width -11 m at 159.733 m

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South crest width - diagonal width metres 11.00 Centreline of bridge

South crest width - true width metres 9.52 Perpendicular width

Channel bed elevation metres 148.46 Centreline of bridge

North crest elevation metres 157.95 Bridge elevation - north Centreline of bridge

North crest width - diagonal width metres 10.90 Centreline of bridge

North crest width - true width 9.54 Perpendicular width

North bank Levee elevation metres 155.00 ie 3m above natural elevation Centreline of bridge

Peak water level in the channel metres 4.50 Controlled in-flow, which enables the level to be managed

Typical peak water level metres 152.96 =Channel bed elev + Peak water level Controlled in-flow, which enables the level to be managed

Flood potential (Bridge lifting risk) metres low risk

6.3.2 Elevation Profile Table

Section Position metres

Elevation metres

Natural ground 0 152.000

Natural ground 1 152.002

Natural ground 2 152.014

Natural ground 3 152.029

Natural ground 4 152.043

Natural ground 5 152.062

Natural ground 6 152.065

Natural ground 7 152.014

Natural ground 8 151.970

Natural ground 9 152.042

Natural S Channel N Levee

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6.3.3 Eastern Levee Bridge Elevation Profile

147

149

151

153

155

157

159

0 50 100 150 200

ELEVATIONMETRES

Metres

Cross-section (looking downstream) of the Transfer Channel at the Centreline of the Eastern Levee Bridge

3:1 batter

Crest Width - 10.9 m diagonal length- 9.54 m true width

Crest Elev - 157.952 m South Bank

3:1 batter

Levee Elevationat 155 m

NaturalElevation at 152 m

Bed Width - 60 m diagonal length - 52.5 m true width

Elevation - 148.46 m to 148.455 m

Span = 116 m diagonal length across the channel

3:1 batter

North Bank

Crest Width - 11 m diagonal length- 9.52 m true width

Crest Elev - 157.933 m

The levee is construced at 3 metres above natural elevation

3:1 batter

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10 Schedule B – Construction Requirements Draft Scope

The Draft Scope is provided as guidance to the construction requirements.

10.1 Excavations

Excavations shall be carried out, as required, as part of the Cell construction to expose or form a

competent surface over which construction activities can be safely or appropriately undertaken to

enable the construction works to meet the engineering specification.

Excavations shall include: • Construction to supply materials to form cell embankments

• Sub-excavation and cut-off key for the cell embankments

The Constructor shall make provision for the safety of all workers within excavations by sloping of

batters to a stable angle, or other means of batter stabilisation as approved by the Engineer. All

open excavations shall comply with all relevant OH&S regulations applying to the works.

Where water intrusion is an impediment to the Works, the Constructor shall remove or exclude

water from excavations by the use of temporary drains, coffer dams, pumps or other means, as

required. Surface water from the surrounding areas shall be prevented from entering the areas of

excavation, and any natural drainage or stream shall be diverted around the works, as appropriate.

Excavations shall, wherever practicable, be graded to facilitate surface drainage by gravitation.

10.1.1 Cell Excavations

Excavation to form the cells shall be completed generally to the lines and levels as shown on the

Drawings, or otherwise to an alternative configuration as defined by the Constructor’s Engineer

provided that an equivalent storage volume is achieved.

Battering of the edges of the excavation, as defined on the Drawings, shall also be undertaken, with

the finish of these batters being such that these batters remain stable.

Material removed in cell excavations shall be hauled away from the site and stockpiled at a location

adjacent to the cells.

All cell excavations shall be completed within in-situ clayey or weathered rock sequences. Following

excavation of the cells, the Designer shall undertake an inspection of the excavated surface to

identify the presence of any sandy or gravelly inclusions, which may provide a pathway for seepage

of water out of the cells. Any such inclusions shall be sub-excavated to the depth and extent as

defined by the Designer, with backfilling of these areas of excavation using Embankment Fill.

10.1.2 Foundation Sub-Excavations

General sub-excavation below cleared and stripped surfaces shall be carried out within the entire

foundation width of the cell embankments to remove weak, compressible or over-saturated soils.

Sub-excavation shall be carried out to a depth of 1 metre. Material so excavated shall be hauled

away from the site and stockpiled within the overburden stockpile at a location adjacent to the

embankment. The Constructor shall avoid over-excavation of the foundation.

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10.2 Surface Preparations (for Fill Placement)

Prepared surfaces shall be free of local areas of soft or loose materials which cannot be satisfactorily

dealt with in the first layer of fill placed without reducing the quality of compaction standards of fill

below Specification standards.

Trimming and cleaning of the foundation surfaces may therefore be required to enable the Designer

to identify any zones that may need to be locally removed.

10.3 Embankment Construction Works

10.3.1 Earthworks Materials – Definitions And Sources

10.3.1.1 Embankment Fill

Embankment Fill shall be used to construct the cell embankments. Embankment Fill shall comprise

fine grained, cohesive materials, which produce a competent fill with minimal air voids and of low

permeability when compacted to Specification requirements. Embankment Fill shall be free of

significant organic material and shall contain less than 25% by volume of particles greater than

25mm average dimension which do not break down under the specified compaction effort.

Embankment Fill shall be sourced from the cell or bulk sample test pit excavations, as defined by the

Designer.

10.3.1.2 Select Fill

Select Fill shall be used to form internal batter fill, excavation surfaces of the cells and the surface of

the cell overflow channels, as deemed necessary by the Designer, as an erosion protection measure.

The extent of Select Fill placement, as shown on the Drawings or as otherwise deemed necessary

depending on exposure, shall be defined by the Designer’s Representative, across sections of

embankment batter and overflow channel surface that are identified as being “erodible”.

Select Fill shall generally comprise fill material of such quality that produces a competent engineered

fill when compacted to Specification requirements. This material shall be free of significant organic

material and shall contain less than 10% of rock or cemented fragments greater than 200mm

average dimension, which do not break down under the specified compaction. Above all, Select Fill

shall comprise materials that are deemed by the Designer’s Representative to be non-erodable.

Based on direction from the Designer’s Representative, the Designer shall identify materials from

the cells or bulk sample test pit excavations that are suitable for use as Select Fill.

10.3.2 Rock Fill Armouring

Rock Fill shall be used to armour discharge channels and across emergency spillways.

Rock Fill Armouring shall be characterised by the following: •Maximum particle size of 250mm •D50 between 19mm and 100mm (where D50 = diameter for which 50% of particles are smaller) •Fines fraction (i.e. less than 0.075mm) of less than 5% by weight. Rock Fill shall comprise strong and fresh material not subject to weathering, and durable to the

extent that minimal breakdown or degradation of the material occurs during placement and

compaction, or under service conditions. The material shall also be non-acid producing.

Rock Fill may need to be imported from an off-site source (eg Surbiton).

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10.4 Embankment Fill Placement, Conditioning and Compaction

10.4.1 General Requirements

All filling shall be done to the lines and levels indicated on the Drawings, or as otherwise directed by

the Designer.

Embankment Fill and Select Fill shall be placed subject to moisture conditioning and compaction, as

necessary, to produce a fill material possessing the fill quality and performance, as implied. Fill

compaction shall be carried out using protruding foot type compaction plant, with smooth drum

compaction permitted for surface finishing.

Fill surfaces which have dried, have been rolled smooth or are in any other condition which may

preclude obtaining a good bond between successive fill layers or zones, shall be scarified and

conditioned, as necessary, prior to placement of the succeeding fill layers.

The rate of placement of Embankment Fill and Select Fill shall not exceed at any time the

productivity of available spreading and compaction plant. Fill slopes shall be neatly trimmed and left

without excessive loose surface materials. Fill slopes steeper than 20% gradient shall be overfilled, as

necessary, and trimmed back with an item of plant equipped with a smooth blade to ensure that all

fill in the slope is adequately compacted.

10.4.2 Placement

Prior to compaction, Embankment Fill and Select Fill shall be broken up and/or rock raked as

required, to meet the size requirements of the Specification, be laid out in a layer of approximately

uniform loose thickness and be brought to an appropriate water content by wetting, or aeration and

drying (as the case may be), and/or blending and mixing wet and dry materials. The fill material shall

be spread and compacted in layers, which do not exceed 200mm loose thickness prior to

compaction, to ensure that fill of adequate quality, and bonding between layers can be obtained.

Prior to the placement of the first fill layer over any prepared surface, the surface shall be wetted

and conditioned as necessary to ensure that the first fill layer will blend with the foundation

materials to achieve a tight bond and the specified compacted density and moisture.

10.4.3 Fill Compaction Standards

Embankment Fill and Select Fill shall be compacted to the following compaction standard:

Dry density of not less than 98% of standard maximum dry density (AS 1289.5.1.1) with measured

moisture contents of samples taken from compacted fill falling within the range of –2% to +3% of

optimum moisture content (AS 1289.5.1.1).

10.4.3.1 Control Testing

The Designer will arrange for control tests to be carried out on Embankment Fill and Select Fill to

confirm that appropriate compaction methods are being used to achieve Specification requirements.

All works shall be ceased, as necessary, to permit control testing to be carried out.

Tests shall be conducted generally in accordance with the frequencies and standards as outlined

below, or otherwise as determined by the Designer to be appropriate. The above notwithstanding,

the results of the tests shall be the sole means of confirming the suitability of the placed fill.

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Test Frequency* Standard

In-situ Density 1 per

1,000m3

AS 1289:5.8.1 (Nuclear Surface Moisture – Density

Gauge) or AS 1289:5.3.1 (Sand Replacement

Method)

Moisture Content 1 per

1,000m3

AS1289:2.1.1

Laboratory Dry Density –

Moisture Content

Relationship

1 per

1,000m3

AS1289:5.1.1 (Standard Compaction Method)

* Compacted in place

In the event that evidence is available indicating that materials are consistent and work is being

carried out in a systematic and consistent manner, the frequency of compaction testing as defined

above may be reduced.

10.5 Placement, Conditioning and Compaction Of Other Materials

10.5.1 ROCK FILL ARMOURING Rock Fill Armouring shall be selectively placed, levelled and compacted by suitable plant such that

displacement/movement of the material does not occur under service conditions. The material may

be placed without moisture content adjustment.

Where deemed necessary by the Designer to prevent erosion of subgrade materials existing beneath

the Rock Fill, a layer of Grade 2 Geotextile shall be provided to separate the subgrade from the Rock

Fill Armouring material. The Grade 2 Geotextile shall comprise a proprietary product manufactured

from polyamide, polyolefines, polyester or polyvinyl material, either singularly or in combination.

The geotextile filaments shall be rot-proof, chemically stable, with no water absorbency. The

filaments shall also resist delamination and maintain relative position in the geotextile mesh. The

minimum properties of the fabric shall be as follows:

• Trapezoidal Tear Strength - 436 N

• CBR Bust Strength - 3,147 N

• G Rating - 2,390 G

• Grab Tensile Strength - 997 N

10.5.2 Wearing course

Wearing Course material shall be used on the crest of the cell embankments. Wearing Course shall

generally comprise a well graded, fine to medium grained gravel material, containing between 5 and

15% (by weight) of plastic fines. The material shall also be competent and stable to such an extent

that the trafficable surfaces as formed do not deteriorate to below the defined level of serviceability

subject to exposure or trafficking.

Wearing Course may comprise selected waste material sourced from the Select Fill pits as identified

by the Designer. An imported material may be used as an alternative.

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10.6 Earthworks Tolerances

Earthworks construction shall be completed generally to the levels and dimensions as shown on the

workings drawings.

The following tolerances in finished dimensions shall not be exceeded:

Level of embankment surface -0 to +100mm

Level of emergency spillway crest -0 to +50mm

For all surface finishes, maximum

variation

±50mm from a 4m long straight edge placed in any direction

on any formed surface

10.7 Concrete Works

10.7.1 Concrete Materials

10.7.1.1 Cement – Portland Type A

Cement shall be normal Portland cement of approved manufacture, complying in quality with

AS1315. Cement content shall be measured by weight.

10.7.1.2 Fine Aggregate

Fine Aggregate shall comprise clean, hard natural sand or screened gravel, possessing the following

grading:

Sieve Size (mm) Percentage Passing (by weight)

4.75 85 to 100

0.075 0 to 5

10.7.1.3 Coarse Aggregate

Coarse aggregate shall comprise clean, hard, crushed stones or natural river gravel, possessing the

following grading:

Sieve Size (mm) Percentage Passing (by weight)

19.0 90 to 100

4.75 0 to 10

2.36 0 to 5

10.7.1.4 Water

Water used in concrete mixes shall be clean and potable.

10.7.2 Ready Mixed Concrete

The production and delivery of ready-mixed concrete shall be in accordance with the requirements

of AS1379. The quantity of concrete delivered in any truck shall not exceed the rated capacity of the

truck’s agitator drum. The timing of deliveries shall be such as to ensure an essentially continuous

placing operation. Ready-mixed concrete shall be placed and compacted within 1 hour of charging

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the mixer (for concrete temperatures up to 32ºC) or within 45 minutes of charging the mixer (for

concrete temperatures exceeding 32ºC but less than 35ºC). A manufacturer’s certificate in the form

of a delivery docket, in accordance with AS1379, shall be supplied for each and every batch of ready-

mixed concreted delivered to site, showing the following:

(i) Name and location of project

(ii) Grade of concrete supplied

(iii) Cement content (kg per cubic metre)

(iv) Slump

(v Admixture (if any)

(vi) Brand of cement

(vii) Volume of concrete delivery (cubic metres)

(viii) Time when concrete was batched

(ix) Date and truck registration number

(x) Nominal maximum aggregate size

10.7.3 Concrete Strength

All concrete works shall possess minimum characteristic strengths (grade) at 28 days as follows:

• Headwall and spillway channel 32Mpa

• Other general works As nominated on the Drawings.

10.7.4 Concrete Slump

Nominated slump for cast insitu concrete shall be 80mm ±15mm.

10.7.5 Concrete Sampling And Testing

Concrete sampling and testing shall be undertaken in accordance with AS3600 and AS1379.

10.7.6 Concrete Handling, Placement and Carrying

For preparation, handling, placement and compaction of concrete, the relevant clauses of AS3600

shall apply. All concrete placed shall be mechanically vibrated.

Concrete shall be placed in such a manner to avoid segregation or loss of materials and carried out

continuously between construction joints to maintain a plastic edge.

At construction joints, the edge of hardened concrete shall be roughened and cleaned, and

immediately prior to placement of concrete, shall be dampened and coated with a bituminous

expansive filler product, unless otherwise indicated on the Drawings or directed by the Designer.

10.7.7 Protection and Curing

New concrete shall be protected from premature drying, from excessively hot and cold

temperatures, and from mechanical damage by equipment, materials or other means.

Horizontal surfaces shall be kept continuously damp for at least seven (7) days following casting.

All concrete surfaces exposed within 7 days of initial set shall be cured based on AS3799. Curing shall

be commenced within 1 hour of initial set or first exposure and continue for at least 7 days after

pouring concrete.

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For particular weather conditions (namely periods of prevailing dry winds, low humidity, hot days, or

cold nights), random shrinkage cracking can occur. Every effort shall be made to maintain a

construction regime to reduce the effect of these conditions, with provisions as outlined in the

Cement and Concrete Association’s (C&CA’s) handout, Difficult Weather Concreting to be considered

and adopted where relevant.

10.7.8 Tolerances

Minimum dimensions for concrete works shall be as required for first class work.

10.8 Concrete Finish

For general concrete works, a “steel trowelled” finish shall be produced, with this finish formed by

steel trowelling the surface under firm pressure or by power floating. The characteristics of this

finish shall be as follows:

• Abrupt Irregularities Nil

• Gradual Irregularities <5mm in 2m

The concrete finish to be achieved for formed concrete works shall be characterised by the

following:

• Type of formwork (min. standard) Plywood • Abrupt Irregularities <3mm • Gradual Irregularities <5mm in 2m • General requirement Even surface with no grout runs

10.9 Formwork

10.9.1 General

Formwork shall comply in all respects with AS3600 and AS3610.

10.9.2 Tolerances

Formwork shall be securely placed to achieve final concrete tolerances.

10.9.3 Support of Formwork

Supports shall be designed and constructed to provide the necessary rigidity and strength to support

the loads to be carried. Bracing shall be provided both transversely and longitudinally, and provision

shall be made by means of wedges for adjusting the height of the formwork.

10.9.4 Finish

Exposed formed surfaces shall achieve the finish as defined in the relevant clauses of this Specification, with a 20mm chamfer to be provided in all cases, unless otherwise specified by the Designer.

10.10 Reinforcement

10.10.1 Lapping of Fabric

All fabric reinforcement is to be lapped by 2 main transverse wires plus 50mm.

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10.10.2 Cover

Clear cover to reinforcement shall be 70mm unless otherwise indicated on the Drawings.

10.10.3 General Requirements

All reinforcement shall be inspected and approved by the Designer prior to placement of concrete.

During placement of concrete, the Concrete Contractor shall ensure that the reinforcement remains

undisturbed and is not bent or displaced in any way.

Reinforcement shall be supplied and bent in accordance with AS3600. Bending of reinforcement

with or without heating is not permitted.

Reinforcement splices shall be full tension splices to AS3600, with no mechanical splicing or welding

of reinforcement to be undertaken unless otherwise approved by the Designer. Reinforcing bars

shall not be cut to clear penetrations, but shall be displaced to clear such penetrations.

All reinforcement shall be supported in its correct position during concreting by securely tying with

1.25mm wire to approved plastic tipped bar chairs, spacers or support bars. Support spacings shall

be such as to position and maintain the reinforcement to the tolerances of AS3600 and shall be at

800mm maximum centres in slabs. Plastic tipped steel bar chairs shall not be used.

10.11 Ancillary Project Element and Facilities

10.11.1 Access roads

Access roads will need to be formed by the Constructor, with road construction to be of a standard

to maintain all-weather access, which is comfortable and safe for all users and is controlled for off-

site sediment migration. The access road and other haul or temporary roads to satisfy construction

requirements may be formed subject to prior approval being obtained from the Designer.

All access roads, existing or temporary, located within the defined working area or used for access to

the site shall be maintained in conjunction with the construction works.

The standard of access road maintenance shall be such that the roads are kept structurally sound,

safe and comfortable to use and will include regular watering for dust suppression, grading, the

filling of holes and the repair of washouts.

These maintenance obligations apply for the duration of the construction works regardless of other

operational/routine traffic that uses the access roads.

10.11.2 Construction Management and Progress The Contractor will be the Responsible Contractor for the site.

An experienced management, supervisory and quality control team shall be maintained under a

nominated site based project manager, with this team being committed to achieving and

maintaining the standards specified for the works.

Project meetings shall be held routinely, during which construction and/or operational progress will

be discussed, with respect to the program or productivity requirements.

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At these meetings, revised/updated versions of the program to reflect works completed to date shall

be submitted which highlight adjusted milestones and variations in construction sequencing. Also to

be submitted during these meetings will be completed Inspection and Test Plans (ITP’s) for works

completed to date, and other documentation relevant to review of project status.

10.11.3 Authorities All construction and ancillary work shall be carried out in accordance with the requirements of all

authorities having jurisdiction over the site. In particular, construction works shall comply with

relevant statutory regulations and policies, in respect to the discharge into the atmosphere of

smoke, dust or other air-borne contaminants, or to receiving waters (surface and groundwater) of

sediment or other water-borne contaminants.

These regulations will be developed in conjunction with environmental approvals.

10.11.4 Standards Specification Plant, materials and workmanship shall comply with the requirements of current standards and

Codes of Practice of the Standards Association of Australia (Standards Australia), as appropriate. All

materials and workmanship not covered by a Standards Australia standard shall be of such kind as is

used in first class work, suitable for the environment and conditions in which the works are to be

constructed.

10.11.5 Amenities Administrative facilities, workshop/plant yard and any other amenities required for the execution of

the construction works shall be located within an area as nominated by the Constructor.

Suitable toilet and wash-up facilities for all persons employed on the work shall be provided.

Generated power and telecommunications shall also be provided as part of the construction project,

as well as all services including potable water to a suitable standard, capacity and quantity to meet

the needs of the project.

Provision for appropriate spill containment measures (e.g. bunding) within the site where fuels and

oils are to be stored shall also be made. These measures shall comply with relevant legislation and

regulations, as well as specific requirements of the Principal. Furthermore, appropriate control

measures must be implemented for plant maintenance areas, to minimise the risk of fuel/oil spillage

or other forms of land contamination. Subject to environmental approval and relevant conditions,

appropriate on-site disposal of associated wastes (e.g. oil, tyres, etc) shall be provided.

10.11.6 Setting Out and Survey The extent of survey currently available within the construction area is shown on the Drawings. Base

line and reference benchmarks on which this survey has been derived shall be nominated by the

Designer. On commencement of construction, the accuracy of these survey points shall be verified

by the Constructor, with the survey extended as required to confirm the set out and design layout of

the works.

10.11.7 Existing Services The locations of all existing services within the area of the works will be identified by the Contractor

prior to commencement of works. Such services include telecommunications and overhead

electricity cables. There may be a need to either relocate or redirect a number of existing services to

complete the works as specified.

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10.11.8 Protection Precautions, as necessary, shall be taken by the Constructor to avoid damage to any

structures/services existing within the site. Where appropriate erection and maintenance of

temporary barriers, boardings or other arrangement or alteration of work practices, as required, will

be used to protect these items.

10.11.9 Construction Water Construction water to be used in construction works shall be supplied by the Contractor using

temporary overland water capture cells, to be made available at an agreed location. The transport

and application of water for use in construction shall be undertaken by the Constructor.

10.11.10 Management of Site Waters Particular attention shall be paid to the control of runoff around working/excavation areas to

minimise any delay to the works. All works shall be directed to avoid wastage of materials that

would be suitable for use as fill or rip-rap. To assist in achieving this, stockpile areas shall be drained

effectively and materials shall be selected and/or mixed and conditioned making all use of

favourable weather.

Appropriate works or measures, as required, shall be implemented to minimise the off-site release

of sediment within stormwater run-off. Particular attention shall be paid to borrow areas and any

bare earth surfaces formed in conjunction with the construction works. Sediment control provision

shall comply with a Sediment and Erosion Control Plan to be prepared by the Constructor prior to

commencement of construction works

10.11.11 Site Security During the period of the works, any actions, as required, to maintain site security shall be arranged

by the Contractor. In particular, prior to ceasing works on each day, any fencing or gates removed

for the purpose of the Works, shall be reinstated. In addition, any open excavation(s) shall be made

safe by bunding/barricading/fencing, as a minimum.

10.11.12 Clean-Up On completion of the works, the site shall be generally cleared by the Constructor, with any damage

made good, and the site restored to a neat and tidy condition. All work areas having achieved the

final surface profiles as defined shall be smoothed and graded in a manner to conform to the natural

appearance of the landscape. Where unnecessary destruction, scarring, damage or defacing has

occurred as a result of the operations, these areas shall be repaired, replanted, reseeded, or

otherwise corrected.

10.11.13 As-Constructed Drawings and Certificates During progress of the works, a licensed surveyor shall survey and plot accurately all work carried

out. This survey shall be presented in the form of “As-Constructed” drawings that shall be presented

in a properly drafted form detailing all elements of the works including final levels and extent of all

civil construction works.

A spatial database of a LIDAR (min 4 ground strikes/m2) survey of the completed works shall be

provided with all elements of the Project detailed.